Ontario City Council
June 20, 2023

Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

5.1-70
2532
Timings Rich Haven Specific Plan TA (JN:14822)
11: Haven Av. & SR-60 EB Ramps 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 20
Lane Group EBL EBT EBR NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 349 2 482 899 609 1160
Future Volume (vph) 349 2 482 899 609 1160
Turn Type Perm NA Perm NA Prot NA
Protected Phases 4 2 1 6
Permitted Phases 4 4
Detector Phase 4 4 4 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 8.0 5.0 8.0
Minimum Split (s) 10.8 10.8 10.8 28.2 10.0 31.2
Total Split (s) 26.0 26.0 26.0 34.0 30.0 64.0
Total Split (%) 28.9% 28.9% 28.9% 37.8% 33.3% 71.1%
Yellow Time (s) 4.8 4.8 4.8 5.2 4.0 5.2
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 6.2 5.0 6.2
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode None None None C-Max None C-Max
Act Effct Green (s) 20.2 20.2 20.2 31.5 21.3 57.8
Actuated g/C Ratio 0.22 0.22 0.22 0.35 0.24 0.64
v/c Ratio 0.48 0.49 1.16 0.64 0.78 0.37
Control Delay 35.4 35.5 123.5 25.9 54.2 5.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 35.4 35.5 123.5 25.9 54.2 5.2

LOS D D F C D A
Approach Delay 86.4 25.9 22.1
Approach LOS F C C
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.16
Intersection Signal Delay: 37.8 Intersection LOS: D
Intersection Capacity Utilization 75.0% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 11: Haven Av. & SR-60 EB Ramps

5.1-71
2533
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 11: Haven Av. & SR-60 EB Ramps 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 21
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 349 2 482 0 0 0 0 899 179 609 1160 0 Future Volume (veh/h) 349 2 482 0 0 0 0 899 179 609 1160 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
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 365 0 294 0 936 124 634 1208 0
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Cap, veh/h 743 0 331 0 1799 238 720 3360 0
Arrive On Green 0.21 0.00 0.21 0.00 0.39 0.39 0.42 1.00 0.00 Sat Flow, veh/h 3563 0 1585 0 4731 603 3456 5274 0
Grp Volume(v), veh/h 365 0 294 0 698 362 634 1208 0
Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1761 1728 1702 0 Q Serve(g_s), s 8.1 0.0 16.2 0.0 14.1 14.1 15.2 0.0 0.0 Cycle Q Clear(g_c), s 8.1 0.0 16.2 0.0 14.1 14.1 15.2 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.34 1.00 0.00
Lane Grp Cap(c), veh/h 743 0 331 0 1342 694 720 3360 0
V/C Ratio(X) 0.49 0.00 0.89 0.00 0.52 0.52 0.88 0.36 0.00 Avail Cap(c_a), veh/h 800 0 356 0 1342 694 960 3360 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 0.80 0.80 0.00 Uniform Delay (d), s/veh 31.4 0.0 34.6 0.0 20.8 20.8 25.2 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.0 22.0 0.0 1.4 2.8 6.2 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.4 0.0 7.9 0.0 5.3 5.8 5.0 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.9 0.0 56.6 0.0 22.2 23.6 31.4 0.2 0.0 LnGrp LOS C A E A C C C A A
Approach Vol, veh/h 659 1060 1842
Approach Delay, s/veh 42.9 22.7 11.0
Approach LOS D C B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 23.7 41.7 24.6 65.4
Change Period (Y+Rc), s 5.0 6.2 5.8 6.2
Max Green Setting (Gmax), s 25.0 27.8 20.2 57.8
Max Q Clear Time (g_c+I1), s 17.2 16.1 18.2 2.0
Green Ext Time (p_c), s 1.5 3.4 0.6 6.1
Intersection Summary
HCM 6th Ctrl Delay 20.4
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

5.1-72
2534
Timings Rich Haven Specific Plan TA (JN:14822)
12: Haven Av. & Riverside Dr. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 22
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 291 347 65 320 45 561 135 722 334
Future Volume (vph) 291 347 65 320 45 561 135 722 334
Turn Type Prot NA Prot NA Perm NA Split NA Perm
Protected Phases 7 4 3 8 2 6 6
Permitted Phases 2 6
Detector Phase 7 4 3 8 2 2 6 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.6 25.2 9.6 30.2 23.7 23.7 24.8 24.8 24.8 Total Split (s) 16.0 36.6 9.6 30.2 47.8 47.8 26.0 26.0 26.0 Total Split (%) 13.3% 30.5% 8.0% 25.2% 39.8% 39.8% 21.7% 21.7% 21.7% Yellow Time (s) 3.6 5.2 3.6 5.2 3.7 3.7 4.8 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 6.2 4.6 6.2 4.7 5.8 5.8 5.8
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None Min Min Min Min Min
Act Effct Green (s) 11.4 30.4 5.0 24.0 43.1 20.2 20.2 20.2 Actuated g/C Ratio 0.10 0.25 0.04 0.20 0.36 0.17 0.17 0.17 v/c Ratio 2.02 1.00 1.05 0.67 5.17 0.53 2.53 0.87
Control Delay 509.9 86.7 180.4 46.2 1903.8 53.7 721.4 44.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 509.9 86.7 180.4 46.2 1903.8 53.7 721.4 44.9

LOS F F F D F D F D
Approach Delay 259.8 63.8 1903.8 455.8
Approach LOS F E F F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 5.17
Intersection Signal Delay: 662.6 Intersection LOS: F
Intersection Capacity Utilization 120.4% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 12: Haven Av. & Riverside Dr.

5.1-73
2535
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 12: Haven Av. & Riverside Dr. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 23
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 291 347 74 65 320 114 45 561 64 135 722 334 Future Volume (veh/h) 291 347 74 65 320 114 45 561 64 135 722 334 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.98 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 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 303 361 76 68 333 99 47 584 61 141 752 122 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 151 357 75 66 511 149 42 527 55 268 298 252
Arrive On Green 0.09 0.25 0.25 0.04 0.20 0.20 0.36 0.36 0.36 0.17 0.17 0.17 Sat Flow, veh/h 1594 1410 297 1594 2554 746 118 1467 153 1594 1772 1496 Grp Volume(v), veh/h 303 0 437 68 217 215 692 0 0 141 752 122 Grp Sat Flow(s),veh/h/ln 1594 0 1707 1594 1683 1617 1738 0 0 1594 1772 1496 Q Serve(g_s), s 11.4 0.0 30.4 5.0 14.2 14.7 43.1 0.0 0.0 9.7 20.2 8.9 Cycle Q Clear(g_c), s 11.4 0.0 30.4 5.0 14.2 14.7 43.1 0.0 0.0 9.7 20.2 8.9 Prop In Lane 1.00 0.17 1.00 0.46 0.07 0.09 1.00 1.00
Lane Grp Cap(c), veh/h 151 0 432 66 337 323 624 0 0 268 298 252 V/C Ratio(X) 2.00 0.00 1.01 1.02 0.65 0.66 1.11 0.00 0.00 0.53 2.52 0.48 Avail Cap(c_a), veh/h 151 0 432 66 337 323 624 0 0 268 298 252 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 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.3 0.0 44.8 57.5 44.1 44.3 38.5 0.0 0.0 45.5 49.9 45.2 Incr Delay (d2), s/veh 473.2 0.0 46.0 117.3 4.2 5.0 69.4 0.0 0.0 1.9 694.4 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 24.3 0.0 17.8 4.1 6.1 6.1 30.0 0.0 0.0 3.9 66.2 3.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 527.5 0.0 90.8 174.8 48.3 49.3 107.9 0.0 0.0 47.4 744.3 46.6 LnGrp LOS F A F F D D F A A D F D
Approach Vol, veh/h 740 500 692 1015
Approach Delay, s/veh 269.6 65.9 107.9 563.6
Approach LOS F E F F
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 47.8 9.6 36.6 26.0 16.0 30.2
Change Period (Y+Rc), s * 4.7 4.6 6.2 5.8 4.6 6.2
Max Green Setting (Gmax), s * 43 5.0 30.4 20.2 11.4 24.0 Max Q Clear Time (g_c+I1), s 45.1 7.0 32.4 22.2 13.4 16.7 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 1.3
Intersection Summary
HCM 6th Ctrl Delay 298.3
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.1-74
2536
Timings Rich Haven Specific Plan TA (JN:14822)
13: Haven Av. & Chino Av. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 24
Lane Group EBL EBT WBL WBT NBL NBT SBT Ø1
Lane Configurations
Traffic Volume (vph) 81 46 248 40 87 588 830
Future Volume (vph) 81 46 248 40 87 588 830
Turn Type Prot NA Prot NA Prot NA NA
Protected Phases 7 4 3 8 5 2 6 1
Permitted Phases
Detector Phase 7 4 3 8 5 2 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 10.0 5.0 Minimum Split (s) 9.6 22.4 9.6 22.8 9.6 22.8 21.7 9.6
Total Split (s) 14.0 27.2 9.6 22.8 21.0 73.6 62.2 9.6
Total Split (%) 11.7% 22.7% 8.0% 19.0% 17.5% 61.3% 51.8% 8% Yellow Time (s) 3.6 4.4 3.6 4.8 3.6 4.8 3.7 3.6
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 5.4 4.6 5.8 4.6 5.8 4.7
Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None Min Min None
Act Effct Green (s) 11.0 14.0 5.1 13.5 10.6 69.7 58.2
Actuated g/C Ratio 0.10 0.13 0.05 0.13 0.10 0.67 0.56
v/c Ratio 0.52 0.51 3.18 0.18 0.58 0.68 0.96
Control Delay 59.7 30.0 1027.2 47.3 61.3 14.7 45.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 59.7 30.0 1027.2 47.3 61.3 14.7 45.4

LOS E C F D E B D
Approach Delay 41.0 892.6 19.6 45.4
Approach LOS D F B D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 104.8
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 3.18
Intersection Signal Delay: 148.7 Intersection LOS: F
Intersection Capacity Utilization 93.0% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 13: Haven Av. & Chino Av.

5.1-75
2537
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 13: Haven Av. & Chino Av. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 25
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 81 46 89 248 40 0 87 588 145 0 830 52 Future Volume (veh/h) 81 46 89 248 40 0 87 588 145 0 830 52 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1870 1772 1870 1870 1870 1673 1772 1870 1870 1772 1772 Adj Flow Rate, veh/h 85 50 94 270 43 0 92 619 158 0 874 55 Peak Hour Factor 0.95 0.92 0.95 0.92 0.92 0.92 0.95 0.95 0.92 0.92 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 105 67 127 89 188 0 114 914 233 2 913 57
Arrive On Green 0.07 0.12 0.12 0.05 0.10 0.00 0.07 0.67 0.67 0.00 0.55 0.55 Sat Flow, veh/h 1594 581 1093 1781 1870 0 1594 1362 348 1781 1649 104 Grp Volume(v), veh/h 85 0 144 270 43 0 92 0 777 0 0 929 Grp Sat Flow(s),veh/h/ln 1594 0 1674 1781 1870 0 1594 0 1709 1781 0 1753 Q Serve(g_s), s 5.2 0.0 8.3 5.0 2.1 0.0 5.7 0.0 27.3 0.0 0.0 50.2 Cycle Q Clear(g_c), s 5.2 0.0 8.3 5.0 2.1 0.0 5.7 0.0 27.3 0.0 0.0 50.2 Prop In Lane 1.00 0.65 1.00 0.00 1.00 0.20 1.00 0.06
Lane Grp Cap(c), veh/h 105 0 194 89 188 0 114 0 1148 2 0 971 V/C Ratio(X) 0.81 0.00 0.74 3.02 0.23 0.00 0.81 0.00 0.68 0.00 0.00 0.96 Avail Cap(c_a), veh/h 150 0 366 89 319 0 262 0 1162 89 0 1011 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 0.00 1.00 0.00 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 45.9 0.0 42.6 47.4 41.3 0.0 45.6 0.0 9.9 0.0 0.0 21.1 Incr Delay (d2), s/veh 12.7 0.0 5.5 939.3 0.6 0.0 5.0 0.0 1.6 0.0 0.0 18.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 0.0 3.6 25.4 1.0 0.0 2.3 0.0 8.4 0.0 0.0 23.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 58.7 0.0 48.1 986.7 41.9 0.0 50.7 0.0 11.4 0.0 0.0 39.5 LnGrp LOS E A D F D A D A B A A D
Approach Vol, veh/h 229 313 869 929
Approach Delay, s/veh 52.0 856.9 15.6 39.5
Approach LOS D F B D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 0.0 72.7 9.6 17.4 11.7 61.0 11.2 15.8 Change Period (Y+Rc), s 4.6 5.8 4.6 * 5.8 4.6 * 5.8 4.6 5.8 Max Green Setting (Gmax), s 5.0 67.8 5.0 * 22 16.4 * 58 9.4 17.0 Max Q Clear Time (g_c+I1), s 0.0 29.3 7.0 10.3 7.7 52.2 7.2 4.1 Green Ext Time (p_c), s 0.0 6.1 0.0 0.5 0.1 3.1 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 141.2
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.1-76
2538
Timings Rich Haven Specific Plan TA (JN:14822)
14: Haven Av. & Schaefer av. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 26
Lane Group EBL EBR NBL NBT SBT
Lane Configurations
Traffic Volume (vph) 22 82 121 798 1138
Future Volume (vph) 22 82 121 798 1138
Turn Type Prot Perm Prot NA NA
Protected Phases 4 5 2 6
Permitted Phases 4
Detector Phase 4 4 5 2 6
Switch Phase
Minimum Initial (s) 10.0 10.0 5.0 10.0 10.0
Minimum Split (s) 27.8 27.8 9.6 15.8 29.8
Total Split (s) 34.0 34.0 34.0 86.0 52.0
Total Split (%) 28.3% 28.3% 28.3% 71.7% 43.3%
Yellow Time (s) 4.8 4.8 3.6 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 4.6 5.8 5.8
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Recall Mode None None None Min Min
Act Effct Green (s) 12.1 12.1 12.4 65.6 47.1
Actuated g/C Ratio 0.14 0.14 0.15 0.78 0.56
v/c Ratio 0.11 0.32 0.61 0.67 0.68
Control Delay 35.6 11.2 47.1 10.1 18.3
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 35.6 11.2 47.1 10.1 18.3

LOS D B D B B
Approach Delay 16.5 15.0 18.3
Approach LOS B B B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 84.2
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.68
Intersection Signal Delay: 16.8 Intersection LOS: B
Intersection Capacity Utilization 63.5% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 14: Haven Av. & Schaefer av.

