Lake Elsinore City Council
January 13, 2026

Intersection
Int Delay, s/veh 2.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 97 22 15 140 1 56 0 15 0 0 0
Future Vol, veh/h 0 97 22 15 140 1 56 0 15 0 0 0
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 - - - - - 0 0 - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 102 23 16 147 1 59 0 16 0 0 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 0 0 125 0 0 219 - 63 230 304 74
Stage 1 - - - - - - 114 - - 179 179 -
Stage 2 - - - - - - 105 - - 51 125 -
Critical Hdwy - - - 4.14 - - 7.54 - 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 6.54 - - 6.54 5.54 -
Critical Hdwy Stg 2 - - - - - - 6.54 - - 6.54 5.54 -
Follow-up Hdwy - - - 2.22 - - 3.52 - 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 0 - - 1459 - - 718 0 989 705 608 973 Stage 1 0 - - - - - 879 0 - 805 750 -
Stage 2 0 - - - - - 889 0 - 956 791 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - - 1459 - - 710 - 989 686 601 973 Mov Cap-2 Maneuver - - - - - - 710 - - 686 601 -
Stage 1 - - - - - - 879 - - 796 742 -
Stage 2 - - - - - - 879 - - 940 791 -
Approach EB WB NB SB
HCM Control Delay, s/v 0 0.78 10.29 0

HCM LOS B A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h) 755 - - 348 - - -
HCM Lane V/C Ratio 0.099 - - 0.011 - - -
HCM Control Delay (s/veh) 10.3 - - 7.5 0.1 - 0
HCM Lane LOS B - - A A - A
HCM 95th %tile Q(veh) 0.3 - - 0 - - -
HCM 7th TWSC
8: Dexter Ave & Driveway 4 05/19/2025
_OY 2026 AM 5:14 pm 05/08/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 1.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 30 247 0 3 318 7 8 1 8 7 2 29
Future Vol, veh/h 30 247 0 3 318 7 8 1 8 7 2 29
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 - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 32 260 0 3 335 7 8 1 8 7 2 31
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 342 0 0 260 0 0 665 672 260 668 668 338 Stage 1 - - - - - - 323 323 - 345 345 -
Stage 2 - - - - - - 342 348 - 324 323 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1217 - - 1304 - - 373 377 779 372 379 704 Stage 1 - - - - - - 689 650 - 671 636 -
Stage 2 - - - - - - 673 634 - 689 650 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1217 - - 1304 - - 343 365 779 354 367 704 Mov Cap-2 Maneuver - - - - - - 343 365 - 354 367 -
Stage 1 - - - - - - 668 631 - 669 634 -
Stage 2 - - - - - - 640 632 - 659 631 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.87 0.07 13 11.76

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 468 195 - - 16 - - 572
HCM Lane V/C Ratio 0.038 0.026 - - 0.002 - - 0.07
HCM Control Delay (s/veh) 13 8 0 - 7.8 0 - 11.8
HCM Lane LOS B A A - A A - B
HCM 95th %tile Q(veh) 0.1 0.1 - - 0 - - 0.2
HCM 7th Signalized Intersection Summary
1: Central Ave & Cambern Ave 05/19/2025
_OY 2026 PM 5:14 pm 05/08/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 285 130 65 79 129 225 93 1320 77 171 1108 161 Future Volume (veh/h) 285 130 65 79 129 225 93 1320 77 171 1108 161 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 300 137 68 83 136 237 98 1389 81 180 1166 169 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 365 333 165 139 686 581 158 1382 680 198 1614 720 Arrive On Green 0.28 0.28 0.28 0.04 0.37 0.37 0.05 0.39 0.39 0.11 0.45 0.45 Sat Flow, veh/h 1009 1180 585 3456 1870 1585 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 300 0 205 83 136 237 98 1389 81 180 1166 169 Grp Sat Flow(s),veh/h/ln 1009 0 1765 1728 1870 1585 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 25.4 0.0 8.5 2.1 4.5 10.0 2.5 35.0 2.8 9.0 24.0 5.9 Cycle Q Clear(g_c), s 25.4 0.0 8.5 2.1 4.5 10.0 2.5 35.0 2.8 9.0 24.0 5.9 Prop In Lane 1.00 0.33 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 365 0 498 139 686 581 158 1382 680 198 1614 720 V/C Ratio(X) 0.82 0.00 0.41 0.60 0.20 0.41 0.62 1.01 0.12 0.91 0.72 0.23 Avail Cap(c_a), veh/h 365 0 498 154 686 581 192 1382 680 198 1614 720 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.9 0.0 26.2 42.5 19.5 21.2 42.2 27.5 15.5 39.6 20.0 15.0 Incr Delay (d2), s/veh 18.5 0.0 2.5 5.3 0.6 2.1 4.2 25.4 0.1 39.7 1.6 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.1 0.0 3.7 1.0 2.0 3.7 1.1 17.9 0.9 5.9 8.9 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 51.5 0.0 28.7 47.8 20.1 23.3 46.3 52.9 15.5 79.3 21.6 15.2 LnGrp LOS D C D C C D F B E C B
Approach Vol, veh/h 505 456 1568 1515
Approach Delay, s/veh 42.3 26.8 50.6 27.7
Approach LOS D C D C
Timer - Assigned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 37.0 14.0 39.0 7.6 29.4 8.1 44.9 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 33.0 10.0 35.0 4.0 25.0 5.0 40.0 Max Q Clear Time (g_c+I1), s 12.0 11.0 37.0 4.1 27.4 4.5 26.0 Green Ext Time (p_c), s 1.4 0.0 0.0 0.0 0.0 0.0 6.8
Intersection Summary
HCM 7th Control Delay, s/veh 38.3
HCM 7th LOS D
HCM 7th Signalized Intersection Summary
2: Dexter Ave & Central Ave 05/19/2025
_OY 2026 PM 5:14 pm 05/08/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 92 103 243 159 144 55 275 1473 211 78 1064 66 Future Volume (veh/h) 92 103 243 159 144 55 275 1473 211 78 1064 66 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 97 108 256 167 152 58 289 1551 222 82 1120 69 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 125 296 551 207 264 101 337 2354 731 105 2132 525 Arrive On Green 0.07 0.16 0.16 0.12 0.20 0.20 0.19 0.46 0.46 0.06 0.33 0.33 Sat Flow, veh/h 1781 1870 1585 1781 1290 492 1781 5106 1585 1781 6434 1585 Grp Volume(v), veh/h 97 108 256 167 0 210 289 1551 222 82 1120 69 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 0 1782 1781 1702 1585 1781 1609 1585 Q Serve(g_s), s 4.2 4.0 9.8 7.1 0.0 8.3 12.3 18.4 6.9 3.5 11.0 2.4 Cycle Q Clear(g_c), s 4.2 4.0 9.8 7.1 0.0 8.3 12.3 18.4 6.9 3.5 11.0 2.4 Prop In Lane 1.00 1.00 1.00 0.28 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 125 296 551 207 0 364 337 2354 731 105 2132 525 V/C Ratio(X) 0.77 0.36 0.47 0.81 0.00 0.58 0.86 0.66 0.30 0.78 0.53 0.13 Avail Cap(c_a), veh/h 251 383 624 342 0 456 502 2354 731 160 2132 525 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.7 29.3 19.8 33.6 0.0 28.0 30.7 16.3 13.2 36.2 21.1 18.2 Incr Delay (d2), s/veh 9.7 0.8 0.6 7.2 0.0 1.4 9.5 1.5 1.1 12.6 0.2 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.0 1.7 3.5 3.4 0.0 3.5 5.8 6.5 2.4 1.8 3.7 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 45.4 30.1 20.4 40.8 0.0 29.4 40.1 17.8 14.3 48.8 21.4 18.4 LnGrp LOS D C C D C D B B D C B
Approach Vol, veh/h 461 377 2062 1271
Approach Delay, s/veh 28.0 34.5 20.5 23.0
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s8.6 40.0 13.1 16.4 18.8 29.9 9.5 20.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 7.0 36.0 15.0 16.0 22.0 21.0 11.0 20.0 Max Q Clear Time (g_c+I1), s 5.5 20.4 9.1 11.8 14.3 13.0 6.2 10.3 Green Ext Time (p_c), s 0.0 9.9 0.2 0.6 0.5 4.3 0.1 0.7 Intersection Summary
HCM 7th Control Delay, s/veh 23.3
HCM 7th LOS C
HCM 7th Signalized Intersection Summary
3: Central Ave & I-15 North On Ramp/I-15 North Off Ramp 05/19/2025 _OY 2026 PM 5:14 pm 05/08/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 302 1 640 57 1352 0 0 1044 387 Future Volume (veh/h) 0 0 0 302 1 640 57 1352 0 0 1044 387 Initial Q (Qb), veh 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 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 212 0 788 60 1423 0 0 1099 407
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 890 0 1583 77 2070 0 0 1607 499
Arrive On Green 0.50 0.00 0.50 0.04 0.41 0.00 0.00 0.31 0.31 Sat Flow, veh/h 1781 0 3170 1781 5274 0 0 5274 1585
Grp Volume(v), veh/h 212 0 788 60 1423 0 0 1099 407
Grp Sat Flow(s),veh/h/ln 1781 0 1585 1781 1702 0 0 1702 1585 Q Serve(g_s), s 5.7 0.0 13.9 2.8 19.3 0.0 0.0 15.8 19.9 Cycle Q Clear(g_c), s 5.7 0.0 13.9 2.8 19.3 0.0 0.0 15.8 19.9 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 890 0 1583 77 2070 0 0 1607 499
V/C Ratio(X) 0.24 0.00 0.50 0.78 0.69 0.00 0.00 0.68 0.82 Avail Cap(c_a), veh/h 890 0 1583 148 2429 0 0 1761 547
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 12.0 0.0 14.0 39.8 20.6 0.0 0.0 25.2 26.6 Incr Delay (d2), s/veh 0.6 0.0 1.1 15.4 0.7 0.0 0.0 1.0 8.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 4.9 1.5 7.4 0.0 0.0 6.1 8.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 12.6 0.0 15.1 55.3 21.3 0.0 0.0 26.2 35.3 LnGrp LOS B B E C C D
Approach Vol, veh/h 1000 1483 1506
Approach Delay, s/veh 14.6 22.6 28.6
Approach LOS B C C
Timer - Assigned Phs 2 4 7 8
Phs Duration (G+Y+Rc), s 46.0 38.1 7.6 30.5
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 42.0 40.0 7.0 29.0
Max Q Clear Time (g_c+I1), s 15.9 21.3 4.8 21.9
Green Ext Time (p_c), s 4.4 10.2 0.0 4.6
Intersection Summary
HCM 7th Control Delay, s/veh 22.9
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
4: I-15 South Off Ramp/I-15 South On Ramp & Central Ave 05/19/2025 _OY 2026 PM 5:14 pm 05/08/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 530 3 103 0 0 0 0 961 265 414 928 0 Future Volume (veh/h) 530 3 103 0 0 0 0 961 265 414 928 0 Initial Q (Qb), veh 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 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 593 0 73 0 1012 279 436 977 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Cap, veh/h 1439 0 640 0 1423 442 556 1748 0
Arrive On Green 0.40 0.00 0.40 0.00 0.28 0.28 0.16 0.49 0.00 Sat Flow, veh/h 3563 0 1585 0 5274 1585 3456 3647 0
Grp Volume(v), veh/h 593 0 73 0 1012 279 436 977 0
Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1585 1728 1777 0 Q Serve(g_s), s 9.1 0.0 2.2 0.0 13.7 11.8 9.3 14.8 0.0
Cycle Q Clear(g_c), s 9.1 0.0 2.2 0.0 13.7 11.8 9.3 14.8 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 1439 0 640 0 1423 442 556 1748 0 V/C Ratio(X) 0.41 0.00 0.11 0.00 0.71 0.63 0.78 0.56 0.00 Avail Cap(c_a), veh/h 1439 0 640 0 1797 558 901 2362 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 16.4 0.0 14.3 0.0 24.9 24.2 30.9 13.7 0.0 Incr Delay (d2), s/veh 0.9 0.0 0.4 0.0 1.0 1.5 2.5 0.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.4 0.0 0.8 0.0 5.2 4.3 3.8 5.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 17.2 0.0 14.7 0.0 25.9 25.7 33.4 13.9 0.0 LnGrp LOS B B C C C B
Approach Vol, veh/h 666 1291 1413
Approach Delay, s/veh 16.9 25.8 19.9
Approach LOS B C B
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 16.4 25.4 35.0 41.7
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 20.0 27.0 31.0 51.0
Max Q Clear Time (g_c+I1), s 11.3 15.7 11.1 16.8
Green Ext Time (p_c), s 1.1 5.7 2.3 7.7
Intersection Summary
HCM 7th Control Delay, s/veh 21.6
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th TWSC
5: Central Ave & Driveway 1 05/19/2025
_OY 2026 PM 5:14 pm 05/08/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 1.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 165 0 0 37 0 1517 132 0 1162 53
Future Vol, veh/h 0 0 165 0 0 37 0 1517 132 0 1162 53
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Stop - - None - - None - - Free
Storage Length - - 0 - - 0 - - 149 - - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 174 0 0 39 0 1597 139 0 1223 56
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All - - 612 - - 798 - 0 0 - - 0
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - 7.14 - - 7.14 - - - - - -
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - 3.92 - - 3.92 - - - - - -
Pot Cap-1 Maneuver 0 0 374 0 0 282 0 - - 0 - 0
Stage 1 0 0 - 0 0 - 0 - - 0 - 0
Stage 2 0 0 - 0 0 - 0 - - 0 - 0
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 374 - - 282 - - - - - -
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s/v 22.7 19.79 0 0

HCM LOS C C
Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBT
Capacity (veh/h) - - 374 282 -
HCM Lane V/C Ratio - - 0.464 0.138 -
HCM Control Delay (s/veh) - - 22.7 19.8 -
HCM Lane LOS - - C C -
HCM 95th %tile Q(veh) - - 2.4 0.5 -
HCM 7th TWSC
6: Driveway 2 & Cambern Ave 05/19/2025
_OY 2026 PM 5:14 pm 05/08/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 1.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 247 128 0 418 0 0 0 120 0 0 0
Future Vol, veh/h 0 247 128 0 418 0 0 0 120 0 0 0
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 - - - - - 0 - - 0 - - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 260 135 0 440 0 0 0 126 0 0 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 0 0 - - 0 - - 197 - - 220
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - - - - - - - 6.94 - - 6.94
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - - - - - - - 3.32 - - 3.32
Pot Cap-1 Maneuver 0 - - 0 - - 0 0 811 0 0 784
Stage 1 0 - - 0 - - 0 0 - 0 0 -
Stage 2 0 - - 0 - - 0 0 - 0 0 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - - - - - - - 811 - - 784
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s/v 0 0 10.26 0

HCM LOS B A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT WBR SBLn1
Capacity (veh/h) 811 - - - - -
HCM Lane V/C Ratio 0.156 - - - - -
HCM Control Delay (s/veh) 10.3 - - - - 0
HCM Lane LOS B - - - - A
HCM 95th %tile Q(veh) 0.6 - - - - -
HCM 7th TWSC
7: Driveway 3 & Cambern Ave 05/19/2025
_OY 2026 PM 5:14 pm 05/08/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 4.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 188 38 24 166 0 157 1 32 0 0 0
Future Vol, veh/h 0 188 38 24 166 0 157 1 32 0 0 0
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 - - - - - 0 0 - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 198 40 25 175 0 165 1 34 0 0 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 0 0 238 0 0 356 443 119 325 463 87 Stage 1 - - - - - - 218 218 - 225 225 -
Stage 2 - - - - - - 138 225 - 99 238 -
Critical Hdwy - - - 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 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 0 - - 1326 - - 575 508 910 605 494 954 Stage 1 0 - - - - - 764 721 - 757 716 -
Stage 2 0 - - - - - 851 716 - 896 707 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - - 1326 - - 563 497 910 569 485 954 Mov Cap-2 Maneuver - - - - - - 563 497 - 569 485 -
Stage 1 - - - - - - 764 721 - 742 702 -
Stage 2 - - - - - - 834 702 - 861 707 -
Approach EB WB NB SB
HCM Control Delay, s/v 0 1.09 13.9 0

HCM LOS B A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h) 602 - - 455 - - -
HCM Lane V/C Ratio 0.33 - - 0.019 - - -
HCM Control Delay (s/veh) 13.9 - - 7.8 0.1 - 0
HCM Lane LOS B - - A A - A
HCM 95th %tile Q(veh) 1.4 - - 0.1 - - -
HCM 7th TWSC
8: Dexter Ave & Driveway 4 05/19/2025
_OY 2026 PM 5:14 pm 05/08/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 57 306 2 3 285 33 11 2 6 12 0 53
Future Vol, veh/h 57 306 2 3 285 33 11 2 6 12 0 53
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 - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 60 322 2 3 300 35 12 2 6 13 0 56
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 335 0 0 324 0 0 749 784 323 767 768 317 Stage 1 - - - - - - 443 443 - 324 324 -
Stage 2 - - - - - - 306 341 - 443 444 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1225 - - 1236 - - 328 325 718 319 332 723 Stage 1 - - - - - - 594 576 - 689 650 -
Stage 2 - - - - - - 703 639 - 594 575 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1225 - - 1236 - - 284 305 718 295 311 723 Mov Cap-2 Maneuver - - - - - - 284 305 - 295 311 -
Stage 1 - - - - - - 558 541 - 686 648 -
Stage 2 - - - - - - 647 637 - 551 541 -
Approach EB WB NB SB
HCM Control Delay, s/v 1.26 0.07 15.79 12.17

HCM LOS C B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 354 281 - - 16 - - 570
HCM Lane V/C Ratio 0.057 0.049 - - 0.003 - - 0.12
HCM Control Delay (s/veh) 15.8 8.1 0 - 7.9 0 - 12.2
HCM Lane LOS C A A - A A - B
HCM 95th %tile Q(veh) 0.2 0.2 - - 0 - - 0.4
HCM 7th Signalized Intersection Summary
1: Central Ave & Cambern Ave 05/19/2025
_OY 2026 PP AM 5:19 pm 05/08/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 98 47 66 88 70 62 98 766 145 106 1376 108 Future Volume (veh/h) 98 47 66 88 70 62 98 766 145 106 1376 108 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 103 49 69 93 74 65 103 806 153 112 1448 114 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 377 163 230 155 608 515 168 1600 784 143 1712 764 Arrive On Green 0.23 0.23 0.23 0.04 0.33 0.33 0.05 0.45 0.45 0.08 0.48 0.48 Sat Flow, veh/h 1250 703 990 3456 1870 1585 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 103 0 118 93 74 65 103 806 153 112 1448 114 Grp Sat Flow(s),veh/h/ln 1250 0 1692 1728 1870 1585 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 5.7 0.0 4.8 2.2 2.3 2.4 2.4 13.4 4.5 5.1 29.6 3.3 Cycle Q Clear(g_c), s 5.7 0.0 4.8 2.2 2.3 2.4 2.4 13.4 4.5 5.1 29.6 3.3 Prop In Lane 1.00 0.58 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 377 0 393 155 608 515 168 1600 784 143 1712 764 V/C Ratio(X) 0.27 0.00 0.30 0.60 0.12 0.13 0.61 0.50 0.20 0.78 0.85 0.15 Avail Cap(c_a), veh/h 377 0 393 208 608 515 208 1712 835 236 1969 878 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.7 0.0 26.3 38.9 19.7 19.7 38.7 16.2 11.7 37.5 18.8 12.0 Incr Delay (d2), s/veh 1.8 0.0 2.0 3.7 0.4 0.5 3.6 0.2 0.1 9.1 3.2 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.0 2.0 1.0 1.0 0.9 1.0 4.7 1.4 2.4 10.7 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 28.5 0.0 28.3 42.6 20.1 20.2 42.4 16.5 11.8 46.5 22.0 12.1 LnGrp LOS C C D C C D B B D C B
Approach Vol, veh/h 221 232 1062 1674
Approach Delay, s/veh 28.4 29.2 18.3 23.0
Approach LOS C C B C
Timer - Assigned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 31.0 10.7 41.4 7.7 23.3 8.0 44.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 27.0 11.0 40.0 5.0 18.0 5.0 46.0 Max Q Clear Time (g_c+I1), s 4.4 7.1 15.4 4.2 7.7 4.4 31.6 Green Ext Time (p_c), s 0.5 0.1 5.7 0.0 0.6 0.0 8.4
Intersection Summary
HCM 7th Control Delay, s/veh 22.3
HCM 7th LOS C
HCM 7th Signalized Intersection Summary
2: Dexter Ave & Central Ave 05/19/2025
_OY 2026 PP AM 5:19 pm 05/08/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 69 126 443 196 217 20 358 1049 155 55 1293 119 Future Volume (veh/h) 69 126 443 196 217 20 358 1049 155 55 1293 119 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 73 133 466 206 228 21 377 1104 163 58 1361 125 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 94 372 687 208 443 41 418 2327 722 74 1691 417 Arrive On Green 0.05 0.20 0.20 0.12 0.26 0.26 0.23 0.46 0.46 0.04 0.26 0.26 Sat Flow, veh/h 1781 1870 1585 1781 1687 155 1781 5106 1585 1781 6434 1585 Grp Volume(v), veh/h 73 133 466 206 0 249 377 1104 163 58 1361 125 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 0 1842 1781 1702 1585 1781 1609 1585 Q Serve(g_s), s 3.5 5.2 17.0 9.9 0.0 9.9 17.6 12.8 5.3 2.8 16.9 5.4 Cycle Q Clear(g_c), s 3.5 5.2 17.0 9.9 0.0 9.9 17.6 12.8 5.3 2.8 16.9 5.4 Prop In Lane 1.00 1.00 1.00 0.08 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 94 372 687 208 0 484 418 2327 722 74 1691 417 V/C Ratio(X) 0.78 0.36 0.68 0.99 0.00 0.51 0.90 0.47 0.23 0.78 0.80 0.30 Avail Cap(c_a), veh/h 146 372 687 208 0 484 500 2327 722 167 1729 426 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.0 29.6 19.5 37.7 0.0 26.9 31.8 16.2 14.1 40.6 29.5 25.2 Incr Delay (d2), s/veh 12.9 0.6 2.7 59.3 0.0 0.9 17.5 0.7 0.7 15.9 2.8 0.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.8 2.3 7.3 7.6 0.0 4.3 9.1 4.7 1.9 1.5 6.3 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 52.9 30.2 22.2 97.0 0.0 27.8 49.2 16.9 14.9 56.5 32.3 25.6 LnGrp LOS D C C F C D B B E C C
Approach Vol, veh/h 672 455 1644 1544
Approach Delay, s/veh 27.1 59.2 24.1 32.7
Approach LOS C E C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s7.6 43.0 14.0 21.0 24.1 26.5 8.5 26.5 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 8.0 39.0 10.0 17.0 24.0 23.0 7.0 20.0 Max Q Clear Time (g_c+I1), s 4.8 14.8 11.9 19.0 19.6 18.9 5.5 11.9 Green Ext Time (p_c), s 0.0 8.7 0.0 0.0 0.5 2.9 0.0 0.8 Intersection Summary
HCM 7th Control Delay, s/veh 31.3
HCM 7th LOS C
HCM 7th Signalized Intersection Summary
3: Central Ave & I-15 North On Ramp/I-15 North Off Ramp 05/19/2025 _OY 2026 PP AM 5:19 pm 05/08/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 415 5 509 95 1059 0 0 1464 426 Future Volume (veh/h) 0 0 0 415 5 509 95 1059 0 0 1464 426 Initial Q (Qb), veh 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 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 621 0 343 100 1115 0 0 1541 448
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 1426 0 635 129 2566 0 0 1949 605
Arrive On Green 0.40 0.00 0.40 0.07 0.50 0.00 0.00 0.38 0.38 Sat Flow, veh/h 3563 0 1585 1781 5274 0 0 5274 1585
Grp Volume(v), veh/h 621 0 343 100 1115 0 0 1541 448
Grp Sat Flow(s),veh/h/ln 1781 0 1585 1781 1702 0 0 1702 1585 Q Serve(g_s), s 10.4 0.0 13.6 4.5 11.5 0.0 0.0 22.0 20.1 Cycle Q Clear(g_c), s 10.4 0.0 13.6 4.5 11.5 0.0 0.0 22.0 20.1 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 1426 0 635 129 2566 0 0 1949 605 V/C Ratio(X) 0.44 0.00 0.54 0.78 0.43 0.00 0.00 0.79 0.74 Avail Cap(c_a), veh/h 1426 0 635 238 3036 0 0 2106 654
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 17.9 0.0 18.9 37.6 13.0 0.0 0.0 22.6 22.0 Incr Delay (d2), s/veh 1.0 0.0 3.3 9.6 0.1 0.0 0.0 2.0 4.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.3 0.0 5.3 2.3 4.1 0.0 0.0 8.3 7.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 18.9 0.0 22.2 47.2 13.2 0.0 0.0 24.5 26.1 LnGrp LOS B C D B C C
Approach Vol, veh/h 964 1215 1989
Approach Delay, s/veh 20.1 16.0 24.9
Approach LOS C B C
Timer - Assigned Phs 2 4 7 8
Phs Duration (G+Y+Rc), s 37.0 45.4 10.0 35.5
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 33.0 49.0 11.0 34.0
Max Q Clear Time (g_c+I1), s 15.6 13.5 6.5 24.0
Green Ext Time (p_c), s 3.5 10.0 0.1 7.4
Intersection Summary
HCM 7th Control Delay, s/veh 21.2
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
4: I-15 South Off Ramp/I-15 South On Ramp & Central Ave 05/19/2025 _OY 2026 PP AM 5:19 pm 05/08/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 352 0 224 0 0 0 0 801 530 619 1293 0 Future Volume (veh/h) 352 0 224 0 0 0 0 801 530 619 1293 0 Initial Q (Qb), veh 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 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 444 0 157 0 843 558 652 1361 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Cap, veh/h 957 0 426 0 1896 589 759 2267 0
Arrive On Green 0.27 0.00 0.27 0.00 0.37 0.37 0.22 0.64 0.00 Sat Flow, veh/h 3563 0 1585 0 5274 1585 3456 3647 0
Grp Volume(v), veh/h 444 0 157 0 843 558 652 1361 0
Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1585 1728 1777 0 Q Serve(g_s), s 8.9 0.0 6.9 0.0 10.6 29.2 15.5 19.2 0.0 Cycle Q Clear(g_c), s 8.9 0.0 6.9 0.0 10.6 29.2 15.5 19.2 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 957 0 426 0 1896 589 759 2267 0
V/C Ratio(X) 0.46 0.00 0.37 0.00 0.44 0.95 0.86 0.60 0.00 Avail Cap(c_a), veh/h 957 0 426 0 1909 592 928 2449 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 26.2 0.0 25.4 0.0 20.3 26.1 32.1 9.1 0.0 Incr Delay (d2), s/veh 1.6 0.0 2.4 0.0 0.2 24.6 6.9 0.4 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.7 0.0 2.7 0.0 3.9 14.0 6.8 5.9 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 27.8 0.0 27.9 0.0 20.4 50.7 39.0 9.5 0.0 LnGrp LOS C C C D D A
Approach Vol, veh/h 601 1401 2013
Approach Delay, s/veh 27.8 32.5 19.0
Approach LOS C C B
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 22.8 35.8 27.0 58.6
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 23.0 32.0 23.0 59.0
Max Q Clear Time (g_c+I1), s 17.5 31.2 10.9 21.2
Green Ext Time (p_c), s 1.3 0.6 1.7 12.8
Intersection Summary
HCM 7th Control Delay, s/veh 25.0
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th TWSC
5: Central Ave & Driveway 1 05/19/2025
_OY 2026 PP AM 5:19 pm 05/08/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 1.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 165 0 0 44 0 1517 181 0 1162 53
Future Vol, veh/h 0 0 165 0 0 44 0 1517 181 0 1162 53
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Stop - - None - - None - - Free
Storage Length - - 0 - - 0 - - 149 - - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 174 0 0 46 0 1597 191 0 1223 56
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All - - 612 - - 798 - 0 0 - - 0
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - 7.14 - - 7.14 - - - - - -
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - 3.92 - - 3.92 - - - - - -
Pot Cap-1 Maneuver 0 0 374 0 0 282 0 - - 0 - 0
Stage 1 0 0 - 0 0 - 0 - - 0 - 0
Stage 2 0 0 - 0 0 - 0 - - 0 - 0
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 374 - - 282 - - - - - -
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s/v 22.7 20.25 0 0

HCM LOS C C
Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBT
Capacity (veh/h) - - 374 282 -
HCM Lane V/C Ratio - - 0.464 0.164 -
HCM Control Delay (s/veh) - - 22.7 20.2 -
HCM Lane LOS - - C C -
HCM 95th %tile Q(veh) - - 2.4 0.6 -
HCM 7th TWSC
6: Driveway 2 & Cambern Ave 05/19/2025
_OY 2026 PP AM 5:19 pm 05/08/2025 Baseline Synchro 12 Report

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 0 121 79 0 220 1 0 0 28 0 0 2
Future Vol, veh/h 0 121 79 0 220 1 0 0 28 0 0 2
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 - - - - - 0 - - 0 - - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 127 83 0 232 1 0 0 29 0 0 2
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 0 0 - - 0 - - 105 - - 116
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - - - - - - - 6.94 - - 6.94
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - - - - - - - 3.32 - - 3.32
Pot Cap-1 Maneuver 0 - - 0 - - 0 0 929 0 0 915
Stage 1 0 - - 0 - - 0 0 - 0 0 -
Stage 2 0 - - 0 - - 0 0 - 0 0 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - - - - - - - 929 - - 915
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s/v 0 0 9 8.95

HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT WBR SBLn1
Capacity (veh/h) 929 - - - - 915
HCM Lane V/C Ratio 0.032 - - - - 0.002
HCM Control Delay (s/veh) 9 - - - - 8.9
HCM Lane LOS A - - - - A
HCM 95th %tile Q(veh) 0.1 - - - - 0
HCM 7th TWSC
7: Driveway 3 & Cambern Ave 05/19/2025
_OY 2026 PP AM 5:19 pm 05/08/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 2.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 97 22 15 140 1 62 0 15 0 0 0
Future Vol, veh/h 0 97 22 15 140 1 62 0 15 0 0 0
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 - - - - - 0 0 - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 102 23 16 147 1 65 0 16 0 0 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 0 0 125 0 0 219 - 63 230 304 74
Stage 1 - - - - - - 114 - - 179 179 -
Stage 2 - - - - - - 105 - - 51 125 -
Critical Hdwy - - - 4.14 - - 7.54 - 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 6.54 - - 6.54 5.54 -
Critical Hdwy Stg 2 - - - - - - 6.54 - - 6.54 5.54 -
Follow-up Hdwy - - - 2.22 - - 3.52 - 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 0 - - 1459 - - 718 0 989 705 608 973 Stage 1 0 - - - - - 879 0 - 805 750 -
Stage 2 0 - - - - - 889 0 - 956 791 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - - 1459 - - 710 - 989 686 601 973 Mov Cap-2 Maneuver - - - - - - 710 - - 686 601 -
Stage 1 - - - - - - 879 - - 796 742 -
Stage 2 - - - - - - 879 - - 940 791 -
Approach EB WB NB SB
HCM Control Delay, s/v 0 0.78 10.37 0

HCM LOS B A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h) 751 - - 348 - - -
HCM Lane V/C Ratio 0.108 - - 0.011 - - -
HCM Control Delay (s/veh) 10.4 - - 7.5 0.1 - 0
HCM Lane LOS B - - A A - A
HCM 95th %tile Q(veh) 0.4 - - 0 - - -
HCM 7th TWSC
8: Dexter Ave & Driveway 4 05/19/2025
_OY 2026 PP AM 5:19 pm 05/08/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 2.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 43 247 0 3 318 7 8 1 8 7 2 91
Future Vol, veh/h 43 247 0 3 318 7 8 1 8 7 2 91
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 - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 45 260 0 3 335 7 8 1 8 7 2 96
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 342 0 0 260 0 0 693 699 260 696 695 338 Stage 1 - - - - - - 351 351 - 345 345 -
Stage 2 - - - - - - 342 348 - 351 351 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1217 - - 1304 - - 358 364 779 356 366 704 Stage 1 - - - - - - 666 632 - 671 636 -
Stage 2 - - - - - - 673 634 - 666 632 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1217 - - 1304 - - 293 347 779 335 349 704 Mov Cap-2 Maneuver - - - - - - 293 347 - 335 349 -
Stage 1 - - - - - - 637 605 - 669 634 -
Stage 2 - - - - - - 578 632 - 629 605 -
Approach EB WB NB SB
HCM Control Delay, s/v 1.2 0.07 13.94 11.71

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 420 267 - - 16 - - 641
HCM Lane V/C Ratio 0.043 0.037 - - 0.002 - - 0.164
HCM Control Delay (s/veh) 13.9 8.1 0 - 7.8 0 - 11.7
HCM Lane LOS B A A - A A - B
HCM 95th %tile Q(veh) 0.1 0.1 - - 0 - - 0.6
HCM 7th Signalized Intersection Summary
31: 05/19/2025
_OY 2026 PP AM 5:19 pm 05/08/2025 Baseline Synchro 12 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 0 0 0 0 0 0
Future Volume (veh/h) 0 0 0 0 0 0
Initial Q (Qb), veh 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1870 1870 0 1870
Adj Flow Rate, veh/h 0 0 0 0
Peak Hour Factor 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 0 2
Cap, veh/h 2843 1268 0 2843
Arrive On Green 0.00 0.00 0.00 0.00
Sat Flow, veh/h 3647 1585 0 3741
Grp Volume(v), veh/h 0 0 0 0
Grp Sat Flow(s),veh/h/ln 1777 1585 0 1777
Q Serve(g_s), s 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0
Prop In Lane 1.00 0.00
Lane Grp Cap(c), veh/h 2843 1268 0 2843
V/C Ratio(X) 0.00 0.00 0.00 0.00
Avail Cap(c_a), veh/h 2843 1268 0 2843
HCM Platoon Ratio 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 0.00 0.00 0.00
Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0
Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 0.0 0.0 0.0
LnGrp LOS
Approach Vol, veh/h 0 0
Approach Delay, s/veh 0.0 0.0
Approach LOS
Timer - Assigned Phs 4 8
Phs Duration (G+Y+Rc), s 20.0 20.0
Change Period (Y+Rc), s 4.0 4.0
Max Green Setting (Gmax), s 16.0 16.0
Max Q Clear Time (g_c+I1), s 0.0 0.0
Green Ext Time (p_c), s 0.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 0.0
HCM 7th LOS A
HCM 7th Signalized Intersection Summary
1: Central Ave & Cambern Ave 05/19/2025
_OY 2026 PP PM 5:20 pm 05/08/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 285 130 65 79 129 234 93 1320 77 192 1096 161 Future Volume (veh/h) 285 130 65 79 129 234 93 1320 77 192 1096 161 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 300 137 68 83 136 246 98 1389 81 202 1154 169 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 362 333 165 139 686 581 158 1382 680 198 1614 720 Arrive On Green 0.28 0.28 0.28 0.04 0.37 0.37 0.05 0.39 0.39 0.11 0.45 0.45 Sat Flow, veh/h 1001 1180 585 3456 1870 1585 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 300 0 205 83 136 246 98 1389 81 202 1154 169 Grp Sat Flow(s),veh/h/ln 1001 0 1765 1728 1870 1585 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 25.4 0.0 8.5 2.1 4.5 10.5 2.5 35.0 2.8 10.0 23.6 5.9 Cycle Q Clear(g_c), s 25.4 0.0 8.5 2.1 4.5 10.5 2.5 35.0 2.8 10.0 23.6 5.9 Prop In Lane 1.00 0.33 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 362 0 498 139 686 581 158 1382 680 198 1614 720 V/C Ratio(X) 0.83 0.00 0.41 0.60 0.20 0.42 0.62 1.01 0.12 1.02 0.72 0.23 Avail Cap(c_a), veh/h 362 0 498 154 686 581 192 1382 680 198 1614 720 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.0 0.0 26.2 42.5 19.5 21.4 42.2 27.5 15.5 40.0 19.9 15.0 Incr Delay (d2), s/veh 19.1 0.0 2.5 5.3 0.6 2.3 4.2 25.4 0.1 69.4 1.5 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.2 0.0 3.7 1.0 2.0 3.9 1.1 17.9 0.9 7.9 8.8 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 52.2 0.0 28.7 47.8 20.1 23.6 46.3 52.9 15.5 109.4 21.4 15.2 LnGrp LOS D C D C C D F B F C B
Approach Vol, veh/h 505 465 1568 1525
Approach Delay, s/veh 42.7 26.9 50.6 32.4
Approach LOS D C D C
Timer - Assigned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 37.0 14.0 39.0 7.6 29.4 8.1 44.9 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 33.0 10.0 35.0 4.0 25.0 5.0 40.0 Max Q Clear Time (g_c+I1), s 12.5 12.0 37.0 4.1 27.4 4.5 25.6 Green Ext Time (p_c), s 1.4 0.0 0.0 0.0 0.0 0.0 6.8
Intersection Summary
HCM 7th Control Delay, s/veh 40.1
HCM 7th LOS D
HCM 7th Signalized Intersection Summary
2: Dexter Ave & Central Ave 05/19/2025
_OY 2026 PP PM 5:20 pm 05/08/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 92 104 243 257 145 55 275 1539 231 78 1064 66 Future Volume (veh/h) 92 104 243 257 145 55 275 1539 231 78 1064 66 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 97 109 256 271 153 58 289 1620 243 82 1120 69 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 125 291 542 307 333 126 332 2167 673 105 1911 471 Arrive On Green 0.07 0.16 0.16 0.17 0.26 0.26 0.19 0.42 0.42 0.06 0.30 0.30 Sat Flow, veh/h 1781 1870 1585 1781 1292 490 1781 5106 1585 1781 6434 1585 Grp Volume(v), veh/h 97 109 256 271 0 211 289 1620 243 82 1120 69 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 0 1782 1781 1702 1585 1781 1609 1585 Q Serve(g_s), s 4.5 4.4 10.8 12.6 0.0 8.5 13.4 22.7 8.8 3.9 12.6 2.7 Cycle Q Clear(g_c), s 4.5 4.4 10.8 12.6 0.0 8.5 13.4 22.7 8.8 3.9 12.6 2.7 Prop In Lane 1.00 1.00 1.00 0.27 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 125 291 542 307 0 460 332 2167 673 105 1911 471 V/C Ratio(X) 0.78 0.37 0.47 0.88 0.00 0.46 0.87 0.75 0.36 0.78 0.59 0.15 Avail Cap(c_a), veh/h 231 353 594 315 0 460 462 2167 673 147 1911 471 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.8 32.1 21.9 34.3 0.0 26.5 33.5 20.6 16.6 39.4 25.4 21.9 Incr Delay (d2), s/veh 9.9 0.8 0.6 23.8 0.0 0.7 12.4 2.4 1.5 15.9 0.5 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.2 2.0 3.9 7.3 0.0 3.5 6.6 8.6 3.3 2.0 4.4 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 48.7 32.9 22.5 58.1 0.0 27.2 45.9 23.0 18.1 55.2 25.8 22.1 LnGrp LOS D C C E C D C B E C C
Approach Vol, veh/h 462 482 2152 1271
Approach Delay, s/veh 30.5 44.6 25.5 27.5
Approach LOS C D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s9.0 40.0 18.6 17.2 19.8 29.2 9.9 25.9 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 7.0 36.0 15.0 16.0 22.0 21.0 11.0 20.0 Max Q Clear Time (g_c+I1), s 5.9 24.7 14.6 12.8 15.4 14.6 6.5 10.5 Green Ext Time (p_c), s 0.0 8.1 0.0 0.5 0.5 3.6 0.1 0.7 Intersection Summary
HCM 7th Control Delay, s/veh 28.7
HCM 7th LOS C
HCM 7th Signalized Intersection Summary
3: Central Ave & I-15 North On Ramp/I-15 North Off Ramp 05/19/2025 _OY 2026 PP PM 5:20 pm 05/08/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 302 1 679 57 1399 0 0 1091 426 Future Volume (veh/h) 0 0 0 302 1 679 57 1399 0 0 1091 426 Initial Q (Qb), veh 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 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 212 0 829 60 1473 0 0 1148 448
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 875 0 1557 77 2121 0 0 1661 516
Arrive On Green 0.49 0.00 0.49 0.04 0.42 0.00 0.00 0.33 0.33 Sat Flow, veh/h 1781 0 3170 1781 5274 0 0 5274 1585
Grp Volume(v), veh/h 212 0 829 60 1473 0 0 1148 448
Grp Sat Flow(s),veh/h/ln 1781 0 1585 1781 1702 0 0 1702 1585 Q Serve(g_s), s 5.9 0.0 15.4 2.9 20.3 0.0 0.0 16.7 22.7 Cycle Q Clear(g_c), s 5.9 0.0 15.4 2.9 20.3 0.0 0.0 16.7 22.7 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 875 0 1557 77 2121 0 0 1661 516
V/C Ratio(X) 0.24 0.00 0.53 0.78 0.69 0.00 0.00 0.69 0.87 Avail Cap(c_a), veh/h 875 0 1557 146 2388 0 0 1732 537
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 12.6 0.0 15.0 40.5 20.5 0.0 0.0 25.1 27.1 Incr Delay (d2), s/veh 0.7 0.0 1.3 15.4 0.8 0.0 0.0 1.1 13.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 0.0 5.5 1.6 7.7 0.0 0.0 6.4 9.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 13.2 0.0 16.3 55.9 21.3 0.0 0.0 26.2 41.0 LnGrp LOS B B E C C D
Approach Vol, veh/h 1041 1533 1596
Approach Delay, s/veh 15.7 22.7 30.4
Approach LOS B C C
Timer - Assigned Phs 2 4 7 8
Phs Duration (G+Y+Rc), s 46.0 39.5 7.7 31.8
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 42.0 40.0 7.0 29.0
Max Q Clear Time (g_c+I1), s 17.4 22.3 4.9 24.7
Green Ext Time (p_c), s 4.6 10.2 0.0 3.1
Intersection Summary
HCM 7th Control Delay, s/veh 23.9
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
4: I-15 South Off Ramp/I-15 South On Ramp & Central Ave 05/19/2025 _OY 2026 PP PM 5:20 pm 05/08/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 569 3 103 0 0 0 0 969 265 453 936 0 Future Volume (veh/h) 569 3 103 0 0 0 0 969 265 453 936 0 Initial Q (Qb), veh 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 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 634 0 73 0 1020 279 477 985 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Cap, veh/h 1413 0 629 0 1418 440 595 1780 0
Arrive On Green 0.40 0.00 0.40 0.00 0.28 0.28 0.17 0.50 0.00 Sat Flow, veh/h 3563 0 1585 0 5274 1585 3456 3647 0
Grp Volume(v), veh/h 634 0 73 0 1020 279 477 985 0
Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1585 1728 1777 0 Q Serve(g_s), s 10.2 0.0 2.3 0.0 14.1 12.1 10.4 15.0 0.0 Cycle Q Clear(g_c), s 10.2 0.0 2.3 0.0 14.1 12.1 10.4 15.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 1413 0 629 0 1418 440 595 1780 0 V/C Ratio(X) 0.45 0.00 0.12 0.00 0.72 0.63 0.80 0.55 0.00 Avail Cap(c_a), veh/h 1413 0 629 0 1764 548 884 2319 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 17.3 0.0 14.9 0.0 25.5 24.7 31.1 13.5 0.0 Incr Delay (d2), s/veh 1.0 0.0 0.4 0.0 1.1 1.6 3.3 0.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.9 0.0 0.8 0.0 5.4 4.4 4.3 5.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 18.3 0.0 15.3 0.0 26.6 26.4 34.3 13.7 0.0 LnGrp LOS B B C C C B
Approach Vol, veh/h 707 1299 1462
Approach Delay, s/veh 18.0 26.5 20.5
Approach LOS B C C
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 17.5 25.7 35.0 43.2
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 20.0 27.0 31.0 51.0
Max Q Clear Time (g_c+I1), s 12.4 16.1 12.2 17.0
Green Ext Time (p_c), s 1.1 5.6 2.4 7.8
Intersection Summary
HCM 7th Control Delay, s/veh 22.2
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th TWSC
5: Central Ave & Driveway 1 05/19/2025
_OY 2026 PP PM 5:20 pm 05/08/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 1.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 165 0 0 49 0 1517 210 0 1162 53
Future Vol, veh/h 0 0 165 0 0 49 0 1517 210 0 1162 53
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Stop - - None - - None - - Free
Storage Length - - 0 - - 0 - - 149 - - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 174 0 0 52 0 1597 221 0 1223 56
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All - - 612 - - 798 - 0 0 - - 0
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - 7.14 - - 7.14 - - - - - -
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - 3.92 - - 3.92 - - - - - -
Pot Cap-1 Maneuver 0 0 374 0 0 282 0 - - 0 - 0
Stage 1 0 0 - 0 0 - 0 - - 0 - 0
Stage 2 0 0 - 0 0 - 0 - - 0 - 0
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 374 - - 282 - - - - - -
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s/v 22.7 20.59 0 0

HCM LOS C C
Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBT
Capacity (veh/h) - - 374 282 -
HCM Lane V/C Ratio - - 0.464 0.183 -
HCM Control Delay (s/veh) - - 22.7 20.6 -
HCM Lane LOS - - C C -
HCM 95th %tile Q(veh) - - 2.4 0.7 -
HCM 7th TWSC
6: Driveway 2 & Cambern Ave 05/19/2025
_OY 2026 PP PM 5:20 pm 05/08/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 1.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 247 149 0 427 0 0 0 120 0 0 0
Future Vol, veh/h 0 247 149 0 427 0 0 0 120 0 0 0
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 - - - - - 0 - - 0 - - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 260 157 0 449 0 0 0 126 0 0 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 0 0 - - 0 - - 208 - - 225
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - - - - - - - 6.94 - - 6.94
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - - - - - - - 3.32 - - 3.32
Pot Cap-1 Maneuver 0 - - 0 - - 0 0 798 0 0 778
Stage 1 0 - - 0 - - 0 0 - 0 0 -
Stage 2 0 - - 0 - - 0 0 - 0 0 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - - - - - - - 798 - - 778
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s/v 0 0 10.36 0

HCM LOS B A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT WBR SBLn1
Capacity (veh/h) 798 - - - - -
HCM Lane V/C Ratio 0.158 - - - - -
HCM Control Delay (s/veh) 10.4 - - - - 0
HCM Lane LOS B - - - - A
HCM 95th %tile Q(veh) 0.6 - - - - -
HCM 7th TWSC
7: Driveway 3 & Cambern Ave 05/19/2025
_OY 2026 PP PM 5:20 pm 05/08/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 4.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 188 38 24 166 0 166 1 32 0 0 0
Future Vol, veh/h 0 188 38 24 166 0 166 1 32 0 0 0
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 - - - - - 0 0 - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 198 40 25 175 0 175 1 34 0 0 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 0 0 238 0 0 356 443 119 325 463 87 Stage 1 - - - - - - 218 218 - 225 225 -
Stage 2 - - - - - - 138 225 - 99 238 -
Critical Hdwy - - - 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 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 0 - - 1326 - - 575 508 910 605 494 954 Stage 1 0 - - - - - 764 721 - 757 716 -
Stage 2 0 - - - - - 851 716 - 896 707 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - - 1326 - - 563 497 910 569 485 954 Mov Cap-2 Maneuver - - - - - - 563 497 - 569 485 -
Stage 1 - - - - - - 764 721 - 742 702 -
Stage 2 - - - - - - 834 702 - 861 707 -
Approach EB WB NB SB
HCM Control Delay, s/v 0 1.09 14.15 0

HCM LOS B A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h) 600 - - 455 - - -
HCM Lane V/C Ratio 0.347 - - 0.019 - - -
HCM Control Delay (s/veh) 14.2 - - 7.8 0.1 - 0
HCM Lane LOS B - - A A - A
HCM 95th %tile Q(veh) 1.5 - - 0.1 - - -
HCM 7th TWSC
8: Dexter Ave & Driveway 4 05/19/2025
_OY 2026 PP PM 5:20 pm 05/08/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 3.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 78 306 2 3 285 33 11 2 6 12 0 152
Future Vol, veh/h 78 306 2 3 285 33 11 2 6 12 0 152
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 - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 82 322 2 3 300 35 12 2 6 13 0 160
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 335 0 0 324 0 0 794 828 323 811 812 317 Stage 1 - - - - - - 487 487 - 324 324 -
Stage 2 - - - - - - 306 341 - 487 488 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1225 - - 1236 - - 306 306 718 298 313 723 Stage 1 - - - - - - 562 550 - 689 650 -
Stage 2 - - - - - - 703 639 - 562 550 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1225 - - 1236 - - 218 280 718 268 287 723 Mov Cap-2 Maneuver - - - - - - 218 280 - 268 287 -
Stage 1 - - - - - - 516 505 - 686 648 -
Stage 2 - - - - - - 546 637 - 509 505 -
Approach EB WB NB SB
HCM Control Delay, s/v 1.65 0.07 18.42 12.63

HCM LOS C B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 288 363 - - 16 - - 643
HCM Lane V/C Ratio 0.069 0.067 - - 0.003 - - 0.268
HCM Control Delay (s/veh) 18.4 8.2 0 - 7.9 0 - 12.6
HCM Lane LOS C A A - A A - B
HCM 95th %tile Q(veh) 0.2 0.2 - - 0 - - 1.1
HCM 7th Signalized Intersection Summary
1: Central Ave & Cambern Ave 05/29/2025
OY 2026 Cumulative AM 2:17 pm 05/12/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 98 51 66 204 73 56 98 952 194 93 1574 108 Future Volume (veh/h) 98 51 66 204 73 56 98 952 194 93 1574 108 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 103 54 69 215 77 59 103 1002 204 98 1657 114 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 339 153 195 197 575 487 166 1725 860 126 1805 805 Arrive On Green 0.20 0.20 0.20 0.06 0.31 0.31 0.05 0.49 0.49 0.07 0.51 0.51 Sat Flow, veh/h 1253 746 953 3456 1870 1585 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 103 0 123 215 77 59 103 1002 204 98 1657 114 Grp Sat Flow(s),veh/h/ln 1253 0 1699 1728 1870 1585 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 6.3 0.0 5.4 5.0 2.6 2.4 2.6 17.7 5.9 4.8 37.7 3.3 Cycle Q Clear(g_c), s 6.3 0.0 5.4 5.0 2.6 2.4 2.6 17.7 5.9 4.8 37.7 3.3 Prop In Lane 1.00 0.56 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 339 0 348 197 575 487 166 1725 860 126 1805 805 V/C Ratio(X) 0.30 0.00 0.35 1.09 0.13 0.12 0.62 0.58 0.24 0.78 0.92 0.14 Avail Cap(c_a), veh/h 339 0 348 197 575 487 197 1725 860 223 1862 830 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.2 0.0 29.9 41.4 22.0 21.9 41.0 16.2 10.6 40.1 19.9 11.5 Incr Delay (d2), s/veh 2.3 0.0 2.8 91.1 0.5 0.5 4.4 0.5 0.1 10.0 7.6 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 0.0 2.4 4.5 1.2 0.9 1.1 6.2 1.8 2.3 14.7 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 32.5 0.0 32.7 132.5 22.4 22.4 45.4 16.7 10.7 50.1 27.6 11.5 LnGrp LOS C C F C C D B B D C B
Approach Vol, veh/h 226 351 1309 1869
Approach Delay, s/veh 32.6 89.8 18.0 27.8
Approach LOS C F B C
Timer - Assigned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 31.0 10.2 46.6 9.0 22.0 8.2 48.6 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 27.0 11.0 40.0 5.0 18.0 5.0 46.0 Max Q Clear Time (g_c+I1), s 4.6 6.8 19.7 7.0 8.3 4.6 39.7 Green Ext Time (p_c), s 0.5 0.1 7.1 0.0 0.6 0.0 4.9
Intersection Summary
HCM 7th Control Delay, s/veh 30.5
HCM 7th LOS C
HCM 7th Signalized Intersection Summary
2: Dexter Ave & Central Ave 05/29/2025
OY 2026 Cumulative AM 2:17 pm 05/12/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 79 125 443 184 216 45 358 1207 192 78 1569 127 Future Volume (veh/h) 79 125 443 184 216 45 358 1207 192 78 1569 127 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 83 132 466 194 227 47 377 1271 202 82 1652 134 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 107 365 680 204 376 78 417 2285 709 105 1754 432 Arrive On Green 0.06 0.20 0.20 0.11 0.25 0.25 0.23 0.45 0.45 0.06 0.27 0.27 Sat Flow, veh/h 1781 1870 1585 1781 1503 311 1781 5106 1585 1781 6434 1585 Grp Volume(v), veh/h 83 132 466 194 0 274 377 1271 202 82 1652 134 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 0 1814 1781 1702 1585 1781 1609 1585 Q Serve(g_s), s 4.0 5.3 17.0 9.4 0.0 11.6 17.9 16.0 7.0 4.0 21.9 5.9 Cycle Q Clear(g_c), s 4.0 5.3 17.0 9.4 0.0 11.6 17.9 16.0 7.0 4.0 21.9 5.9 Prop In Lane 1.00 1.00 1.00 0.17 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 107 365 680 204 0 454 417 2285 709 105 1754 432 V/C Ratio(X) 0.78 0.36 0.69 0.95 0.00 0.60 0.90 0.56 0.28 0.78 0.94 0.31 Avail Cap(c_a), veh/h 143 365 680 204 0 454 490 2285 709 163 1754 432 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.4 30.4 20.1 38.3 0.0 28.9 32.4 17.7 15.2 40.4 31.0 25.2 Incr Delay (d2), s/veh 17.4 0.6 2.9 48.5 0.0 2.3 18.3 1.0 1.0 11.7 10.7 0.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.2 2.3 7.6 6.7 0.0 5.1 9.4 5.9 2.6 2.0 9.0 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 57.8 31.0 23.0 86.9 0.0 31.1 50.7 18.7 16.3 52.1 41.7 25.6 LnGrp LOS E C C F C D B B D D C
Approach Vol, veh/h 681 468 1850 1868
Approach Delay, s/veh 28.8 54.2 25.0 41.0
Approach LOS C D C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s9.2 43.0 14.0 21.0 24.4 27.8 9.2 25.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 8.0 39.0 10.0 17.0 24.0 23.0 7.0 20.0 Max Q Clear Time (g_c+I1), s 6.0 18.0 11.4 19.0 19.9 23.9 6.0 13.6 Green Ext Time (p_c), s 0.0 9.7 0.0 0.0 0.5 0.0 0.0 0.8 Intersection Summary
HCM 7th Control Delay, s/veh 34.5
HCM 7th LOS C
HCM 7th Signalized Intersection Summary
3: Central Ave & I-15 North On Ramp/I-15 North Off Ramp 05/29/2025 OY 2026 Cumulative AM 2:17 pm 05/12/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 535 5 577 175 1186 0 0 1625 538 Future Volume (veh/h) 0 0 0 535 5 577 175 1186 0 0 1625 538 Initial Q (Qb), veh 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 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 761 0 399 184 1248 0 0 1711 566
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 1308 0 582 218 2778 0 0 1927 598
Arrive On Green 0.37 0.00 0.37 0.12 0.54 0.00 0.00 0.38 0.38 Sat Flow, veh/h 3563 0 1585 1781 5274 0 0 5274 1585
Grp Volume(v), veh/h 761 0 399 184 1248 0 0 1711 566
Grp Sat Flow(s),veh/h/ln 1781 0 1585 1781 1702 0 0 1702 1585 Q Serve(g_s), s 15.5 0.0 19.1 9.1 13.3 0.0 0.0 28.2 31.1 Cycle Q Clear(g_c), s 15.5 0.0 19.1 9.1 13.3 0.0 0.0 28.2 31.1 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 1308 0 582 218 2778 0 0 1927 598 V/C Ratio(X) 0.58 0.00 0.69 0.85 0.45 0.00 0.00 0.89 0.95 Avail Cap(c_a), veh/h 1308 0 582 218 2783 0 0 1931 599
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 22.9 0.0 24.1 38.6 12.4 0.0 0.0 26.2 27.1 Incr Delay (d2), s/veh 1.9 0.0 6.5 25.2 0.1 0.0 0.0 5.5 24.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.6 0.0 7.9 5.4 4.7 0.0 0.0 11.4 14.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 24.8 0.0 30.5 63.8 12.5 0.0 0.0 31.7 51.3 LnGrp LOS C C E B C D
Approach Vol, veh/h 1160 1432 2277
Approach Delay, s/veh 26.8 19.1 36.6
Approach LOS C B D
Timer - Assigned Phs 2 4 7 8
Phs Duration (G+Y+Rc), s 37.0 52.9 15.0 37.9
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 33.0 49.0 11.0 34.0
Max Q Clear Time (g_c+I1), s 21.1 15.3 11.1 33.1
Green Ext Time (p_c), s 3.8 11.5 0.0 0.8
Intersection Summary
HCM 7th Control Delay, s/veh 29.1
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
4: I-15 South Off Ramp/I-15 South On Ramp & Central Ave 05/29/2025 OY 2026 Cumulative AM 2:17 pm 05/12/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 424 0 344 0 0 0 0 935 610 726 1468 0 Future Volume (veh/h) 424 0 344 0 0 0 0 935 610 726 1468 0 Initial Q (Qb), veh 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 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 559 0 241 0 984 642 764 1545 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Cap, veh/h 924 0 411 0 1842 572 846 2312 0
Arrive On Green 0.26 0.00 0.26 0.00 0.36 0.36 0.24 0.65 0.00 Sat Flow, veh/h 3563 0 1585 0 5274 1585 3456 3647 0
Grp Volume(v), veh/h 559 0 241 0 984 642 764 1545 0
Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1585 1728 1777 0 Q Serve(g_s), s 12.2 0.0 11.8 0.0 13.5 32.0 19.0 23.8 0.0 Cycle Q Clear(g_c), s 12.2 0.0 11.8 0.0 13.5 32.0 19.0 23.8 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 924 0 411 0 1842 572 846 2312 0
V/C Ratio(X) 0.61 0.00 0.59 0.00 0.53 1.12 0.90 0.67 0.00 Avail Cap(c_a), veh/h 924 0 411 0 1842 572 896 2364 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 28.9 0.0 28.7 0.0 22.5 28.4 32.5 9.6 0.0 Incr Delay (d2), s/veh 2.9 0.0 6.0 0.0 0.3 76.1 12.0 0.7 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.2 0.0 4.9 0.0 5.1 23.2 8.9 7.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 31.8 0.0 34.7 0.0 22.8 104.5 44.5 10.3 0.0 LnGrp LOS C C C F D B
Approach Vol, veh/h 800 1626 2309
Approach Delay, s/veh 32.7 55.0 21.6
Approach LOS C E C
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 25.7 36.0 27.0 61.7
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 23.0 32.0 23.0 59.0
Max Q Clear Time (g_c+I1), s 21.0 34.0 14.2 25.8
Green Ext Time (p_c), s 0.7 0.0 2.0 14.8
Intersection Summary
HCM 7th Control Delay, s/veh 35.0
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th TWSC
5: Central Ave & Driveway 1 05/29/2025
OY 2026 Cumulative AM 2:17 pm 05/12/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 1.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 165 0 0 37 0 1610 132 0 1355 53
Future Vol, veh/h 0 0 165 0 0 37 0 1610 132 0 1355 53
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Stop - - None - - None - - Free
Storage Length - - 0 - - 0 - - 149 - - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 174 0 0 39 0 1695 139 0 1426 56
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All - - 713 - - 847 - 0 0 - - 0
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - 7.14 - - 7.14 - - - - - -
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - 3.92 - - 3.92 - - - - - -
Pot Cap-1 Maneuver 0 0 321 0 0 262 0 - - 0 - 0
Stage 1 0 0 - 0 0 - 0 - - 0 - 0
Stage 2 0 0 - 0 0 - 0 - - 0 - 0
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 321 - - 262 - - - - - -
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 28.68 21.13 0 0

HCM LOS D C
Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBT
Capacity (veh/h) - - 321 262 -
HCM Lane V/C Ratio - - 0.541 0.149 -
HCM Ctrl Dly (s/v) - - 28.7 21.1 -
HCM Lane LOS - - D C -
HCM 95th %tile Q(veh) - - 3 0.5 -
HCM 7th TWSC
6: Driveway 2 & Cambern Ave 05/29/2025
OY 2026 Cumulative AM 2:17 pm 05/12/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 1.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 240 65 0 383 5 0 0 28 0 0 67
Future Vol, veh/h 0 240 65 0 383 5 0 0 28 0 0 67
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 - - - - - 0 - - 0 - - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 253 68 0 403 5 0 0 29 0 0 71
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 0 0 - - 0 - - 161 - - 202
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - - - - - - - 6.94 - - 6.94
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - - - - - - - 3.32 - - 3.32
Pot Cap-1 Maneuver 0 - - 0 - - 0 0 856 0 0 806
Stage 1 0 - - 0 - - 0 0 - 0 0 -
Stage 2 0 - - 0 - - 0 0 - 0 0 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - - - - - - - 856 - - 806
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0 0 9.36 9.9

HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT WBR SBLn1
Capacity (veh/h) 856 - - - - 806
HCM Lane V/C Ratio 0.034 - - - - 0.088
HCM Ctrl Dly (s/v) 9.4 - - - - 9.9
HCM Lane LOS A - - - - A
HCM 95th %tile Q(veh) 0.1 - - - - 0.3
HCM 7th TWSC
7: Driveway 3 & Cambern Ave 05/29/2025
OY 2026 Cumulative AM 2:17 pm 05/12/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 2.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 110 22 15 158 1 56 0 15 0 0 0
Future Vol, veh/h 0 110 22 15 158 1 56 0 15 0 0 0
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 - - - - - 0 - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 116 23 16 166 1 59 0 16 0 0 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 0 0 139 0 0 242 326 69 256 337 83 Stage 1 - - - - - - 127 127 - 198 198 -
Stage 2 - - - - - - 115 199 - 58 139 -
Critical Hdwy - - - 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 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 0 - - 1442 - - 692 591 979 677 583 960 Stage 1 0 - - - - - 863 790 - 785 736 -
Stage 2 0 - - - - - 878 735 - 947 781 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - - 1442 - - 684 584 979 658 576 960 Mov Cap-2 Maneuver - - - - - - 684 584 - 658 576 -
Stage 1 - - - - - - 863 790 - 776 728 -
Stage 2 - - - - - - 868 727 - 932 781 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0 0.71 10.49 0

HCM LOS B A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h) 730 - - 312 - - -
HCM Lane V/C Ratio 0.102 - - 0.011 - - -
HCM Ctrl Dly (s/v) 10.5 - - 7.5 0.1 - 0
HCM Lane LOS B - - A A - A
HCM 95th %tile Q(veh) 0.3 - - 0 - - -
HCM 7th TWSC
8: Dexter Ave & Driveway 4 05/29/2025
OY 2026 Cumulative AM 2:17 pm 05/12/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 1.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 30 341 0 3 392 7 8 1 8 7 2 29
Future Vol, veh/h 30 341 0 3 392 7 8 1 8 7 2 29
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 - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 32 359 0 3 413 7 8 1 8 7 2 31
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 420 0 0 359 0 0 842 848 359 845 845 416 Stage 1 - - - - - - 422 422 - 423 423 -
Stage 2 - - - - - - 420 426 - 423 422 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1139 - - 1200 - - 284 298 685 283 300 636 Stage 1 - - - - - - 609 588 - 609 588 -
Stage 2 - - - - - - 611 586 - 609 588 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1139 - - 1200 - - 258 287 685 268 288 636 Mov Cap-2 Maneuver - - - - - - 258 287 - 268 288 -
Stage 1 - - - - - - 588 568 - 607 586 -
Stage 2 - - - - - - 578 584 - 580 568 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.67 0.06 15.27 13.13

HCM LOS C B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 368 146 - - 13 - - 483
HCM Lane V/C Ratio 0.049 0.028 - - 0.003 - - 0.083
HCM Ctrl Dly (s/v) 15.3 8.3 0 - 8 0 - 13.1
HCM Lane LOS C A A - A A - B
HCM 95th %tile Q(veh) 0.2 0.1 - - 0 - - 0.3
HCM 7th Signalized Intersection Summary
1: Central Ave & Cambern Ave 05/29/2025
OY 2026 Cumulative PM 2:19 pm 05/12/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 285 135 65 245 133 225 93 1648 139 171 1248 161 Future Volume (veh/h) 285 135 65 245 133 225 93 1648 139 171 1248 161 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 300 142 68 258 140 237 98 1735 146 180 1314 169 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 359 332 159 154 686 581 158 1382 687 198 1614 720 Arrive On Green 0.28 0.28 0.28 0.04 0.37 0.37 0.05 0.39 0.39 0.11 0.45 0.45 Sat Flow, veh/h 1006 1195 572 3456 1870 1585 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 300 0 210 258 140 237 98 1735 146 180 1314 169 Grp Sat Flow(s),veh/h/ln 1006 0 1767 1728 1870 1585 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 25.0 0.0 8.8 4.0 4.6 10.0 2.5 35.0 5.2 9.0 28.8 5.9 Cycle Q Clear(g_c), s 25.0 0.0 8.8 4.0 4.6 10.0 2.5 35.0 5.2 9.0 28.8 5.9 Prop In Lane 1.00 0.32 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 359 0 491 154 686 581 158 1382 687 198 1614 720 V/C Ratio(X) 0.83 0.00 0.43 1.68 0.20 0.41 0.62 1.26 0.21 0.91 0.81 0.23 Avail Cap(c_a), veh/h 359 0 491 154 686 581 192 1382 687 198 1614 720 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.4 0.0 26.6 43.0 19.5 21.2 42.2 27.5 15.9 39.6 21.3 15.0 Incr Delay (d2), s/veh 20.0 0.0 2.7 332.6 0.7 2.1 4.2 121.0 0.2 39.7 3.3 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.3 0.0 3.9 8.7 2.0 3.7 1.1 36.2 1.7 5.9 11.0 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 53.3 0.0 29.3 375.6 20.2 23.3 46.3 148.5 16.1 79.3 24.6 15.2 LnGrp LOS D C F C C D F B E C B
Approach Vol, veh/h 510 635 1979 1663
Approach Delay, s/veh 43.4 165.8 133.7 29.6
Approach LOS D F F C
Timer - Assigned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 37.0 14.0 39.0 8.0 29.0 8.1 44.9 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 33.0 10.0 35.0 4.0 25.0 5.0 40.0 Max Q Clear Time (g_c+I1), s 12.0 11.0 37.0 6.0 27.0 4.5 30.8 Green Ext Time (p_c), s 1.4 0.0 0.0 0.0 0.0 0.0 5.7
Intersection Summary
HCM 7th Control Delay, s/veh 92.2
HCM 7th LOS F
HCM 7th Signalized Intersection Summary
2: Dexter Ave & Central Ave 05/29/2025
OY 2026 Cumulative PM 2:19 pm 05/12/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 104 103 243 210 144 84 275 1822 265 107 1330 77 Future Volume (veh/h) 104 103 243 210 144 84 275 1822 265 107 1330 77 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 109 108 256 221 152 88 289 1918 279 113 1400 81 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 139 292 543 260 249 144 333 2185 678 142 2067 509 Arrive On Green 0.08 0.16 0.16 0.15 0.22 0.22 0.19 0.43 0.43 0.08 0.32 0.32 Sat Flow, veh/h 1781 1870 1585 1781 1111 643 1781 5106 1585 1781 6434 1585 Grp Volume(v), veh/h 109 108 256 221 0 240 289 1918 279 113 1400 81 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 0 1755 1781 1702 1585 1781 1609 1585 Q Serve(g_s), s 5.1 4.4 10.7 10.2 0.0 10.3 13.2 28.9 10.3 5.2 15.9 3.1 Cycle Q Clear(g_c), s 5.1 4.4 10.7 10.2 0.0 10.3 13.2 28.9 10.3 5.2 15.9 3.1 Prop In Lane 1.00 1.00 1.00 0.37 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 139 292 543 260 0 393 333 2185 678 142 2067 509 V/C Ratio(X) 0.78 0.37 0.47 0.85 0.00 0.61 0.87 0.88 0.41 0.79 0.68 0.16 Avail Cap(c_a), veh/h 233 356 597 318 0 417 466 2185 678 148 2067 509 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.1 31.8 21.7 35.0 0.0 29.4 33.2 22.0 16.7 38.0 24.8 20.4 Incr Delay (d2), s/veh 9.2 0.8 0.6 16.5 0.0 2.4 12.1 5.4 1.8 24.2 0.9 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.4 1.9 3.8 5.4 0.0 4.4 6.5 11.4 3.8 3.1 5.5 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 47.3 32.6 22.3 51.5 0.0 31.7 45.3 27.4 18.5 62.2 25.7 20.6 LnGrp LOS D C C D C D C B E C C
Approach Vol, veh/h 473 461 2486 1594
Approach Delay, s/veh 30.4 41.2 28.5 28.0
Approach LOS C D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s10.7 40.0 16.3 17.1 19.7 31.0 10.6 22.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 7.0 36.0 15.0 16.0 22.0 21.0 11.0 20.0 Max Q Clear Time (g_c+I1), s 7.2 30.9 12.2 12.7 15.2 17.9 7.1 12.3 Green Ext Time (p_c), s 0.0 4.4 0.2 0.5 0.5 2.3 0.1 0.8 Intersection Summary
HCM 7th Control Delay, s/veh 29.7
HCM 7th LOS C
HCM 7th Signalized Intersection Summary
3: Central Ave & I-15 North On Ramp/I-15 North Off Ramp 05/29/2025 OY 2026 Cumulative PM 2:19 pm 05/12/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 399 1 801 181 1595 0 0 1230 516 Future Volume (veh/h) 0 0 0 399 1 801 181 1595 0 0 1230 516 Initial Q (Qb), veh 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 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 280 0 993 191 1679 0 0 1295 543
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 831 0 1479 139 2269 0 0 1645 511
Arrive On Green 0.47 0.00 0.47 0.08 0.44 0.00 0.00 0.32 0.32 Sat Flow, veh/h 1781 0 3170 1781 5274 0 0 5274 1585
Grp Volume(v), veh/h 280 0 993 191 1679 0 0 1295 543
Grp Sat Flow(s),veh/h/ln 1781 0 1585 1781 1702 0 0 1702 1585 Q Serve(g_s), s 9.0 0.0 21.9 7.0 24.5 0.0 0.0 20.7 29.0 Cycle Q Clear(g_c), s 9.0 0.0 21.9 7.0 24.5 0.0 0.0 20.7 29.0 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 831 0 1479 139 2269 0 0 1645 511 V/C Ratio(X) 0.34 0.00 0.67 1.38 0.74 0.00 0.00 0.79 1.06 Avail Cap(c_a), veh/h 831 0 1479 139 2269 0 0 1645 511
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 15.2 0.0 18.6 41.5 20.7 0.0 0.0 27.7 30.5 Incr Delay (d2), s/veh 1.1 0.0 2.4 208.9 1.3 0.0 0.0 2.6 57.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 0.0 8.0 11.1 9.4 0.0 0.0 8.3 18.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 16.3 0.0 21.1 250.4 22.0 0.0 0.0 30.3 88.2 LnGrp LOS B C F C C F
Approach Vol, veh/h 1273 1870 1838
Approach Delay, s/veh 20.0 45.3 47.4
Approach LOS C D D
Timer - Assigned Phs 2 4 7 8
Phs Duration (G+Y+Rc), s 46.0 44.0 11.0 33.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 42.0 40.0 7.0 29.0
Max Q Clear Time (g_c+I1), s 23.9 26.5 9.0 31.0
Green Ext Time (p_c), s 5.4 9.5 0.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 39.6
HCM 7th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
4: I-15 South Off Ramp/I-15 South On Ramp & Central Ave 05/29/2025 OY 2026 Cumulative PM 2:19 pm 05/12/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 698 3 200 0 0 0 0 1160 389 536 1089 0 Future Volume (veh/h) 698 3 200 0 0 0 0 1160 389 536 1089 0 Initial Q (Qb), veh 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 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 802 0 142 0 1221 409 564 1146 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Cap, veh/h 1296 0 576 0 1549 481 664 1928 0
Arrive On Green 0.36 0.00 0.36 0.00 0.30 0.30 0.19 0.54 0.00 Sat Flow, veh/h 3563 0 1585 0 5274 1585 3456 3647 0
Grp Volume(v), veh/h 802 0 142 0 1221 409 564 1146 0
Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1585 1728 1777 0 Q Serve(g_s), s 15.8 0.0 5.3 0.0 18.7 20.7 13.4 18.6 0.0 Cycle Q Clear(g_c), s 15.8 0.0 5.3 0.0 18.7 20.7 13.4 18.6 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 1296 0 576 0 1549 481 664 1928 0 V/C Ratio(X) 0.62 0.00 0.25 0.00 0.79 0.85 0.85 0.59 0.00 Avail Cap(c_a), veh/h 1296 0 576 0 1617 502 811 2126 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 22.3 0.0 19.0 0.0 27.2 27.9 33.2 13.2 0.0 Incr Delay (d2), s/veh 2.2 0.0 1.0 0.0 2.6 12.7 7.2 0.4 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln6.3 0.0 2.0 0.0 7.4 8.9 6.0 6.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 24.5 0.0 20.0 0.0 29.8 40.6 40.4 13.5 0.0 LnGrp LOS C B C D D B
Approach Vol, veh/h 944 1630 1710
Approach Delay, s/veh 23.8 32.5 22.4
Approach LOS C C C
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 20.4 29.9 35.0 50.2
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 20.0 27.0 31.0 51.0
Max Q Clear Time (g_c+I1), s 15.4 22.7 17.8 20.6
Green Ext Time (p_c), s 1.0 3.2 3.0 9.4
Intersection Summary
HCM 7th Control Delay, s/veh 26.6
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th TWSC
5: Central Ave & Driveway 1 05/29/2025
OY 2026 Cumulative PM 2:19 pm 05/12/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 1.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 165 0 0 37 0 1730 132 0 1303 53
Future Vol, veh/h 0 0 165 0 0 37 0 1730 132 0 1303 53
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Stop - - None - - None - - Free
Storage Length - - 0 - - 0 - - 149 - - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 174 0 0 39 0 1821 139 0 1372 56
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All - - 686 - - 911 - 0 0 - - 0
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - 7.14 - - 7.14 - - - - - -
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - 3.92 - - 3.92 - - - - - -
Pot Cap-1 Maneuver 0 0 335 0 0 238 0 - - 0 - 0
Stage 1 0 0 - 0 0 - 0 - - 0 - 0
Stage 2 0 0 - 0 0 - 0 - - 0 - 0
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 335 - - 238 - - - - - -
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 26.82 23.07 0 0

HCM LOS D C
Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBT
Capacity (veh/h) - - 335 238 -
HCM Lane V/C Ratio - - 0.519 0.164 -
HCM Ctrl Dly (s/v) - - 26.8 23.1 -
HCM Lane LOS - - D C -
HCM 95th %tile Q(veh) - - 2.8 0.6 -
HCM 7th TWSC
6: Driveway 2 & Cambern Ave 05/29/2025
OY 2026 Cumulative PM 2:19 pm 05/12/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 1.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 485 128 0 628 5 0 0 120 0 0 94
Future Vol, veh/h 0 485 128 0 628 5 0 0 120 0 0 94
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 - - - - - 0 - - 0 - - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 511 135 0 661 5 0 0 126 0 0 99
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 0 0 - - 0 - - 323 - - 331
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - - - - - - - 6.94 - - 6.94
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - - - - - - - 3.32 - - 3.32
Pot Cap-1 Maneuver 0 - - 0 - - 0 0 673 0 0 665
Stage 1 0 - - 0 - - 0 0 - 0 0 -
Stage 2 0 - - 0 - - 0 0 - 0 0 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - - - - - - - 673 - - 665
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0 0 11.58 11.36

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT WBR SBLn1
Capacity (veh/h) 673 - - - - 665
HCM Lane V/C Ratio 0.188 - - - - 0.149
HCM Ctrl Dly (s/v) 11.6 - - - - 11.4
HCM Lane LOS B - - - - B
HCM 95th %tile Q(veh) 0.7 - - - - 0.5
HCM 7th TWSC
7: Driveway 3 & Cambern Ave 05/29/2025
OY 2026 Cumulative PM 2:19 pm 05/12/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 4.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 208 38 24 187 0 157 1 32 0 0 0
Future Vol, veh/h 0 208 38 24 187 0 157 1 32 0 0 0
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 - - - - - 0 - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 219 40 25 197 0 165 1 34 0 0 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 0 0 259 0 0 388 486 129 357 506 98 Stage 1 - - - - - - 239 239 - 247 247 -
Stage 2 - - - - - - 149 247 - 110 259 -
Critical Hdwy - - - 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 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 0 - - 1303 - - 545 480 896 573 467 938 Stage 1 0 - - - - - 743 706 - 735 700 -
Stage 2 0 - - - - - 838 700 - 883 692 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - - 1303 - - 534 470 896 539 458 938 Mov Cap-2 Maneuver - - - - - - 534 470 - 539 458 -
Stage 1 - - - - - - 743 706 - 720 686 -
Stage 2 - - - - - - 821 686 - 849 692 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0 1 14.62 0

HCM LOS B A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h) 573 - - 409 - - -
HCM Lane V/C Ratio 0.349 - - 0.019 - - -
HCM Ctrl Dly (s/v) 14.6 - - 7.8 0.1 - 0
HCM Lane LOS B - - A A - A
HCM 95th %tile Q(veh) 1.6 - - 0.1 - - -
HCM 7th TWSC
8: Dexter Ave & Driveway 4 05/29/2025
OY 2026 Cumulative PM 2:19 pm 05/12/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 1.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 57 397 2 3 365 33 11 2 6 12 0 53
Future Vol, veh/h 57 397 2 3 365 33 11 2 6 12 0 53
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 - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 60 418 2 3 384 35 12 2 6 13 0 56
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 419 0 0 420 0 0 929 964 419 947 948 402 Stage 1 - - - - - - 539 539 - 408 408 -
Stage 2 - - - - - - 391 425 - 539 540 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1140 - - 1139 - - 248 255 634 241 261 649 Stage 1 - - - - - - 527 522 - 620 597 -
Stage 2 - - - - - - 634 586 - 527 521 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1140 - - 1139 - - 210 237 634 220 242 649 Mov Cap-2 Maneuver - - - - - - 210 237 - 220 242 -
Stage 1 - - - - - - 490 486 - 618 595 -
Stage 2 - - - - - - 577 584 - 483 485 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 1.04 0.06 19.37 13.81

HCM LOS C B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 270 225 - - 13 - - 477
HCM Lane V/C Ratio 0.074 0.053 - - 0.003 - - 0.144
HCM Ctrl Dly (s/v) 19.4 8.3 0 - 8.2 0 - 13.8
HCM Lane LOS C A A - A A - B
HCM 95th %tile Q(veh) 0.2 0.2 - - 0 - - 0.5
HCM 7th Signalized Intersection Summary
1: Central Ave & Cambern Ave 05/29/2025
OY 2026 Cumulative PP AM 2:22 pm 05/12/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 98 51 66 204 73 62 98 952 194 106 1567 108 Future Volume (veh/h) 98 51 66 204 73 62 98 952 194 106 1567 108 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 103 54 69 215 77 65 103 1002 204 112 1649 114 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 338 153 196 197 576 488 166 1689 844 142 1803 804 Arrive On Green 0.21 0.21 0.21 0.06 0.31 0.31 0.05 0.48 0.48 0.08 0.51 0.51 Sat Flow, veh/h 1246 746 953 3456 1870 1585 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 103 0 123 215 77 65 103 1002 204 112 1649 114 Grp Sat Flow(s),veh/h/ln 1246 0 1699 1728 1870 1585 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 6.3 0.0 5.4 5.0 2.6 2.6 2.6 18.1 6.1 5.4 37.4 3.3 Cycle Q Clear(g_c), s 6.3 0.0 5.4 5.0 2.6 2.6 2.6 18.1 6.1 5.4 37.4 3.3 Prop In Lane 1.00 0.56 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 338 0 349 197 576 488 166 1689 844 142 1803 804 V/C Ratio(X) 0.30 0.00 0.35 1.09 0.13 0.13 0.62 0.59 0.24 0.79 0.91 0.14 Avail Cap(c_a), veh/h 338 0 349 197 576 488 197 1689 844 223 1864 832 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.2 0.0 29.8 41.3 21.9 21.9 41.0 16.8 11.0 39.6 19.9 11.5 Incr Delay (d2), s/veh 2.3 0.0 2.8 90.5 0.5 0.6 4.4 0.6 0.1 9.4 7.4 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 0.0 2.4 4.5 1.2 1.0 1.1 6.4 1.8 2.6 14.5 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 32.5 0.0 32.6 131.8 22.4 22.5 45.3 17.4 11.1 49.0 27.2 11.5 LnGrp LOS C C F C C D B B D C B
Approach Vol, veh/h 226 357 1309 1875
Approach Delay, s/veh 32.6 88.3 18.6 27.6
Approach LOS C F B C
Timer - Assigned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 31.0 11.0 45.7 9.0 22.0 8.2 48.5 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 27.0 11.0 40.0 5.0 18.0 5.0 46.0 Max Q Clear Time (g_c+I1), s 4.6 7.4 20.1 7.0 8.3 4.6 39.4 Green Ext Time (p_c), s 0.5 0.1 7.1 0.0 0.6 0.0 5.1
Intersection Summary
HCM 7th Control Delay, s/veh 30.5
HCM 7th LOS C
HCM 7th Signalized Intersection Summary
2: Dexter Ave & Central Ave 05/29/2025
OY 2026 Cumulative PP AM 2:22 pm 05/12/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 79 126 443 246 217 45 358 1249 204 78 1569 127 Future Volume (veh/h) 79 126 443 246 217 45 358 1249 204 78 1569 127 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 83 133 466 259 228 47 377 1315 215 82 1652 134 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 107 365 680 204 376 78 417 2285 709 105 1754 432 Arrive On Green 0.06 0.20 0.20 0.11 0.25 0.25 0.23 0.45 0.45 0.06 0.27 0.27 Sat Flow, veh/h 1781 1870 1585 1781 1504 310 1781 5106 1585 1781 6434 1585 Grp Volume(v), veh/h 83 133 466 259 0 275 377 1315 215 82 1652 134 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 0 1815 1781 1702 1585 1781 1609 1585 Q Serve(g_s), s 4.0 5.4 17.0 10.0 0.0 11.7 17.9 16.7 7.6 4.0 21.9 5.9 Cycle Q Clear(g_c), s 4.0 5.4 17.0 10.0 0.0 11.7 17.9 16.7 7.6 4.0 21.9 5.9 Prop In Lane 1.00 1.00 1.00 0.17 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 107 365 680 204 0 454 417 2285 709 105 1754 432 V/C Ratio(X) 0.78 0.36 0.69 1.27 0.00 0.61 0.90 0.58 0.30 0.78 0.94 0.31 Avail Cap(c_a), veh/h 143 365 680 204 0 454 490 2285 709 163 1754 432 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.4 30.4 20.1 38.6 0.0 28.9 32.4 17.9 15.4 40.4 31.0 25.2 Incr Delay (d2), s/veh 17.4 0.6 2.9 153.1 0.0 2.3 18.3 1.1 1.1 11.7 10.7 0.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.2 2.3 7.6 12.9 0.0 5.2 9.4 6.1 2.8 2.0 9.0 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 57.8 31.0 23.0 191.7 0.0 31.2 50.7 19.0 16.5 52.1 41.7 25.6 LnGrp LOS E C C F C D B B D D C
Approach Vol, veh/h 682 534 1907 1868
Approach Delay, s/veh 28.8 109.0 25.0 41.0
Approach LOS C F C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s9.2 43.0 14.0 21.0 24.4 27.8 9.2 25.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 8.0 39.0 10.0 17.0 24.0 23.0 7.0 20.0 Max Q Clear Time (g_c+I1), s 6.0 18.7 12.0 19.0 19.9 23.9 6.0 13.7 Green Ext Time (p_c), s 0.0 10.0 0.0 0.0 0.5 0.0 0.0 0.8 Intersection Summary
HCM 7th Control Delay, s/veh 40.5
HCM 7th LOS D
HCM 7th Signalized Intersection Summary
3: Central Ave & I-15 North On Ramp/I-15 North Off Ramp 05/29/2025 OY 2026 Cumulative PP AM 2:22 pm 05/12/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 535 5 601 175 1216 0 0 1655 562 Future Volume (veh/h) 0 0 0 535 5 601 175 1216 0 0 1655 562 Initial Q (Qb), veh 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 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 773 0 412 184 1280 0 0 1742 592
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 1306 0 581 218 2780 0 0 1929 599
Arrive On Green 0.37 0.00 0.37 0.12 0.54 0.00 0.00 0.38 0.38 Sat Flow, veh/h 3563 0 1585 1781 5274 0 0 5274 1585
Grp Volume(v), veh/h 773 0 412 184 1280 0 0 1742 592
Grp Sat Flow(s),veh/h/ln 1781 0 1585 1781 1702 0 0 1702 1585 Q Serve(g_s), s 15.8 0.0 20.0 9.1 13.7 0.0 0.0 29.0 33.4 Cycle Q Clear(g_c), s 15.8 0.0 20.0 9.1 13.7 0.0 0.0 29.0 33.4 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 1306 0 581 218 2780 0 0 1929 599 V/C Ratio(X) 0.59 0.00 0.71 0.85 0.46 0.00 0.00 0.90 0.99 Avail Cap(c_a), veh/h 1306 0 581 218 2780 0 0 1929 599
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 23.0 0.0 24.4 38.7 12.5 0.0 0.0 26.4 27.8 Incr Delay (d2), s/veh 2.0 0.0 7.1 25.2 0.1 0.0 0.0 6.4 33.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.7 0.0 8.4 5.4 4.9 0.0 0.0 11.9 17.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 25.0 0.0 31.5 63.9 12.6 0.0 0.0 32.9 61.5 LnGrp LOS C C E B C E
Approach Vol, veh/h 1185 1464 2334
Approach Delay, s/veh 27.3 19.0 40.1
Approach LOS C B D
Timer - Assigned Phs 2 4 7 8
Phs Duration (G+Y+Rc), s 37.0 53.0 15.0 38.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 33.0 49.0 11.0 34.0
Max Q Clear Time (g_c+I1), s 22.0 15.7 11.1 35.4
Green Ext Time (p_c), s 3.7 11.8 0.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 30.9
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
4: I-15 South Off Ramp/I-15 South On Ramp & Central Ave 05/29/2025 OY 2026 Cumulative PP AM 2:22 pm 05/12/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 449 0 344 0 0 0 0 940 610 750 1473 0 Future Volume (veh/h) 449 0 344 0 0 0 0 940 610 750 1473 0 Initial Q (Qb), veh 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 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 586 0 241 0 989 642 789 1551 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Cap, veh/h 918 0 408 0 1830 568 862 2320 0
Arrive On Green 0.26 0.00 0.26 0.00 0.36 0.36 0.25 0.65 0.00 Sat Flow, veh/h 3563 0 1585 0 5274 1585 3456 3647 0
Grp Volume(v), veh/h 586 0 241 0 989 642 789 1551 0
Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1585 1728 1777 0 Q Serve(g_s), s 13.0 0.0 11.9 0.0 13.8 32.0 19.8 24.0 0.0 Cycle Q Clear(g_c), s 13.0 0.0 11.9 0.0 13.8 32.0 19.8 24.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 918 0 408 0 1830 568 862 2320 0
V/C Ratio(X) 0.64 0.00 0.59 0.00 0.54 1.13 0.92 0.67 0.00 Avail Cap(c_a), veh/h 918 0 408 0 1830 568 890 2349 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 29.4 0.0 29.0 0.0 22.8 28.6 32.6 9.6 0.0 Incr Delay (d2), s/veh 3.4 0.0 6.1 0.0 0.3 78.9 13.6 0.7 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.6 0.0 4.9 0.0 5.2 23.6 9.4 7.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 32.8 0.0 35.1 0.0 23.1 107.5 46.2 10.3 0.0 LnGrp LOS C D C F D B
Approach Vol, veh/h 827 1631 2340
Approach Delay, s/veh 33.5 56.3 22.4
Approach LOS C E C
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 26.3 36.0 27.0 62.3
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 23.0 32.0 23.0 59.0
Max Q Clear Time (g_c+I1), s 21.8 34.0 15.0 26.0
Green Ext Time (p_c), s 0.4 0.0 2.0 14.9
Intersection Summary
HCM 7th Control Delay, s/veh 35.8
HCM 7th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th TWSC
5: Central Ave & Driveway 1 05/29/2025
OY 2026 Cumulative PP AM 2:22 pm 05/12/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 1.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 165 0 0 44 0 1610 181 0 1355 53
Future Vol, veh/h 0 0 165 0 0 44 0 1610 181 0 1355 53
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Stop - - None - - None - - Free
Storage Length - - 0 - - 0 - - 149 - - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 174 0 0 46 0 1695 191 0 1426 56
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All - - 713 - - 847 - 0 0 - - 0
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - 7.14 - - 7.14 - - - - - -
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - 3.92 - - 3.92 - - - - - -
Pot Cap-1 Maneuver 0 0 321 0 0 262 0 - - 0 - 0
Stage 1 0 0 - 0 0 - 0 - - 0 - 0
Stage 2 0 0 - 0 0 - 0 - - 0 - 0
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 321 - - 262 - - - - - -
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 28.68 21.67 0 0

HCM LOS D C
Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBT
Capacity (veh/h) - - 321 262 -
HCM Lane V/C Ratio - - 0.541 0.177 -
HCM Ctrl Dly (s/v) - - 28.7 21.7 -
HCM Lane LOS - - D C -
HCM 95th %tile Q(veh) - - 3 0.6 -
HCM 7th TWSC
6: Driveway 2 & Cambern Ave 05/29/2025
OY 2026 Cumulative PP AM 2:22 pm 05/12/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 1.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 240 79 0 389 5 0 0 28 0 0 67
Future Vol, veh/h 0 240 79 0 389 5 0 0 28 0 0 67
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 - - - - - 0 - - 0 - - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 253 83 0 409 5 0 0 29 0 0 71
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 0 0 - - 0 - - 168 - - 205
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - - - - - - - 6.94 - - 6.94
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - - - - - - - 3.32 - - 3.32
Pot Cap-1 Maneuver 0 - - 0 - - 0 0 847 0 0 802
Stage 1 0 - - 0 - - 0 0 - 0 0 -
Stage 2 0 - - 0 - - 0 0 - 0 0 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - - - - - - - 847 - - 802
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0 0 9.4 9.92

HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT WBR SBLn1
Capacity (veh/h) 847 - - - - 802
HCM Lane V/C Ratio 0.035 - - - - 0.088
HCM Ctrl Dly (s/v) 9.4 - - - - 9.9
HCM Lane LOS A - - - - A
HCM 95th %tile Q(veh) 0.1 - - - - 0.3
HCM 7th TWSC
7: Driveway 3 & Cambern Ave 05/29/2025
OY 2026 Cumulative PP AM 2:22 pm 05/12/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 2.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 110 22 15 158 1 62 0 15 0 0 0
Future Vol, veh/h 0 110 22 15 158 1 62 0 15 0 0 0
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 - - - - - 0 - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 116 23 16 166 1 65 0 16 0 0 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 0 0 139 0 0 242 326 69 256 337 83 Stage 1 - - - - - - 127 127 - 198 198 -
Stage 2 - - - - - - 115 199 - 58 139 -
Critical Hdwy - - - 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 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 0 - - 1442 - - 692 591 979 677 583 960 Stage 1 0 - - - - - 863 790 - 785 736 -
Stage 2 0 - - - - - 878 735 - 947 781 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - - 1442 - - 684 584 979 658 576 960 Mov Cap-2 Maneuver - - - - - - 684 584 - 658 576 -
Stage 1 - - - - - - 863 790 - 776 728 -
Stage 2 - - - - - - 868 727 - 932 781 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0 0.71 10.58 0

HCM LOS B A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h) 726 - - 312 - - -
HCM Lane V/C Ratio 0.112 - - 0.011 - - -
HCM Ctrl Dly (s/v) 10.6 - - 7.5 0.1 - 0
HCM Lane LOS B - - A A - A
HCM 95th %tile Q(veh) 0.4 - - 0 - - -
HCM 7th TWSC
8: Dexter Ave & Driveway 4 05/29/2025
OY 2026 Cumulative PP AM 2:22 pm 05/12/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 2.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 43 341 0 3 392 7 8 1 8 7 2 91
Future Vol, veh/h 43 341 0 3 392 7 8 1 8 7 2 91
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 - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 45 359 0 3 413 7 8 1 8 7 2 96
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 420 0 0 359 0 0 869 876 359 873 872 416 Stage 1 - - - - - - 449 449 - 423 423 -
Stage 2 - - - - - - 420 426 - 450 449 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1139 - - 1200 - - 272 287 685 271 289 636 Stage 1 - - - - - - 589 572 - 609 588 -
Stage 2 - - - - - - 611 586 - 589 572 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1139 - - 1200 - - 217 272 685 252 274 636 Mov Cap-2 Maneuver - - - - - - 217 272 - 252 274 -
Stage 1 - - - - - - 560 544 - 607 586 -
Stage 2 - - - - - - 515 584 - 551 544 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.93 0.06 16.69 12.88

HCM LOS C B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 326 202 - - 13 - - 562
HCM Lane V/C Ratio 0.055 0.04 - - 0.003 - - 0.187
HCM Ctrl Dly (s/v) 16.7 8.3 0 - 8 0 - 12.9
HCM Lane LOS C A A - A A - B
HCM 95th %tile Q(veh) 0.2 0.1 - - 0 - - 0.7
HCM 7th Signalized Intersection Summary
1: Central Ave & Cambern Ave 05/29/2025
OY 2026 Cumulative PP PM 2:23 pm 05/12/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 285 135 65 245 133 234 93 1648 139 192 1236 161 Future Volume (veh/h) 285 135 65 245 133 234 93 1648 139 192 1236 161 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 300 142 68 258 140 246 98 1735 146 202 1301 169 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 357 332 159 154 686 581 158 1382 687 198 1614 720 Arrive On Green 0.28 0.28 0.28 0.04 0.37 0.37 0.05 0.39 0.39 0.11 0.45 0.45 Sat Flow, veh/h 997 1195 572 3456 1870 1585 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 300 0 210 258 140 246 98 1735 146 202 1301 169 Grp Sat Flow(s),veh/h/ln 997 0 1767 1728 1870 1585 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 25.0 0.0 8.8 4.0 4.6 10.5 2.5 35.0 5.2 10.0 28.4 5.9 Cycle Q Clear(g_c), s 25.0 0.0 8.8 4.0 4.6 10.5 2.5 35.0 5.2 10.0 28.4 5.9 Prop In Lane 1.00 0.32 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 357 0 491 154 686 581 158 1382 687 198 1614 720 V/C Ratio(X) 0.84 0.00 0.43 1.68 0.20 0.42 0.62 1.26 0.21 1.02 0.81 0.23 Avail Cap(c_a), veh/h 357 0 491 154 686 581 192 1382 687 198 1614 720 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.5 0.0 26.6 43.0 19.5 21.4 42.2 27.5 15.9 40.0 21.2 15.0 Incr Delay (d2), s/veh 20.6 0.0 2.7 332.6 0.7 2.3 4.2 121.0 0.2 69.4 3.1 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.3 0.0 3.9 8.7 2.0 3.9 1.1 36.2 1.7 7.9 10.8 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 54.1 0.0 29.3 375.6 20.2 23.6 46.3 148.5 16.1 109.4 24.3 15.2 LnGrp LOS D C F C C D F B F C B
Approach Vol, veh/h 510 644 1979 1672
Approach Delay, s/veh 43.9 163.9 133.7 33.6
Approach LOS D F F C
Timer - Assigned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 37.0 14.0 39.0 8.0 29.0 8.1 44.9 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 33.0 10.0 35.0 4.0 25.0 5.0 40.0 Max Q Clear Time (g_c+I1), s 12.5 12.0 37.0 6.0 27.0 4.5 30.4 Green Ext Time (p_c), s 1.5 0.0 0.0 0.0 0.0 0.0 5.9
Intersection Summary
HCM 7th Control Delay, s/veh 93.4
HCM 7th LOS F
Notes
User approved pedestrian interval to be less than phase max green.

HCM 7th Signalized Intersection Summary
2: Dexter Ave & Central Ave 05/29/2025
OY 2026 Cumulative PP PM 2:23 pm 05/12/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 104 104 243 308 145 84 275 1888 285 107 1330 77 Future Volume (veh/h) 104 104 243 308 145 84 275 1888 285 107 1330 77 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 109 109 256 324 153 88 289 1987 300 113 1400 81 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 139 289 539 305 277 159 330 2101 652 142 1966 484 Arrive On Green 0.08 0.15 0.15 0.17 0.25 0.25 0.19 0.41 0.41 0.08 0.31 0.31 Sat Flow, veh/h 1781 1870 1585 1781 1114 641 1781 5106 1585 1781 6434 1585 Grp Volume(v), veh/h 109 109 256 324 0 241 289 1987 300 113 1400 81 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 0 1755 1781 1702 1585 1781 1609 1585 Q Serve(g_s), s 5.3 4.6 11.1 15.0 0.0 10.5 13.8 32.8 12.0 5.5 16.9 3.3 Cycle Q Clear(g_c), s 5.3 4.6 11.1 15.0 0.0 10.5 13.8 32.8 12.0 5.5 16.9 3.3 Prop In Lane 1.00 1.00 1.00 0.37 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 139 289 539 305 0 436 330 2101 652 142 1966 484 V/C Ratio(X) 0.79 0.38 0.47 1.06 0.00 0.55 0.87 0.95 0.46 0.80 0.71 0.17 Avail Cap(c_a), veh/h 224 342 584 305 0 436 448 2101 652 142 1966 484 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.6 33.2 22.7 36.3 0.0 28.7 34.6 24.8 18.7 39.6 27.0 22.2 Incr Delay (d2), s/veh 9.4 0.8 0.7 68.6 0.0 1.5 13.6 10.5 2.3 26.0 1.2 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.5 2.0 4.0 12.1 0.0 4.4 6.9 13.9 4.6 3.3 6.0 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 49.0 34.0 23.4 104.8 0.0 30.2 48.2 35.3 21.0 65.6 28.2 22.4 LnGrp LOS D C C F C D D C E C C
Approach Vol, veh/h 474 565 2576 1594
Approach Delay, s/veh 31.7 73.0 35.1 30.5
Approach LOS C E D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s11.0 40.0 19.0 17.5 20.2 30.7 10.8 25.7 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 7.0 36.0 15.0 16.0 22.0 21.0 11.0 20.0 Max Q Clear Time (g_c+I1), s 7.5 34.8 17.0 13.1 15.8 18.9 7.3 12.5 Green Ext Time (p_c), s 0.0 1.1 0.0 0.4 0.4 1.6 0.1 0.7 Intersection Summary
HCM 7th Control Delay, s/veh 37.5
HCM 7th LOS D
HCM 7th Signalized Intersection Summary
3: Central Ave & I-15 North On Ramp/I-15 North Off Ramp 05/29/2025 OY 2026 Cumulative PP PM 2:23 pm 05/12/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 399 1 840 181 1642 0 0 1277 555 Future Volume (veh/h) 0 0 0 399 1 840 181 1642 0 0 1277 555 Initial Q (Qb), veh 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 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 280 0 1034 191 1728 0 0 1344 584
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 831 0 1479 139 2269 0 0 1645 511
Arrive On Green 0.47 0.00 0.47 0.08 0.44 0.00 0.00 0.32 0.32 Sat Flow, veh/h 1781 0 3170 1781 5274 0 0 5274 1585
Grp Volume(v), veh/h 280 0 1034 191 1728 0 0 1344 584
Grp Sat Flow(s),veh/h/ln 1781 0 1585 1781 1702 0 0 1702 1585 Q Serve(g_s), s 9.0 0.0 23.2 7.0 25.6 0.0 0.0 21.8 29.0 Cycle Q Clear(g_c), s 9.0 0.0 23.2 7.0 25.6 0.0 0.0 21.8 29.0 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 831 0 1479 139 2269 0 0 1645 511 V/C Ratio(X) 0.34 0.00 0.70 1.38 0.76 0.00 0.00 0.82 1.14 Avail Cap(c_a), veh/h 831 0 1479 139 2269 0 0 1645 511
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 15.2 0.0 19.0 41.5 21.0 0.0 0.0 28.1 30.5 Incr Delay (d2), s/veh 1.1 0.0 2.8 208.9 1.6 0.0 0.0 3.3 85.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 0.0 8.6 11.1 9.9 0.0 0.0 8.8 22.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 16.3 0.0 21.8 250.4 22.6 0.0 0.0 31.4 116.2 LnGrp LOS B C F C C F
Approach Vol, veh/h 1314 1919 1928
Approach Delay, s/veh 20.6 45.2 57.1
Approach LOS C D E
Timer - Assigned Phs 2 4 7 8
Phs Duration (G+Y+Rc), s 46.0 44.0 11.0 33.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 42.0 40.0 7.0 29.0
Max Q Clear Time (g_c+I1), s 25.2 27.6 9.0 31.0
Green Ext Time (p_c), s 5.5 9.1 0.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 43.4
HCM 7th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
4: I-15 South Off Ramp/I-15 South On Ramp & Central Ave 05/29/2025 OY 2026 Cumulative PP PM 2:23 pm 05/12/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 737 3 200 0 0 0 0 1168 389 575 1097 0 Future Volume (veh/h) 737 3 200 0 0 0 0 1168 389 575 1097 0 Initial Q (Qb), veh 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 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 843 0 142 0 1229 409 605 1155 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Cap, veh/h 1277 0 568 0 1535 477 698 1951 0
Arrive On Green 0.36 0.00 0.36 0.00 0.30 0.30 0.20 0.55 0.00 Sat Flow, veh/h 3563 0 1585 0 5274 1585 3456 3647 0
Grp Volume(v), veh/h 843 0 142 0 1229 409 605 1155 0
Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1585 1728 1777 0 Q Serve(g_s), s 17.2 0.0 5.5 0.0 19.2 21.0 14.6 18.8 0.0 Cycle Q Clear(g_c), s 17.2 0.0 5.5 0.0 19.2 21.0 14.6 18.8 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 1277 0 568 0 1535 477 698 1951 0 V/C Ratio(X) 0.66 0.00 0.25 0.00 0.80 0.86 0.87 0.59 0.00 Avail Cap(c_a), veh/h 1277 0 568 0 1595 495 799 2096 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 23.3 0.0 19.5 0.0 27.8 28.5 33.4 13.0 0.0 Incr Delay (d2), s/veh 2.7 0.0 1.1 0.0 2.9 13.7 9.0 0.4 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln7.0 0.0 2.0 0.0 7.7 9.2 6.7 6.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 26.0 0.0 20.6 0.0 30.8 42.2 42.4 13.4 0.0 LnGrp LOS C C C D D B
Approach Vol, veh/h 985 1638 1760
Approach Delay, s/veh 25.2 33.6 23.4
Approach LOS C C C
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 21.5 30.0 35.0 51.5
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 20.0 27.0 31.0 51.0
Max Q Clear Time (g_c+I1), s 16.6 23.0 19.2 20.8
Green Ext Time (p_c), s 0.8 3.0 3.0 9.4
Intersection Summary
HCM 7th Control Delay, s/veh 27.6
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th TWSC
5: Central Ave & Driveway 1 05/29/2025
OY 2026 Cumulative PP PM 2:23 pm 05/12/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 1.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 165 0 0 49 0 1730 210 0 1303 53
Future Vol, veh/h 0 0 165 0 0 49 0 1730 210 0 1303 53
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Stop - - None - - None - - Free
Storage Length - - 0 - - 0 - - 149 - - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 174 0 0 52 0 1821 221 0 1372 56
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All - - 686 - - 911 - 0 0 - - 0
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - 7.14 - - 7.14 - - - - - -
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - 3.92 - - 3.92 - - - - - -
Pot Cap-1 Maneuver 0 0 335 0 0 238 0 - - 0 - 0
Stage 1 0 0 - 0 0 - 0 - - 0 - 0
Stage 2 0 0 - 0 0 - 0 - - 0 - 0
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 335 - - 238 - - - - - -
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 26.82 24.27 0 0

HCM LOS D C
Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBT
Capacity (veh/h) - - 335 238 -
HCM Lane V/C Ratio - - 0.519 0.217 -
HCM Ctrl Dly (s/v) - - 26.8 24.3 -
HCM Lane LOS - - D C -
HCM 95th %tile Q(veh) - - 2.8 0.8 -
HCM 7th TWSC
6: Driveway 2 & Cambern Ave 05/29/2025
OY 2026 Cumulative PP PM 2:23 pm 05/12/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 1.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 485 149 0 637 5 0 0 120 0 0 94
Future Vol, veh/h 0 485 149 0 637 5 0 0 120 0 0 94
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 - - - - - 0 - - 0 - - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 511 157 0 671 5 0 0 126 0 0 99
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 0 0 - - 0 - - 334 - - 335
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - - - - - - - 6.94 - - 6.94
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - - - - - - - 3.32 - - 3.32
Pot Cap-1 Maneuver 0 - - 0 - - 0 0 662 0 0 661
Stage 1 0 - - 0 - - 0 0 - 0 0 -
Stage 2 0 - - 0 - - 0 0 - 0 0 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - - - - - - - 662 - - 661
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0 0 11.71 11.41

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT WBR SBLn1
Capacity (veh/h) 662 - - - - 661
HCM Lane V/C Ratio 0.191 - - - - 0.15
HCM Ctrl Dly (s/v) 11.7 - - - - 11.4
HCM Lane LOS B - - - - B
HCM 95th %tile Q(veh) 0.7 - - - - 0.5
HCM 7th TWSC
7: Driveway 3 & Cambern Ave 05/29/2025
OY 2026 Cumulative PP PM 2:23 pm 05/12/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 4.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 208 38 24 187 0 166 1 32 0 0 0
Future Vol, veh/h 0 208 38 24 187 0 166 1 32 0 0 0
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 - - - - - 0 - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 219 40 25 197 0 175 1 34 0 0 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 0 0 259 0 0 388 486 129 357 506 98 Stage 1 - - - - - - 239 239 - 247 247 -
Stage 2 - - - - - - 149 247 - 110 259 -
Critical Hdwy - - - 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 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 0 - - 1303 - - 545 480 896 573 467 938 Stage 1 0 - - - - - 743 706 - 735 700 -
Stage 2 0 - - - - - 838 700 - 883 692 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - - 1303 - - 534 470 896 539 458 938 Mov Cap-2 Maneuver - - - - - - 534 470 - 539 458 -
Stage 1 - - - - - - 743 706 - 720 686 -
Stage 2 - - - - - - 821 686 - 849 692 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0 1 14.92 0

HCM LOS B A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h) 571 - - 409 - - -
HCM Lane V/C Ratio 0.367 - - 0.019 - - -
HCM Ctrl Dly (s/v) 14.9 - - 7.8 0.1 - 0
HCM Lane LOS B - - A A - A
HCM 95th %tile Q(veh) 1.7 - - 0.1 - - -
HCM 7th TWSC
8: Dexter Ave & Driveway 4 05/29/2025
OY 2026 Cumulative PP PM 2:23 pm 05/12/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 3.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 78 397 2 3 365 33 11 2 6 12 0 152
Future Vol, veh/h 78 397 2 3 365 33 11 2 6 12 0 152
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 - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 82 418 2 3 384 35 12 2 6 13 0 160
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 419 0 0 420 0 0 974 1008 419 991 992 402 Stage 1 - - - - - - 583 583 - 408 408 -
Stage 2 - - - - - - 391 425 - 583 584 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1140 - - 1139 - - 231 240 634 225 246 649 Stage 1 - - - - - - 498 498 - 620 597 -
Stage 2 - - - - - - 634 586 - 498 498 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1140 - - 1139 - - 157 217 634 199 222 649 Mov Cap-2 Maneuver - - - - - - 157 217 - 199 222 -
Stage 1 - - - - - - 451 452 - 618 595 -
Stage 2 - - - - - - 476 584 - 445 451 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 1.37 0.06 23.51 14.34

HCM LOS C B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 214 294 - - 13 - - 557
HCM Lane V/C Ratio 0.093 0.072 - - 0.003 - - 0.31
HCM Ctrl Dly (s/v) 23.5 8.4 0 - 8.2 0 - 14.3
HCM Lane LOS C A A - A A - B
HCM 95th %tile Q(veh) 0.3 0.2 - - 0 - - 1.3

APPENDIX D

CUMULATIVE PROJECT TRIP

DISTRIBUTION

CUMULATIVE PROJECTS - DISTRIBUTION TOTAL OF ALL CUMULATIVE PROJECTS AM Peak Hour

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 Central Ave and Cambern Ave 0 92 1 0 191 0 0 0 0 2 0 0 2 Central Ave and Dexter Ave 0 83 49 11 182 0 0 0 0 50 0 10 3 Central Avenue and I-15 Northbound On/Off-ramps 80 73 0 0 128 105 0 0 0 120 0 59 4 Central Avenue and I-15 Southbound On/Off-ramps 0 93 80 105 143 0 59 0 120 0 0 0 5 Central Avenue and Driveway 1 0 93 0 0 193 0 0 0 0 0 0 0 6 Cambern Avenue and Driveway 2 0 0 0 0 0 0 0 67 0 0 117 0 7 Cambern Avenue and Driveway 3 0 0 0 0 0 0 0 1 0 0 2 0 8 Dexter Avenue and Driveway 4 0 0 0 0 0 0 0 82 0 0 59 0 PM Peak Hour

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 Central Ave and Cambern Ave 0 211 2 0 140 0 0 0 0 1 0 0 2 Central Ave and Dexter Ave 0 203 54 11 130 0 0 0 0 51 0 10 3 Central Avenue and I-15 Northbound On/Off-ramps 124 138 0 0 95 84 0 0 0 97 0 120 4 Central Avenue and I-15 Southbound On/Off-ramps 0 142 124 84 107 0 120 0 97 0 0 0 5 Central Avenue and Driveway 1 0 213 0 0 141 0 0 0 0 0 0 0 6 Cambern Avenue and Driveway 2 0 0 0 0 0 0 0 173 0 0 134 0 7 Cambern Avenue and Driveway 3 0 0 0 0 0 0 0 2 0 0 1 0 8 Dexter Avenue and Driveway 4 0 0 0 0 0 0 0 73 0 0 61 0 Related Projects Trip Distribution, Totals 6/2/2025, 10:38 AM

CUMULATIVE PROJECTS - HAND ENTERED FROM TRAFFIC STUDIES AM Peak Hour

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 Central Ave and Cambern Ave 0 94 48 0 0 0 0 4 0 114 3 0 2 Central Ave and Dexter Ave 0 117 0 12 94 8 10 0 0 0 0 15 3 Central Avenue and I-15 Northbound On/Off-ramps 0 84 0 0 63 31 0 0 0 0 0 33 4 Central Avenue and I-15 Southbound On/Off-ramps 0 46 0 26 37 0 38 0 0 0 0 0 5 Central Avenue and Driveway 1 0 0 0 0 0 0 0 0 0 0 0 0 6 Cambern Avenue and Driveway 2 0 0 0 0 0 65 0 52 0 0 52 4 7 Cambern Avenue and Driveway 3 0 0 0 0 0 0 0 12 0 0 0 0 8 Dexter Avenue and Driveway 4 0 0 0 0 0 0 0 12 0 0 15 0 PM Peak Hour

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 Central Ave and Cambern Ave 0 117 60 0 0 0 0 5 0 165 4 0 2 Central Ave and Dexter Ave 0 146 0 18 136 11 12 0 0 0 0 19 3 Central Avenue and I-15 Northbound On/Off-ramps 0 105 0 0 91 45 0 0 0 0 0 41 4 Central Avenue and I-15 Southbound On/Off-ramps 0 57 0 38 54 0 48 0 0 0 0 0 5 Central Avenue and Driveway 1 0 0 0 0 0 0 0 0 0 0 0 0 6 Cambern Avenue and Driveway 2 0 0 0 0 0 94 0 65 0 0 76 5 7 Cambern Avenue and Driveway 3 0 0 0 0 0 0 0 18 0 0 20 0 8 Dexter Avenue and Driveway 4 0 0 0 0 0 0 0 18 0 0 19 0 Related Projects Trip Distribution, Totals 6/2/2025, 10:38 AM

TOTAL CUMULATIVE PROJECTS TRAFFIC
AM Peak Hour

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 Central Ave and Cambern Ave 0 186 49 0 191 0 0 4 0 116 3 0 2 Central Ave and Dexter Ave 0 200 49 23 276 8 10 0 0 50 0 25 3 Central Avenue and I-15 Northbound On/Off-ramps 80 157 0 0 191 136 0 0 0 120 0 92 4 Central Avenue and I-15 Southbound On/Off-ramps 0 139 80 131 180 0 97 0 120 0 0 0 5 Central Avenue and Driveway 1 0 93 0 0 193 0 0 0 0 0 0 0 6 Cambern Avenue and Driveway 2 0 0 0 0 0 65 0 119 0 0 169 4 7 Cambern Avenue and Driveway 3 0 0 0 0 0 0 0 13 0 0 2 0 8 Dexter Avenue and Driveway 4 0 0 0 0 0 0 0 94 0 0 74 0 PM Peak Hour

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 Central Ave and Cambern Ave 0 328 62 0 140 0 0 5 0 166 4 0 2 Central Ave and Dexter Ave 0 349 54 29 266 11 12 0 0 51 0 29 3 Central Avenue and I-15 Northbound On/Off-ramps 124 243 0 0 186 129 0 0 0 97 0 161 4 Central Avenue and I-15 Southbound On/Off-ramps 0 199 124 122 161 0 168 0 97 0 0 0 5 Central Avenue and Driveway 1 0 213 0 0 141 0 0 0 0 0 0 0 6 Cambern Avenue and Driveway 2 0 0 0 0 0 94 0 238 0 0 210 5 7 Cambern Avenue and Driveway 3 0 0 0 0 0 0 0 20 0 0 21 0 8 Dexter Avenue and Driveway 4 0 0 0 0 0 0 0 91 0 0 80 0 Related Projects Trip Distribution, Totals 6/2/2025, 10:38 AM Int. #: 1
Mirror distribution? Y Entire Intersection TOTAL CUMULATIVE PROJECTS TRAFFIC Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
Mirror distribution? AM In 0 68 1 0 34 0 0 0 0 0 0 0
AM Out 0 24 0 0 157 0 0 0 0 2 0 0
AM Tot 0 92 1 0 191 0 0 0 0 2 0 0
PM In 0 183 2 0 22 0 0 0 0 0 0 0
PM Out 0 28 0 0 118 0 0 0 0 1 0 0
PM Tot 0 211 2 0 140 0 0 0 0 1 0 0
Zone # 1 NE Retail | 8,17
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10% AM In 165 0 17 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 10% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 139 0 0 0 0 14 0 0 0 0 0 0 0
PM In 0% 10% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 210 0 21 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 10% 0% 0% 0% 0% 0% 0% 0% PM Out 205 0 0 0 0 21 0 0 0 0 0 0 0 Zone # 2 NE Housing | 1
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20% AM In 256 0 51 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 20% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 717 0 0 0 0 143 0 0 0 0 0 0 0
PM In 0% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 812 0 162 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 20% 0% 0% 0% 0% 0% 0% 0% PM Out 483 0 0 0 0 97 0 0 0 0 0 0 0 Zone # 3 NW Mix | 28,23,9
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 763 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 223 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 334 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 767 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 4 E. Housing | 20
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10% AM In 7 0 0 1 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 10% 0% 0%
AM Out AM Out 23 0 0 0 0 0 0 0 0 0 2 0 0
PM In 0% 0% 10% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 24 0 0 2 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 10% 0% 0% PM Out 14 0 0 0 0 0 0 0 0 0 1 0 0 Central Ave and Cambern Ave
Related Projects Trip Distribution, Int1 6/2/2025, 10:40 AM Int. #: 1 Central Ave and Cambern Ave
Zone # 5 SE Mix of Industrial and Retail | 6,18,24
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 157 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 191 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 195 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 198 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 6 SE Housing | 2,3
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 664 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 1,153 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 1,708 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 1,332 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 7 SE industrial | 15,27,4
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 137 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 78 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 389 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 431 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 8 S /SW Mix | 25,19,22,16,5,26
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 5% AM In 247 0 0 0 0 12 0 0 0 0 0 0 0
Y 0% 5% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 83 0 4 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 5% 0% 0% 0% 0% 0% 0% 0% PM In 114 0 0 0 0 6 0 0 0 0 0 0 0 PM Out 0% 5% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 238 0 12 0 0 0 0 0 0 0 0 0 0 Zone # 9 Retail | 10
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10% AM In 105 0 0 0 0 11 0 0 0 0 0 0 0
Y 0% 10% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 95 0 10 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 10% 0% 0% 0% 0% 0% 0% 0% PM In 105 0 0 0 0 11 0 0 0 0 0 0 0 PM Out 0% 10% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 100 0 10 0 0 0 0 0 0 0 0 0 0 Related Projects Trip Distribution, Int1 6/2/2025, 10:40 AM Int. #: 1 Central Ave and Cambern Ave
Zone # 10 SW Mix | 21,12
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 5% AM In 226 0 0 0 0 11 0 0 0 0 0 0 0
Y 0% 5% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 190 0 10 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 5% 0% 0% 0% 0% 0% 0% 0% PM In 91 0 0 0 0 5 0 0 0 0 0 0 0 PM Out 0% 5% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 115 0 6 0 0 0 0 0 0 0 0 0 0 Zone # 11 W mix mainly industrial | 11,7,13
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 306 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 214 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 360 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 416 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 12 W mix mainly industrial | 11,7,13
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 306 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 214 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 360 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 416 0 0 0 0 0 0 0 0 0 0 0 0 Related Projects Trip Distribution, Int1 6/2/2025, 10:40 AM Int. #: 2

Y TOTAL CUMULATIVE PROJECTS TRAFFIC
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
AM In 0 69 49 11 23 0 0 0 0 0 0 0
AM Out 0 14 0 0 159 0 0 0 0 50 0 10
AM Tot 0 83 49 11 182 0 0 0 0 50 0 10
PM In 0 185 54 11 11 0 0 0 0 0 0 0
PM Out 0 18 0 0 119 0 0 0 0 51 0 10
PM Tot 0 203 54 11 130 0 0 0 0 51 0 10
Zone # 1 NE Retail | 8,17
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10% AM In 165 0 17 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 10% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 139 0 0 0 0 14 0 0 0 0 0 0 0
PM In 0% 10% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 210 0 21 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 10% 0% 0% 0% 0% 0% 0% 0% PM Out 205 0 0 0 0 21 0 0 0 0 0 0 0 Zone # 2 NE Housing | 1
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20% AM In 256 0 51 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 20% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 717 0 0 0 0 143 0 0 0 0 0 0 0
PM In 0% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 812 0 162 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 20% 0% 0% 0% 0% 0% 0% 0% PM Out 483 0 0 0 0 97 0 0 0 0 0 0 0 Zone # 3 NW Mix | 28,23,9
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 763 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 223 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 334 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 767 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 4 E. Housing | 20
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10% 10% AM In 7 0 1 1 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 10% 0% 0% 0% 0% 10% 0% 0%
AM Out AM Out 23 0 0 0 0 2 0 0 0 0 2 0 0
PM In 0% 10% 10% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 24 0 2 2 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 10% 0% 0% 0% 0% 10% 0% 0% PM Out 14 0 0 0 0 1 0 0 0 0 1 0 0 Central Ave and Dexter Ave
Related Projects Trip Distribution, Int 2 6/2/2025, 10:42 AM Int. #: 2 Central Ave and Dexter Ave
Zone # 5 SE Mix of Industrial and Retail | 6,18,24
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10% AM In 157 0 0 16 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 10% 0% 0%
AM Out AM Out 191 0 0 0 0 0 0 0 0 0 19 0 0
PM In 0% 0% 10% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 195 0 0 20 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 10% 0% 0% PM Out 198 0 0 0 0 0 0 0 0 0 20 0 0 Zone # 6 SE Housing | 2,3
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 664 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 1,153 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 1,708 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 1,332 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 7 SE industrial | 15,27,4
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 137 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 78 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 389 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 431 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 8 S /SW Mix | 25,19,22,16,5,26
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 5% AM In 247 0 0 0 0 12 0 0 0 0 0 0 0
Y 0% 5% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 83 0 4 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 5% 0% 0% 0% 0% 0% 0% 0% PM In 114 0 0 0 0 6 0 0 0 0 0 0 0 PM Out 0% 5% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 238 0 12 0 0 0 0 0 0 0 0 0 0 Zone # 9 Retail | 10
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 30% 10% AM In 105 0 0 32 11 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 30% 0% 10%
AM Out AM Out 95 0 0 0 0 0 0 0 0 0 29 0 10
PM In 0% 0% 30% 10% 0% 0% 0% 0% 0% 0% 0% 0% PM In 105 0 0 32 11 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 30% 0% 10% PM Out 100 0 0 0 0 0 0 0 0 0 30 0 10 Related Projects Trip Distribution, Int 2 6/2/2025, 10:42 AM Int. #: 2 Central Ave and Dexter Ave
Zone # 10 SW Mix | 21,12
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 5% AM In 226 0 0 0 0 11 0 0 0 0 0 0 0
Y 0% 5% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 190 0 10 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 5% 0% 0% 0% 0% 0% 0% 0% PM In 91 0 0 0 0 5 0 0 0 0 0 0 0 PM Out 0% 5% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 115 0 6 0 0 0 0 0 0 0 0 0 0 Zone # 11 W mix mainly industrial | 11,7,13
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 306 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 214 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 360 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 416 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 12 W mix mainly industrial | 11,7,13
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 306 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 214 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 360 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 416 0 0 0 0 0 0 0 0 0 0 0 0 Related Projects Trip Distribution, Int 2 6/2/2025, 10:42 AM Int. #: 3