5.1-77
2539
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 14: Haven Av. & Schaefer av. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 27
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 22 82 121 798 1138 20
Future Volume (veh/h) 22 82 121 798 1138 20
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1673 1772 1673 1772 1772 1772
Adj Flow Rate, veh/h 26 26 141 928 1323 23
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 157 148 177 1239 1764 31
Arrive On Green 0.10 0.10 0.11 0.70 0.51 0.51
Sat Flow, veh/h 1594 1502 1594 1772 3473 60
Grp Volume(v), veh/h 26 26 141 928 675 671
Grp Sat Flow(s),veh/h/ln 1594 1502 1594 1772 1772 1761
Q Serve(g_s), s 0.9 0.9 4.9 18.9 17.3 17.4
Cycle Q Clear(g_c), s 0.9 0.9 4.9 18.9 17.3 17.4
Prop In Lane 1.00 1.00 1.00 0.03
Lane Grp Cap(c), veh/h 157 148 177 1239 900 895
V/C Ratio(X) 0.17 0.18 0.80 0.75 0.75 0.75
Avail Cap(c_a), veh/h 785 739 818 2481 1429 1420
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 23.7 23.7 24.8 5.4 11.2 11.2
Incr Delay (d2), s/veh 0.5 0.6 3.1 0.9 1.3 1.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 0.8 1.8 2.7 5.0 4.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.2 24.3 28.0 6.4 12.5 12.5
LnGrp LOS C C C A B B
Approach Vol, veh/h 52 1069 1346
Approach Delay, s/veh 24.2 9.2 12.5
Approach LOS C A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 45.9 11.4 10.9 34.9
Change Period (Y+Rc), s 5.8 5.8 4.6 5.8
Max Green Setting (Gmax), s 80.2 28.2 29.4 46.2
Max Q Clear Time (g_c+I1), s 20.9 2.9 6.9 19.4
Green Ext Time (p_c), s 8.3 0.1 0.2 9.8
Intersection Summary
HCM 6th Ctrl Delay 11.3
HCM 6th LOS B

5.1-78
2540
Timings Rich Haven Specific Plan TA (JN:14822)
15: Haven Av. & Ontario Ranch Rd. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 28
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 291 1075 35 227 857 360 18 267 70 414 451 138 Future Volume (vph) 291 1075 35 227 857 360 18 267 70 414 451 138 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8 2 6
Detector Phase 7 4 4 3 8 8 5 2 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 29.2 29.2 9.6 34.5 34.5 9.6 47.8 47.8 9.6 45.8 45.8 Total Split (s) 16.0 35.2 35.2 15.3 34.5 34.5 10.7 49.5 49.5 20.0 58.8 58.8 Total Split (%) 13.3% 29.3% 29.3% 12.8% 28.8% 28.8% 8.9% 41.3% 41.3% 16.7% 49.0% 49.0% Yellow Time (s) 3.6 5.2 5.2 3.6 5.5 5.5 3.6 4.8 4.8 3.6 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 6.2 4.6 6.5 6.5 4.6 5.8 5.8 4.6 5.8 5.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Max Max None Max Max None None None None None None Act Effct Green (s) 11.5 29.4 29.4 10.6 28.3 28.3 5.6 23.7 23.7 15.5 40.0 40.0 Actuated g/C Ratio 0.11 0.29 0.29 0.11 0.28 0.28 0.06 0.24 0.24 0.15 0.40 0.40 v/c Ratio 1.71 0.74 0.07 0.77 0.46 0.55 0.22 0.69 0.16 1.80 0.69 0.22 Control Delay 374.5 37.0 0.2 62.2 32.0 6.9 55.6 43.2 0.7 405.1 31.6 4.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 374.5 37.0 0.2 62.2 32.0 6.9 55.6 43.2 0.7 405.1 31.6 4.3

LOS F D A E C A E D A F C A
Approach Delay 106.3 30.5 35.5 181.8
Approach LOS F C D F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 100.7
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.80
Intersection Signal Delay: 92.3 Intersection LOS: F
Intersection Capacity Utilization 89.5% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 15: Haven Av. & Ontario Ranch Rd.

5.1-79
2541
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 15: Haven Av. & Ontario Ranch Rd. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 29
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 291 1075 35 227 857 360 18 267 70 414 451 138 Future Volume (veh/h) 291 1075 35 227 857 360 18 267 70 414 451 138 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1575 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 310 1144 20 241 912 192 19 284 24 440 480 78 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 193 1697 479 298 2109 447 33 335 284 261 588 498 Arrive On Green 0.18 0.48 0.48 0.15 0.45 0.45 0.03 0.28 0.28 0.25 0.50 0.50 Sat Flow, veh/h 1594 5316 1502 3000 7088 1502 1594 1772 1502 1594 1772 1502 Grp Volume(v), veh/h 310 1144 20 241 912 192 19 284 24 440 480 78 Grp Sat Flow(s),veh/h/ln 1594 1772 1502 1500 1772 1502 1594 1772 1502 1594 1772 1502 Q Serve(g_s), s 11.4 15.6 0.7 7.3 8.3 8.2 1.1 14.2 1.1 15.4 21.6 2.7 Cycle Q Clear(g_c), s 11.4 15.6 0.7 7.3 8.3 8.2 1.1 14.2 1.1 15.4 21.6 2.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 193 1697 479 298 2109 447 33 335 284 261 588 498 V/C Ratio(X) 1.61 0.67 0.04 0.81 0.43 0.43 0.57 0.85 0.08 1.69 0.82 0.16 Avail Cap(c_a), veh/h 193 1697 479 341 2109 447 103 823 697 261 998 846 HCM Platoon Ratio 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.5 20.7 16.9 39.2 20.6 20.6 45.2 32.4 27.7 35.5 21.2 16.4 Incr Delay (d2), s/veh 295.2 2.2 0.2 10.4 0.6 3.0 5.7 5.9 0.1 325.2 2.8 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 19.7 5.2 0.2 2.8 3.0 2.8 0.5 5.7 0.4 28.6 6.8 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 333.7 22.9 17.0 49.6 21.2 23.6 50.8 38.4 27.9 360.7 24.0 16.6 LnGrp LOS F C B D C C D D C F C B
Approach Vol, veh/h 1474 1345 327 998
Approach Delay, s/veh 88.2 26.6 38.3 171.9
Approach LOS F C D F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 20.0 23.6 14.0 36.5 6.6 37.0 16.0 34.5 Change Period (Y+Rc), s 4.6 5.8 4.6 * 6.5 4.6 5.8 4.6 6.5 Max Green Setting (Gmax), s 15.4 43.7 10.7 * 29 6.1 53.0 11.4 28.0 Max Q Clear Time (g_c+I1), s 17.4 16.2 9.3 17.6 3.1 23.6 13.4 10.3 Green Ext Time (p_c), s 0.0 1.6 0.1 5.4 0.0 3.1 0.0 5.8 Intersection Summary
HCM 6th Ctrl Delay 84.4
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.1-80
2542
HCM 6th Roundabout Rich Haven Specific Plan TA (JN:14822) 16: Twinkle Av. & Chino Av. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 30
Intersection
Intersection Delay, s/veh 4.5
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 209 316 0 43
Demand Flow Rate, veh/h 213 323 0 44
Vehicles Circulating, veh/h 17 46 230 293
Vehicles Exiting, veh/h 320 184 0 76
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 4.0 4.9 0.0 4.0
Approach LOS A A - A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 213 323 0 44
Cap Entry Lane, veh/h 1356 1317 1091 1023
Entry HV Adj Factor 0.980 0.979 1.000 0.977
Flow Entry, veh/h 209 316 0 43
Cap Entry, veh/h 1329 1289 1091 1000
V/C Ratio 0.157 0.245 0.000 0.043
Control Delay, s/veh 4.0 4.9 3.3 4.0

LOS A A A A
95th %tile Queue, veh 1 1 0 0

5.1-81
2543
Timings Rich Haven Specific Plan TA (JN:14822)
17: Mill Creek Av. & Riverside Dr. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 31
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 93 273 215 290 130 18 166 58 14
Future Volume (vph) 93 273 215 290 130 18 166 58 14
Turn Type Prot NA Prot NA Split NA Perm Split NA
Protected Phases 7 4 3 8 2 2 6 6
Permitted Phases 2
Detector Phase 7 4 3 8 2 2 2 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.0 26.0 9.0 23.0 29.8 29.8 29.8 27.0 27.0 Total Split (s) 18.0 27.0 32.0 41.0 34.0 34.0 34.0 27.0 27.0 Total Split (%) 15.0% 22.5% 26.7% 34.2% 28.3% 28.3% 28.3% 22.5% 22.5% Yellow Time (s) 3.0 5.0 3.0 5.0 4.8 4.8 4.8 3.0 3.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 6.0 4.0 6.0 5.8 5.8 5.8 4.0 4.0 Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None Min Min Min Min Min
Act Effct Green (s) 9.5 14.6 16.3 23.9 13.9 13.9 13.9 12.4 12.4 Actuated g/C Ratio 0.12 0.19 0.21 0.31 0.18 0.18 0.18 0.16 0.16 v/c Ratio 0.51 0.64 0.69 0.40 0.49 0.06 0.43 0.25 0.24
Control Delay 46.7 31.2 42.3 21.9 38.4 31.9 9.3 35.9 16.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 46.7 31.2 42.3 21.9 38.4 31.9 9.3 35.9 16.2

LOS D C D C D C A D B
Approach Delay 34.1 29.0 22.6 25.6
Approach LOS C C C C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 78.1
Natural Cycle: 95
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.69
Intersection Signal Delay: 29.1 Intersection LOS: C
Intersection Capacity Utilization 54.3% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 17: Mill Creek Av. & Riverside Dr.

5.1-82
2544
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 17: Mill Creek Av. & Riverside Dr. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 32
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 93 273 131 215 290 113 130 18 166 58 14 50 Future Volume (veh/h) 93 273 131 215 290 113 130 18 166 58 14 50 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 99 290 86 229 309 72 138 19 103 62 15 32 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 123 440 128 274 731 168 263 292 247 277 86 183 Arrive On Green 0.08 0.17 0.17 0.17 0.26 0.26 0.16 0.16 0.16 0.17 0.17 0.17 Sat Flow, veh/h 1594 2633 765 1594 2789 640 1594 1772 1499 1594 495 1056 Grp Volume(v), veh/h 99 193 183 229 195 186 138 19 103 62 0 47 Grp Sat Flow(s),veh/h/ln 1594 1772 1626 1594 1772 1657 1594 1772 1499 1594 0 1550 Q Serve(g_s), s 3.8 6.3 6.5 8.5 5.6 5.7 4.9 0.6 3.8 2.1 0.0 1.6 Cycle Q Clear(g_c), s 3.8 6.3 6.5 8.5 5.6 5.7 4.9 0.6 3.8 2.1 0.0 1.6 Prop In Lane 1.00 0.47 1.00 0.39 1.00 1.00 1.00 0.68
Lane Grp Cap(c), veh/h 123 296 272 274 464 434 263 292 247 277 0 269 V/C Ratio(X) 0.81 0.65 0.67 0.83 0.42 0.43 0.53 0.07 0.42 0.22 0.00 0.17 Avail Cap(c_a), veh/h 363 606 556 727 1010 944 732 814 688 597 0 581 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 27.9 23.9 24.0 24.6 18.8 18.8 23.4 21.7 23.0 21.8 0.0 21.6 Incr Delay (d2), s/veh 4.6 2.4 2.9 2.6 0.6 0.7 1.6 0.1 1.1 0.4 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 2.5 2.4 3.0 2.0 1.9 1.7 0.2 1.2 0.8 0.0 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.5 26.3 26.9 27.1 19.4 19.5 25.1 21.7 24.1 22.2 0.0 21.9 LnGrp LOS C C C C B B C C C C A C
Approach Vol, veh/h 475 610 260 109
Approach Delay, s/veh 27.8 22.3 24.5 22.1
Approach LOS C C C C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 15.9 14.6 16.3 14.7 8.7 22.1
Change Period (Y+Rc), s 5.8 4.0 6.0 4.0 4.0 6.0
Max Green Setting (Gmax), s 28.2 28.0 21.0 23.0 14.0 35.0 Max Q Clear Time (g_c+I1), s 6.9 10.5 8.5 4.1 5.8 7.7
Green Ext Time (p_c), s 0.7 0.3 1.5 0.3 0.1 2.0
Intersection Summary
HCM 6th Ctrl Delay 24.5
HCM 6th LOS C

5.1-83
2545
Timings Rich Haven Specific Plan TA (JN:14822)
18: Mill Creek Av. & Chino Av. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 33
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 72 88 6 149 20 129 9 84
Future Volume (vph) 72 88 6 149 20 129 9 84
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 6
Detector Phase 4 4 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 23.8 23.8 23.8 23.8 23.8 23.8 23.8 23.8 Total Split (s) 40.0 40.0 40.0 40.0 80.0 80.0 80.0 80.0 Total Split (%) 33.3% 33.3% 33.3% 33.3% 66.7% 66.7% 66.7% 66.7% Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None None Min Min Min Min
Act Effct Green (s) 11.5 11.5 11.5 11.5 21.7 21.7 21.7 21.7 Actuated g/C Ratio 0.25 0.25 0.25 0.25 0.48 0.48 0.48 0.48 v/c Ratio 0.27 0.22 0.07 0.47 0.06 0.66 0.12 0.54
Control Delay 17.9 15.9 15.7 18.3 7.2 13.3 8.1 10.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 17.9 15.9 15.7 18.3 7.2 13.3 8.1 10.6

LOS B B B B A B A B
Approach Delay 16.8 18.0 13.0 10.4
Approach LOS B B B B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 45.4
Natural Cycle: 55
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.66
Intersection Signal Delay: 13.4 Intersection LOS: B
Intersection Capacity Utilization 44.0% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 18: Mill Creek Av. & Chino Av.

5.1-84
2546
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 18: Mill Creek Av. & Chino Av. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 34
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 72 88 7 6 149 14 20 129 16 9 84 122 Future Volume (veh/h) 72 88 7 6 149 14 20 129 16 9 84 122 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 78 96 5 24 162 32 22 516 36 36 336 57 Peak Hour Factor 0.92 0.92 0.92 0.25 0.92 0.25 0.92 0.25 0.25 0.25 0.25 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 379 403 21 455 347 69 477 729 51 367 657 112 Arrive On Green 0.23 0.23 0.23 0.23 0.23 0.23 0.42 0.42 0.42 0.42 0.42 0.42 Sat Flow, veh/h 1189 1762 92 1294 1517 300 991 1728 121 856 1558 264 Grp Volume(v), veh/h 78 0 101 24 0 194 22 0 552 36 0 393 Grp Sat Flow(s),veh/h/ln 1189 0 1854 1294 0 1816 991 0 1849 856 0 1823 Q Serve(g_s), s 2.0 0.0 1.5 0.5 0.0 3.1 0.6 0.0 8.2 1.2 0.0 5.3 Cycle Q Clear(g_c), s 5.1 0.0 1.5 2.0 0.0 3.1 5.8 0.0 8.2 9.4 0.0 5.3 Prop In Lane 1.00 0.05 1.00 0.16 1.00 0.07 1.00 0.15
Lane Grp Cap(c), veh/h 379 0 424 455 0 416 477 0 780 367 0 769 V/C Ratio(X) 0.21 0.00 0.24 0.05 0.00 0.47 0.05 0.00 0.71 0.10 0.00 0.51 Avail Cap(c_a), veh/h 1331 0 1908 1491 0 1870 2273 0 4129 1918 0 4071 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 13.2 0.0 10.4 11.3 0.0 11.1 9.2 0.0 7.9 11.8 0.0 7.1 Incr Delay (d2), s/veh 0.3 0.0 0.3 0.0 0.0 0.8 0.0 0.0 1.2 0.1 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.4 0.1 0.0 0.9 0.1 0.0 1.7 0.2 0.0 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.5 0.0 10.7 11.3 0.0 11.9 9.3 0.0 9.1 11.9 0.0 7.6 LnGrp LOS B A B B A B A A A B A A
Approach Vol, veh/h 179 218 574 429
Approach Delay, s/veh 11.9 11.8 9.1 8.0
Approach LOS B B A A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 19.8 13.4 19.8 13.4
Change Period (Y+Rc), s 5.8 5.8 5.8 5.8
Max Green Setting (Gmax), s 74.2 34.2 74.2 34.2
Max Q Clear Time (g_c+I1), s 10.2 7.1 11.4 5.1
Green Ext Time (p_c), s 3.8 0.7 2.6 1.1
Intersection Summary
HCM 6th Ctrl Delay 9.5
HCM 6th LOS A

5.1-85
2547
Timings Rich Haven Specific Plan TA (JN:14822)
19: Mill Creek Av. & Cantu Galleano Ranch Rd. 10/06/2022 E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 35
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 45 250 90 316 139 24 275 41
Future Volume (vph) 45 250 90 316 139 24 275 41
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases
Detector Phase 7 4 3 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 23.5 9.6 23.5 9.6 27.8 9.6 27.8
Total Split (s) 15.0 26.0 20.0 31.0 26.0 32.0 42.0 48.0 Total Split (%) 12.5% 21.7% 16.7% 25.8% 21.7% 26.7% 35.0% 40.0% Yellow Time (s) 3.6 5.5 3.6 5.5 3.6 4.8 3.6 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 6.5 4.6 6.5 4.6 5.8 4.6 5.8
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None Min None Min
Act Effct Green (s) 7.0 12.4 9.0 16.5 11.2 12.3 17.4 18.5 Actuated g/C Ratio 0.10 0.17 0.13 0.23 0.16 0.17 0.25 0.26 v/c Ratio 0.28 0.52 0.44 0.42 0.54 0.30 0.69 0.27
Control Delay 39.8 22.8 39.8 22.5 38.9 14.4 35.5 11.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 39.8 22.8 39.8 22.5 38.9 14.4 35.5 11.7

LOS D C D C D B D B
Approach Delay 24.4 25.3 28.8 28.2
Approach LOS C C C C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 71
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.69
Intersection Signal Delay: 26.2 Intersection LOS: C
Intersection Capacity Utilization 55.7% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 19: Mill Creek Av. & Cantu Galleano Ranch Rd.

5.1-86
2548
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 19: Mill Creek Av. & Cantu Galleano Ranch Rd. 10/06/2022 E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 36
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 45 250 198 90 316 150 139 24 74 275 41 81 Future Volume (veh/h) 45 250 198 90 316 150 139 24 74 275 41 81 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 49 272 128 98 343 98 151 26 53 299 45 61 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 84 611 266 127 794 217 195 96 196 358 192 261 Arrive On Green 0.05 0.18 0.18 0.07 0.20 0.20 0.11 0.18 0.18 0.20 0.27 0.27 Sat Flow, veh/h 1781 3485 1517 1781 3988 1090 1781 549 1120 1781 719 975 Grp Volume(v), veh/h 49 265 135 98 290 151 151 0 79 299 0 106 Grp Sat Flow(s),veh/h/ln 1781 1702 1597 1781 1702 1674 1781 0 1669 1781 0 1695 Q Serve(g_s), s 1.5 4.0 4.3 3.1 4.3 4.5 4.7 0.0 2.3 9.2 0.0 2.8 Cycle Q Clear(g_c), s 1.5 4.0 4.3 3.1 4.3 4.5 4.7 0.0 2.3 9.2 0.0 2.8 Prop In Lane 1.00 0.95 1.00 0.65 1.00 0.67 1.00 0.58
Lane Grp Cap(c), veh/h 84 597 280 127 678 333 195 0 293 358 0 453 V/C Ratio(X) 0.58 0.44 0.48 0.77 0.43 0.45 0.78 0.00 0.27 0.83 0.00 0.23 Avail Cap(c_a), veh/h 325 1164 546 481 1462 719 668 0 767 1168 0 1254 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 26.6 21.0 21.2 26.0 20.0 20.1 24.7 0.0 20.4 21.9 0.0 16.3 Incr Delay (d2), s/veh 2.3 0.5 1.3 3.7 0.4 1.0 2.5 0.0 0.5 2.0 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 1.3 1.4 1.2 1.4 1.5 1.9 0.0 0.8 3.5 0.0 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.0 21.6 22.5 29.8 20.4 21.1 27.2 0.0 20.8 23.8 0.0 16.6 LnGrp LOS C C C C C C C A C C A B
Approach Vol, veh/h 449 539 230 405
Approach Delay, s/veh 22.6 22.3 25.0 21.9
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 16.1 15.8 8.7 16.5 10.8 21.0 7.3 17.9 Change Period (Y+Rc), s 4.6 5.8 4.6 6.5 4.6 5.8 4.6 6.5 Max Green Setting (Gmax), s 37.4 26.2 15.4 19.5 21.4 42.2 10.4 24.5 Max Q Clear Time (g_c+I1), s 11.2 4.3 5.1 6.3 6.7 4.8 3.5 6.5 Green Ext Time (p_c), s 0.4 0.3 0.1 1.7 0.1 0.6 0.0 2.2 Intersection Summary
HCM 6th Ctrl Delay 22.7
HCM 6th LOS C

5.1-87
2549
Timings Rich Haven Specific Plan TA (JN:14822)
20: Milliken Av. & SR-60 WB Ramps 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 37
Lane Group WBT WBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 4 319 359 807 1051 518
Future Volume (vph) 4 319 359 807 1051 518
Turn Type NA Perm Prot NA NA Perm
Protected Phases 8 5 2 6
Permitted Phases 8 6
Detector Phase 8 8 5 2 6 6
Switch Phase
Minimum Initial (s) 10.0 10.0 5.0 10.0 10.0 10.0
Minimum Split (s) 16.2 16.2 9.6 16.2 16.2 16.2
Total Split (s) 24.0 24.0 27.0 66.0 39.0 39.0
Total Split (%) 26.7% 26.7% 30.0% 73.3% 43.3% 43.3%
Yellow Time (s) 5.2 5.2 3.6 5.2 5.2 5.2
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.2 6.2 4.6 6.2 6.2 6.2
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None Min Min Min
Act Effct Green (s) 15.6 15.6 20.3 55.7 30.7 30.7
Actuated g/C Ratio 0.19 0.19 0.24 0.66 0.37 0.37
v/c Ratio 0.75 0.72 0.88 0.34 0.80 0.59
Control Delay 49.1 22.6 54.2 6.7 29.9 4.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 49.1 22.6 54.2 6.7 29.9 4.9

LOS D C D A C A
Approach Delay 34.0 21.3 21.6
Approach LOS C C C
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 83.9
Natural Cycle: 75
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.88
Intersection Signal Delay: 23.6 Intersection LOS: C
Intersection Capacity Utilization 79.4% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 20: Milliken Av. & SR-60 WB Ramps

5.1-88
2550
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 20: Milliken Av. & SR-60 WB Ramps 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 38
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 235 4 319 359 807 0 0 1051 518 Future Volume (veh/h) 0 0 0 235 4 319 359 807 0 0 1051 518 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
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 245 4 156 374 841 0 0 1095 456
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 303 5 274 416 2483 0 0 1383 586
Arrive On Green 0.17 0.17 0.17 0.23 0.66 0.00 0.00 0.37 0.37 Sat Flow, veh/h 1754 29 1585 1781 3741 0 0 3741 1585
Grp Volume(v), veh/h 249 0 156 374 841 0 0 1095 456
Grp Sat Flow(s),veh/h/ln 1783 0 1585 1781 1870 0 0 1870 1585 Q Serve(g_s), s 10.2 0.0 6.8 15.4 7.4 0.0 0.0 19.8 19.3 Cycle Q Clear(g_c), s 10.2 0.0 6.8 15.4 7.4 0.0 0.0 19.8 19.3 Prop In Lane 0.98 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 308 0 274 416 2483 0 0 1383 586
V/C Ratio(X) 0.81 0.00 0.57 0.90 0.34 0.00 0.00 0.79 0.78 Avail Cap(c_a), veh/h 418 0 372 526 2950 0 0 1618 686
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 30.2 0.0 28.8 28.2 5.5 0.0 0.0 21.3 21.2 Incr Delay (d2), s/veh 8.3 0.0 1.9 13.8 0.1 0.0 0.0 2.4 4.9 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 4.7 0.0 2.5 7.4 1.8 0.0 0.0 7.8 6.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.4 0.0 30.7 42.0 5.6 0.0 0.0 23.7 26.0 LnGrp LOS D A C D A A A C C
Approach Vol, veh/h 405 1215 1551
Approach Delay, s/veh 35.4 16.8 24.4
Approach LOS D B C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 56.5 22.3 34.2 19.3
Change Period (Y+Rc), s 6.2 4.6 6.2 6.2
Max Green Setting (Gmax), s 59.8 22.4 32.8 17.8
Max Q Clear Time (g_c+I1), s 9.4 17.4 21.8 12.2
Green Ext Time (p_c), s 6.1 0.3 6.2 0.9
Intersection Summary
HCM 6th Ctrl Delay 22.9
HCM 6th LOS C

5.1-89
2551
Timings Rich Haven Specific Plan TA (JN:14822)
21: Milliken Av. & SR-60 EB Ramps 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 39
Lane Group EBL EBT NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 263 4 894 223 1062
Future Volume (vph) 263 4 894 223 1062
Turn Type Perm NA NA Prot NA
Protected Phases 4 2 1 6
Permitted Phases 4
Detector Phase 4 4 2 1 6
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 5.0 10.0
Minimum Split (s) 16.2 16.2 23.2 9.6 16.2
Total Split (s) 29.6 29.6 39.6 20.8 60.4
Total Split (%) 32.9% 32.9% 44.0% 23.1% 67.1%
Yellow Time (s) 5.2 5.2 5.2 3.6 5.2
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.2 6.2 6.2 4.6 6.2
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode None None Min None Min
Act Effct Green (s) 19.8 19.8 30.5 14.0 49.2
Actuated g/C Ratio 0.24 0.24 0.37 0.17 0.60
v/c Ratio 0.58 0.84 0.87 0.77 0.49
Control Delay 34.2 40.4 31.6 51.8 10.4
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 34.2 40.4 31.6 51.8 10.4

LOS C D C D B
Approach Delay 38.0 31.6 17.6
Approach LOS D C B
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 81.7
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.87
Intersection Signal Delay: 26.9 Intersection LOS: C
Intersection Capacity Utilization 79.4% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 21: Milliken Av. & SR-60 EB Ramps

5.1-90
2552
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 21: Milliken Av. & SR-60 EB Ramps 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 40
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 263 4 340 0 0 0 0 894 251 223 1062 0 Future Volume (veh/h) 263 4 340 0 0 0 0 894 251 223 1062 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
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 233 62 187 0 931 136 232 1106 0
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Cap, veh/h 357 82 248 0 1197 175 281 2263 0
Arrive On Green 0.20 0.20 0.20 0.00 0.38 0.38 0.16 0.60 0.00 Sat Flow, veh/h 1781 410 1237 0 3191 466 1781 3741 0
Grp Volume(v), veh/h 233 0 249 0 546 521 232 1106 0
Grp Sat Flow(s),veh/h/ln 1781 0 1648 0 1870 1786 1781 1870 0 Q Serve(g_s), s 7.7 0.0 9.1 0.0 16.4 16.4 8.0 10.6 0.0
Cycle Q Clear(g_c), s 7.7 0.0 9.1 0.0 16.4 16.4 8.0 10.6 0.0 Prop In Lane 1.00 0.75 0.00 0.26 1.00 0.00
Lane Grp Cap(c), veh/h 357 0 330 0 702 670 281 2263 0
V/C Ratio(X) 0.65 0.00 0.76 0.00 0.78 0.78 0.83 0.49 0.00 Avail Cap(c_a), veh/h 655 0 606 0 982 938 454 3187 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 23.4 0.0 24.0 0.0 17.5 17.5 26.0 7.0 0.0 Incr Delay (d2), s/veh 2.0 0.0 3.5 0.0 2.7 2.8 3.0 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.0 0.0 3.4 0.0 6.1 5.8 3.2 2.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.4 0.0 27.5 0.0 20.2 20.3 28.9 7.2 0.0 LnGrp LOS C A C A C C C A A
Approach Vol, veh/h 482 1067 1338
Approach Delay, s/veh 26.5 20.3 11.0
Approach LOS C C B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 14.6 30.1 18.9 44.7
Change Period (Y+Rc), s 4.6 6.2 6.2 6.2
Max Green Setting (Gmax), s 16.2 33.4 23.4 54.2
Max Q Clear Time (g_c+I1), s 10.0 18.4 11.1 12.6
Green Ext Time (p_c), s 0.2 5.5 1.7 8.8
Intersection Summary
HCM 6th Ctrl Delay 17.0
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