N TOTAL CUMULATIVE PROJECTS TRAFFIC
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
AM In 0 59 0 0 23 0 0 0 0 120 0 59
AM Out 80 14 0 0 105 105 0 0 0 0 0 0
AM Tot 80 73 0 0 128 105 0 0 0 120 0 59
PM In 0 120 0 0 11 0 0 0 0 97 0 120
PM Out 124 18 0 0 84 84 0 0 0 0 0 0
PM Tot 124 138 0 0 95 84 0 0 0 97 0 120
Zone # 1 NE Retail | 8,17
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 5% 5% AM In 165 0 8 0 0 0 0 0 0 0 0 0 8
N 0% 0% 0% 0% 5% 5% 0% 0% 0% 0% 0% 0%
AM Out 5% 5% AM Out 139 0 0 0 0 7 7 0 0 0 0 0 0
PM In 0% 5% 0% 0% 0% 0% 0% 0% 0% 0% 0% 5% PM In 210 0 11 0 0 0 0 0 0 0 0 0 11 PM Out 0% 0% 0% 0% 5% 5% 0% 0% 0% 0% 0% 0% PM Out 205 0 0 0 0 10 10 0 0 0 0 0 0 Zone # 2 NE Housing | 1
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10% 10% AM In 256 0 26 0 0 0 0 0 0 0 0 0 26
N 0% 0% 0% 0% 10% 10% 0% 0% 0% 0% 0% 0%
AM Out 10% 10% AM Out 717 0 0 0 0 72 72 0 0 0 0 0 0
PM In 0% 10% 0% 0% 0% 0% 0% 0% 0% 0% 0% 10% PM In 812 0 81 0 0 0 0 0 0 0 0 0 81 PM Out 0% 0% 0% 0% 10% 10% 0% 0% 0% 0% 0% 0% PM Out 483 0 0 0 0 48 48 0 0 0 0 0 0 Zone # 3 NW Mix | 28,23,9
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 763 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 223 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 334 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 767 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 4 E. Housing | 20
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10% 10% AM In 7 0 1 0 0 0 0 0 0 0 0 0 1
N 0% 0% 0% 0% 10% 10% 0% 0% 0% 0% 0% 0%
AM Out 10% 10% AM Out 23 0 0 0 0 2 2 0 0 0 0 0 0
PM In 0% 10% 0% 0% 0% 0% 0% 0% 0% 0% 0% 10% PM In 24 0 2 0 0 0 0 0 0 0 0 0 2 PM Out 0% 0% 0% 0% 10% 10% 0% 0% 0% 0% 0% 0% PM Out 14 0 0 0 0 1 1 0 0 0 0 0 0 Central Avenue and I-15 Northbound On/Off-ramps
Related Projects Trip Distribution, Int 3 6/2/2025, 10:44 AM Int. #: 3 Central Avenue and I-15 Northbound On/Off-ramps Zone # 5 SE Mix of Industrial and Retail | 6,18,24
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 5% 5% AM In 157 0 8 0 0 0 0 0 0 0 0 0 8
N 0% 0% 0% 0% 5% 5% 0% 0% 0% 0% 0% 0%
AM Out 5% 5% AM Out 191 0 0 0 0 10 10 0 0 0 0 0 0
PM In 0% 5% 0% 0% 0% 0% 0% 0% 0% 0% 0% 5% PM In 195 0 10 0 0 0 0 0 0 0 0 0 10 PM Out 0% 0% 0% 0% 5% 5% 0% 0% 0% 0% 0% 0% PM Out 198 0 0 0 0 10 10 0 0 0 0 0 0 Zone # 6 SE Housing | 2,3
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 664 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 1,153 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 1,708 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 1,332 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 7 SE industrial | 15,27,4
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 137 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 78 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 389 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 431 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 8 S /SW Mix | 25,19,22,16,5,26
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 5% 10% AM In 247 0 0 0 0 12 0 0 0 0 25 0 0
N 10% 5% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out 10% 5% AM Out 83 8 4 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 5% 0% 0% 0% 0% 10% 0% 0% PM In 114 0 0 0 0 6 0 0 0 0 11 0 0 PM Out 10% 5% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 238 24 12 0 0 0 0 0 0 0 0 0 0 Zone # 9 Retail | 10
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 15% 15% AM In 105 0 16 0 0 0 0 0 0 0 0 0 16
N 0% 0% 0% 0% 15% 15% 0% 0% 0% 0% 0% 0%
AM Out 15% 15% AM Out 95 0 0 0 0 14 14 0 0 0 0 0 0
PM In 0% 15% 0% 0% 0% 0% 0% 0% 0% 0% 0% 15% PM In 105 0 16 0 0 0 0 0 0 0 0 0 16 PM Out 0% 0% 0% 0% 15% 15% 0% 0% 0% 0% 0% 0% PM Out 100 0 0 0 0 15 15 0 0 0 0 0 0 Related Projects Trip Distribution, Int 3 6/2/2025, 10:44 AM Int. #: 3 Central Avenue and I-15 Northbound On/Off-ramps Zone # 10 SW Mix | 21,12
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 5% 15% AM In 226 0 0 0 0 11 0 0 0 0 34 0 0
N 15% 5% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out 15% 5% AM Out 190 29 10 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 5% 0% 0% 0% 0% 15% 0% 0% PM In 91 0 0 0 0 5 0 0 0 0 14 0 0 PM Out 15% 5% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 115 17 6 0 0 0 0 0 0 0 0 0 0 Zone # 11 W mix mainly industrial | 11,7,13
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20% AM In 306 0 0 0 0 0 0 0 0 0 61 0 0
N 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out 20% AM Out 214 43 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 20% 0% 0% PM In 360 0 0 0 0 0 0 0 0 0 72 0 0 PM Out 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 416 83 0 0 0 0 0 0 0 0 0 0 0 Zone # 12 W mix mainly industrial | 11,7,13
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 306 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 214 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 360 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 416 0 0 0 0 0 0 0 0 0 0 0 0 Related Projects Trip Distribution, Int 3 6/2/2025, 10:44 AM Enter only in blue cells
Int. #: 4 Central Avenue and I-15 Southbound On/Off-ramps

N TOTAL CUMULATIVE PROJECTS TRAFFIC
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
AM In 0 0 0 0 143 0 59 0 120 0 0 0
AM Out 0 93 80 105 0 0 0 0 0 0 0 0
AM Tot 0 93 80 105 143 0 59 0 120 0 0 0
PM In 0 0 0 0 107 0 120 0 97 0 0 0
PM Out 0 142 124 84 0 0 0 0 0 0 0 0
PM Tot 0 142 124 84 107 0 120 0 97 0 0 0
Zone # 1 NE Retail | 8,17
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 5% AM In 165 0 0 0 0 0 0 8 0 0 0 0 0
N 0% 0% 0% 5% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out 5% AM Out 139 0 0 0 7 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 5% 0% 0% 0% 0% PM In 210 0 0 0 0 0 0 11 0 0 0 0 0 PM Out 0% 0% 0% 5% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 205 0 0 0 10 0 0 0 0 0 0 0 0 Zone # 2 NE Housing | 1
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10% AM In 256 0 0 0 0 0 0 26 0 0 0 0 0
N 0% 0% 0% 10% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out 10% AM Out 717 0 0 0 72 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 10% 0% 0% 0% 0% 0% PM In 812 0 0 0 0 0 0 81 0 0 0 0 0 PM Out 0% 0% 0% 10% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 483 0 0 0 48 0 0 0 0 0 0 0 0 Zone # 3 NW Mix | 28,23,9
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 763 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 223 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 334 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 767 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 4 E. Housing | 20
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10% AM In 7 0 0 0 0 0 0 1 0 0 0 0 0
N 0% 0% 0% 10% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out 10% AM Out 23 0 0 0 2 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 10% 0% 0% 0% 0% 0% PM In 24 0 0 0 0 0 0 2 0 0 0 0 0 PM Out 0% 0% 0% 10% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 14 0 0 0 1 0 0 0 0 0 0 0 0 Yellow cells calculate
Related Projects Trip Distribution, Int 4 6/2/2025, 10:47 AM Int. #: 4 Central Avenue and I-15 Southbound On/Off-ramps Zone # 5
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 5% AM In 157 0 0 0 0 0 0 8 0 0 0 0 0
N 0% 0% 0% 5% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out 5% AM Out 191 0 0 0 10 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 5% 0% 0% 0% 0% 0% PM In 195 0 0 0 0 0 0 10 0 0 0 0 0 PM Out 0% 0% 0% 5% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 198 0 0 0 10 0 0 0 0 0 0 0 0 Zone # 6 SE Housing | 2,3
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 664 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 1,153 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 1,708 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 1,332 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 7 SE industrial | 15,27,4
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 137 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 78 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 389 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 431 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 8 S /SW Mix | 25,19,22,16,5,26
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 15% 10% AM In 247 0 0 0 0 37 0 0 0 25 0 0 0
N 0% 15% 10% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out 15% 10% AM Out 83 0 12 8 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 15% 0% 0% 0% 10% 0% 0% 0% PM In 114 0 0 0 0 17 0 0 0 11 0 0 0 PM Out 0% 15% 10% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 238 0 36 24 0 0 0 0 0 0 0 0 0 Zone # 9 Retail | 10
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 15% AM In 105 0 0 0 0 0 0 16 0 0 0 0 0
N 0% 0% 0% 15% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out 15% AM Out 95 0 0 0 14 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 15% 0% 0% 0% 0% 0% PM In 105 0 0 0 0 0 0 16 0 0 0 0 0 PM Out 0% 0% 0% 15% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 100 0 0 0 15 0 0 0 0 0 0 0 0 SE Mix of Industrial and Retail | 6,18,24
Related Projects Trip Distribution, Int 4 6/2/2025, 10:47 AM Int. #: 4 Central Avenue and I-15 Southbound On/Off-ramps Zone # 10 SW Mix | 21,12
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20% 15% AM In 226 0 0 0 0 45 0 0 0 34 0 0 0
N 0% 20% 15% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out 20% 15% AM Out 190 0 38 29 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 20% 0% 0% 0% 15% 0% 0% 0% PM In 91 0 0 0 0 18 0 0 0 14 0 0 0 PM Out 0% 20% 15% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 115 0 23 17 0 0 0 0 0 0 0 0 0 Zone # 11 W mix mainly industrial | 11,7,13
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20% 20% AM In 306 0 0 0 0 61 0 0 0 61 0 0 0
N 0% 20% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out 20% 20% AM Out 214 0 43 43 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 20% 0% 0% 0% 20% 0% 0% 0% PM In 360 0 0 0 0 72 0 0 0 72 0 0 0 PM Out 0% 20% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 416 0 83 83 0 0 0 0 0 0 0 0 0 Zone # 12 W mix mainly industrial | 11,7,13
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 306 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 214 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 360 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 416 0 0 0 0 0 0 0 0 0 0 0 0 Related Projects Trip Distribution, Int 4 6/2/2025, 10:47 AM Int. #: 5

Y TOTAL CUMULATIVE PROJECTS TRAFFIC
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
AM In 0 69 0 0 34 0 0 0 0 0 0 0
AM Out 0 24 0 0 159 0 0 0 0 0 0 0
AM Tot 0 93 0 0 193 0 0 0 0 0 0 0
PM In 0 185 0 0 22 0 0 0 0 0 0 0
PM Out 0 28 0 0 119 0 0 0 0 0 0 0
PM Tot 0 213 0 0 141 0 0 0 0 0 0 0
Zone # 1 NE Retail | 8,17
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10% AM In 165 0 17 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 10% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 139 0 0 0 0 14 0 0 0 0 0 0 0
PM In 0% 10% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 210 0 21 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 10% 0% 0% 0% 0% 0% 0% 0% PM Out 205 0 0 0 0 21 0 0 0 0 0 0 0 Zone # 2 NE Housing | 1
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20% AM In 256 0 51 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 20% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 717 0 0 0 0 143 0 0 0 0 0 0 0
PM In 0% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 812 0 162 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 20% 0% 0% 0% 0% 0% 0% 0% PM Out 483 0 0 0 0 97 0 0 0 0 0 0 0 Zone # 3 NW Mix | 28,23,9
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 763 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 223 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 334 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 767 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 4 E. Housing | 20
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10% AM In 7 0 1 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 10% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 23 0 0 0 0 2 0 0 0 0 0 0 0
PM In 0% 10% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 24 0 2 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 10% 0% 0% 0% 0% 0% 0% 0% PM Out 14 0 0 0 0 1 0 0 0 0 0 0 0 Central Avenue and Driveway 1
Related Projects Trip Distribution, Int 5 6/2/2025, 10:51 AM Int. #: 5 Central Avenue and Driveway 1
Zone # 5 SE Mix of Industrial and Retail | 6,18,24
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 157 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 191 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 195 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 198 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 6 SE Housing | 2,3
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 664 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 1,153 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 1,708 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 1,332 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 7 SE industrial | 15,27,4
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 137 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 78 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 389 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 431 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 8 S /SW Mix | 25,19,22,16,5,26
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 5% AM In 247 0 0 0 0 12 0 0 0 0 0 0 0
Y 0% 5% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 83 0 4 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 5% 0% 0% 0% 0% 0% 0% 0% PM In 114 0 0 0 0 6 0 0 0 0 0 0 0 PM Out 0% 5% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 238 0 12 0 0 0 0 0 0 0 0 0 0 Zone # 9 Retail | 10
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10% AM In 105 0 0 0 0 11 0 0 0 0 0 0 0
Y 0% 10% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 95 0 10 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 10% 0% 0% 0% 0% 0% 0% 0% PM In 105 0 0 0 0 11 0 0 0 0 0 0 0 PM Out 0% 10% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 100 0 10 0 0 0 0 0 0 0 0 0 0 Related Projects Trip Distribution, Int 5 6/2/2025, 10:51 AM Int. #: 5 Central Avenue and Driveway 1
Zone # 10 SW Mix | 21,12
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 5% AM In 226 0 0 0 0 11 0 0 0 0 0 0 0
Y 0% 5% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 190 0 10 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 5% 0% 0% 0% 0% 0% 0% 0% PM In 91 0 0 0 0 5 0 0 0 0 0 0 0 PM Out 0% 5% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 115 0 6 0 0 0 0 0 0 0 0 0 0 Zone # 11 W mix mainly industrial | 11,7,13
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 306 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 214 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 360 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 416 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 12 W mix mainly industrial | 11,7,13
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 306 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 214 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 360 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 416 0 0 0 0 0 0 0 0 0 0 0 0 Related Projects Trip Distribution, Int 5 6/2/2025, 10:51 AM Int. #: 6

Y TOTAL CUMULATIVE PROJECTS TRAFFIC
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
AM In 0 0 0 0 0 0 0 67 0 0 0 0
AM Out 0 0 0 0 0 0 0 0 0 0 117 0
AM Tot 0 0 0 0 0 0 0 67 0 0 117 0
PM In 0 0 0 0 0 0 0 173 0 0 0 0
PM Out 0 0 0 0 0 0 0 0 0 0 134 0
PM Tot 0 0 0 0 0 0 0 173 0 0 134 0
Zone # 1 NE Retail | 8,17
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 165 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 139 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 210 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 205 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 2 NE Housing | 1
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 256 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 717 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 812 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 483 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 3 NW Mix | 28,23,9
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 763 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 223 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 334 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 767 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 4 E. Housing | 20
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10% AM In 7 0 0 0 0 0 0 0 1 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 10% 0%
AM Out AM Out 23 0 0 0 0 0 0 0 0 0 0 2 0
PM In 0% 0% 0% 0% 0% 0% 0% 10% 0% 0% 0% 0% PM In 24 0 0 0 0 0 0 0 2 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 10% 0% PM Out 14 0 0 0 0 0 0 0 0 0 0 1 0 Cambern Avenue and Driveway 2
Related Projects Trip Distribution, Int 6 6/2/2025, 10:52 AM Int. #: 6 Cambern Avenue and Driveway 2
Zone # 5 SE Mix of Industrial and Retail | 6,18,24
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 157 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 191 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 195 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 198 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 6 SE Housing | 2,3
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10% AM In 664 0 0 0 0 0 0 0 66 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 10% 0%
AM Out AM Out 1,153 0 0 0 0 0 0 0 0 0 0 115 0
PM In 0% 0% 0% 0% 0% 0% 0% 10% 0% 0% 0% 0% PM In 1,708 0 0 0 0 0 0 0 171 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 10% 0% PM Out 1,332 0 0 0 0 0 0 0 0 0 0 133 0 Zone # 7 SE industrial | 15,27,4
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 137 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 78 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 389 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 431 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 8 S /SW Mix | 25,19,22,16,5,26
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 247 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 83 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 114 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 238 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 9 Retail | 10
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 105 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 95 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 105 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 100 0 0 0 0 0 0 0 0 0 0 0 0 Related Projects Trip Distribution, Int 6 6/2/2025, 10:52 AM Int. #: 6 Cambern Avenue and Driveway 2
Zone # 10 SW Mix | 21,12
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 226 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 190 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 91 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 115 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 11 W mix mainly industrial | 11,7,13
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 306 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 214 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 360 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 416 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 12 W mix mainly industrial | 11,7,13
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 306 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 214 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 360 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 416 0 0 0 0 0 0 0 0 0 0 0 0 Related Projects Trip Distribution, Int 6 6/2/2025, 10:52 AM Int. #: 7

N TOTAL CUMULATIVE PROJECTS TRAFFIC
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
AM In 0 0 0 0 0 0 0 1 0 0 0 0
AM Out 0 0 0 0 0 0 0 0 0 0 2 0
AM Tot 0 0 0 0 0 0 0 1 0 0 2 0
PM In 0 0 0 0 0 0 0 2 0 0 0 0
PM Out 0 0 0 0 0 0 0 0 0 0 1 0
PM Tot 0 0 0 0 0 0 0 2 0 0 1 0
Zone # 1 NE Retail | 8,17
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 165 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 139 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 210 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 205 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 2 NE Housing | 1
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 256 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 717 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 812 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 483 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 3 NW Mix | 28,23,9
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 763 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 223 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 334 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 767 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 4 E. Housing | 20
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10% AM In 7 0 0 0 0 0 0 0 1 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 10% 0%
AM Out 10% AM Out 23 0 0 0 0 0 0 0 0 0 0 2 0
PM In 0% 0% 0% 0% 0% 0% 0% 10% 0% 0% 0% 0% PM In 24 0 0 0 0 0 0 0 2 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 10% 0% PM Out 14 0 0 0 0 0 0 0 0 0 0 1 0 Cambern Avenue and Driveway 3
Related Projects Trip Distribution, Int 7 6/2/2025, 10:53 AM Int. #: 7 Cambern Avenue and Driveway 3
Zone # 5 SE Mix of Industrial and Retail | 6,18,24
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 157 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 191 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 195 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 198 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 6 SE Housing | 2,3
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 664 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 1,153 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 1,708 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 1,332 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 7 SE industrial | 15,27,4
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 137 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 78 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 389 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 431 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 8 S /SW Mix | 25,19,22,16,5,26
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 247 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 83 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 114 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 238 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 9 Retail | 10
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 105 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 95 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 105 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 100 0 0 0 0 0 0 0 0 0 0 0 0 Related Projects Trip Distribution, Int 7 6/2/2025, 10:53 AM Int. #: 7 Cambern Avenue and Driveway 3
Zone # 10 SW Mix | 21,12
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 226 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 190 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 91 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 115 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 11 W mix mainly industrial | 11,7,13
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 306 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 214 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 360 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 416 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 12 W mix mainly industrial | 11,7,13
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 306 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 214 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 360 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 416 0 0 0 0 0 0 0 0 0 0 0 0 Related Projects Trip Distribution, Int 7 6/2/2025, 10:53 AM Int. #: 8

N TOTAL CUMULATIVE PROJECTS TRAFFIC
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
AM In 0 0 0 0 0 0 0 82 0 0 0 0
AM Out 0 0 0 0 0 0 0 0 0 0 59 0
AM Tot 0 0 0 0 0 0 0 82 0 0 59 0
PM In 0 0 0 0 0 0 0 73 0 0 0 0
PM Out 0 0 0 0 0 0 0 0 0 0 61 0
PM Tot 0 0 0 0 0 0 0 73 0 0 61 0
Zone # 1 NE Retail | 8,17
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 165 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 139 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 210 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 205 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 2 NE Housing | 1
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 256 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 717 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 812 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 483 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 3 NW Mix | 28,23,9
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 763 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 223 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 334 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 767 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 4 E. Housing | 20
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10% AM In 7 0 0 0 0 0 0 0 1 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 10% 0%
AM Out 10% AM Out 23 0 0 0 0 0 0 0 0 0 0 2 0
PM In 0% 0% 0% 0% 0% 0% 0% 10% 0% 0% 0% 0% PM In 24 0 0 0 0 0 0 0 2 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 10% 0% PM Out 14 0 0 0 0 0 0 0 0 0 0 1 0 Dexter Avenue and Driveway 4
Related Projects Trip Distribution, Int 8 6/2/2025, 10:55 AM Int. #: 8 Dexter Avenue and Driveway 4
Zone # 5 SE Mix of Industrial and Retail | 6,18,24
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10% AM In 157 0 0 0 0 0 0 0 16 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 10% 0%
AM Out 10% AM Out 191 0 0 0 0 0 0 0 0 0 0 19 0
PM In 0% 0% 0% 0% 0% 0% 0% 10% 0% 0% 0% 0% PM In 195 0 0 0 0 0 0 0 20 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 10% 0% PM Out 198 0 0 0 0 0 0 0 0 0 0 20 0 Zone # 6 SE Housing | 2,3
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 664 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 1,153 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 1,708 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 1,332 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 7 SE industrial | 15,27,4
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 137 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 78 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 389 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 431 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 8 S /SW Mix | 25,19,22,16,5,26
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 247 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 83 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 114 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 238 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 9 Retail | 10
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 40% AM In 105 0 0 0 0 0 0 0 42 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 40% 0%
AM Out 40% AM Out 95 0 0 0 0 0 0 0 0 0 0 38 0
PM In 0% 0% 0% 0% 0% 0% 0% 40% 0% 0% 0% 0% PM In 105 0 0 0 0 0 0 0 42 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 40% 0% PM Out 100 0 0 0 0 0 0 0 0 0 0 40 0 Related Projects Trip Distribution, Int 8 6/2/2025, 10:55 AM Int. #: 8 Dexter Avenue and Driveway 4
Zone # 10 SW Mix | 21,12
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10% AM In 226 0 0 0 0 0 0 0 23 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 190 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 10% 0% 0% 0% 0% PM In 91 0 0 0 0 0 0 0 9 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 115 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 11 W mix mainly industrial | 11,7,13
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 306 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 214 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 360 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 416 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 12 W mix mainly industrial | 11,7,13
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 306 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 214 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 360 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 416 0 0 0 0 0 0 0 0 0 0 0 0 Related Projects Trip Distribution, Int 8 6/2/2025, 10:55 AM APPENDIX E.1

INTERSECTION ANALYSIS

WORKSHEET

RECOMMENDED IMPROVEMENTS
HCM 7th Signalized Intersection Summary
1: Central Ave & Cambern Ave 05/30/2025
Rcommended Improvements 1:23 pm 05/15/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 285 135 65 245 133 234 93 1648 139 192 1236 161 Future Volume (veh/h) 285 135 65 245 133 234 93 1648 139 192 1236 161 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 300 142 68 258 140 246 98 1735 146 202 1301 169 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 267 225 108 329 249 370 153 1718 917 178 1916 855 Arrive On Green 0.15 0.19 0.19 0.10 0.13 0.13 0.04 0.48 0.48 0.10 0.54 0.54 Sat Flow, veh/h 1781 1195 572 3456 1870 1585 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 300 0 210 258 140 246 98 1735 146 202 1301 169 Grp Sat Flow(s),veh/h/ln 1781 0 1767 1728 1870 1585 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 18.0 0.0 13.1 8.8 8.4 16.0 3.3 58.0 5.1 12.0 31.9 6.6 Cycle Q Clear(g_c), s 18.0 0.0 13.1 8.8 8.4 16.0 3.3 58.0 5.1 12.0 31.9 6.6 Prop In Lane 1.00 0.32 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 267 0 333 329 249 370 153 1718 917 178 1916 855 V/C Ratio(X) 1.12 0.00 0.63 0.78 0.56 0.67 0.64 1.01 0.16 1.13 0.68 0.20 Avail Cap(c_a), veh/h 267 0 333 662 249 370 461 1718 917 178 1916 855 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.0 0.0 44.9 53.1 48.7 41.7 56.4 31.0 11.7 54.0 20.1 14.3 Incr Delay (d2), s/veh 92.2 0.0 8.8 4.1 8.8 9.1 4.4 24.2 0.1 108.0 1.0 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 14.7 0.0 6.5 3.9 4.5 7.3 1.5 28.1 1.7 10.5 12.2 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 143.2 0.0 53.7 57.2 57.6 50.9 60.9 55.2 11.8 162.0 21.1 14.4 LnGrp LOS F D E E D E F B F C B
Approach Vol, veh/h 510 644 1979 1672
Approach Delay, s/veh 106.3 54.9 52.3 37.4
Approach LOS F D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 22.0 20.0 16.0 62.0 15.4 26.6 9.3 68.7 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 18.0 16.0 12.0 58.0 23.0 11.0 16.0 54.0 Max Q Clear Time (g_c+I1), s 20.0 18.0 14.0 60.0 10.8 15.1 5.3 33.9 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.7 0.0 0.2 9.3 Intersection Summary
HCM 7th Control Delay, s/veh 53.2
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

APPENDIX E.2

INTERSECTION ANALYSIS

WORKSHEET - RECOMMENDED

IMPROVEMENTS WITH

COORDINATED INTERSECTIONS
HCM 7th Signalized Intersection Summary
1: Central Ave & Cambern Ave 06/17/2025
Rcommended Improvements (Coordinated Intersections) 10:55 am 06/17/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 285 135 65 245 133 234 93 1648 139 196 1232 161 Future Volume (veh/h) 285 135 65 245 133 234 93 1648 139 196 1232 161 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 300 142 68 258 140 246 98 1735 146 206 1297 169 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 267 225 108 329 249 370 153 1718 917 178 1916 855 Arrive On Green 0.15 0.19 0.19 0.10 0.13 0.13 0.04 0.48 0.48 0.10 0.54 0.54 Sat Flow, veh/h 1781 1195 572 3456 1870 1585 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 300 0 210 258 140 246 98 1735 146 206 1297 169 Grp Sat Flow(s),veh/h/ln 1781 0 1767 1728 1870 1585 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 18.0 0.0 13.1 8.8 8.4 16.0 3.3 58.0 5.1 12.0 31.8 6.6 Cycle Q Clear(g_c), s 18.0 0.0 13.1 8.8 8.4 16.0 3.3 58.0 5.1 12.0 31.8 6.6 Prop In Lane 1.00 0.32 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 267 0 333 329 249 370 153 1718 917 178 1916 855 V/C Ratio(X) 1.12 0.00 0.63 0.78 0.56 0.67 0.64 1.01 0.16 1.16 0.68 0.20 Avail Cap(c_a), veh/h 267 0 333 662 249 370 461 1718 917 178 1916 855 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.0 0.0 44.9 53.1 48.7 41.7 56.4 31.0 11.7 54.0 20.1 14.3 Incr Delay (d2), s/veh 92.2 0.0 8.8 4.1 8.8 9.1 4.4 24.2 0.4 115.8 1.9 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 14.7 0.0 6.5 3.9 4.5 7.3 1.5 28.1 1.7 10.9 12.4 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 143.2 0.0 53.7 57.2 57.6 50.9 60.9 55.2 12.1 169.8 22.0 14.8 LnGrp LOS F D E E D E F B F C B
Approach Vol, veh/h 510 644 1979 1672
Approach Delay, s/veh 106.3 54.9 52.3 39.5
Approach LOS F D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 22.0 20.0 16.0 62.0 15.4 26.6 9.3 68.7 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 18.0 16.0 12.0 58.0 23.0 11.0 16.0 54.0 Max Q Clear Time (g_c+I1), s 20.0 18.0 14.0 60.0 10.8 15.1 5.3 33.8 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.7 0.0 0.2 9.3 Intersection Summary
HCM 7th Control Delay, s/veh 53.9
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