5.1-91
2553
Timings Rich Haven Specific Plan TA (JN:14822)
22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 41
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 208 146 80 169 160 149 703 49 212 920 Future Volume (vph) 208 146 80 169 160 149 703 49 212 920 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 8 2
Detector Phase 7 4 3 8 8 5 2 2 1 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 Minimum Split (s) 9.6 16.2 9.6 16.2 16.2 9.6 35.2 35.2 9.6 16.2 Total Split (s) 24.0 31.0 13.0 20.0 20.0 19.0 46.8 46.8 29.2 57.0 Total Split (%) 20.0% 25.8% 10.8% 16.7% 16.7% 15.8% 39.0% 39.0% 24.3% 47.5% Yellow Time (s) 3.6 5.2 3.6 5.2 5.2 3.6 5.2 5.2 3.6 5.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 4.6 6.2 6.2 4.6 6.2 6.2 4.6 6.2 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Min Min None Min Act Effct Green (s) 18.2 23.6 8.1 13.5 13.5 13.5 42.1 42.1 19.9 48.4 Actuated g/C Ratio 0.16 0.20 0.07 0.12 0.12 0.12 0.36 0.36 0.17 0.42 v/c Ratio 0.88 0.87 0.76 0.86 0.48 0.85 0.61 0.08 0.82 0.93 Control Delay 82.2 63.6 94.3 87.4 9.0 87.5 33.4 0.2 70.1 44.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 82.2 63.6 94.3 87.4 9.0 87.5 33.4 0.2 70.1 44.2

LOS F E F F A F C A E D
Approach Delay 71.3 58.1 40.5 48.0
Approach LOS E E D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 115.4
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.93
Intersection Signal Delay: 50.8 Intersection LOS: D
Intersection Capacity Utilization 87.1% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 22: Hamner Av./Milliken Av. & Riverside Dr.

5.1-92
2554
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 42
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 208 146 148 80 169 160 149 703 49 212 920 299 Future Volume (veh/h) 208 146 148 80 169 160 149 703 49 212 920 299 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 219 154 82 84 178 89 157 740 31 223 968 168 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 247 228 121 104 213 181 184 1182 526 252 1127 195 Arrive On Green 0.16 0.21 0.21 0.07 0.12 0.12 0.12 0.35 0.35 0.16 0.39 0.39 Sat Flow, veh/h 1594 1082 576 1594 1772 1502 1594 3367 1499 1594 2862 496 Grp Volume(v), veh/h 219 0 236 84 178 89 157 740 31 223 569 567 Grp Sat Flow(s),veh/h/ln 1594 0 1658 1594 1772 1502 1594 1683 1499 1594 1683 1675 Q Serve(g_s), s 13.5 0.0 13.2 5.2 9.9 5.6 9.7 18.4 1.4 13.8 31.1 31.2 Cycle Q Clear(g_c), s 13.5 0.0 13.2 5.2 9.9 5.6 9.7 18.4 1.4 13.8 31.1 31.2 Prop In Lane 1.00 0.35 1.00 1.00 1.00 1.00 1.00 0.30
Lane Grp Cap(c), veh/h 247 0 349 104 213 181 184 1182 526 252 663 660 V/C Ratio(X) 0.89 0.00 0.68 0.81 0.84 0.49 0.85 0.63 0.06 0.88 0.86 0.86 Avail Cap(c_a), veh/h 308 0 409 133 243 206 228 1361 606 390 851 847 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 41.6 0.0 36.5 46.3 43.2 41.3 43.6 27.1 21.6 41.4 27.9 27.9 Incr Delay (d2), s/veh 19.2 0.0 3.5 19.3 19.6 2.1 18.7 0.7 0.0 9.6 7.1 7.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.3 0.0 5.4 2.5 5.3 2.1 4.6 6.9 0.5 5.8 12.6 12.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.8 0.0 40.1 65.6 62.8 43.4 62.3 27.8 21.6 51.0 35.0 35.1 LnGrp LOS E A D E E D E C C D C D
Approach Vol, veh/h 455 351 928 1359
Approach Delay, s/veh 50.0 58.6 33.5 37.7
Approach LOS D E C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 20.5 41.5 11.1 27.3 16.2 45.8 20.2 18.3 Change Period (Y+Rc), s 4.6 6.2 4.6 6.2 4.6 6.2 4.6 6.2 Max Green Setting (Gmax), s 24.6 40.6 8.4 24.8 14.4 50.8 19.4 13.8 Max Q Clear Time (g_c+I1), s 15.8 20.4 7.2 15.2 11.7 33.2 15.5 11.9 Green Ext Time (p_c), s 0.2 4.5 0.0 0.8 0.0 6.4 0.1 0.2 Intersection Summary
HCM 6th Ctrl Delay 40.6
HCM 6th LOS D

5.1-93
2555
HCM 6th TWSC Rich Haven Specific Plan TA (JN:14822)
23: Hamner Av. & Chino Av. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 43
Intersection
Int Delay, s/veh 3.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 73 46 73 811 1028 103
Future Vol, veh/h 73 46 73 811 1028 103
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 2 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 91 91 91 91 91 91
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 80 51 80 891 1130 113
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1793 1187 1243 0 - 0
Stage 1 1187 - - - - -
Stage 2 606 - - - - -
Critical Hdwy 6.63 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.83 - - - - -
Follow-up Hdwy 3.519 3.319 2.219 - - -
Pot Cap-1 Maneuver ~ 80 229 558 - - -
Stage 1 289 - - - - -
Stage 2 508 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 57 229 558 - - -
Mov Cap-2 Maneuver 186 - - - - -
Stage 1 207 - - - - -
Stage 2 508 - - - - -
Approach EB NB SB
HCM Control Delay, s 51.2 2.4 0

HCM LOS F
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 558 - 201 - -
HCM Lane V/C Ratio 0.144 - 0.651 - -
HCM Control Delay (s) 12.5 1.5 51.2 - -
HCM Lane LOS B A F - -
HCM 95th %tile Q(veh) 0.5 - 3.9 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

5.1-94
2556
Timings Rich Haven Specific Plan TA (JN:14822)
24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 44
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 224 1135 424 1148 198 356 397 328 286 523 187 Future Volume (vph) 224 1135 424 1148 198 356 397 328 286 523 187 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 8 2 6
Detector Phase 7 4 3 8 8 5 2 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.6 48.5 9.6 48.5 48.5 9.6 46.2 46.2 9.6 46.2 46.2 Total Split (s) 12.9 48.5 13.0 48.6 48.6 12.0 47.5 47.5 11.0 46.5 46.5 Total Split (%) 10.8% 40.4% 10.8% 40.5% 40.5% 10.0% 39.6% 39.6% 9.2% 38.8% 38.8% Yellow Time (s) 3.6 5.5 3.6 5.5 5.5 3.6 5.2 5.2 3.6 5.2 5.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.5 4.6 6.5 6.5 4.6 6.2 6.2 4.6 6.2 6.2 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Min Min None Min Min Act Effct Green (s) 8.4 40.3 8.5 40.4 40.4 7.5 24.6 24.6 6.5 23.6 23.6 Actuated g/C Ratio 0.08 0.40 0.08 0.40 0.40 0.07 0.24 0.24 0.06 0.23 0.23 v/c Ratio 0.83 0.61 1.55 0.85 0.28 1.48 0.34 0.67 1.37 0.67 0.39 Control Delay 71.8 25.4 297.3 36.3 7.2 269.4 32.3 24.0 231.5 39.6 9.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 71.8 25.4 297.3 36.3 7.2 269.4 32.3 24.0 231.5 39.6 9.5

LOS E C F D A F C C F D A
Approach Delay 31.6 95.6 107.8 89.0
Approach LOS C F F F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 102
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.55
Intersection Signal Delay: 77.4 Intersection LOS: E
Intersection Capacity Utilization 81.0% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 24: Hamner Av. & Cantu Galleano Ranch Rd.

5.1-95
2557
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 45
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 224 1135 315 424 1148 198 356 397 328 286 523 187 Future Volume (veh/h) 224 1135 315 424 1148 198 356 397 328 286 523 187 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 233 1182 172 442 1196 128 371 414 186 298 545 112 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 302 2231 323 312 1397 623 275 1100 341 238 727 324 Arrive On Green 0.09 0.39 0.39 0.09 0.39 0.39 0.08 0.22 0.22 0.07 0.20 0.20 Sat Flow, veh/h 3456 5720 827 3456 3554 1585 3456 5106 1585 3456 3554 1585 Grp Volume(v), veh/h 233 996 358 442 1196 128 371 414 186 298 545 112 Grp Sat Flow(s),veh/h/ln 1728 1609 1721 1728 1777 1585 1728 1702 1585 1728 1777 1585 Q Serve(g_s), s 6.1 14.8 14.9 8.4 28.6 5.0 7.4 6.4 9.7 6.4 13.4 5.6 Cycle Q Clear(g_c), s 6.1 14.8 14.9 8.4 28.6 5.0 7.4 6.4 9.7 6.4 13.4 5.6 Prop In Lane 1.00 0.48 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 302 1882 671 312 1397 623 275 1100 341 238 727 324 V/C Ratio(X) 0.77 0.53 0.53 1.42 0.86 0.21 1.35 0.38 0.54 1.25 0.75 0.35 Avail Cap(c_a), veh/h 308 2179 777 312 1608 717 275 2267 704 238 1540 687 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.5 21.8 21.8 42.3 25.8 18.6 42.8 31.2 32.4 43.3 34.7 31.7 Incr Delay (d2), s/veh 10.1 0.2 0.7 205.3 4.3 0.2 179.5 0.2 1.4 143.7 1.6 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 5.0 5.4 12.2 11.4 1.6 9.8 2.5 3.6 7.3 5.5 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 51.7 22.0 22.5 247.6 30.1 18.8 222.3 31.4 33.8 187.0 36.3 32.3 LnGrp LOS D C C F C B F C C F D C
Approach Vol, veh/h 1587 1766 971 955
Approach Delay, s/veh 26.5 83.7 104.8 82.9
Approach LOS C F F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.0 26.2 13.0 42.8 12.0 25.2 12.7 43.1 Change Period (Y+Rc), s 4.6 6.2 4.6 6.5 4.6 6.2 4.6 6.5 Max Green Setting (Gmax), s 6.4 41.3 8.4 42.0 7.4 40.3 8.3 42.1 Max Q Clear Time (g_c+I1), s 8.4 11.7 10.4 16.9 9.4 15.4 8.1 30.6 Green Ext Time (p_c), s 0.0 3.2 0.0 9.0 0.0 3.6 0.0 5.9 Intersection Summary
HCM 6th Ctrl Delay 70.2
HCM 6th LOS E

5.1-96
2558
Timings Rich Haven Specific Plan TA (JN:14822)
25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 46
Lane Group EBT EBR WBT WBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 1385 596 920 137 290 1 1413
Future Volume (vph) 1385 596 920 137 290 1 1413
Turn Type NA Perm NA Free Perm NA Perm
Protected Phases 2 6 4
Permitted Phases 2 Free 4 4
Detector Phase 2 2 6 4 4 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5
Total Split (s) 47.0 47.0 47.0 73.0 73.0 73.0
Total Split (%) 39.2% 39.2% 39.2% 60.8% 60.8% 60.8%
Yellow Time (s) 5.8 5.8 5.8 4.5 4.5 4.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.8 6.8 6.8 5.5 5.5 5.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode C-Min C-Min C-Min Min Min Min
Act Effct Green (s) 40.7 40.7 40.7 120.0 67.0 67.0 67.0 Actuated g/C Ratio 0.34 0.34 0.34 1.00 0.56 0.56 0.56
v/c Ratio 0.87 0.70 0.83 0.05 0.30 0.96 0.92
Control Delay 44.1 8.9 50.2 0.0 15.1 49.4 40.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 44.1 8.9 50.2 0.0 15.1 49.4 40.0

LOS D A D A B D D
Approach Delay 33.5 43.7 40.1
Approach LOS C D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 113.2 (94%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.96
Intersection Signal Delay: 38.2 Intersection LOS: D
Intersection Capacity Utilization 94.0% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 25: I-15 SB Ramps & Cantu Galleano Ranch Rd.

5.1-97
2559
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 47
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1385 596 0 920 137 0 0 0 290 1 1413 Future Volume (veh/h) 0 1385 596 0 920 137 0 0 0 290 1 1413 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
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 0 1870 1870 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 1505 0 0 1000 0 210 0 1323
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 0 2 2 2 2 2
Cap, veh/h 0 2232 0 1553 820 0 1460
Arrive On Green 0.00 0.44 0.00 0.00 0.87 0.00 0.46 0.00 0.46 Sat Flow, veh/h 0 5274 1585 0 3647 2790 1781 0 3170
Grp Volume(v), veh/h 0 1505 0 0 1000 0 210 0 1323
Grp Sat Flow(s),veh/h/ln 0 1702 1585 0 1777 1395 1781 0 1585 Q Serve(g_s), s 0.0 28.2 0.0 0.0 9.7 0.0 8.7 0.0 46.4
Cycle Q Clear(g_c), s 0.0 28.2 0.0 0.0 9.7 0.0 8.7 0.0 46.4 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2232 0 1553 820 0 1460
V/C Ratio(X) 0.00 0.67 0.00 0.64 0.26 0.00 0.91
Avail Cap(c_a), veh/h 0 2232 0 1553 1002 0 1783
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.62 0.00 0.00 0.80 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 27.0 0.0 0.0 4.9 0.0 19.8 0.0 30.0 Incr Delay (d2), s/veh 0.0 1.0 0.0 0.0 1.7 0.0 0.2 0.0 6.2 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 0.0 10.7 0.0 0.0 2.1 0.0 3.5 0.0 17.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 28.0 0.0 0.0 6.5 0.0 20.0 0.0 36.2 LnGrp LOS A C A A B A D
Approach Vol, veh/h 1505 A 1000 A 1533
Approach Delay, s/veh 28.0 6.5 34.0
Approach LOS C A C
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 59.2 60.8 59.2
Change Period (Y+Rc), s 6.8 5.5 6.8
Max Green Setting (Gmax), s 40.2 67.5 40.2
Max Q Clear Time (g_c+I1), s 30.2 48.4 11.7
Green Ext Time (p_c), s 6.2 6.9 6.8
Intersection Summary
HCM 6th Ctrl Delay 24.9
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay.

5.1-98
2560
Timings Rich Haven Specific Plan TA (JN:14822)
26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 48
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 762 950 219 443 593 154
Future Volume (vph) 762 950 219 443 593 154
Turn Type NA Perm Prot NA Prot Perm
Protected Phases 2 1 6 8
Permitted Phases 2 8
Detector Phase 2 2 1 6 8 8
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 61.3 61.3 11.0 22.5 22.5 22.5
Total Split (s) 74.0 74.0 15.0 89.0 31.0 31.0
Total Split (%) 61.7% 61.7% 12.5% 74.2% 25.8% 25.8%
Yellow Time (s) 5.8 5.8 4.0 5.8 4.5 4.5
All-Red Time (s) 1.5 1.5 2.0 1.5 1.5 1.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 7.3 7.3 6.0 7.3 6.0 6.0
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Recall Mode C-Min C-Min None C-Min Min Min
Act Effct Green (s) 62.5 62.5 11.6 80.2 26.5 26.5
Actuated g/C Ratio 0.52 0.52 0.10 0.67 0.22 0.22
v/c Ratio 0.31 0.85 0.72 0.14 0.87 0.34
Control Delay 23.1 33.8 65.8 7.5 58.2 8.5
Queue Delay 0.0 2.2 0.0 0.0 0.0 0.0
Total Delay 23.1 36.0 65.8 7.5 58.2 8.5

LOS C D E A E A
Approach Delay 30.3 26.8 49.0
Approach LOS C C D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow, Master Intersection Natural Cycle: 95
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.87
Intersection Signal Delay: 34.0 Intersection LOS: C
Intersection Capacity Utilization 76.2% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 26: I-15 NB Ramps & Cantu Galleano Ranch Rd.

5.1-99
2561
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 49
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 762 950 219 443 593 154
Future Volume (veh/h) 762 950 219 443 593 154
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 828 598 238 482 645 85
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 2888 897 259 3526 707 315
Arrive On Green 0.94 0.94 0.08 0.69 0.20 0.20
Sat Flow, veh/h 5274 1585 3456 5274 3563 1585
Grp Volume(v), veh/h 828 598 238 482 645 85
Grp Sat Flow(s),veh/h/ln 1702 1585 1728 1702 1781 1585
Q Serve(g_s), s 1.5 6.8 8.2 3.9 21.3 5.4
Cycle Q Clear(g_c), s 1.5 6.8 8.2 3.9 21.3 5.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 2888 897 259 3526 707 315
V/C Ratio(X) 0.29 0.67 0.92 0.14 0.91 0.27
Avail Cap(c_a), veh/h 2888 897 259 3526 742 330
HCM Platoon Ratio 1.67 1.67 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.53 0.53 0.93 0.93 1.00 1.00
Uniform Delay (d), s/veh 1.5 1.6 55.1 6.3 47.1 40.7
Incr Delay (d2), s/veh 0.1 2.1 33.2 0.1 15.1 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 1.4 4.6 1.1 10.6 2.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 1.6 3.7 88.4 6.4 62.2 41.2
LnGrp LOS A A F A E D
Approach Vol, veh/h 1426 720 730
Approach Delay, s/veh 2.5 33.5 59.7
Approach LOS A C E
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 15.0 75.2 90.2 29.8
Change Period (Y+Rc), s 6.0 7.3 7.3 6.0
Max Green Setting (Gmax), s 9.0 66.7 81.7 25.0
Max Q Clear Time (g_c+I1), s 10.2 8.8 5.9 23.3
Green Ext Time (p_c), s 0.0 9.1 3.0 0.6
Intersection Summary
HCM 6th Ctrl Delay 24.8
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

5.1-100
2562
Timings Rich Haven Specific Plan TA (JN:14822)
27: Wineville Av. & Cantu Galleano Ranch Rd. 10/06/2022 E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 50
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 115 371 329 26 265 208 93 47 29 169 195 Future Volume (vph) 115 371 329 26 265 208 93 47 29 169 195 Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 2 6
Detector Phase 7 4 4 3 8 5 2 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.6 40.5 40.5 9.6 40.5 9.6 48.5 48.5 9.6 48.5 48.5 Total Split (s) 12.8 43.7 43.7 9.6 40.5 17.3 55.7 55.7 11.0 49.4 49.4 Total Split (%) 10.7% 36.4% 36.4% 8.0% 33.8% 14.4% 46.4% 46.4% 9.2% 41.2% 41.2% Yellow Time (s) 3.6 5.5 5.5 3.6 5.5 3.6 5.5 5.5 3.6 5.5 5.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.5 6.5 4.6 6.5 4.6 6.5 6.5 4.6 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Min Min None Min Min Act Effct Green (s) 7.3 18.7 18.7 5.7 12.6 9.4 26.4 26.4 6.3 15.3 15.3 Actuated g/C Ratio 0.11 0.28 0.28 0.09 0.19 0.14 0.40 0.40 0.09 0.23 0.23 v/c Ratio 0.33 0.22 0.51 0.10 0.32 0.47 0.07 0.07 0.19 0.43 0.40 Control Delay 37.4 20.4 6.1 39.7 25.0 35.2 16.7 0.2 40.9 26.8 6.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.4 20.4 6.1 39.7 25.0 35.2 16.7 0.2 40.9 26.8 6.3

LOS D C A D C D B A D C A
Approach Delay 17.0 26.2 25.6 17.7
Approach LOS B C C B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 66.6
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.51
Intersection Signal Delay: 20.3 Intersection LOS: C
Intersection Capacity Utilization 48.1% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 27: Wineville Av. & Cantu Galleano Ranch Rd.

5.1-101
2563
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 27: Wineville Av. & Cantu Galleano Ranch Rd. 10/06/2022 E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 115 371 329 26 265 21 208 93 47 29 169 195 Future Volume (veh/h) 115 371 329 26 265 21 208 93 47 29 169 195 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 125 403 220 28 288 13 226 101 25 32 184 147 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 294 1491 367 112 897 40 360 823 367 65 306 260 Arrive On Green 0.09 0.23 0.23 0.03 0.18 0.18 0.10 0.23 0.23 0.04 0.16 0.16 Sat Flow, veh/h 3456 6434 1585 3456 5010 224 3456 3554 1585 1781 1870 1585 Grp Volume(v), veh/h 125 403 220 28 195 106 226 101 25 32 184 147 Grp Sat Flow(s),veh/h/ln 1728 1609 1585 1728 1702 1830 1728 1777 1585 1781 1870 1585 Q Serve(g_s), s 1.6 2.4 5.9 0.4 2.4 2.4 3.0 1.1 0.6 0.8 4.3 4.1 Cycle Q Clear(g_c), s 1.6 2.4 5.9 0.4 2.4 2.4 3.0 1.1 0.6 0.8 4.3 4.1 Prop In Lane 1.00 1.00 1.00 0.12 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 294 1491 367 112 610 328 360 823 367 65 306 260 V/C Ratio(X) 0.43 0.27 0.60 0.25 0.32 0.32 0.63 0.12 0.07 0.50 0.60 0.57 Avail Cap(c_a), veh/h 597 5044 1243 364 2439 1311 925 3685 1643 240 1691 1433 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.6 14.9 16.3 22.4 17.0 17.0 20.4 14.4 14.2 22.4 18.4 18.3 Incr Delay (d2), s/veh 0.4 0.1 1.6 0.4 0.3 0.6 0.7 0.1 0.1 2.2 1.9 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.7 1.7 0.1 0.7 0.8 1.0 0.3 0.2 0.3 1.7 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.0 15.0 17.8 22.8 17.3 17.5 21.0 14.5 14.3 24.6 20.3 20.2 LnGrp LOS C B B C B B C B B C C C
Approach Vol, veh/h 748 329 352 363
Approach Delay, s/veh 16.9 17.8 18.7 20.6
Approach LOS B B B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.3 17.5 6.1 17.5 9.5 14.3 8.6 15.0 Change Period (Y+Rc), s 4.6 6.5 4.6 6.5 4.6 6.5 4.6 6.5 Max Green Setting (Gmax), s 6.4 49.2 5.0 37.2 12.7 42.9 8.2 34.0 Max Q Clear Time (g_c+I1), s 2.8 3.1 2.4 7.9 5.0 6.3 3.6 4.4 Green Ext Time (p_c), s 0.0 0.7 0.0 3.1 0.2 1.4 0.1 1.6 Intersection Summary
HCM 6th Ctrl Delay 18.2
HCM 6th LOS B

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Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report
APPENDIX 5.2: E+P (BUILDOUT) CONDITIONS INTERSECTION

OPERATIONS ANALYSIS WORKSHEETS
2565
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report
This Page Intentionally Left Blank
2566
Timings Rich Haven Specific Plan TA (JN:14822)
1: Archibald Av. & SR-60 WB Ramps 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 336 8 442 761 1064 453 160
Future Volume (vph) 336 8 442 761 1064 453 160
Turn Type Split NA Perm Prot NA NA Perm
Protected Phases 4 4 5 2 6
Permitted Phases 4 6
Detector Phase 4 4 4 5 2 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 8.0 8.0 8.0
Minimum Split (s) 10.8 10.8 10.8 10.0 43.8 38.8 38.8
Total Split (s) 23.0 23.0 23.0 27.0 67.0 40.0 40.0
Total Split (%) 25.6% 25.6% 25.6% 30.0% 74.4% 44.4% 44.4% Yellow Time (s) 4.8 4.8 4.8 4.0 4.8 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 5.0 5.8 5.8 5.8
Lead/Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None None C-Min C-Min C-Min
Act Effct Green (s) 20.1 20.1 20.1 24.0 58.3 29.3 29.3
Actuated g/C Ratio 0.22 0.22 0.22 0.27 0.65 0.33 0.33
v/c Ratio 0.74 0.62 0.59 0.85 0.33 0.22 0.26
Control Delay 46.2 22.5 20.9 36.2 3.9 23.2 4.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 46.2 22.5 20.9 36.2 3.9 23.2 4.9

LOS D C C D A C A
Approach Delay 30.2 17.4 18.4
Approach LOS C B B
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.85
Intersection Signal Delay: 20.7 Intersection LOS: C
Intersection Capacity Utilization 65.9% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 1: Archibald Av. & SR-60 WB Ramps

5.2-1
2567
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 1: Archibald Av. & SR-60 WB Ramps 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 336 8 442 761 1064 0 0 453 160 Future Volume (veh/h) 0 0 0 336 8 442 761 1064 0 0 453 160 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
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 488 0 268 777 1086 0 0 462 66
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 673 0 299 1705 3484 0 0 801 197
Arrive On Green 0.19 0.00 0.19 0.99 1.00 0.00 0.00 0.12 0.12 Sat Flow, veh/h 3563 0 1583 3456 5274 0 0 6696 1585
Grp Volume(v), veh/h 488 0 268 777 1086 0 0 462 66
Grp Sat Flow(s),veh/h/ln 1781 0 1583 1728 1702 0 0 1609 1585 Q Serve(g_s), s 11.6 0.0 14.9 0.5 0.0 0.0 0.0 6.1 3.4
Cycle Q Clear(g_c), s 11.6 0.0 14.9 0.5 0.0 0.0 0.0 6.1 3.4 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 673 0 299 1705 3484 0 0 801 197
V/C Ratio(X) 0.73 0.00 0.90 0.46 0.31 0.00 0.00 0.58 0.33 Avail Cap(c_a), veh/h 681 0 302 1705 3484 0 0 2445 602
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.83 0.83 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 34.3 0.0 35.6 0.3 0.0 0.0 0.0 37.2 36.0 Incr Delay (d2), s/veh 3.8 0.0 27.1 0.1 0.2 0.0 0.0 3.0 4.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.1 0.0 14.4 0.1 0.1 0.0 0.0 2.4 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.1 0.0 62.7 0.4 0.2 0.0 0.0 40.2 40.5 LnGrp LOS D A E A A A A D D
Approach Vol, veh/h 756 1863 528
Approach Delay, s/veh 46.8 0.3 40.2
Approach LOS D A D
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 67.2 22.8 50.2 17.0
Change Period (Y+Rc), s 5.8 5.8 5.8 * 5.8
Max Green Setting (Gmax), s 61.2 17.2 22.0 * 34
Max Q Clear Time (g_c+I1), s 2.0 16.9 2.5 8.1
Green Ext Time (p_c), s 9.0 0.1 1.4 3.1
Intersection Summary
HCM 6th Ctrl Delay 18.2
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.2-2
2568
Timings Rich Haven Specific Plan TA (JN:14822)
2: Archibald Av. & SR-60 EB Ramps 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Lane Group EBL EBT EBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 350 5 425 1470 554 151 659
Future Volume (vph) 350 5 425 1470 554 151 659
Turn Type Split NA Perm NA Perm Prot NA
Protected Phases 8 8 2 1 6
Permitted Phases 8 2
Detector Phase 8 8 8 2 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 8.0 8.0 5.0 8.0
Minimum Split (s) 10.8 10.8 10.8 32.8 32.8 9.0 33.8
Total Split (s) 34.0 34.0 34.0 44.0 44.0 12.0 56.0
Total Split (%) 37.8% 37.8% 37.8% 48.9% 48.9% 13.3% 62.2% Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 3.0 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 5.8 5.8 4.0 5.8
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None C-Max C-Max None C-Max
Act Effct Green (s) 21.7 21.7 21.7 44.7 44.7 8.0 56.7
Actuated g/C Ratio 0.24 0.24 0.24 0.50 0.50 0.09 0.63
v/c Ratio 0.71 0.62 0.53 0.50 0.55 0.53 0.22
Control Delay 40.7 22.1 11.1 16.8 3.7 54.5 3.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 40.7 22.1 11.1 16.8 3.7 54.5 3.7