HCM 7th Signalized Intersection Summary
2: Dexter Ave & Central Ave 06/17/2025
Rcommended Improvements (Coordinated Intersections) 10:55 am 06/17/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 104 104 243 323 145 84 275 1895 289 107 1330 77 Future Volume (veh/h) 104 104 243 323 145 84 275 1895 289 107 1330 77 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 109 109 256 340 153 88 289 1995 304 113 1400 81 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 138 287 540 297 270 155 334 2167 673 139 2025 499 Arrive On Green 0.08 0.15 0.15 0.17 0.24 0.24 0.06 0.14 0.14 0.08 0.31 0.31 Sat Flow, veh/h 1781 1870 1585 1781 1114 641 1781 5106 1585 1781 6434 1585 Grp Volume(v), veh/h 109 109 256 340 0 241 289 1995 304 113 1400 81 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 0 1755 1781 1702 1585 1781 1609 1585 Q Serve(g_s), s 5.4 4.7 11.4 15.0 0.0 10.9 14.5 34.7 15.8 5.6 17.2 3.3 Cycle Q Clear(g_c), s 5.4 4.7 11.4 15.0 0.0 10.9 14.5 34.7 15.8 5.6 17.2 3.3 Prop In Lane 1.00 1.00 1.00 0.37 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 138 287 540 297 0 425 334 2167 673 139 2025 499 V/C Ratio(X) 0.79 0.38 0.47 1.15 0.00 0.57 0.87 0.92 0.45 0.82 0.69 0.16 Avail Cap(c_a), veh/h 218 333 579 297 0 425 435 2167 673 139 2025 499 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 0.60 0.60 0.60 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.8 34.3 23.3 37.5 0.0 29.9 41.1 37.2 29.1 40.9 27.0 22.3 Incr Delay (d2), s/veh 9.5 0.8 0.6 97.4 0.0 1.8 8.6 5.1 1.3 30.0 2.0 0.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.6 2.1 4.2 14.3 0.0 4.6 7.6 16.6 6.9 3.5 6.2 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 50.3 35.1 24.0 134.9 0.0 31.7 49.7 42.3 30.4 70.9 29.0 23.0 LnGrp LOS D D C F C D D C E C C
Approach Vol, veh/h 474 581 2588 1594
Approach Delay, s/veh 32.6 92.1 41.7 31.6
Approach LOS C F D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s11.0 42.2 19.0 17.8 20.9 32.3 11.0 25.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 7.0 36.0 15.0 16.0 22.0 21.0 11.0 20.0 Max Q Clear Time (g_c+I1), s 7.6 36.7 17.0 13.4 16.5 19.2 7.4 12.9 Green Ext Time (p_c), s 0.0 0.0 0.0 0.4 0.4 1.4 0.1 0.7 Intersection Summary
HCM 7th Control Delay, s/veh 43.4
HCM 7th LOS D
HCM 7th Signalized Intersection Summary
3: Central Ave & I-15 North On Ramp/I-15 North Off Ramp 06/17/2025 Rcommended Improvements (Coordinated Intersections) 10:55 am 06/17/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 399 1 845 181 1647 0 0 1283 560 Future Volume (veh/h) 0 0 0 399 1 845 181 1647 0 0 1283 560 Initial Q (Qb), veh 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 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 280 0 1039 191 1734 0 0 1351 589
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 831 0 1479 139 2269 0 0 1645 511
Arrive On Green 0.47 0.00 0.47 0.16 0.89 0.00 0.00 0.11 0.11 Sat Flow, veh/h 1781 0 3170 1781 5274 0 0 5274 1585
Grp Volume(v), veh/h 280 0 1039 191 1734 0 0 1351 589
Grp Sat Flow(s),veh/h/ln 1781 0 1585 1781 1702 0 0 1702 1585 Q Serve(g_s), s 9.0 0.0 23.4 7.0 10.6 0.0 0.0 23.3 29.0 Cycle Q Clear(g_c), s 9.0 0.0 23.4 7.0 10.6 0.0 0.0 23.3 29.0 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 831 0 1479 139 2269 0 0 1645 511 V/C Ratio(X) 0.34 0.00 0.70 1.38 0.76 0.00 0.00 0.82 1.15 Avail Cap(c_a), veh/h 831 0 1479 139 2269 0 0 1645 511
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 0.33 0.33 Upstream Filter(I) 1.00 0.00 1.00 0.56 0.56 0.00 0.00 0.58 0.58 Uniform Delay (d), s/veh 15.2 0.0 19.0 38.0 3.4 0.0 0.0 37.7 40.2 Incr Delay (d2), s/veh 1.1 0.0 2.8 193.7 1.4 0.0 0.0 2.8 81.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 0.0 8.6 10.2 1.7 0.0 0.0 10.9 23.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 16.3 0.0 21.9 231.7 4.8 0.0 0.0 40.5 122.1 LnGrp LOS B C F A D F
Approach Vol, veh/h 1319 1925 1940
Approach Delay, s/veh 20.7 27.3 65.3
Approach LOS C C E
Timer - Assigned Phs 2 4 7 8
Phs Duration (G+Y+Rc), s 46.0 44.0 11.0 33.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 42.0 40.0 7.0 29.0
Max Q Clear Time (g_c+I1), s 25.4 12.6 9.0 31.0
Green Ext Time (p_c), s 5.5 15.9 0.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 39.8
HCM 7th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
4: I-15 South Off Ramp/I-15 South On Ramp & Central Ave 06/17/2025 Rcommended Improvements (Coordinated Intersections) 10:55 am 06/17/2025 Baseline Synchro 12 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 743 3 200 0 0 0 0 1168 389 581 1097 0 Future Volume (veh/h) 743 3 200 0 0 0 0 1168 389 581 1097 0 Initial Q (Qb), veh 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 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 849 0 142 0 1229 409 612 1155 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Cap, veh/h 1227 0 546 0 1661 516 681 2014 0
Arrive On Green 0.34 0.00 0.34 0.00 0.33 0.33 0.39 1.00 0.00 Sat Flow, veh/h 3563 0 1585 0 5274 1585 3456 3647 0
Grp Volume(v), veh/h 849 0 142 0 1229 409 612 1155 0
Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1585 1728 1777 0 Q Serve(g_s), s 18.5 0.0 5.8 0.0 19.2 21.1 15.0 0.0 0.0 Cycle Q Clear(g_c), s 18.5 0.0 5.8 0.0 19.2 21.1 15.0 0.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 1227 0 546 0 1661 516 681 2014 0 V/C Ratio(X) 0.69 0.00 0.26 0.00 0.74 0.79 0.90 0.57 0.00 Avail Cap(c_a), veh/h 1227 0 546 0 1661 516 768 2014 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.58 0.58 0.00 Uniform Delay (d), s/veh 25.4 0.0 21.2 0.0 27.0 27.6 26.4 0.0 0.0 Incr Delay (d2), s/veh 3.2 0.0 1.2 0.0 3.0 11.9 7.9 0.7 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln7.7 0.0 2.2 0.0 7.8 9.2 5.2 0.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 28.6 0.0 22.4 0.0 30.0 39.5 34.4 0.7 0.0 LnGrp LOS C C C D C A
Approach Vol, veh/h 991 1638 1767
Approach Delay, s/veh 27.7 32.4 12.4
Approach LOS C C B
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 21.7 33.3 35.0 55.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 20.0 27.0 31.0 51.0
Max Q Clear Time (g_c+I1), s 17.0 23.1 20.5 2.0
Green Ext Time (p_c), s 0.8 2.9 2.9 10.5
Intersection Summary
HCM 7th Control Delay, s/veh 23.3
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th TWSC
5: Central Ave & Driveway 1 06/17/2025
Rcommended Improvements (Coordinated Intersections) 10:55 am 06/17/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 1.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 165 0 0 53 0 1730 221 0 1303 53
Future Vol, veh/h 0 0 165 0 0 53 0 1730 221 0 1303 53
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Stop - - None - - None - - Free
Storage Length - - 0 - - 0 - - 149 - - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 174 0 0 56 0 1821 233 0 1372 56
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All - - 686 - - 911 - 0 0 - - 0
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - 7.14 - - 7.14 - - - - - -
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - 3.92 - - 3.92 - - - - - -
Pot Cap-1 Maneuver 0 0 335 0 0 238 0 - - 0 - 0
Stage 1 0 0 - 0 0 - 0 - - 0 - 0
Stage 2 0 0 - 0 0 - 0 - - 0 - 0
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 335 - - 238 - - - - - -
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 26.82 24.71 0 0

HCM LOS D C
Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBT
Capacity (veh/h) - - 335 238 -
HCM Lane V/C Ratio - - 0.519 0.235 -
HCM Ctrl Dly (s/v) - - 26.8 24.7 -
HCM Lane LOS - - D C -
HCM 95th %tile Q(veh) - - 2.8 0.9 -
HCM 7th TWSC
6: Driveway 2 & Cambern Ave 06/17/2025
Rcommended Improvements (Coordinated Intersections) 10:55 am 06/17/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 1.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 485 152 0 637 5 0 0 120 0 0 94
Future Vol, veh/h 0 485 152 0 637 5 0 0 120 0 0 94
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 - - - - - 0 - - 0 - - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 511 160 0 671 5 0 0 126 0 0 99
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 0 0 - - 0 - - 335 - - 335
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - - - - - - - 6.94 - - 6.94
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - - - - - - - 3.32 - - 3.32
Pot Cap-1 Maneuver 0 - - 0 - - 0 0 661 0 0 661
Stage 1 0 - - 0 - - 0 0 - 0 0 -
Stage 2 0 - - 0 - - 0 0 - 0 0 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - - - - - - - 661 - - 661
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0 0 11.73 11.41

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT WBR SBLn1
Capacity (veh/h) 661 - - - - 661
HCM Lane V/C Ratio 0.191 - - - - 0.15
HCM Ctrl Dly (s/v) 11.7 - - - - 11.4
HCM Lane LOS B - - - - B
HCM 95th %tile Q(veh) 0.7 - - - - 0.5
HCM 7th TWSC
7: Driveway 3 & Cambern Ave 06/17/2025
Rcommended Improvements (Coordinated Intersections) 10:55 am 06/17/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 4.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 208 38 24 187 0 166 1 32 0 0 0
Future Vol, veh/h 0 208 38 24 187 0 166 1 32 0 0 0
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 - - - - - 0 - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 219 40 25 197 0 175 1 34 0 0 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 0 0 259 0 0 388 486 129 357 506 98 Stage 1 - - - - - - 239 239 - 247 247 -
Stage 2 - - - - - - 149 247 - 110 259 -
Critical Hdwy - - - 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 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 0 - - 1303 - - 545 480 896 573 467 938 Stage 1 0 - - - - - 743 706 - 735 700 -
Stage 2 0 - - - - - 838 700 - 883 692 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - - 1303 - - 534 470 896 539 458 938 Mov Cap-2 Maneuver - - - - - - 534 470 - 539 458 -
Stage 1 - - - - - - 743 706 - 720 686 -
Stage 2 - - - - - - 821 686 - 849 692 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0 1 14.92 0

HCM LOS B A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h) 571 - - 409 - - -
HCM Lane V/C Ratio 0.367 - - 0.019 - - -
HCM Ctrl Dly (s/v) 14.9 - - 7.8 0.1 - 0
HCM Lane LOS B - - A A - A
HCM 95th %tile Q(veh) 1.7 - - 0.1 - - -
HCM 7th TWSC
8: Dexter Ave & Driveway 4 06/17/2025
Rcommended Improvements (Coordinated Intersections) 10:55 am 06/17/2025 Baseline Synchro 12 Report

Intersection
Int Delay, s/veh 3.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 82 397 2 3 365 33 11 2 6 12 0 167
Future Vol, veh/h 82 397 2 3 365 33 11 2 6 12 0 167
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 - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 86 418 2 3 384 35 12 2 6 13 0 176
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 419 0 0 420 0 0 982 1017 419 999 1001 402 Stage 1 - - - - - - 592 592 - 408 408 -
Stage 2 - - - - - - 391 425 - 592 593 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1140 - - 1139 - - 228 238 634 222 243 649 Stage 1 - - - - - - 493 494 - 620 597 -
Stage 2 - - - - - - 634 586 - 493 494 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1140 - - 1139 - - 149 213 634 196 218 649 Mov Cap-2 Maneuver - - - - - - 149 213 - 196 218 -
Stage 1 - - - - - - 444 445 - 618 595 -
Stage 2 - - - - - - 460 584 - 438 445 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 1.43 0.06 24.4 14.62

HCM LOS C B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 205 307 - - 13 - - 561
HCM Lane V/C Ratio 0.097 0.076 - - 0.003 - - 0.336
HCM Ctrl Dly (s/v) 24.4 8.4 0 - 8.2 0 - 14.6
HCM Lane LOS C A A - A A - B
HCM 95th %tile Q(veh) 0.3 0.2 - - 0 - - 1.5

APPENDIX F
I-15/SR-74 (CENTRAL AVENUE)

INTERCHANGE INPROVEMENT

PROJECT
The project team selected the
Locally Preferred Alternative
in March 2022 because it will
solve the I-15 on-and off-ramp
queuing issues without relocating
any local businesses. Once the
environmental clearance is
completed (estimated in July 2023)
the final design will take 18 to 20
months. Construction is scheduled
to start mid-2024 and be open to
the public December 2025.

I-15/SR-74 (CENTRAL AVENUE)

INTERCHANGE IMPROVEMENT PROJECT
The City of Lake Elsinore in cooperation with the California Department of Transportation, is proposing improvements to the Interstate 15 (I-15)/State Route 74 (SR-74) (Central Avenue) interchange. The Project is needed to improve freight mobility along the I-15 and SR-74 corridors, reduce congestion at the interchange, and alleviate traffic in the surrounding local intersections.

PROJECT OVERVIEW

PROJECT GOAL
The Project is designed to relieve
congestion and support regional
growth and development by
providing additional ramp storage
capacity, and adding connections
between I-15 and SR-74.

GRENHOUSE GAS

EMISSIONS GOAL
An Air Quality Report concluded
that the Project would not
increase regional criteria
pollutants, Mobile Source Air
Toxins (MSAT), or greenhouse gas
(GHG) emissions.

PROJECT STATUS
Visit the project website at: www.lake-elsinore.org/CentralAveInterchange The project team selected the
Locally Preferred Alternative in
March 2020 because it will solve
the I-15 on-and off-ramp queuing
issues with minimal relocation
of local businesses. Once the
environmental clearance is
completed (estimated in July 2023)
construction is scheduled to start
mid-2024 and the project will be
open to the public December 2025.

I-15/SR-74 (CENTRAL AVENUE) INTERCHANGE IMPROVEMENT PROJECT




  
  
  




 

 
Additional northbound and southbound
acceleration/deacceleration lanes
15 Widen to 6 lanes
New Exit C
New Exit B
Exit A
Widen to 8 lanes
NB
SB
Dexter Ave
New On-Ramp
-Widen Dexter Ave
-Drainage Culvert Extensions
SR-74 (Central Avenue)
Collier Avenue/SR-74
Signalization Improvements
Ramp Metering
Caltrans (State) Right of Way
City/County of Riverside Limits
Grading Limits
New Sidewalks
The City will identify, contact, and include the perspectives of disadvantaged and historically marginalized groups in project planning and implementation. The proposed interchange improvements will reduce pollution and traffic in disadvantaged neighborhoods within the project area.

EQUITY

PROJECT IMPROVEMENTS
• Add two additional exits on NB I-15 at the SR-74/Central Ave interchange. • Add acceleration and deacceleration lanes on both northbound and southbound I-15. • Widen southbound off- and on-ramps and install ramp metering. • Widen SR-74 from Riverside Drive to Central Avenue from 2 to 4 lanes and from Collier Avenue to Cambern Avenue from 6 to 8 lanes.
• Modify or install new traffic signals at intersections at various intersections along Dexter Avenue and SR-74.
• Construct 913 feet of new sidewalk on SR-74 (Central Ave).

The project will include the following improvements:

Visit the project website at: www.lake-elsinore.org/CentralAveInterchange APPENDIX G.1

DRIEWAY AND OFF-SITE QUEUING

ANALYSIS WORKSHEETS
Queuing and Blocking Report
Baseline 08/01/2025
OY 2026 Cumulative AM SimTraffic Report

Intersection: 1: Central Ave & Cambern Ave
Movement EB EB WB WB WB WB NB NB NB NB NB SB
Directions Served L TR L L T R L L T T R L
Maximum Queue (ft) 135 139 190 208 109 54 105 106 183 194 108 120 Average Queue (ft) 62 56 120 165 35 16 25 51 82 81 28 78 95th Queue (ft) 110 102 195 220 79 44 66 86 151 156 74 125 Link Distance (ft) 735 191 191 191 233 233 233
Upstream Blk Time (%) 0 15
Queuing Penalty (veh) 0 22
Storage Bay Dist (ft) 300 228 320 320 508
Storage Blk Time (%) 0 15
Queuing Penalty (veh) 0 15
Intersection: 1: Central Ave & Cambern Ave
Movement SB SB SB
Directions Served T T R
Maximum Queue (ft) 150 168 79
Average Queue (ft) 119 122 27
95th Queue (ft) 131 137 61
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 480
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Baseline 08/01/2025
OY 2026 Cumulative AM SimTraffic Report

Intersection: 2: Dexter Ave & Central Ave
Movement EB EB EB B24 B24 WB WB NB NB NB NB NB
Directions Served L T R T T L TR L T T T R
Maximum Queue (ft) 209 882 901 122 141 261 326 259 349 279 262 149 Average Queue (ft) 58 336 544 48 50 251 303 213 246 195 130 52 95th Queue (ft) 157 872 1063 145 151 266 325 295 386 302 242 123 Link Distance (ft) 811 811 107 107 261 259 259 259
Upstream Blk Time (%) 10 40 34 36 51 80 6 14 2 0
Queuing Penalty (veh) 0 0 0 0 0 344 0 84 13 3
Storage Bay Dist (ft) 185 260 350 350
Storage Blk Time (%) 4 55 80 6 14 0
Queuing Penalty (veh) 3 142 148 25 49 1
Intersection: 2: Dexter Ave & Central Ave
Movement SB SB SB SB SB SB
Directions Served L T T T T R
Maximum Queue (ft) 256 556 558 530 550 588
Average Queue (ft) 167 459 465 484 486 405
95th Queue (ft) 346 574 586 563 603 816
Link Distance (ft) 518 518 518 518 518
Upstream Blk Time (%) 15 9 4 25 46
Queuing Penalty (veh) 45 28 12 75 140
Storage Bay Dist (ft) 231
Storage Blk Time (%) 0 83
Queuing Penalty (veh) 0 65
Intersection: 3: Central Ave & I-15 North On Ramp/I-15 North Off Ramp Movement WB WB WB NB NB NB NB SB SB SB SB
Directions Served L LTR R L T T T T T T R
Maximum Queue (ft) 344 324 342 205 377 297 253 280 297 284 261 Average Queue (ft) 157 222 157 135 204 163 140 259 267 265 158 95th Queue (ft) 248 309 294 226 343 293 241 286 292 278 250 Link Distance (ft) 1245 445 445 445 259 259 259 259
Upstream Blk Time (%) 23 32 33 2
Queuing Penalty (veh) 126 173 184 9
Storage Bay Dist (ft) 330 330 180
Storage Blk Time (%) 0 0 0 1 12
Queuing Penalty (veh) 0 1 0 3 21
Queuing and Blocking Report
Baseline 08/01/2025
OY 2026 Cumulative AM SimTraffic Report

Intersection: 4: I-15 South Off Ramp/I-15 South On Ramp & Central Ave Movement EB EB EB NB NB NB NB SB SB SB SB
Directions Served L LTR R T T T R L L T T
Maximum Queue (ft) 233 254 280 500 487 332 402 214 368 390 561 Average Queue (ft) 118 180 112 315 235 128 198 148 165 167 203 95th Queue (ft) 202 240 223 457 380 216 332 218 288 338 414 Link Distance (ft) 1449 687 687 687 687 445 445 445
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 310 310 190
Storage Blk Time (%) 1 5
Queuing Penalty (veh) 4 17
Intersection: 5: Central Ave & Driveway 1
Movement EB WB SB SB SB B25 B25 B25
Directions Served R R T T T T T T
Maximum Queue (ft) 251 66 183 184 223 31 125 251
Average Queue (ft) 97 20 28 31 79 2 5 37
95th Queue (ft) 234 53 118 119 222 14 43 149
Link Distance (ft) 236 216 108 108 108 233 233 233
Upstream Blk Time (%) 3 3 2 21 0
Queuing Penalty (veh) 0 15 10 98 1
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 6: Driveway 2 & Cambern Ave
Movement WB WB NB SB
Directions Served T T R R
Maximum Queue (ft) 182 106 54 70
Average Queue (ft) 26 4 19 30
95th Queue (ft) 100 35 49 55
Link Distance (ft) 422 422 288 197
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Baseline 08/01/2025
OY 2026 Cumulative AM SimTraffic Report

Intersection: 7: Driveway 3 & Cambern Ave
Movement WB NB
Directions Served LT LTR
Maximum Queue (ft) 27 74
Average Queue (ft) 1 32
95th Queue (ft) 9 55
Link Distance (ft) 518 294
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 8: Dexter Ave & Driveway 4
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 275 905 236 413
Average Queue (ft) 81 875 57 358
95th Queue (ft) 251 940 165 529
Link Distance (ft) 261 866 221 398
Upstream Blk Time (%) 9 95 6 73
Queuing Penalty (veh) 36 0 0 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 31:

Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 1910
Queuing and Blocking Report
Baseline 08/01/2025
OY 2026 Cumulative PM SimTraffic Report

Intersection: 1: Central Ave & Cambern Ave
Movement EB EB WB WB WB WB NB NB NB NB NB B25
Directions Served L TR L L T R L L T T R T
Maximum Queue (ft) 324 798 191 247 200 77 88 233 304 330 177 180 Average Queue (ft) 204 284 174 208 48 39 25 95 222 241 54 43 95th Queue (ft) 365 768 229 227 139 71 57 256 371 378 129 151 Link Distance (ft) 735 191 191 191 233 233 233 108
Upstream Blk Time (%) 14 3 81 4 0 18 25 9
Queuing Penalty (veh) 0 0 196 9 0 107 148 55
Storage Bay Dist (ft) 300 228 320 320
Storage Blk Time (%) 22 2 3 81 0 18
Queuing Penalty (veh) 45 6 3 99 2 17
Intersection: 1: Central Ave & Cambern Ave
Movement B25 SB SB SB SB
Directions Served T L T T R
Maximum Queue (ft) 181 142 168 153 104
Average Queue (ft) 49 106 112 120 31
95th Queue (ft) 161 142 150 131 77
Link Distance (ft) 108
Upstream Blk Time (%) 11
Queuing Penalty (veh) 64
Storage Bay Dist (ft) 508 480
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Baseline 08/01/2025
OY 2026 Cumulative PM SimTraffic Report

Intersection: 2: Dexter Ave & Central Ave
Movement EB EB EB B24 WB WB NB NB NB NB NB SB
Directions Served L T R T L TR L T T T R L
Maximum Queue (ft) 210 758 350 112 260 318 259 316 291 297 260 256 Average Queue (ft) 56 186 142 4 235 283 102 161 178 163 93 214 95th Queue (ft) 146 546 279 37 272 312 216 316 332 332 247 344 Link Distance (ft) 811 811 107 261 260 260 260
Upstream Blk Time (%) 0 44 95 0 1 2 18 1
Queuing Penalty (veh) 0 0 410 0 7 20 148 0
Storage Bay Dist (ft) 185 260 350 350 231
Storage Blk Time (%) 0 21 44 95 0 1 18 1 35
Queuing Penalty (veh) 0 22 101 200 0 2 47 4 115
Intersection: 2: Dexter Ave & Central Ave
Movement SB SB SB SB SB
Directions Served T T T T R
Maximum Queue (ft) 583 574 573 548 621
Average Queue (ft) 477 432 403 367 321
95th Queue (ft) 685 662 644 658 774
Link Distance (ft) 518 518 518 518 518
Upstream Blk Time (%) 62 32 14 31 45
Queuing Penalty (veh) 181 93 42 90 133
Storage Bay Dist (ft)
Storage Blk Time (%) 53
Queuing Penalty (veh) 56
Intersection: 3: Central Ave & I-15 North On Ramp/I-15 North Off Ramp Movement WB WB WB NB NB NB NB SB SB SB SB
Directions Served L LTR R L T T T T T T R
Maximum Queue (ft) 354 1294 355 205 475 504 485 293 306 307 269 Average Queue (ft) 310 1245 128 203 452 379 317 273 257 255 146 95th Queue (ft) 355 1423 398 215 504 591 546 288 308 308 268 Link Distance (ft) 1260 444 444 444 260 260 260 260
Upstream Blk Time (%) 86 37 4 17 60 25 12 2
Queuing Penalty (veh) 0 244 28 110 266 114 52 7
Storage Bay Dist (ft) 330 330 180
Storage Blk Time (%) 20 89 0 83 17
Queuing Penalty (veh) 212 557 2 453 31
Queuing and Blocking Report
Baseline 08/01/2025
OY 2026 Cumulative PM SimTraffic Report

Intersection: 4: I-15 South Off Ramp/I-15 South On Ramp & Central Ave Movement EB EB EB NB NB NB NB SB SB SB SB
Directions Served L LTR R T T T R L L T T
Maximum Queue (ft) 335 1483 335 739 739 726 716 215 479 298 290 Average Queue (ft) 281 1135 196 610 582 496 372 214 461 148 153 95th Queue (ft) 438 1994 428 846 839 862 882 215 469 234 222 Link Distance (ft) 1444 687 687 687 687 444 444 444
Upstream Blk Time (%) 36 45 28 27 23 62
Queuing Penalty (veh) 0 0 0 0 0 341
Storage Bay Dist (ft) 310 310 190
Storage Blk Time (%) 10 44 0 40 86
Queuing Penalty (veh) 61 207 1 108 230
Intersection: 5: Central Ave & Driveway 1
Movement EB WB NB NB NB SB SB SB B25 B25 B25 B25
Directions Served R R T T T T T T T T T T
Maximum Queue (ft) 251 232 409 435 76 219 204 186 279 233 299 142 Average Queue (ft) 111 44 45 45 4 141 110 91 141 113 111 33 95th Queue (ft) 267 154 225 233 32 271 246 242 312 277 317 121 Link Distance (ft) 236 216 518 518 518 108 108 108 233 233 233 233 Upstream Blk Time (%) 8 4 61 38 41 7 3 15
Queuing Penalty (veh) 0 0 237 147 160 29 10 58
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 6: Driveway 2 & Cambern Ave
Movement EB WB WB NB SB
Directions Served TR T T R R
Maximum Queue (ft) 44 438 434 103 212
Average Queue (ft) 1 292 157 43 193
95th Queue (ft) 15 464 374 71 208
Link Distance (ft) 191 422 422 288 197
Upstream Blk Time (%) 15 1 92
Queuing Penalty (veh) 17 1 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Baseline 08/01/2025
OY 2026 Cumulative PM SimTraffic Report

Intersection: 7: Driveway 3 & Cambern Ave
Movement WB WB NB
Directions Served LT T LTR
Maximum Queue (ft) 117 27 310
Average Queue (ft) 14 1 89
95th Queue (ft) 57 9 222
Link Distance (ft) 518 518 294
Upstream Blk Time (%) 3
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 8: Dexter Ave & Driveway 4
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 269 905 236 411
Average Queue (ft) 88 858 163 377
95th Queue (ft) 279 934 306 484
Link Distance (ft) 261 866 221 398
Upstream Blk Time (%) 23 92 48 79
Queuing Penalty (veh) 111 0 0 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 31:

Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 6220
Intersection: 7: Driveway 3 & Cambern Ave
Movement WB NB
Directions Served LT LTR
Maximum Queue (ft) 31 135
Average Queue (ft) 4 60
95th Queue (ft) 20 102
Link Distance (ft) 518 294
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Baseline 08/01/2025
OY 2026 Cumulative PP AM SimTraffic Report

Intersection: 1: Central Ave & Cambern Ave
Movement EB EB WB WB WB WB NB NB NB NB NB SB
Directions Served L TR L L T R L L T T R L
Maximum Queue (ft) 156 96 191 223 113 51 74 90 138 187 117 120 Average Queue (ft) 59 45 126 163 37 23 21 50 73 76 30 69 95th Queue (ft) 119 93 209 234 83 43 51 81 117 146 84 127 Link Distance (ft) 735 191 191 191 233 233 233
Upstream Blk Time (%) 0 17
Queuing Penalty (veh) 0 25
Storage Bay Dist (ft) 300 228 320 320 508
Storage Blk Time (%) 0 17
Queuing Penalty (veh) 0 17
Intersection: 1: Central Ave & Cambern Ave
Movement SB SB SB
Directions Served T T R
Maximum Queue (ft) 144 139 75
Average Queue (ft) 118 120 25
95th Queue (ft) 137 128 57
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 480
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Baseline 08/01/2025
OY 2026 Cumulative PP AM SimTraffic Report

Intersection: 2: Dexter Ave & Central Ave
Movement EB EB EB WB WB NB NB NB NB NB SB SB
Directions Served L T R L TR L T T T R L T
Maximum Queue (ft) 154 139 799 261 322 259 315 263 265 218 256 554 Average Queue (ft) 47 71 246 245 289 181 182 170 154 63 179 501 95th Queue (ft) 110 120 566 270 320 284 305 281 259 151 355 564 Link Distance (ft) 811 811 261 260 260 260 518
Upstream Blk Time (%) 0 26 90 1 3 0 1 21
Queuing Penalty (veh) 0 0 462 0 20 3 3 64
Storage Bay Dist (ft) 185 260 350 350 231
Storage Blk Time (%) 36 90 1 3 1 0 86
Queuing Penalty (veh) 94 241 6 11 1 1 67
Intersection: 2: Dexter Ave & Central Ave
Movement SB SB SB SB
Directions Served T T T R
Maximum Queue (ft) 573 542 546 621
Average Queue (ft) 500 494 502 432
95th Queue (ft) 570 542 562 763
Link Distance (ft) 518 518 518 518
Upstream Blk Time (%) 16 9 21 35
Queuing Penalty (veh) 48 28 65 105
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Central Ave & I-15 North On Ramp/I-15 North Off Ramp Movement WB WB WB NB NB NB NB SB SB SB SB
Directions Served L LTR R L T T T T T T R
Maximum Queue (ft) 297 323 348 205 364 295 246 285 302 289 227 Average Queue (ft) 157 204 142 112 130 126 122 267 271 266 157 95th Queue (ft) 256 286 257 197 288 244 225 282 287 280 265 Link Distance (ft) 1266 445 445 445 260 260 260 260
Upstream Blk Time (%) 24 23 21
Queuing Penalty (veh) 137 130 120
Storage Bay Dist (ft) 330 330 180
Storage Blk Time (%) 0 0 0 4
Queuing Penalty (veh) 0 1 0 6
Queuing and Blocking Report
Baseline 08/01/2025
OY 2026 Cumulative PP AM SimTraffic Report