LOS D C B B A D A
Approach Delay 25.0 13.2 13.1
Approach LOS C B B
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow, Master Intersection Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.71
Intersection Signal Delay: 15.8 Intersection LOS: B
Intersection Capacity Utilization 65.9% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 2: Archibald Av. & SR-60 EB Ramps

5.2-3
2569
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 2: Archibald Av. & SR-60 EB Ramps 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 350 5 425 0 0 0 0 1470 554 151 659 0 Future Volume (veh/h) 350 5 425 0 0 0 0 1470 554 151 659 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 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 454 0 164 0 1581 416 162 709 0
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Cap, veh/h 590 0 258 0 3826 922 230 3603 0
Arrive On Green 0.17 0.00 0.17 0.00 0.59 0.59 0.13 1.00 0.00 Sat Flow, veh/h 3563 0 1561 0 6696 1551 3456 5274 0
Grp Volume(v), veh/h 454 0 164 0 1581 416 162 709 0
Grp Sat Flow(s),veh/h/ln 1781 0 1561 0 1609 1551 1728 1702 0 Q Serve(g_s), s 11.0 0.0 8.8 0.0 11.9 13.4 4.0 0.0 0.0
Cycle Q Clear(g_c), s 11.0 0.0 8.8 0.0 11.9 13.4 4.0 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 590 0 258 0 3826 922 230 3603 0
V/C Ratio(X) 0.77 0.00 0.63 0.00 0.41 0.45 0.71 0.20 0.00 Avail Cap(c_a), veh/h 1116 0 489 0 3826 922 307 3603 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 0.91 0.91 0.00 Uniform Delay (d), s/veh 35.9 0.0 35.0 0.0 9.8 10.1 38.2 0.0 0.0 Incr Delay (d2), s/veh 2.2 0.0 2.6 0.0 0.3 1.6 2.2 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.7 0.0 3.4 0.0 3.4 4.0 1.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.1 0.0 37.6 0.0 10.1 11.7 40.4 0.1 0.0 LnGrp LOS D A D A B B D A A
Approach Vol, veh/h 618 1997 871
Approach Delay, s/veh 37.9 10.5 7.6
Approach LOS D B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 10.0 59.3 69.3 20.7
Change Period (Y+Rc), s 4.0 5.8 5.8 5.8
Max Green Setting (Gmax), s 8.0 38.2 50.2 28.2
Max Q Clear Time (g_c+I1), s 6.0 15.4 2.0 13.0
Green Ext Time (p_c), s 0.0 13.2 4.9 1.9
Intersection Summary
HCM 6th Ctrl Delay 14.6
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

5.2-4
2570
Timings Rich Haven Specific Plan TA (JN:14822)
3: Archibald Av. & Riverside Dr. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 149 383 193 86 541 211 324 1378 175 567 Future Volume (vph) 149 383 193 86 541 211 324 1378 175 567 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 7 4 4 3 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 38.2 38.2 9.6 38.2 38.2 9.6 32.2 9.6 33.2 Total Split (s) 18.0 41.5 41.5 14.7 38.2 38.2 29.0 42.0 21.8 34.8 Total Split (%) 15.0% 34.6% 34.6% 12.3% 31.8% 31.8% 24.2% 35.0% 18.2% 29.0% Yellow Time (s) 3.6 5.2 5.2 3.6 5.2 5.2 3.6 5.2 3.6 5.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 6.2 4.6 6.2 6.2 4.6 6.2 4.6 6.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None Act Effct Green (s) 12.9 28.5 28.5 9.1 24.7 24.7 24.5 36.0 15.4 26.9 Actuated g/C Ratio 0.12 0.26 0.26 0.08 0.22 0.22 0.22 0.32 0.14 0.24 v/c Ratio 0.84 0.46 0.38 0.69 0.75 0.44 0.97 0.97 0.83 0.66 Control Delay 85.6 36.7 6.7 78.5 47.2 7.5 84.9 55.4 76.7 38.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 85.6 36.7 6.7 78.5 47.2 7.5 84.9 55.4 76.7 38.4

LOS F D A E D A F E E D
Approach Delay 38.7 40.5 60.8 45.7
Approach LOS D D E D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 110.8
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.97
Intersection Signal Delay: 49.8 Intersection LOS: D
Intersection Capacity Utilization 85.2% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 3: Archibald Av. & Riverside Dr.

5.2-5
2571
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 3: Archibald Av. & Riverside Dr. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 149 383 193 86 541 211 324 1378 78 175 567 174 Future Volume (veh/h) 149 383 193 86 541 211 324 1378 78 175 567 174 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 155 399 143 90 564 156 338 1435 78 182 591 141 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 180 868 381 111 720 315 360 1537 84 208 965 225 Arrive On Green 0.11 0.26 0.26 0.07 0.21 0.21 0.23 0.33 0.33 0.13 0.25 0.25 Sat Flow, veh/h 1594 3367 1478 1594 3367 1472 1594 4691 255 1594 3905 912 Grp Volume(v), veh/h 155 399 143 90 564 156 338 986 527 182 486 246 Grp Sat Flow(s),veh/h/ln 1594 1683 1478 1594 1683 1472 1594 1612 1721 1594 1612 1592 Q Serve(g_s), s 10.3 10.8 8.6 6.0 17.1 6.9 22.5 32.0 32.0 12.1 14.4 14.9 Cycle Q Clear(g_c), s 10.3 10.8 8.6 6.0 17.1 6.9 22.5 32.0 32.0 12.1 14.4 14.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.15 1.00 0.57
Lane Grp Cap(c), veh/h 180 868 381 111 720 315 360 1056 564 208 797 394 V/C Ratio(X) 0.86 0.46 0.38 0.81 0.78 0.50 0.94 0.93 0.93 0.87 0.61 0.63 Avail Cap(c_a), veh/h 198 1100 483 149 997 436 360 1069 570 254 854 422 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.1 33.8 33.0 49.6 40.1 17.7 41.1 35.2 35.2 46.1 36.0 36.2 Incr Delay (d2), s/veh 26.1 0.4 0.6 16.2 2.8 1.2 31.7 14.3 22.6 21.0 1.1 2.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.2 4.2 3.0 2.8 7.0 3.4 11.5 13.7 16.0 5.8 5.5 5.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.1 34.1 33.6 65.8 42.9 18.9 72.8 49.5 57.8 67.1 37.2 38.8 LnGrp LOS E C C E D B E D E E D D
Approach Vol, veh/h 697 810 1851 914
Approach Delay, s/veh 42.7 40.8 56.1 43.6
Approach LOS D D E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 20.3 41.6 12.1 34.0 29.0 32.9 16.8 29.3 Change Period (Y+Rc), s 6.2 * 6.2 4.6 6.2 4.6 6.2 4.6 6.2 Max Green Setting (Gmax), s 17.2 * 36 10.1 35.3 24.4 28.6 13.4 32.0 Max Q Clear Time (g_c+I1), s 14.1 34.0 8.0 12.8 24.5 16.9 12.3 19.1 Green Ext Time (p_c), s 0.1 1.4 0.0 2.7 0.0 3.3 0.0 3.2 Intersection Summary
HCM 6th Ctrl Delay 48.3
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.2-6
2572
Timings Rich Haven Specific Plan TA (JN:14822)
4: Archibald Av. & Chino Av. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 7
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 112 114 105 215 171 176 1384 51 697 Future Volume (vph) 112 114 105 215 171 176 1384 51 697 Turn Type Prot NA Prot NA Perm Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 8
Detector Phase 7 4 3 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.6 22.6 9.6 22.6 22.6 9.6 22.6 9.6 22.6 Total Split (s) 20.0 29.0 19.0 28.0 28.0 27.0 59.0 13.0 45.0 Total Split (%) 16.7% 24.2% 15.8% 23.3% 23.3% 22.5% 49.2% 10.8% 37.5% Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 Lead/Lag Lead Lag Lead Lag Lag Lead Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None None None None Act Effct Green (s) 13.0 19.9 12.4 19.3 19.3 18.1 47.1 7.9 33.8 Actuated g/C Ratio 0.13 0.19 0.12 0.19 0.19 0.18 0.46 0.08 0.33 v/c Ratio 0.67 0.65 0.65 0.77 0.47 0.75 0.73 0.50 0.79
Control Delay 63.9 46.1 64.5 58.7 11.3 60.7 26.3 66.5 38.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 63.9 46.1 64.5 58.7 11.3 60.7 26.3 66.5 38.0

LOS E D E E B E C E D
Approach Delay 52.8 43.4 29.9 39.8
Approach LOS D D C D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 103.4
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay: 36.5 Intersection LOS: D
Intersection Capacity Utilization 69.1% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 4: Archibald Av. & Chino Av.

5.2-7
2573
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 4: Archibald Av. & Chino Av. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 112 114 72 105 215 171 176 1384 108 51 697 71 Future Volume (veh/h) 112 114 72 105 215 171 176 1384 108 51 697 71 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 132 134 77 124 253 107 207 1628 119 60 820 76 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 162 191 110 153 311 263 244 2231 163 74 1113 103 Arrive On Green 0.10 0.18 0.18 0.10 0.18 0.18 0.15 0.46 0.46 0.05 0.35 0.35 Sat Flow, veh/h 1594 1056 607 1594 1772 1502 1594 4889 357 1594 3188 295 Grp Volume(v), veh/h 132 0 211 124 253 107 207 1180 567 60 456 440 Grp Sat Flow(s),veh/h/ln 1594 0 1663 1594 1772 1502 1594 1772 1702 1594 1772 1711 Q Serve(g_s), s 6.8 0.0 10.0 6.4 11.5 4.3 10.6 22.7 22.7 3.1 18.8 18.8 Cycle Q Clear(g_c), s 6.8 0.0 10.0 6.4 11.5 4.3 10.6 22.7 22.7 3.1 18.8 18.8 Prop In Lane 1.00 0.36 1.00 1.00 1.00 0.21 1.00 0.17
Lane Grp Cap(c), veh/h 162 0 301 153 311 263 244 1617 777 74 619 598 V/C Ratio(X) 0.81 0.00 0.70 0.81 0.81 0.41 0.85 0.73 0.73 0.81 0.74 0.74 Avail Cap(c_a), veh/h 294 0 485 274 496 420 427 2305 1107 160 856 827 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 36.8 0.0 32.1 37.0 33.2 20.1 34.4 18.5 18.5 39.5 23.8 23.8 Incr Delay (d2), s/veh 9.4 0.0 2.9 9.7 5.5 1.0 7.9 0.7 1.5 18.8 2.1 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 0.0 4.0 2.8 5.1 1.9 4.3 7.8 7.6 1.5 7.3 7.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.1 0.0 35.0 46.8 38.7 21.1 42.3 19.2 20.0 58.4 26.0 26.0 LnGrp LOS D A D D D C D B B E C C
Approach Vol, veh/h 343 484 1954 956
Approach Delay, s/veh 39.3 36.9 21.9 28.0
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.5 42.8 12.6 19.8 17.4 33.8 13.1 19.3 Change Period (Y+Rc), s 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 Max Green Setting (Gmax), s 8.4 54.4 14.4 24.4 22.4 40.4 15.4 23.4 Max Q Clear Time (g_c+I1), s 5.1 24.7 8.4 12.0 12.6 20.8 8.8 13.5 Green Ext Time (p_c), s 0.0 13.4 0.1 0.8 0.4 4.9 0.2 1.2 Intersection Summary
HCM 6th Ctrl Delay 27.0
HCM 6th LOS C

5.2-8
2574
Timings Rich Haven Specific Plan TA (JN:14822)
5: Archibald Av. & Schaefer Av. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 9
Lane Group WBL WBR NBT SBL SBT Ø4
Lane Configurations
Traffic Volume (vph) 52 62 1506 46 913
Future Volume (vph) 52 62 1506 46 913
Turn Type Prot Perm NA Prot NA
Protected Phases 3 2 1 6 4
Permitted Phases 8
Detector Phase 3 8 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 10.0 5.0 10.0 5.0
Minimum Split (s) 9.6 32.6 37.5 9.6 23.5 32.5
Total Split (s) 13.0 45.5 61.5 13.0 74.5 32.5
Total Split (%) 10.8% 37.9% 51.3% 10.8% 62.1% 27%
Yellow Time (s) 3.6 3.6 5.5 3.6 5.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 4.6 6.5 4.6 6.5
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None None
Act Effct Green (s) 10.8 11.1 42.6 8.2 51.3
Actuated g/C Ratio 0.16 0.16 0.63 0.12 0.76
v/c Ratio 0.24 0.21 0.61 0.29 0.43
Control Delay 32.5 1.3 13.3 41.0 5.9
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 32.5 1.3 13.3 41.0 5.9

LOS C A B D A
Approach Delay 13.3 7.5
Approach LOS B A
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 67.3
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.61
Intersection Signal Delay: 11.3 Intersection LOS: B
Intersection Capacity Utilization 68.2% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 5: Archibald Av. & Schaefer Av.

5.2-9
2575
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 5: Archibald Av. & Schaefer Av. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 52 0 62 0 1506 41 46 913 0 Future Volume (veh/h) 0 0 0 52 0 62 0 1506 41 46 913 0
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.93 1.00 0.98 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 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 0 0 0 62 0 74 0 1793 37 55 1087 0
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 108 117 0 82 330 261 108 2589 53 76 2181 0
Arrive On Green 0.00 0.00 0.00 0.05 0.00 0.19 0.00 0.53 0.53 0.05 0.65 0.00 Sat Flow, veh/h 1186 1772 0 1594 1772 1400 464 4875 101 1594 3455 0 Grp Volume(v), veh/h 0 0 0 62 0 74 0 1186 644 55 1087 0 Grp Sat Flow(s),veh/h/ln 1186 1772 0 1594 1772 1400 464 1612 1751 1594 1683 0 Q Serve(g_s), s 0.0 0.0 0.0 2.6 0.0 3.0 0.0 18.2 18.2 2.3 11.2 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 2.6 0.0 3.0 0.0 18.2 18.2 2.3 11.2 0.0 Prop In Lane 1.00 0.00 1.00 1.00 1.00 0.06 1.00 0.00
Lane Grp Cap(c), veh/h 108 117 0 82 330 261 108 1713 930 76 2181 0 V/C Ratio(X) 0.00 0.00 0.00 0.76 0.00 0.28 0.00 0.69 0.69 0.72 0.50 0.00 Avail Cap(c_a), veh/h 527 743 0 200 1085 857 243 2655 1442 200 3427 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 31.3 0.0 23.4 0.0 11.6 11.6 31.4 6.1 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 5.4 0.0 0.6 0.0 0.5 0.9 4.7 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 1.0 0.0 0.9 0.0 4.5 5.0 0.9 2.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.0 0.0 36.6 0.0 24.0 0.0 12.1 12.6 36.1 6.3 0.0 LnGrp LOS A A A D A C A B B D A A
Approach Vol, veh/h 0 136 1830 1142
Approach Delay, s/veh 0.0 29.7 12.3 7.7
Approach LOS C B A
Timer - Assigned Phs 1 2 3 4 6 8
Phs Duration (G+Y+Rc), s 7.8 42.0 8.0 9.0 49.8 17.0
Change Period (Y+Rc), s 4.6 6.5 4.6 * 4.6 6.5 4.6
Max Green Setting (Gmax), s 8.4 55.0 8.4 * 28 68.0 40.9 Max Q Clear Time (g_c+I1), s 4.3 20.2 4.6 0.0 13.2 5.0
Green Ext Time (p_c), s 0.0 15.2 0.0 0.0 8.4 0.2
Intersection Summary
HCM 6th Ctrl Delay 11.4
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.2-10
2576
Timings Rich Haven Specific Plan TA (JN:14822)
6: Archibald Av. & Edison Av./Ontario Ranch Rd. 10/06/2022 E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 35 446 65 482 645 342 167 1045 455 273 499 62 Future Volume (vph) 35 446 65 482 645 342 167 1045 455 273 499 62 Turn Type Prot NA Free Prot NA Perm Prot NA Free Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases Free 8 Free 6
Detector Phase 7 4 3 8 8 5 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 39.2 9.6 46.2 46.2 9.6 39.5 9.6 46.5 46.5 Total Split (s) 10.6 42.6 16.0 48.0 48.0 13.0 44.4 17.0 48.4 48.4 Total Split (%) 8.8% 35.5% 13.3% 40.0% 40.0% 10.8% 37.0% 14.2% 40.3% 40.3% Yellow Time (s) 3.6 5.2 3.6 5.2 5.2 3.6 5.5 3.6 5.5 5.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 4.6 6.2 6.2 4.6 6.5 4.6 6.5 6.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Min None Min Min Act Effct Green (s) 5.6 32.0 115.8 11.4 41.9 41.9 8.4 38.0 115.8 12.4 42.0 42.0 Actuated g/C Ratio 0.05 0.28 1.00 0.10 0.36 0.36 0.07 0.33 1.00 0.11 0.36 0.36 v/c Ratio 0.26 0.50 0.05 1.80 1.11 0.55 1.61 0.99 0.34 1.78 0.43 0.11 Control Delay 59.1 36.9 0.1 405.8 105.9 15.0 345.4 64.1 0.6 401.0 29.7 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 59.1 36.9 0.1 405.8 105.9 15.0 345.4 64.1 0.6 401.0 29.7 0.3

LOS E D A F F B F E A F C A
Approach Delay 33.9 183.2 75.1 149.2
Approach LOS C F E F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 115.8
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.80
Intersection Signal Delay: 119.0 Intersection LOS: F
Intersection Capacity Utilization 105.6% ICU Level of Service G Analysis Period (min) 15
Splits and Phases: 6: Archibald Av. & Edison Av./Ontario Ranch Rd.

5.2-11
2577
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 6: Archibald Av. & Edison Av./Ontario Ranch Rd. 10/06/2022 E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 35 446 65 482 645 342 167 1045 455 273 499 62 Future Volume (veh/h) 35 446 65 482 645 342 167 1045 455 273 499 62 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1575 1772 1772 1575 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 38 490 0 530 709 200 184 1148 0 300 548 35 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 91 1024 291 630 527 114 1143 168 1263 523
Arrive On Green 0.05 0.43 0.00 0.15 0.53 0.53 0.11 0.48 0.00 0.16 0.53 0.53 Sat Flow, veh/h 3000 3544 1502 3000 1772 1483 1594 3544 1502 1594 3544 1468 Grp Volume(v), veh/h 38 490 0 530 709 200 184 1148 0 300 548 35 Grp Sat Flow(s),veh/h/ln 1500 1772 1502 1500 1772 1483 1594 1772 1502 1594 1772 1468 Q Serve(g_s), s 1.4 11.6 0.0 11.4 41.8 9.3 8.4 37.9 0.0 12.4 11.0 1.4 Cycle Q Clear(g_c), s 1.4 11.6 0.0 11.4 41.8 9.3 8.4 37.9 0.0 12.4 11.0 1.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 91 1024 291 630 527 114 1143 168 1263 523 V/C Ratio(X) 0.42 0.48 1.82 1.13 0.38 1.62 1.00 1.78 0.43 0.07 Avail Cap(c_a), veh/h 153 1097 291 630 527 114 1143 168 1263 523 HCM Platoon Ratio 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.1 27.0 0.0 50.2 27.4 19.8 52.5 30.4 0.0 49.5 20.2 17.9 Incr Delay (d2), s/veh 1.1 0.3 0.0 383.0 75.5 0.5 313.7 27.8 0.0 375.9 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/ln 0.5 4.3 0.0 19.4 26.1 2.8 13.0 16.4 0.0 22.0 3.8 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.2 27.3 0.0 433.2 103.0 20.3 366.2 58.1 0.0 425.4 20.4 18.0 LnGrp LOS E C F F C F F F C B
Approach Vol, veh/h 528 A 1439 1332 A 883
Approach Delay, s/veh 29.4 213.1 100.7 157.9
Approach LOS C F F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 17.0 44.4 16.0 40.2 13.0 48.4 8.2 48.0 Change Period (Y+Rc), s 4.6 6.5 4.6 6.2 4.6 6.5 4.6 6.2 Max Green Setting (Gmax), s 12.4 37.9 11.4 36.4 8.4 41.9 6.0 41.8 Max Q Clear Time (g_c+I1), s 14.4 39.9 13.4 13.6 10.4 13.0 3.4 43.8 Green Ext Time (p_c), s 0.0 0.0 0.0 2.8 0.0 3.4 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 142.5
HCM 6th LOS F
Notes
Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay.

5.2-12
2578
Timings Rich Haven Specific Plan TA (JN:14822)
7: Turner Av. & Riverside Dr. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 13
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 119 419 85 554 237 208 111 161
Future Volume (vph) 119 419 85 554 237 208 111 161
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases
Detector Phase 7 4 3 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 27.2 9.6 27.2 9.6 28.8 9.6 28.8
Total Split (s) 19.0 41.2 16.8 39.0 31.0 37.7 24.3 31.0 Total Split (%) 15.8% 34.3% 14.0% 32.5% 25.8% 31.4% 20.3% 25.8% Yellow Time (s) 3.6 5.2 3.6 5.2 3.6 4.8 3.6 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 6.2 4.6 6.2 4.6 5.8 4.6 5.8
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None Min None Min
Act Effct Green (s) 13.0 34.1 10.5 31.6 23.4 24.1 13.5 14.2 Actuated g/C Ratio 0.13 0.33 0.10 0.30 0.23 0.23 0.13 0.14 v/c Ratio 0.76 0.63 0.68 0.86 0.84 0.63 0.69 0.64
Control Delay 70.4 32.5 68.7 44.5 61.1 25.0 61.9 32.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 70.4 32.5 68.7 44.5 61.1 25.0 61.9 32.9

LOS E C E D E C E C
Approach Delay 39.4 47.2 37.9 41.3
Approach LOS D D D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 103.7
Natural Cycle: 100
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.86
Intersection Signal Delay: 41.7 Intersection LOS: D
Intersection Capacity Utilization 72.5% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 7: Turner Av. & Riverside Dr.

5.2-13
2579
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 7: Turner Av. & Riverside Dr. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 119 419 113 85 554 129 237 208 219 111 161 110 Future Volume (veh/h) 119 419 113 85 554 129 237 208 219 111 161 110 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.99 1.00 0.94 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 151 530 82 108 701 105 300 263 243 141 204 117 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 180 908 140 133 828 124 332 449 378 170 345 188 Arrive On Green 0.11 0.31 0.31 0.08 0.28 0.28 0.21 0.27 0.27 0.11 0.17 0.17 Sat Flow, veh/h 1594 2909 448 1594 2931 439 1594 1683 1415 1594 2084 1139 Grp Volume(v), veh/h 151 306 306 108 402 404 300 263 243 141 163 158 Grp Sat Flow(s),veh/h/ln 1594 1683 1674 1594 1683 1686 1594 1683 1415 1594 1683 1540 Q Serve(g_s), s 8.5 14.0 14.1 6.1 20.7 20.7 16.9 12.5 14.0 8.0 8.2 8.8 Cycle Q Clear(g_c), s 8.5 14.0 14.1 6.1 20.7 20.7 16.9 12.5 14.0 8.0 8.2 8.8 Prop In Lane 1.00 0.27 1.00 0.26 1.00 1.00 1.00 0.74
Lane Grp Cap(c), veh/h 180 526 523 133 476 476 332 449 378 170 279 255 V/C Ratio(X) 0.84 0.58 0.59 0.81 0.85 0.85 0.90 0.59 0.64 0.83 0.58 0.62 Avail Cap(c_a), veh/h 250 642 638 212 601 602 458 585 492 342 462 423 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.9 26.5 26.6 41.4 31.0 31.1 35.5 29.2 29.8 40.2 35.4 35.6 Incr Delay (d2), s/veh 12.2 1.0 1.0 5.5 8.9 8.9 14.1 1.2 1.8 3.9 1.9 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 5.3 5.3 2.5 8.8 8.9 7.4 4.9 4.6 3.2 3.3 3.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.1 27.6 27.6 46.9 39.9 40.0 49.5 30.4 31.6 44.1 37.3 38.1 LnGrp LOS D C C D D D D C C D D D
Approach Vol, veh/h 763 914 806 462
Approach Delay, s/veh 32.4 40.8 37.9 39.7
Approach LOS C D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 14.4 30.3 12.2 34.9 23.7 21.0 15.0 32.1 Change Period (Y+Rc), s 4.6 5.8 4.6 6.2 4.6 5.8 4.6 6.2 Max Green Setting (Gmax), s 19.7 31.9 12.2 35.0 26.4 25.2 14.4 32.8 Max Q Clear Time (g_c+I1), s 10.0 16.0 8.1 16.1 18.9 10.8 10.5 22.7 Green Ext Time (p_c), s 0.1 2.6 0.0 3.1 0.3 1.4 0.1 3.2 Intersection Summary
HCM 6th Ctrl Delay 37.7
HCM 6th LOS D

5.2-14
2580
HCM 6th AWSC Rich Haven Specific Plan TA (JN:14822)
8: Turner Av. & Chino Av. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 15
Intersection
Intersection Delay, s/veh31.4
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 97 106 97 34 218 99 129 396 27 43 186 74 Future Vol, veh/h 97 106 97 34 218 99 129 396 27 43 186 74 Peak Hour Factor 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 131 143 131 46 295 134 174 535 36 58 251 100
Number of Lanes 1 2 0 1 2 0 1 2 0 1 2 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 3
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 3 3 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 3 3 3 3
HCM Control Delay 20.9 26.4 45.4 22.3

HCM LOS C D E C

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, % 0% 100% 83% 0% 100% 27% 0% 100% 42% 0% 100% 46% Vol Right, % 0% 0% 17% 0% 0% 73% 0% 0% 58% 0% 0% 54%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 129 264 159 97 71 132 34 145 172 43 124 136 LT Vol 129 0 0 97 0 0 34 0 0 43 0 0
Through Vol 0 264 132 0 71 35 0 145 73 0 124 62
RT Vol 0 0 27 0 0 97 0 0 99 0 0 74
Lane Flow Rate 174 357 215 131 95 179 46 196 232 58 168 184 Geometry Grp 8 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.494 0.962 0.572 0.404 0.281 0.501 0.139 0.566 0.643 0.179 0.492 0.52 Departure Headway (Hd) 10.211 9.711 9.592 11.089 10.589 10.076 10.884 10.384 9.98 11.063 10.563 10.182 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 356 375 378 325 340 358 329 348 362 324 342 355
Service Time 7.911 7.411 7.292 8.849 8.349 7.836 8.644 8.144 7.74 8.823 8.323 7.942 HCM Lane V/C Ratio 0.489 0.952 0.569 0.403 0.279 0.5 0.14 0.563 0.641 0.179 0.491 0.518 HCM Control Delay 22.5 69.3 24.4 21.2 17.5 22.6 15.4 25.9 29.1 16.2 23.2 23.5 HCM Lane LOS C F C C C C C D D C C C
HCM 95th-tile Q 2.6 10.7 3.4 1.9 1.1 2.7 0.5 3.3 4.3 0.6 2.6 2.9

5.2-15
2581
Timings Rich Haven Specific Plan TA (JN:14822)
9: S Turner Av. & Ontario Ranch Rd. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 16
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 32 1170 15 98 1517 90 34 129 94 64 Future Volume (vph) 32 1170 15 98 1517 90 34 129 94 64
Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 7 4 4 3 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.6 23.8 23.8 9.6 23.8 23.8 9.6 23.8 9.6 23.8 Total Split (s) 15.0 49.0 49.0 18.0 52.0 52.0 15.0 35.0 18.0 38.0 Total Split (%) 12.5% 40.8% 40.8% 15.0% 43.3% 43.3% 12.5% 29.2% 15.0% 31.7% Yellow Time (s) 3.6 4.8 4.8 3.6 4.8 4.8 3.6 4.8 3.6 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 5.8 4.6 5.8 5.8 4.6 5.8 4.6 5.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Min None Min Act Effct Green (s) 6.7 43.6 43.6 10.2 51.5 51.5 6.8 15.7 9.9 23.3 Actuated g/C Ratio 0.07 0.43 0.43 0.10 0.51 0.51 0.07 0.16 0.10 0.23 v/c Ratio 0.31 0.85 0.02 0.61 0.93 0.12 0.32 0.68 0.59 0.22 Control Delay 54.4 33.7 0.1 59.9 36.3 3.6 54.6 49.6 59.4 30.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 54.4 33.7 0.1 59.9 36.3 3.6 54.6 49.6 59.4 30.8

LOS D C A E D A D D E C
Approach Delay 33.8 35.9 50.4 46.0
Approach LOS C D D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 100.5
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.93
Intersection Signal Delay: 36.6 Intersection LOS: D
Intersection Capacity Utilization 78.5% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 9: S Turner Av. & Ontario Ranch Rd.