Intersection: 4: I-15 South Off Ramp/I-15 South On Ramp & Central Ave Movement EB EB EB NB NB NB NB SB SB SB SB
Directions Served L LTR R T T T R L L T T
Maximum Queue (ft) 218 252 197 458 450 199 313 215 420 384 404 Average Queue (ft) 106 165 98 299 238 110 180 179 212 227 237 95th Queue (ft) 199 234 200 412 389 190 289 234 333 385 395 Link Distance (ft) 1448 687 687 687 687 445 445 445
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 310 310 190
Storage Blk Time (%) 2 7
Queuing Penalty (veh) 7 27
Intersection: 5: Central Ave & Driveway 1
Movement EB WB SB SB SB B25 B25 B25 B25
Directions Served R R T T T T T T T
Maximum Queue (ft) 251 46 202 184 186 261 249 296 85
Average Queue (ft) 91 18 43 43 62 23 24 52 3
95th Queue (ft) 233 35 149 144 192 139 140 215 28
Link Distance (ft) 236 216 108 108 108 233 233 233 233
Upstream Blk Time (%) 16 10 9 20 1 0 3
Queuing Penalty (veh) 0 48 42 93 2 2 15
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 6: Driveway 2 & Cambern Ave
Movement WB WB NB SB
Directions Served T T R R
Maximum Queue (ft) 290 210 68 74
Average Queue (ft) 46 22 20 29
95th Queue (ft) 182 118 50 60
Link Distance (ft) 422 422 288 197
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Baseline 08/01/2025
OY 2026 Cumulative PP AM SimTraffic Report

Intersection: 7: Driveway 3 & Cambern Ave
Movement NB
Directions Served LTR
Maximum Queue (ft) 79
Average Queue (ft) 35
95th Queue (ft) 62
Link Distance (ft) 294
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 8: Dexter Ave & Driveway 4
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 273 900 236 413
Average Queue (ft) 68 874 170 373
95th Queue (ft) 235 891 291 465
Link Distance (ft) 261 866 221 398
Upstream Blk Time (%) 4 99 50 89
Queuing Penalty (veh) 16 0 0 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 31:

Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 1910
Queuing and Blocking Report
Baseline 08/01/2025
OY 2026 Cumulative PP PM SimTraffic Report

Intersection: 1: Central Ave & Cambern Ave
Movement EB EB WB WB WB WB NB NB NB NB NB B25
Directions Served L TR L L T R L L T T R T
Maximum Queue (ft) 299 301 191 230 208 160 46 232 340 351 192 180 Average Queue (ft) 162 85 181 207 80 55 11 33 226 230 46 56 95th Queue (ft) 263 179 234 220 182 105 37 104 366 375 124 179 Link Distance (ft) 735 191 191 191 233 233 233 108
Upstream Blk Time (%) 4 71 2 0 23 26 13
Queuing Penalty (veh) 0 173 5 0 136 154 80
Storage Bay Dist (ft) 300 228 320 320
Storage Blk Time (%) 0 0 4 71 0 23
Queuing Penalty (veh) 0 0 5 87 0 21
Intersection: 1: Central Ave & Cambern Ave
Movement B25 B25 SB SB SB SB
Directions Served T T L T T R
Maximum Queue (ft) 181 71 120 121 140 104
Average Queue (ft) 59 6 111 96 112 24
95th Queue (ft) 186 37 134 161 157 74
Link Distance (ft) 108 108
Upstream Blk Time (%) 16
Queuing Penalty (veh) 96
Storage Bay Dist (ft) 508 480
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Baseline 08/01/2025
OY 2026 Cumulative PP PM SimTraffic Report

Intersection: 2: Dexter Ave & Central Ave
Movement EB EB EB B24 B24 WB WB NB NB NB NB NB
Directions Served L T R T T L TR L T T T R
Maximum Queue (ft) 110 882 891 122 122 261 328 223 276 268 275 258 Average Queue (ft) 18 488 626 64 63 245 275 86 94 118 81 27 95th Queue (ft) 60 1165 1184 157 154 268 326 179 238 264 219 103 Link Distance (ft) 811 811 107 107 261 259 259 259
Upstream Blk Time (%) 52 57 53 55 32 78 1 1 0 0
Queuing Penalty (veh) 0 0 0 0 0 425 5 7 2 0
Storage Bay Dist (ft) 185 260 350 350
Storage Blk Time (%) 33 78 1 0 0
Queuing Penalty (veh) 76 253 2 1 0
Intersection: 2: Dexter Ave & Central Ave
Movement SB SB SB SB SB SB
Directions Served L T T T T R
Maximum Queue (ft) 256 553 540 543 552 584
Average Queue (ft) 168 368 363 351 351 247
95th Queue (ft) 335 685 665 651 646 693
Link Distance (ft) 518 518 518 518 518
Upstream Blk Time (%) 35 26 9 22 33
Queuing Penalty (veh) 102 75 26 63 96
Storage Bay Dist (ft) 231
Storage Blk Time (%) 4 57
Queuing Penalty (veh) 12 61
Intersection: 3: Central Ave & I-15 North On Ramp/I-15 North Off Ramp Movement WB WB WB NB NB NB NB SB SB SB SB
Directions Served L LTR R L T T T T T T R
Maximum Queue (ft) 354 1321 355 205 466 520 448 286 284 289 267 Average Queue (ft) 322 1221 267 204 459 213 164 251 239 226 153 95th Queue (ft) 375 1546 498 205 466 469 370 319 313 320 241 Link Distance (ft) 1258 445 445 445 259 259 259 259
Upstream Blk Time (%) 73 71 4 0 53 23 9 0
Queuing Penalty (veh) 0 478 25 1 249 110 40 1
Storage Bay Dist (ft) 330 330 180
Storage Blk Time (%) 45 71 1 94 3
Queuing Penalty (veh) 492 461 8 531 6
Queuing and Blocking Report
Baseline 08/01/2025
OY 2026 Cumulative PP PM SimTraffic Report

Intersection: 4: I-15 South Off Ramp/I-15 South On Ramp & Central Ave Movement EB EB EB NB NB NB NB SB SB SB SB
Directions Served L LTR R T T T R L L T T
Maximum Queue (ft) 335 1464 335 739 721 703 702 215 466 177 182 Average Queue (ft) 292 1450 90 690 657 544 404 214 459 67 88 95th Queue (ft) 333 1466 334 757 779 839 874 217 466 145 163 Link Distance (ft) 1449 687 687 687 687 445 445 445
Upstream Blk Time (%) 94 67 23 20 17 67
Queuing Penalty (veh) 0 0 0 0 0 376
Storage Bay Dist (ft) 310 310 190
Storage Blk Time (%) 5 91 0 58 85
Queuing Penalty (veh) 33 452 1 167 247
Intersection: 5: Central Ave & Driveway 1
Movement EB WB NB NB SB SB SB B25 B25 B25
Directions Served R R T T T T T T T T
Maximum Queue (ft) 251 220 223 309 202 184 202 268 247 250 Average Queue (ft) 63 57 30 38 84 74 81 59 46 49
95th Queue (ft) 175 163 125 165 234 203 226 200 185 183 Link Distance (ft) 236 216 518 518 108 108 108 233 233 233 Upstream Blk Time (%) 0 5 31 20 26 1 0 1
Queuing Penalty (veh) 0 0 119 76 101 4 1 3
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 6: Driveway 2 & Cambern Ave
Movement EB WB WB NB SB
Directions Served TR T T R R
Maximum Queue (ft) 46 378 336 100 212
Average Queue (ft) 2 207 129 41 197
95th Queue (ft) 15 320 281 68 225
Link Distance (ft) 191 422 422 288 197
Upstream Blk Time (%) 88
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Baseline 08/01/2025
OY 2026 Cumulative PP PM SimTraffic Report

Intersection: 7: Driveway 3 & Cambern Ave
Movement WB NB
Directions Served LT LTR
Maximum Queue (ft) 51 133
Average Queue (ft) 5 63
95th Queue (ft) 26 112
Link Distance (ft) 518 294
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 8: Dexter Ave & Driveway 4
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 273 881 224 413
Average Queue (ft) 32 583 78 395
95th Queue (ft) 152 1137 200 415
Link Distance (ft) 261 866 221 398
Upstream Blk Time (%) 1 46 16 98
Queuing Penalty (veh) 5 0 0 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 31:

Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 5951
APPENDIX G.2

DRIVEWAY QUEUING ANALYSIS

WORKSHEETS WITH

RECOMMENDED IMPROVEMENTS
Queuing and Blocking Report
Baseline 06/18/2025
TEST OY 2026 Cumulative PP PM 1 SimTraffic Report

Intersection: 4: I-15 South Off Ramp/I-15 South On Ramp & Central Ave Movement EB EB EB NB NB NB NB SB SB SB SB
Directions Served L LTR R T T T R L L T T
Maximum Queue (ft) 335 1503 335 735 717 723 732 214 309 249 253 Average Queue (ft) 320 1303 256 654 625 569 495 128 149 109 101 95th Queue (ft) 376 1921 467 842 845 891 947 210 245 247 254 Link Distance (ft) 1449 687 687 687 687 445 445 445
Upstream Blk Time (%) 67 58 26 28 27
Queuing Penalty (veh) 0 0 0 0 0
Storage Bay Dist (ft) 310 310 190
Storage Blk Time (%) 15 67 0 1 3
Queuing Penalty (veh) 85 315 3 2 8
Intersection: 5: Central Ave & Driveway 1
Movement EB WB NB NB
Directions Served R R T T
Maximum Queue (ft) 100 90 107 204
Average Queue (ft) 18 29 10 14
95th Queue (ft) 67 69 56 104
Link Distance (ft) 236 216 518 518
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 6: Driveway 2 & Cambern Ave
Movement EB WB WB NB SB
Directions Served TR T T R R
Maximum Queue (ft) 6 98 53 70 76
Average Queue (ft) 0 6 3 41 38
95th Queue (ft) 5 49 29 64 64
Link Distance (ft) 191 422 422 288 197
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Baseline 06/18/2025
TEST OY 2026 Cumulative PP PM 1 SimTraffic Report

Intersection: 7: Driveway 3 & Cambern Ave
Movement WB NB
Directions Served LT LTR
Maximum Queue (ft) 32 131
Average Queue (ft) 6 62
95th Queue (ft) 24 108
Link Distance (ft) 518 294
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 8: Dexter Ave & Driveway 4
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 152 234 53 239
Average Queue (ft) 35 29 16 84
95th Queue (ft) 95 142 44 207
Link Distance (ft) 261 866 221 398
Upstream Blk Time (%) 1
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 31:

Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 3032
Wal-Mart 2077 Fuel
Station Project
CEQA Consistency Analysis
Lead Agency:

City of Lake Elsinore
130 S. Main Street
Lake Elsinore, CA 92530
Project Applicant:

Wal-Mart Real Estate Business Trust
702 SW 8th Street
Bentonville, AR 72716
CEQA Consultant:

Kimley-Horn and Associates, Inc.
1100 W. Town and Country Road, Suite 700
Orange, CA 92868
657-999-8473
September 2025
CEQA Consistency Analysis
Wal-Mart 2077 Fuel Station Project City of Lake Elsinore

1. INTRODUCTION
This memorandum evaluates whether the proposed Wal-Mart 2077 Fuel Station Project (the “proposed Project”) is within the scope of environmental analysis and impacts previously evaluated in the certified Environmental Impact Report (EIR) for the Lake Elsinore Walmart Supercenter Project (State Clearinghouse No. 2014051093), certified by the City of Lake Elsinore in 2015 (“certified EIR”).

The proposed Project would develop a 1.10-acre portion of the Walmart Supercenter parcel with a fuel station and related improvements:
• Eight multi-product dispensers (providing 16 fueling positions), • A 5,419-square-foot overhead fueling canopy,
• A 1,618-square-foot single-story convenience store, and • Associated site work, including paving, utility trenching, landscaping, and modifications to on-site circulation and parking.

This consistency analysis serves as the City’s CEQA determination pursuant to CEQA Guidelines Section 15162 and provides substantial evidence that the proposed Project is within the scope of the development evaluated in the certified EIR. As demonstrated herein, none of the conditions requiring a subsequent or supplemental EIR under CEQA Guidelines Section 15162 are met.

1.1 PURPOSE
This CEQA Consistency Analysis has been prepared to assist the City of Lake Elsinore, acting as Lead Agency, in determining whether the proposed Project remains within the scope of the certified EIR. The purpose of this analysis is to demonstrate, based on substantial evidence, that the proposed Project would not result in new or more severe environmental impacts than those disclosed in the certified EIR and that no subsequent or supplemental EIR is required under CEQA Guidelines Section 15162. This memorandum is not a new CEQA document but serves as documentation to support the City’s continued reliance on the certified EIR. It provides a project-specific evaluation for the proposed fuel station and convenience store to determine whether further environmental documentation is required.

1.2 CEQA REQUIREMENTS
CEQA Guidelines Section 15162 governs the conditions under which a public agency must prepare a subsequent or supplemental EIR following certification of a prior EIR. As relevant here, Section 15162 provides that no subsequent or supplemental EIR shall be prepared unless the lead agency determines, based on substantial evidence in the record, that one or more of the following conditions apply:

1. Substantial changes to the project require major revisions to the previous EIR due to new significant environmental effects or a substantial increase in the severity of previously identified significant effects;

2. Substantial changes in the circumstances would require major revisions to the EIR due to new significant environmental effects or a substantial increase in the severity of previously identified significant effects; or

3. New information of substantial importance which was not known and could not have been known with the exercise of reasonable diligence at the time the EIR was certified, shows that:
a. The project would have one or more significant effects not previously discussed; CEQA Consistency Analysis
Wal-Mart 2077 Fuel Station Project City of Lake Elsinore

b. Previously identified significant effects would be substantially more severe; c. Previously infeasible mitigation measures or alternatives are now feasible and would substantially reduce one or more significant effects, but the project proponent declines to adopt them; or
d. Mitigation measures or alternatives are now feasible and would substantially reduce one or more significant effects, but the project proponent declines to adopt them.

As demonstrated in this analysis, none of the conditions above apply. Therefore, the certified EIR remains the appropriate CEQA document for the proposed Project, and no further environmental documentation is required.

1.3 PRIOR CEQA DOCUMENTATION AND PROJECT BACKGROUND
The EIR for the Lake Elsinore Walmart Supercenter Project (“Walmart Supercenter Project”) was certified by the Lake Elsinore City Council on December 1, 2015. The certified EIR evaluated the development of a

17.66-acre commercial retail center located at the southwest corner of Central Avenue (State Route 74) and Cambern Avenue. Two development scenarios were analyzed:
• Option A: A 154,487-square-foot Walmart Supercenter, a gas station with 16 fueling positions, a 3,100-square-foot convenience store, a drive-through car wash, and two fast-food restaurant pads with drive-throughs (see Exhibit 1: Lake Elsinore Walmart Supercenter Project – Option A Site Plan).
• Option B: A 154,487-square-foot Walmart Supercenter and approximately 16,000 square feet of retail/restaurant space distributed across three pads (Exhibit 2: Lake Elsinore Walmart Supercenter Project – Option B Site Plan).

At the December 1, 2015, public hearing, the City Council certified the EIR and adopted:
• CEQA Findings of Fact,
• Statement of Overriding Considerations,
• Mitigation Monitoring and Reporting Program (Resolution No. 2015-087). • Findings of Consistency with the Western Riverside County Multiple Species Habitat Conservation Plan (Resolution No. 2015-089), and
• Conditional Use Permit (CUP) No. 2013-06 for the Walmart Outdoor Garden Center and Outdoor/Seasonal Display (Resolution No. 2015-090),
• Commercial Design Review No. 2013-09 for the Walmart Supercenter (Resolution No. 2015-090), • CUP Nos. 2013-08 and 2013-09 for fast-food restaurants with drive-throughs on Outlots 2 and 3 (Resolutions No. 2015-091 and 2015-092).

CUP No. 2013-07, which would have approved a gas station and convenience store on Outlot 1, was denied.

Wal-Mart 2077 Fuel Station Project
CEQA Consistency Analysis
Not to scale
Figure 3-5a
Option A Site Plan
SOURCE: GreenbergFarrow
0 200
Feet
Lake Elsinore Walmart Supercenter Project EIR . 130767

CAMBERN AVE
3RD ST

CENTRAL AVE

ALLAN ST

CRANE ST
Retail Store
151,397 sf
Convenience -
Store (3,100 SF)
and Drive through
Car Wash
Garden
Center
3,090 sf
Pad 2
Drive Thru
Restaurant
3,700 sf
Pad 3
Drive Thru
Restaurant
3,100 sf
Exhibit 1: Lake Elsinore Walmart Supercenter Project – Option A Site Plan Source: Lake Elsinore Walmart Supercenter Project EIR, 2015 Wal-Mart 2077 Fuel Station Project
CEQA Consistency Analysis
Not to scale

CAMBERN AVE
3RD ST

CENTRAL AVE

ALLAN ST

CRANE ST
Retail Store
151,397 sf
Pad 1a
Retail/
Restaurant
3,680 sf
Proposed Open Channel
with Partial Concrete Lining
Concrete
Spillways
Concrete
Cross
Gutter
Street
Improvements
Pad 1b
Retail/
Restaurant
5,520 sf
Pad 2
Drive Thru
Restaurant
3,700 sf
Pad 3
Drive Thru
Restaurant
3,100 sf
Garden
Center
3,090 sf
Figure 3-5b
Option B Site Plan
SOURCE: GreenbergFarrow
0 200
Feet
Lake Elsinore Walmart Supercenter Project EIR . 130767
Exhibit 2: Lake Elsinore Walmart Supercenter Project – Option B Site Plan Source: Lake Elsinore Walmart Supercenter Project EIR, 2015 CEQA Consistency Analysis
Wal-Mart 2077 Fuel Station Project City of Lake Elsinore

As of the date of this analysis, development on the site has proceeded under Option B. The Walmart Supercenter has been constructed, and the three outlots have been developed as follows:
• Outlot 1: 2,185-square-foot Taco Bell
• Outlot 2: 3,714-square-foot Raising Cane’s
• Outlot 3: 7,463-square-foot AutoZone
The total outlot development equals approximately 13,362 square feet, leaving 2,636 square feet of commercial entitlement under the 16,000 square feet assumed in Option B. The proposed Project would utilize 1,618 square feet of this remaining capacity. Although the gas station was not approved in 2015, it was analyzed in Option A of the certified EIR, providing a relevant point of comparison for the current proposal.

DETERMINATION
The applicant is requesting approval of Conditional Use Permit No. 2024-04 and Commercial Design Review No. 2024-01 for the development of a fuel station on a previously disturbed portion of the Walmart Supercenter parcel. The proposed Project includes:
• Eight fuel dispensing stations (providing 16 fueling positions), • A 5,419-square-foot fueling canopy,
• A 1,618-square-foot convenience store, and
• Related site improvements, including paving, trenching, landscaping, and modifications to onsite circulation and parking.

While the certified EIR analyzed a gas station as part of Option A, the site was ultimately developed under Option B. The current proposal does not exceed the 16,000-square-foot commercial threshold evaluated in the certified EIR and does not include a car wash. The proposed Project would occur entirely within the boundaries of the previously developed site and is consistent with the site’s General Plan designation and zoning.

Pursuant to CEQA Guidelines Section 15162, the City of Lake Elsinore, as Lead Agency, has reviewed the proposed Project and determined that:
• No substantial changes to the project are proposed that would result in new significant impacts or an increase in the severity of previously identified impacts; • No substantial changes in circumstances under which the project would be undertaken have occurred; and
• No new information of substantial importance has become available that would trigger the need for a subsequent or supplemental EIR.

Therefore, the proposed Project is within the scope of the certified EIR, and no further CEQA documentation is required. This consistency analysis provides the appropriate level of environmental documentation under CEQA for the City’s consideration of the proposed Project.

CEQA Consistency Analysis
Wal-Mart 2077 Fuel Station Project City of Lake Elsinore

2. ENVIRONMENTAL SETTING

2.1 Project Location
The proposed Wal-Mart 2077 Fuel Station Project (“proposed Project”) is located at 29260 Central Avenue in the central portion of the City of Lake Elsinore in western Riverside County, California. The approximately 1.10-acre project site (“project site”) lies within a larger 17.66-acre commercial property (“Walmart Supercenter site”) previously evaluated in the certified Lake Elsinore Walmart Supercenter Project Environmental Impact Report (EIR) (State Clearinghouse No. 2014051093) (“certified EIR”).

The project site is situated within the southern-central portion of the Walmart Supercenter parcel, inland from the western and southern property boundaries, and is currently developed with surface parking associated with the Walmart retail store. Regional access is provided by Interstate 15 (I-15) via Central Avenue (SR-74), and local access is provided by Central Avenue, Cambern Avenue, and 3rd Street. The project site lies entirely within the previously graded and disturbed portion of the Walmart Supercenter site analyzed in the certified EIR.

The location of the project site is shown in Exhibit 3: Regional Map and Exhibit 4: Vicinity Map.

2.2 Existing Project Site
The project site is currently developed with asphalt paving, curbed landscaped islands, and pole-mounted lighting fixtures, functioning as part of the Walmart Supercenter’s surface parking lot. No structures or previously entitled building pads exist within the footprint for the proposed Project.

The site is generally flat, with elevations ranging from approximately 1,308 to 1,309 feet above mean sea level. As the project site was previously graded as part of the original Walmart Supercenter development, there are no natural features, jurisdictional drainageways, or sensitive biological or cultural resources present within the site boundary.

2.3 Existing General Plan Land Use Designation
The City of Lake Elsinore adopted its current General Plan on December 13, 2011, which provides a comprehensive policy framework for land use and development through the year 2030. The project site is located within the Business District, which serves as the City’s central hub for industrial and commercial activity. The Business District is bordered by the North Central Sphere District to the north, the Lake Elsinore Hills District to the east, the Historic Downtown District to the south, the Country Club Heights District to the west, and the Alberhill District to the northwest.

Within the Business District, the project site has a land use designation of General Commercial. This designation is consistent with proposed fuel station use and with the Walmart Supercenter development previously approved for the site.

2.4 Existing Zoning
According to the City’s Geographic Information Systems (GIS) Zoning Map, the project site is zoned General Commercial (C-2).1 The C-2 zone accommodates a broad range of retail, office, and service uses serving the citywide population in locations consistent with the General Plan’s commercial land use 1 City of Lake Elsinore. "Zoning Map." ArcGIS Web Application. Accessed June 2, 2025. https://davis.lakeelsinore.org/portal/apps/webappviewer/index.html?id=d78b8d4d4fd24df1b864fd0538e83019.

CEQA Consistency Analysis
Wal-Mart 2077 Fuel Station Project City of Lake Elsinore

designations. Under the Lake Elsinore Municipal Code, gasoline dispensing establishments are conditionally permitted in the C-2 zoning district, subject to the approval of a Conditional Use Permit (CUP).

2.5 Surrounding Land Uses
The Walmart Supercenter site is located within a fully urbanized area surrounded by developed commercial and residential uses. Surrounding land uses include a Mobil gas station with inline retail to the west; the rear elevation of an LA Fitness gym and single-family residences to the southwest; a developed commercial center to the northwest across Central Avenue; and a mix of vacant and residential land uses to the north, northeast, south, and east.

The project site is situated within the southern-central portion of the Walmart Supercenter parcel, north of the LA Fitness gym, east of the existing Mobil gas station, and west of the Walmart retail store and associated parking lot.

Wal-Mart 2077 Fuel Station Project
CEQA Consistency Analysis
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91 91
15 Tustin
Corona
5688 ft
1663 ft
4620 ft
74 5
Camp
Pendleton
O r a n g e
Rancho Santa
Margarita
Laguna Beach
San Clemente
Lake Forest
Laguna Niguel
Mission Viejo
Irvine
215
Soboba
Reservation
Perris
Hemet
4342 ft
79 79
R3
15 Pechanga
Reservation
Lakeland Village
Wildomar
Temecula
Fallbrook
Menifee
Lake Elsinore
Murrieta
Project Site
Exhibit 3: Regional Map
Source: ESRI ArcGIS Pro, 2025
Wal-Mart 2077 Fuel Station Project
CEQA Consistency Analysis
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Walmart Supercenter Site
Project Site
Exhibit 4: Vicinity Map
Source: ESRI ArcGIS Pro, 2025
Central Ave
Central Ave
Cambern Ave 3rd Street
Dexter Ave
3rd Street
Central Ave
Cambern Ave
CEQA Consistency Analysis
Wal-Mart 2077 Fuel Station Project City of Lake Elsinore

3. PROJECT DESCRIPTION

3.1 Project Overview
The proposed Project involves the construction and operation of a fuel station on approximately 1.10 acres within the southern-central portion of the existing Walmart Supercenter site previously evaluated in the certified EIR. The project site is currently developed with surface parking.

As shown in Exhibit 5: Conceptual Site Plan, the proposed Project includes:
• Eight multi-product fuel dispensers (providing 16 fueling positions); • A 5,149-square-foot flat-roof fueling canopy, incorporating LED downlighting, vertical clearance signage, and Walmart branding;
• A 1,618-square-foot single-story convenience store, including a retail sales area, storage, a janitor’s closet, single-occupant restrooms, and employee workspace; and • Associated on-site improvements, such as paving, landscaping, utility trenching, and reconfigured internal circulation.

The 1,618-square-foot convenience store would utilize a portion of the 2,638 square feet of remaining commercial development capacity, consistent with the 16,000-square-foot threshold evaluated under Option B of the certified EIR.

3.2 Parking and Circulation
Vehicular access to the proposed fuel station would be provided through existing internal drive aisles within the Walmart Supercenter parcel. The site would be accessible from the west and north via existing driveways. Pedestrian access would be provided via adjacent walkways within the parking lot.

The proposed Project would result in the removal of approximately 108 existing standard parking spaces to accommodate the new facilities. The affected parking area currently functions as a central drive aisle near the store’s southern end. To maintain compliance with the City’s minimum parking requirements, the proposed Project includes restriping of existing stalls:
• 148 standard stalls would be restriped to create 172 compact stalls; • 21 new compact stalls would be added near the 3rd Street frontage; and, • 13 standard and 1 ADA-compliant space would be provided near the convenience store entrance.

No new off-site improvements or driveways are proposed. The proposed Project would maintain circulation efficiency and meet all applicable parking standards under the City’s Municipal Code.

3.3 Landscaping, Lighting, and Signage
The proposed Project would remove one tree and three landscaped medians to accommodate the fuel station layout. Existing irrigation would be rerouted to maintain landscape function. New landscaped medians and planters would be installed around the fuel pad and convenience store as an aesthetic feature and to support pedestrian access. All plant materials and irrigation would comply with the City’s design standards and be visually consistent with the existing Walmart Supercenter landscaping.

CEQA Consistency Analysis
Wal-Mart 2077 Fuel Station Project City of Lake Elsinore

Lighting would consist of 27-foot pole-mounted fixtures and canopy-integrated LED downlighting, fully shielded and directed downward to reduce glare and prevent spillover in accordance with City of Lake Elsinore Municipal Code Section 17.112.040 (Lighting).

The Project proposes installation of new signage associated with the fuel station use, as well as modification of existing signage on the Walmart Supercenter parcel. As shown in Exhibit 5, a new, statemandated monument sign is proposed at the northern driveway of the parcel. This double-sided sign would measure approximately 54 square feet (4 feet, 5 inches tall by 6 feet, 8 inches wide) and would display digital fuel prices. In addition, the existing monument sign along Central Avenue would be modified to include a 35-square-foot sign cabinet for fuel price display. The proposed fuel canopy would include four illuminated signs totaling approximately 178.5 square feet, while the convenience store would include three wall-mounted signs totaling approximately 10.96 square feet. Combined, signage on the canopy and convenience store would total 189.46 square feet, which is within the City’s maximum allowable site signage of 300 square feet. All signage would be designed in compliance with applicable City of Lake Elsinore regulations and subject to approval through the City’s Commercial Design Review process.

3.4 Architectural Design
As shown in Exhibit 6A and 6B, the architectural design of the fuel canopy and convenience store would be consistent with Walmart’s national standards and the surrounding commercial context. The convenience store would include a modern design with painted stucco walls in a neutral color palette, parapet roofline, and accent materials consistent with Walmart’s national branding. Storefront windows, metal canopy accents, and architectural reveals would add visual interest and articulation to the primary façades. The fuel canopy would be supported by steel columns, incorporate LED downlighting, and feature consistent branding with the store’s design. The architectural style would provide a cohesive appearance with the existing Walmart Supercenter.

3.5 Utilities and Infrastructure
The proposed Project would connect to existing on-site utility infrastructure for water, sanitary sewer, storm drainage, electricity, gas, and telecommunications; see Exhibit 7: Utility Plan. All utility trenching would occur within the previously disturbed existing surface parking area. The Project includes installation of three 20,000-gallon underground storage tanks (USTs), which are subject to oversight by the Riverside County Department of Environmental Health, Hazardous Materials Branch, acting as the Certified Unified Program Agency (CUPA) for the City. Final utility sizing and layout will be submitted to the City during construction plan check for review and approval.

3.6 Construction
Construction is expected to begin in January 2026 and would last approximately six months. Site preparation would include demolition of existing surface improvements (e.g., paving, curbs), utility trenching and fuel tank installation, construction of vertical improvements (e.g., fuel pumps and convenience store), and striping and reconfiguration of internal circulation. Approximately 1,000 cubic yards of export would be required. All construction staging and equipment storage would occur on the site. No off-site construction activity or traffic detours are anticipated. Construction hours would comply with the City’s noise regulations and work hour restrictions.

3.7 Discretionary Approvals and Permits
The Project requires the following discretionary approvals from the City of Lake Elsinore:

CEQA Consistency Analysis
Wal-Mart 2077 Fuel Station Project City of Lake Elsinore

• Conditional Use Permit No. 2024-04, for the fuel station use within the C-2 zoning district • Commercial Design Review No. 2024-01, for site design, building architecture, landscaping, and signage
The Project does not propose off-sale beer and wine. Any such request would require a separate CUP.

Subsequent ministerial permits (e.g., grading, building, fire department clearance) will be required prior to construction.

Wal-Mart 2077 Fuel Station Project
CEQA Consistency Analysis
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Exhibit 5: Conceptual Site Plan
Source: Kimley-Horn, 2025
Wal-Mart 2077 Fuel Station Project
CEQA Consistency Analysis
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Source: Walmart, 2025
Exhibit 6A: Convenience Store Elevations
Wal-Mart 2077 Fuel Station Project
CEQA Consistency Analysis
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Exhibit 6B: Canopy Elevations
Source: Walmart, 2025
Wal-Mart 2077 Fuel Station Project
CEQA Consistency Analysis
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Source: Kimley-Horn, 2025
©
WALMART FUEL STATION - STORE #2077
29260 CENTRAL AVE., CA 92532

DESIGN UTILITY PLAN
NORTH

UTILITY LEGEND
SEWER

DOMESTIC WATER

OTHER UTILITY NOTES

STORM DRAIN
Exhibit 7: Utility Plan
MART FUEL STATION - STORE #2077
29260 CENTRAL AVE., CA 92532
NORTH

UTILITY LEGEND
SEWER

DOMESTIC WATER

OTHER UTILITY NOTES

STORM DRAIN
CEQA Consistency Analysis
Wal-Mart 2077 Fuel Station Project City of Lake Elsinore

4. CEQA CONSISTENCY ANALYSIS

4.1 AESTHETICS
Certified EIR Summary. The certified EIR determined that the development of the Walmart Supercenter site would result in less than significant impacts to aesthetic resources and that no mitigation measures were required. According to the City of Lake Elsinore General Plan, the site is located within Viewshed 11, which generally consists of residential and commercial land uses. The certified EIR concluded that the site does not offer views of Lake Elsinore, located 1.5 miles to the southwest, or of the Santa Ana Mountains and Cleveland National Forest, located approximately 4 miles to the west, due to intervening topography and urban development. Therefore, the Walmart Supercenter Project would not affect scenic vistas of designated scenic resources. The certified EIR also found that the site is not located within a designated scenic overlay district and does not contain scenic resources identified in the General Plan. The site’s General Commercial designation anticipates and encourages visual change through commercial development. The certified EIR concluded that the introduction of new development would alter the site’s visual character but would be consistent with the surrounding commercial development along the SR-74 corridor. Impacts to visual character were found to be less than significant. With respect to lighting and glare, the certified EIR determined that new illumination sources would be required to comply with applicable City lighting standards, including shielding, orientation, and intensity limits. Compliance with these standards would reduce potential impacts to less than significant.

Certified EIR Mitigation Measures
None required.

Proposed Project. The proposed Project would construct and operate a fuel station with 8 fuel dispensers (16 fueling positions), a 5,419-square-foot canopy, and a 1,618-square-foot convenience store on a 1.10- acre portion of the Walmart Supercenter site that is currently developed with surface parking. Compared to the Option A development scenario evaluated in the certified EIR, which included a larger convenience store, fuel station, and a drive-through car wash on Outlot 1, the proposed Project reflects a reduced scale and modified location internal to the site. The project site is not visible from General Plan-designated scenic viewpoints, scenic vistas, or State-designated scenic highways.2 The site does not contain any scenic resources such as mature trees, rock outcroppings, or historic structures. The proposed Project would be visually consistent with the surrounding commercial development and would not degrade the visual character of the area. The proposed convenience store and canopy would be subject to Commercial Design Review by the City to ensure consistency with applicable design standards. The proposed Project’s scale, architectural style, and materials are compatible with the existing Walmart Supercenter and nearby commercial uses. The site is already developed with existing lighting, including streetlights and parking lot fixtures. The Project would introduce additional fully shielded, downward-directed lighting via polemounted fixtures and canopy-integrated LED lights. Lighting would be designed to meet City standards for intensity and directionality, ensuring that impacts related to light and glare remain less than significant.

Conclusion. The proposed Project would not result in new or more severe aesthetic impacts than those previously evaluated in the certified EIR. It would not obstruct scenic vistas, affect scenic resources, or substantially degrade visual character. Lighting would be subject to the same regulatory requirements that were in place when the EIR was originally prepared and would remain below thresholds of 2 California Department of Transportation. (2018). California State Scenic Highways. Retrieved from California State Scenic Highway System Map: https://caltrans.maps.arcgis.com/apps/webappviewer/index.html?id=465dfd3d807c46cc8e8057116f1aacaa. Accessed June 11, 2025.

CEQA Consistency Analysis
Wal-Mart 2077 Fuel Station Project City of Lake Elsinore

significance. No new information, substantial changes, or other conditions requiring subsequent or supplemental environmental review under CEQA Guidelines Section 15162 have been identified.

Therefore, the certified EIR remains adequate, and no further CEQA documentation is required for aesthetics.

4.2 AIR QUALITY
Certified EIR Summary. The certified EIR determined that the development of the 17.66-acre Walmart Supercenter site would result in a significant and unavoidable impact concerning long-term operational air quality emissions. The analysis assessed consistency with the South Coast Air Quality Management District (SCAQMD) 2012 Air Quality Management Plan (AQMP) and found that although the proposed land uses were consistent with local zoning and General Plan designations, the overall intensity of development exceeded the growth assumptions used in regional air quality planning. As a result, the Project was determined to conflict with the AQMP and contribute to regionally significant emissions, even after mitigation. Both development options were modeled using the CalEEMod tool and found to exceed SCAQMD significance thresholds for volatile organic compounds (VOCs) and nitrogen oxides (NOₓ). With mitigation, construction emissions were reduced to below significance thresholds, but operational emissions remained significant and unavoidable. MM AQ-1 through MM AQ-3 were adopted to reduce emissions through enhanced building efficiency, water conservation, and the use of lower-emission construction equipment. These measures were determined to reduce impacts, but not to a level less than significant. The certified EIR also evaluated localized carbon monoxide (CO) concentrations using SCAQMD screening criteria and found no exceedances of CO hotspot thresholds. Impacts related to toxic air contaminants (TACs) and odors were determined to be less than significant, given the short construction duration and absence of odor-generating uses.

Certified EIR Mitigation Measures
MM AQ-1 Prior to the issuance of building permits, the Project applicant shall submit energy usage calculations to the Planning Division showing that the Project is designed to achieve 5% efficiency beyond the 2013 California Building Code Title 24 requirements. Examples of measures that reduce energy consumption include, but are not limited to, the following (it being understood that the items listed below are not all required and merely present examples; the list is not all-inclusive and other features that reduce energy consumption also are acceptable):
• Increase in insulation such that heat transfer and thermal bridging is minimized; • Limit air leakage through the structure and/or within the heating and cooling distribution system;
• Use of energy-efficient space heating and cooling equipment; • Installation of electrical hook-ups at loading dock areas; • Installation of dual-paned or other energy-efficient windows; • Use of interior and exterior energy efficient lighting that exceeds then incumbent California Title 24 Energy Efficiency performance standards; • Installation of automatic devices to turn off lights where they are not needed; • Application of a paint and surface color palette that emphasizes light and off-white colors that reflect heat away from buildings;
CEQA Consistency Analysis
Wal-Mart 2077 Fuel Station Project City of Lake Elsinore

• Design of buildings with “cool roofs” using products certified by the Cool Roof Rating Council, and/or exposed roof surfaces using light and off-white colors; • Design of buildings to accommodate photo-voltaic solar electricity systems or the installation of photo-voltaic solar electricity systems; • Installation of ENERGY STAR-qualified energy-efficient appliances, heating and cooling systems, office equipment, and/or lighting products.

MM AQ-2 Enhanced Water Conservation Required. Prior to the issuance of building permits, the Project applicant shall prepare a Water Conservation Strategy demonstrating a minimum 30% reduction in outdoor water usage when compared to unmitigated water demand (unmitigated water demand is the total expected water demand without implementation of the Water Conservation Strategy)5. The Project Water Conservation Strategy shall be subject to review and approval by the City and the Elsinore Valley Municipal Water District (EVMWD).

MM AQ-3 During grading activity, the contractor shall ensure that all Rubber Tired Dozers and Scrapers shall be California Air Resources Board (CARB) Tier 3 Certified or better. Additionally, during grading activity, the contractor shall ensure the total horsepower-hours per day for all equipment shall not exceed 18,560 horsepower-hours per day and the maximum disturbance (actively graded) area shall not exceed 5 acres per day.

Proposed Project. The proposed Project involves the development of a fuel station with 16 fueling positions and a 1,618-square-foot convenience store on a 1.10-acre portion of the previously disturbed Walmart Supercenter site. Compared to the development of Outlot 1 in Option A, the proposed Project would eliminate the drive-through car wash and include a smaller convenience store. Compared to Option B, the Project would result in a smaller amount of commercial development. When combined with the 13,362 square feet of existing outlot development, the Project would result in approximately 14,980 square feet of additional commercial development, which is less than the 16,000 square feet of commercial space evaluated under Option B.

As a result of this reduced scale, the proposed Project would generate lower operational and construction emissions than either of the development scenarios analyzed in the certified EIR. Additionally, since the certification of the EIR in 2015, regional emissions from mobile and building sources have continued to decline due to regulatory advances, including the introduction of cleaner vehicles, improved fuel standards, and more stringent building code requirements. The proposed Project would be subject to and comply with MM AQ-1 through AQ-3, which remain applicable and enforceable. Compliance with these measures, along with the Project’s reduced trip generation and limited disturbance area, would ensure that both construction-related and operational emissions would remain within the scope of the certified EIR analysis. Furthermore, the proposed Project does not introduce any new odor-generating uses or sensitive receptors and would not expose the public to substantial TACs. Impacts related to CO hotspots, TACs, and odors would remain less than significant, consistent with the certified EIR findings.

Conclusion. The proposed Project would not result in new or more severe air quality impacts than those previously evaluated in the certified EIR. Although regional operational emissions would remain significant and unavoidable, the scale and intensity of the proposed Project are reduced compared to both Option A and Option B. Construction-related emissions would be less than significant with mitigation, and localized impacts from CO, TACs, and odors would not exceed thresholds. No substantial changes to the Project or its circumstances, and no new information of substantial importance, have been identified that would trigger the need for a subsequent or supplemental EIR under CEQA Guidelines Section 15162. Therefore, CEQA Consistency Analysis
Wal-Mart 2077 Fuel Station Project City of Lake Elsinore

the findings of the certified EIR remain valid and applicable, and no further CEQA documentation is required for air quality.

4.3 BIOLOGICAL RESOURCES
Certified EIR Summary. The certified EIR determined that development of the 17.66-acre Walmart Supercenter site would not result in significant impacts to federally protected wetlands, designated critical habitats, migratory species, or special-status wildlife with mitigation incorporated. A biological reconnaissance survey was conducted in January 2014 for the entire site and a 500-foot buffer. No specialstatus species were observed and the site was found to contain disturbed habitat types (i.e., non-native grassland, eucalyptus grove, and disturbed/developed lands) not considered sensitive or regulated under applicable federal, state, or regional plans. Although the site was not located within a Western Riverside County Multiple Species Habitat Conservation Plan (MSHCP) Criteria Cell or Additional Survey Area, the certified EIR identified the potential for nesting migratory birds, including Cooper’s hawk and burrowing owl, to occupy trees or ground areas during the nesting season. Development during the nesting season could cause temporary disturbance or loss of active nests, which would be a significant impact under the Migratory Bird Treaty Act (MBTA) and California Fish and Game Code. Implementation of MM BIO-1 through MM BIO-3, including pre-construction surveys, buffer zones, biological monitoring, and best management practices (BMPs), was determined to reduce impacts to less than significant. The certified EIR also identified approximately 0.04 acre of potentially jurisdictional unvegetated streambed. However, due to the small size and low ecological function of this feature, the certified EIR concluded that its disturbance would not result in a significant impact.

Certified EIR Mitigation Measures
MM BIO-1 The following Best Management Practices (BMPs) are applicable measures from Appendix C of the MSHCP and shall be implemented by the project proponent for construction activities:
• Prior to the issuance of grading or building permits, a qualified biologist (approved by the City of Lake Elsinore) shall be retained to oversee compliance with protection measures for nesting birds and raptors and potentially jurisdictional resources.
• The project biologist or designated representative shall be on-site during initial ground-disturbing activities, including vegetation removal, tree removal, and grading to ensure that nesting birds and raptors and potentially jurisdictional resources identified during the biological survey are not impacted. • Trash and food items shall be contained in closed containers and removed daily to reduce the attractiveness to opportunistic predators such as common ravens, coyotes, and feral dogs.
• Workers shall be prohibited from bringing pets and firearms to the project site and from feeding wildlife.
• Intentional killing or collection of any plant or wildlife species shall be prohibited.

MM BIO-2 Prior to the commencement of construction activities, the project proponent shall adhere to the following.

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Wal-Mart 2077 Fuel Station Project City of Lake Elsinore

• A qualified biologist (i.e., a biologist approved by the City of Lake Elsinore with previous burrowing owl survey experience) shall conduct a pre-construction clearance survey (regardless of the time of year) of the permanent and temporary impact areas to locate active breeding or wintering burrowing owl burrows no more than 14 days prior to ground-disturbing activities (i.e., vegetation clearance, tree removal, grading, tilling). The survey methodology shall be consistent with the methods outlined in the MSHCP and shall consist of walking parallel transects 7 to 20 meters apart, adjusting for vegetation height and density as needed, and noting any potential burrows with fresh burrowing owl sign or presence of burrowing owls. In the event that a burrowing owl is detected or observed during the preconstruction clearance survey, all measures shall be implemented as described in Appendix E of the MSHCP to ensure impacts are avoided or reduced to less-than-significant levels.

MM BIO-3 If removal of the on-site trees and grading occurs during the non-nesting season (September 1 – January 31), and if tree removal and grading occurs during the nesting season and construction is scheduled to commence during the avian non-nesting season (September 1 to January 31), no preconstruction surveys or additional measures are required for nesting birds (other than burrowing owl – see BIO-2). Should construction activities occur within the avian nesting season (February 1 – August 31) the following measures shall be implemented:
• To avoid impacts to nesting birds in the project area for construction activities that are initiated during the breeding season (February 1 to August 31), a qualified wildlife biologist shall conduct preconstruction surveys of all potential nesting habitat within the project site plus a 500-foot buffer. Potential nesting habitat includes shrubs, trees, and structures as well as open areas suitable for ground nesting species. Surveys shall be conducted no more than 14 days prior to construction activities. Surveys need not be conducted for the entire project site at one time; they may be phased so that surveys occur shortly before a portion of the site is disturbed. The surveying biologist must be qualified to determine the status and stage of nesting by migratory birds and all locally breeding raptor species without causing intrusive disturbance. If active nests are found, a suitable buffer (e.g., 200-300 feet for common raptors and 30-50 feet for passerines) shall be established around active nests and no construction within the buffer shall be allowed until a qualified biologist has determined that the nest is no longer active (e.g., the nestlings have fledged and are no longer reliant on the nest). Encroachment into the buffer may occur at the discretion of a qualified biologist.

Proposed Project. The proposed Project would construct a fuel station and a 1,618-square-foot convenience store on a 1.10-acre portion of the Walmart Supercenter site. No native habitat, riparian vegetation, jurisdictional waters, or regulated streams are present within the project site, and no off-site grading is proposed. However, one ornamental tree would be removed as part of site preparation, and ground disturbance could occur during the general avian nesting season (February 1 to August 31).

Although the project site is previously disturbed, the potential for disturbance to active nests during the nesting season remains. As such, implementation of MM BIO-3 remains applicable and appropriate. With these measures incorporated, the Project would avoid or minimize temporary construction-related CEQA Consistency Analysis
Wal-Mart 2077 Fuel Station Project City of Lake Elsinore

impacts to nesting birds and comply with the MBTA, California Fish and Game Code, and MSHCP policies.

The Project would not result in new or increased impacts to special-status species, habitat connectivity, designated critical habitat, or jurisdictional features. The site remains outside of all MSHCP Criteria Cells, Additional Survey Areas, and Special Linkage Areas. No conflicts with any habitat conservation plan would occur.

Conclusion. The proposed Project would not result in new or more severe biological resource impacts than those previously evaluated in the certified EIR. The site remains disturbed and free of sensitive biological resources; however, compliance with MM BIO-3 is required to ensure that potential construction-related impacts to nesting birds remain less than significant. No substantial changes to the Project, no changes in surrounding environmental conditions, and no new information has been identified that would trigger the need for a subsequent or supplemental EIR under CEQA Guidelines Section 15162.

Therefore, the findings of the certified EIR remain valid and applicable, and no further CEQA documentation is required for biological resources.

4.4 CULTURAL RESOURCES
Certified EIR Summary. The certified EIR evaluated the potential for development of the 17.66-acre Walmart Supercenter site to result in significant impacts to cultural and paleontological resources. Based on prior studies and a cultural resources records search, the site was determined to have low sensitivity for historical and archaeological resources, and no known cultural resources were identified on the site.

However, the certified EIR acknowledged that the potential for inadvertent discovery of unknown subsurface resources during ground disturbance could occur. Therefore, the certified EIR identified this as a potentially significant impact and required implementation of MM CULT-1 and MM CULT-2, including cultural sensitivity training and procedures for discovery and treatment of archaeological resources. With mitigation, impacts would be reduced to less than significant.

For paleontological resources, the certified EIR noted that while most of the site is underlain by younger Quaternary Alluvium, certain areas include deeper soils or the Silverado Formation, which have the potential to contain significant paleontological resources. As such, MM CULT-3 and MM CULT-4 were required, including worker training, spot-check monitoring, and fossil recovery protocols. Concerning human remains, although no cemeteries or burial sites were identified within the site, the certified EIR concluded that construction activities could disturb unknown human remains. This was considered a potentially significant impact. MM CULT-5 was adopted to ensure compliance with the California Health and Safety Code and Public Resources Code provisions regarding the discovery and treatment of human remains. With mitigation, all impacts were found to be less than significant.

Certified EIR Mitigation Measures
MM CULT-1 Prior to earth moving activities, a qualified archaeologist meeting the Secretary of the Interior’s Professional Qualifications Standards for archaeology (U.S. Department of the Interior 2008) or a County of Riverside qualified archaeologist shall conduct cultural resources sensitivity training for all construction personnel. Construction personnel shall be informed of the types of archaeological resources that may be encountered, and of the proper procedures to be enacted in the event of an inadvertent discovery of archaeological resources or human remains. The project proponent shall ensure that construction personnel are made available for and attend the training and retain documentation demonstrating attendance.

CEQA Consistency Analysis
Wal-Mart 2077 Fuel Station Project City of Lake Elsinore

MM CULT-2 If unknown prehistoric/historic archaeological resources are encountered during grading and excavation activities, no further excavation or disturbance of the area where the resources were found shall occur within 100 feet of the find until a qualified archaeologist, meeting the Secretary of the Interior’s Professional Qualifications Standards for archaeology (U.S. Department of the Interior 2008) or a County of Riverside qualified archaeologist, is retained by the developer and examines the find. The archaeologist shall determine the significance of the find. If the find is determined not significant then grading and excavation activities can continue, and the archaeologist would determine the need for archaeological monitoring.

If the find is determined to be significant or potentially significant, the archaeologist shall prepare a Treatment Plan and shall contact the appropriate Native American tribal representatives, as identified by the Native American Heritage Commission. If requested by the Tribe(s), the City, the developer, or the Project archaeologist, the City shall, in good faith, consult on the discovery and its disposition (e.g., avoidance, preservation, return of artifacts to tribe, etc.). If the Developer and the Tribe cannot agree on the significance or the mitigation for such resources, these issues will be presented to the Community Development Director (CDD) for decision. The CDD shall make the determination based on the provisions of the California Environmental Quality Act with respect to archaeological resources and shall take into account the religious beliefs, customs, and practices of the appropriate tribe. Notwithstanding any other rights available under the law, the decision of the CDD shall be appealable to the City of Lake Elsinore City Council.

A report of findings shall also be prepared by a qualified archaeologist and shall include an itemized inventory of any specimens recovered. The report and confirmation of curation of any recovered resources from an accredited museum repository shall signify completion of the program to mitigate impacts to archaeological/historic resources. If disturbed resources are required to be collected and preserved, the Applicant shall be required to participate financially up to the limits imposed by Public Resources Code Section 21083.2.

MM CULT-3 Prior to earth moving activities, a qualified paleontologist shall be retained to conduct pre-construction worker paleontological resources sensitivity training. This training shall include information on what to do in case an unanticipated discovery is made by a worker.

All construction personnel shall be informed of the possibility of encountering fossils and instructed to immediately inform the construction foreman if any bones or other potential fossils are unexpectedly unearthed in an area where paleontological monitoring is not required. The project proponent shall ensure that construction personnel are made available for and attend the training and retain documentation demonstrating attendance.

MM CULT-4 Excavations exceeding five feet below the current grade within the surfaces areas containing the younger Quaternary Alluvium as well as any excavation into areas of the site that contains the Silverado Formation shall be monitored by a qualified paleontologist. A qualified paleontologist is defined as an individual on the County of Riverside list of qualified paleontologists or an individual with an M.S. or a Ph.D. in paleontology or geology who is familiar with paleontological procedures and techniques.

CEQA Consistency Analysis
Wal-Mart 2077 Fuel Station Project City of Lake Elsinore

A qualified paleontologist shall perform periodic spot check monitoring during excavation activities within the areas containing Quaternary Alluvium on the surface until excavations reach five feet below current grade. However, if paleontological resources are found prior to five feet below current grade within the areas containing Quaternary Alluvium on the surface, the qualified paleontologist shall determine the need for more frequent paleontological monitoring for the remainder of the excavation activities.

If paleontological resources are discovered, the qualified paleontologist shall inform the contractor to cease ground disturbing activities within 50 feet of the find until it can be assessed by the qualified paleontologist. If the find is determine to be not significant, excavation activities can continue. If the find is determined to be significant or potentially significant, the ground disturbing activities within 50 feet of the find shall continue to cease until the sampling and data recovery of resource is completed. After recovering the resource, the paleontologist shall follow the Society of Vertebrate Paleontology standard guidelines for analyzing the fossil specimens, store the specimens at a museum depository that is capable to provide access for future research, prepare a final report documenting the find(s), and submit the document to the City of Lake Elsinore and other interested parties.

MM CULT-5 If human remains are encountered, California Health and Safety Code Section 7050.5 states that no further disturbance shall occur until the Riverside County Coroner has made the necessary findings as to origin. Further, pursuant to California Public Resources Code Section 5097.98(b) remains shall be left in place and free from disturbance until a final decision as to the treatment and disposition has been made. If the Riverside County Coroner determines the remains to be Native American, the coroner shall contact the Native American Heritage Commission within 24 hours. Subsequently, the Native American Heritage Commission shall identify the person or persons it believes to be the “most likely descendant.” The most likely descendant may then make recommendations and engage in consultations concerning the treatment of the remains as provided in Public Resources Code 5097.98.

Proposed Project. The proposed Project involves the construction and operation of a fuel station and a 1,618-square-foot convenience store on approximately 1.10 acres of the Walmart Supercenter site. This portion of the site has already been graded and paved and is part of the previously disturbed parking lot evaluated in the certified EIR. However, subsurface excavation would be required associated with the installation of two underground storage tanks. Although the site is not known to contain cultural, paleontological, or burial resources, the potential for inadvertent discovery during subsurface excavation remains. As such, implementation of MM CULT-1 through MM CULT-5 remains applicable and would ensure that any unanticipated discoveries are handled in accordance with applicable laws and professional standards. No new excavation conditions or project features increase the likelihood of such discoveries beyond those already analyzed in the certified EIR.

Conclusion. The proposed Project would not result in new or more severe cultural resource impacts than those previously evaluated in the certified EIR. The site remains previously disturbed and does not contain any known archaeological, paleontological, or burial resources. The mitigation measures adopted as part of the certified EIR would continue to apply and would ensure impacts remain less than significant. No substantial changes to the Project, no changes in circumstances, and no new information of substantial importance have been identified that would require preparation of a subsequent or supplemental EIR CEQA Consistency Analysis
Wal-Mart 2077 Fuel Station Project City of Lake Elsinore

under CEQA Guidelines Section 15162. Therefore, the findings of the certified EIR remain valid and applicable, and no further CEQA documentation is required for cultural resources.

4.5 GEOLOGY, SOILS, AND SEISMICITY
Certified EIR Summary. The certified EIR evaluated potential impacts related to geology, soils, and seismic hazards at the 17.66-acre Walmart Supercenter site. The site is situated within a seismically active region of Southern California and is susceptible to potential strong ground shaking from nearby active fault zones, including the Elsinore and San Andreas faults. The certified EIR concluded that adherence to the California Building Code (CBC), City of Lake Elsinore seismic safety standards, and project-specific geotechnical recommendations would reduce risks related to ground shaking to a level that is less than significant. The site was identified as being within a designated liquefaction hazard zone, with geotechnical investigations indicating the potential for up to 2.5 inches of settlement. However, with proper site preparation, soil treatment, and foundation design in accordance with CBC and City requirements, impacts related to liquefaction and differential settlement were determined to be less than significant. The certified EIR also found that project implementation would not result in substantial erosion or loss of topsoil. Compliance with the National Pollutant Discharge Elimination System (NPDES) permit requirements, including preparation of a Storm Water Pollution Prevention Plan (SWPPP) and implementation of construction Best Management Practices (BMPs), would ensure that any erosionrelated impacts remain below the threshold of significance. No mitigation measures were required for geology, soils, or seismicity. All potential impacts were determined to be less than significant with regulatory compliance.

Certified EIR Mitigation Measures
None required.

Proposed Project. The proposed Project involves the development of a fuel station and a 1,618-squarefoot convenience store on approximately 1.10 acres of the Walmart Supercenter site. The portion of the site is currently developed with surface parking and was previously graded during the construction of the Walmart Supercenter. A project-specific geotechnical investigation was prepared by Terracon Consultants, Inc. in May 2024, titled Geotechnical Engineering Report: Lake Elsinore Walmart Fuel Station (Terracon Project No. LA245068), included as Appendix A to this analysis. The investigation confirmed that the site is underlain by undocumented fill, alluvial soils, and older Quaternary sediments, and is located within a designated liquefaction hazard zone as mapped by the California Geological Survey. The report identified compressible and liquefiable soils to a depth of 50 feet and recommended engineering measures to mitigate potential hazards, including over-excavation and recompaction, use of posttensioned slabs or drilled-pier systems, and structural design in accordance with the latest CBC and City development standards. With implementation of these recommendations, the report concluded that potential geological and soil hazards could be feasibly reduced to less than significant. In addition, the proposed Project would implement a SWPPP and construction BMPs in compliance with NPDES stormwater regulations, ensuring control of soil erosion and sediment transport during grading and construction activities.

Conclusion. The proposed Project would not result in new or more severe impacts related to geology, soils, or seismicity than those evaluated in the certified EIR. The site remains within a known liquefaction hazard zone; however, compliance with the 2024 geotechnical recommendations, the CBC, and applicable City and stormwater regulations would ensure that seismic risk, ground failure, and erosion-related impacts remain less than significant. No new information, substantial changes to the Project, or changed circumstances have been identified that would trigger the need for a subsequent or supplemental EIR CEQA Consistency Analysis
Wal-Mart 2077 Fuel Station Project City of Lake Elsinore

under CEQA Guidelines Section 15162. Therefore, the findings of the certified EIR remain valid and applicable, and no further CEQA documentation is required for geology, soils, or seismicity.

4.6 GREENHOUSE GAS EMISSIONS
Certified EIR Summary. The certified EIR analyzed greenhouse gas (GHG) emissions associated with the construction and operation of the 17.66-acre Walmart Supercenter Project, including two outlot development options (Option A and Option B). Construction-related emissions were estimated based on equipment usage, worker trips, and site preparation, while operational emissions considered mobile sources, electricity and natural gas use, water supply and treatment, and solid waste. At the time of EIR preparation, the SCAQMD had not adopted project-level GHG significance thresholds for commercial development. Therefore, the certified EIR relied on the California Air Resources Board’s (CARB) 2008 AB 32 Scoping Plan and a Business-as-Usual (BAU) emissions scenario as the basis for determining significance. Under AB 32, a 28.5% reduction from BAU levels was required to meet the State’s 2020 target of returning to 1990 emissions levels. Construction-related emissions were estimated to total approximately 786.63 metric tons of CO-equivalent (MTCO2e), amortized over 30 years consistent with SCAQMD guidance, resulting in 26.22 MTCO2e per year. For operations, Option B was treated as the worstcase scenario and was estimated to generate approximately 14,938.25 MTCO2e per year, representing a

34.1% reduction from the BAU scenario, exceeding the 28.5% reduction target required by AB 32. The certified EIR also evaluated the project’s consistency with the CARB Scoping Plan and the City of Lake Elsinore Climate Action Plan (CAP). The project was determined to be consistent with both plans, including the CAP’s citywide GHG reduction target of 944,737 MTCO2e by 2020 (an 11.26% reduction from 2008 levels). Walmart also planned to incorporate sustainability features, such as energy-efficient lighting, a central energy management system, a dehumidification system, water conservation measures, white roofs, and recycled building materials, further supporting CAP and Scoping Plan compliance.

Certified EIR Mitigation Measures
None required.

Proposed Project. The proposed Project would construct and operate a fuel station with 16 fueling positions and a 1,618-square-foot convenience store on an approximately 1.10-acre portion of the previously developed Walmart Supercenter site. The site is currently paved and functions as a surface parking lot. No substantial vegetation removal or grading would be required beyond trenching and excavation for utilities and foundation preparation. Construction-related GHG emissions would be temporary and primarily associated with the use of equipment, deliveries, and worker trips. Given the limited size and duration of construction, emissions would be substantially lower than those analyzed in the certified EIR and would not result in new or more severe impacts. Operational GHG emissions would result from vehicle trips, electricity use, and indirect sources such as water use and solid waste. Compared to the development scenarios evaluated in the certified EIR, particularly Option B, which included up to 16,000 square feet of commercial space, the proposed Project would generate fewer trips and reduced utility demand. The total development on the site, including the proposed convenience store, would not exceed the emissions assumptions analyzed in the certified EIR. The proposed Project would be constructed in compliance with the most recent California Green Building Code and other applicable energy and water efficiency regulations. Design features such as LED lighting and canopy-integrated downlights further reduce energy use and support consistency with CARB Scoping Plan strategies and the City’s CAP.

Conclusion. The proposed Project would not result in new or more severe GHG emissions impacts than those previously evaluated in the certified EIR. Construction-related emissions would be minimal and CEQA Consistency Analysis
Wal-Mart 2077 Fuel Station Project City of Lake Elsinore