5.2-16
2582
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 9: S Turner Av. & Ontario Ranch Rd. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 17
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 32 1170 15 98 1517 90 34 129 50 94 64 19 Future Volume (veh/h) 32 1170 15 98 1517 90 34 129 50 94 64 19 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 36 1300 13 109 1686 92 38 143 50 104 71 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 59 1675 747 138 1833 818 62 182 64 133 284 40 Arrive On Green 0.03 0.47 0.47 0.08 0.52 0.52 0.03 0.14 0.14 0.07 0.18 0.18 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 1324 463 1781 1604 226 Grp Volume(v), veh/h 36 1300 13 109 1686 92 38 0 193 104 0 81 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 0 1787 1781 0 1830 Q Serve(g_s), s 1.7 26.5 0.4 5.2 38.0 2.6 1.8 0.0 9.1 5.0 0.0 3.3 Cycle Q Clear(g_c), s 1.7 26.5 0.4 5.2 38.0 2.6 1.8 0.0 9.1 5.0 0.0 3.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.26 1.00 0.12
Lane Grp Cap(c), veh/h 59 1675 747 138 1833 818 62 0 245 133 0 324 V/C Ratio(X) 0.61 0.78 0.02 0.79 0.92 0.11 0.62 0.00 0.79 0.78 0.00 0.25 Avail Cap(c_a), veh/h 213 1765 787 274 1888 842 213 0 600 274 0 677 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 41.5 19.2 12.2 39.4 19.4 10.8 41.4 0.0 36.3 39.6 0.0 30.8 Incr Delay (d2), s/veh 3.6 2.1 0.0 3.7 7.7 0.1 3.7 0.0 5.5 3.8 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 9.7 0.1 2.3 14.7 0.8 0.8 0.0 4.1 2.2 0.0 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.1 21.3 12.3 43.1 27.1 10.9 45.1 0.0 41.8 43.4 0.0 31.2 LnGrp LOS D C B D C B D A D D A C
Approach Vol, veh/h 1349 1887 231 185
Approach Delay, s/veh 21.8 27.3 42.4 38.1
Approach LOS C C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.1 17.7 11.4 46.8 7.6 21.2 7.5 50.7 Change Period (Y+Rc), s 4.6 5.8 4.6 5.8 4.6 5.8 4.6 5.8 Max Green Setting (Gmax), s 13.4 29.2 13.4 43.2 10.4 32.2 10.4 46.2 Max Q Clear Time (g_c+I1), s 7.0 11.1 7.2 28.5 3.8 5.3 3.7 40.0 Green Ext Time (p_c), s 0.1 0.9 0.1 7.4 0.0 0.3 0.0 4.8 Intersection Summary
HCM 6th Ctrl Delay 26.8
HCM 6th LOS C

5.2-17
2583
Timings Rich Haven Specific Plan TA (JN:14822)
10: Haven Av. & SR-60 WB Ramps 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 18
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 186 4 716 832 1668 923 407
Future Volume (vph) 186 4 716 832 1668 923 407
Turn Type Perm NA Free Prot NA NA Perm
Protected Phases 8 5 2 6
Permitted Phases 8 Free 6
Detector Phase 8 8 5 2 6 6
Switch Phase
Minimum Initial (s) 10.0 10.0 5.0 8.0 8.0 8.0
Minimum Split (s) 15.8 15.8 10.0 35.2 28.2 28.2
Total Split (s) 22.7 22.7 24.0 52.3 28.3 28.3
Total Split (%) 30.3% 30.3% 32.0% 69.7% 37.7% 37.7%
Yellow Time (s) 4.8 4.8 4.0 5.2 5.2 5.2
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.0 6.2 6.2 6.2
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None C-Max C-Max C-Max
Act Effct Green (s) 16.9 16.9 75.0 19.0 46.1 22.1 22.1
Actuated g/C Ratio 0.23 0.23 1.00 0.25 0.61 0.29 0.29
v/c Ratio 0.98 0.99 0.47 1.00 0.56 0.64 0.56
Control Delay 74.7 76.6 1.0 42.2 12.1 25.4 5.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 74.7 76.6 1.0 42.2 12.1 25.4 5.6

LOS E E A D B C A
Approach Delay 38.4 22.1 19.3
Approach LOS D C B
Intersection Summary
Cycle Length: 75
Actuated Cycle Length: 75
Offset: 45 (60%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 80
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.00
Intersection Signal Delay: 25.8 Intersection LOS: C
Intersection Capacity Utilization 84.7% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 10: Haven Av. & SR-60 WB Ramps

5.2-18
2584
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 10: Haven Av. & SR-60 WB Ramps 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 19
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 186 4 716 832 1668 0 0 923 407 Future Volume (veh/h) 0 0 0 186 4 716 832 1668 0 0 923 407 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99
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 747 0 0 867 1738 0 0 961 216
Peak Hour Factor 0.25 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 803 0 875 3139 0 0 1505 461
Arrive On Green 0.23 0.00 0.00 0.51 1.00 0.00 0.00 0.29 0.29 Sat Flow, veh/h 3563 0 1585 3456 5274 0 0 5274 1563
Grp Volume(v), veh/h 747 0 0 867 1738 0 0 961 216
Grp Sat Flow(s),veh/h/ln 1781 0 1585 1728 1702 0 0 1702 1563 Q Serve(g_s), s 15.4 0.0 0.0 18.6 0.0 0.0 0.0 12.3 8.5
Cycle Q Clear(g_c), s 15.4 0.0 0.0 18.6 0.0 0.0 0.0 12.3 8.5 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 803 0 875 3139 0 0 1505 461
V/C Ratio(X) 0.93 0.00 0.99 0.55 0.00 0.00 0.64 0.47
Avail Cap(c_a), veh/h 803 0 875 3139 0 0 1505 461
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.09 0.09 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 28.5 0.0 0.0 18.4 0.0 0.0 0.0 23.0 21.6 Incr Delay (d2), s/veh 17.2 0.0 0.0 7.1 0.1 0.0 0.0 2.1 3.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.9 0.0 0.0 5.0 0.0 0.0 0.0 4.7 3.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.7 0.0 0.0 25.5 0.1 0.0 0.0 25.1 25.0 LnGrp LOS D A C A A A C C
Approach Vol, veh/h 747 A 2605 1177
Approach Delay, s/veh 45.7 8.5 25.1
Approach LOS D A C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 52.3 24.0 28.3 22.7
Change Period (Y+Rc), s 6.2 5.0 6.2 5.8
Max Green Setting (Gmax), s 46.1 19.0 22.1 16.9
Max Q Clear Time (g_c+I1), s 2.0 20.6 14.3 17.4
Green Ext Time (p_c), s 10.7 0.0 3.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 19.0
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

5.2-19
2585
Timings Rich Haven Specific Plan TA (JN:14822)
11: Haven Av. & SR-60 EB Ramps 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 20
Lane Group EBL EBT EBR NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 718 5 493 1766 324 813
Future Volume (vph) 718 5 493 1766 324 813
Turn Type Perm NA Perm NA Prot NA
Protected Phases 4 2 1 6
Permitted Phases 4 4
Detector Phase 4 4 4 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 8.0 5.0 8.0
Minimum Split (s) 10.8 10.8 10.8 28.2 10.0 31.2
Total Split (s) 28.0 28.0 28.0 34.0 13.0 47.0
Total Split (%) 37.3% 37.3% 37.3% 45.3% 17.3% 62.7%
Yellow Time (s) 4.8 4.8 4.8 5.2 4.0 5.2
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 6.2 5.0 6.2
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode None None None C-Max None C-Max
Act Effct Green (s) 21.6 21.6 21.6 27.8 8.6 41.4
Actuated g/C Ratio 0.29 0.29 0.29 0.37 0.11 0.55
v/c Ratio 0.78 0.79 0.94 1.17 0.87 0.31
Control Delay 37.5 38.0 47.1 108.5 50.5 9.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 37.5 38.0 47.1 108.5 50.5 9.4

LOS D D D F D A
Approach Delay 41.6 108.5 21.1
Approach LOS D F C
Intersection Summary
Cycle Length: 75
Actuated Cycle Length: 75
Offset: 48 (64%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.17
Intersection Signal Delay: 67.8 Intersection LOS: E
Intersection Capacity Utilization 84.7% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 11: Haven Av. & SR-60 EB Ramps

5.2-20
2586
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 11: Haven Av. & SR-60 EB Ramps 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 21
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 718 5 493 0 0 0 0 1766 321 324 813 0 Future Volume (veh/h) 718 5 493 0 0 0 0 1766 321 324 813 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 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 760 0 308 0 1859 180 341 856 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 909 0 404 0 1947 187 369 2987 0
Arrive On Green 0.26 0.00 0.26 0.00 0.41 0.41 0.14 0.78 0.00 Sat Flow, veh/h 3563 0 1585 0 4898 455 3456 5274 0
Grp Volume(v), veh/h 760 0 308 0 1335 704 341 856 0
Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1781 1728 1702 0 Q Serve(g_s), s 15.2 0.0 13.5 0.0 28.5 28.8 7.3 3.6 0.0 Cycle Q Clear(g_c), s 15.2 0.0 13.5 0.0 28.5 28.8 7.3 3.6 0.0 Prop In Lane 1.00 1.00 0.00 0.26 1.00 0.00
Lane Grp Cap(c), veh/h 909 0 404 0 1401 733 369 2987 0
V/C Ratio(X) 0.84 0.00 0.76 0.00 0.95 0.96 0.93 0.29 0.00 Avail Cap(c_a), veh/h 1055 0 469 0 1401 733 369 2987 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.60 0.60 0.00 Uniform Delay (d), s/veh 26.5 0.0 25.8 0.0 21.4 21.5 31.9 3.9 0.0 Incr Delay (d2), s/veh 5.3 0.0 6.2 0.0 15.2 24.8 20.0 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.4 0.0 5.3 0.0 12.5 15.2 3.7 0.9 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.8 0.0 32.0 0.0 36.5 46.3 51.9 4.0 0.0 LnGrp LOS C A C A D D D A A
Approach Vol, veh/h 1068 2039 1197
Approach Delay, s/veh 31.8 39.9 17.7
Approach LOS C D B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 13.0 37.1 24.9 50.1
Change Period (Y+Rc), s 5.0 6.2 5.8 6.2
Max Green Setting (Gmax), s 8.0 27.8 22.2 40.8
Max Q Clear Time (g_c+I1), s 9.3 30.8 17.2 5.6
Green Ext Time (p_c), s 0.0 0.0 2.0 3.8
Intersection Summary
HCM 6th Ctrl Delay 31.7
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

5.2-21
2587
Timings Rich Haven Specific Plan TA (JN:14822)
12: Haven Av. & Riverside Dr. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 22
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 323 491 149 396 65 1061 293 693 229 Future Volume (vph) 323 491 149 396 65 1061 293 693 229 Turn Type Prot NA Prot NA Perm NA Split NA Perm
Protected Phases 7 4 3 8 2 6 6
Permitted Phases 2 6
Detector Phase 7 4 3 8 2 2 6 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.6 25.2 9.6 30.2 23.7 23.7 24.8 24.8 24.8 Total Split (s) 19.0 38.2 11.0 30.2 45.8 45.8 25.0 25.0 25.0 Total Split (%) 15.8% 31.8% 9.2% 25.2% 38.2% 38.2% 20.8% 20.8% 20.8% Yellow Time (s) 3.6 5.2 3.6 5.2 3.7 3.7 4.8 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 6.2 4.6 6.2 4.7 5.8 5.8 5.8
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None Min Min Min Min Min
Act Effct Green (s) 14.4 32.0 6.4 24.0 41.1 19.2 19.2 19.2 Actuated g/C Ratio 0.12 0.27 0.05 0.20 0.34 0.16 0.16 0.16 v/c Ratio 1.82 1.23 1.89 0.92 18.08 1.23 2.61 0.67
Control Delay 419.9 160.7 473.8 62.1 7715.4 176.7 757.8 27.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 419.9 160.7 473.8 62.1 7715.4 176.7 757.8 27.9

LOS F F F E F F F C
Approach Delay 258.2 146.3 7715.4 479.9
Approach LOS F F F F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 18.08
Intersection Signal Delay: 2613.0 Intersection LOS: F
Intersection Capacity Utilization 167.1% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 12: Haven Av. & Riverside Dr.

5.2-22
2588
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 12: Haven Av. & Riverside Dr. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 23
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 323 491 45 149 396 185 65 1061 132 293 693 229 Future Volume (veh/h) 323 491 45 149 396 185 65 1061 132 293 693 229 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.92 1.00 0.95 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 344 522 45 159 421 161 69 1129 123 312 737 68 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 191 425 37 85 471 178 31 508 55 255 284 235
Arrive On Green 0.12 0.27 0.27 0.05 0.20 0.20 0.34 0.34 0.34 0.16 0.16 0.16 Sat Flow, veh/h 1594 1596 138 1594 2357 889 91 1483 162 1594 1772 1468 Grp Volume(v), veh/h 344 0 567 159 299 283 1321 0 0 312 737 68 Grp Sat Flow(s),veh/h/ln 1594 0 1733 1594 1683 1562 1735 0 0 1594 1772 1468 Q Serve(g_s), s 14.4 0.0 32.0 6.4 20.7 21.2 41.1 0.0 0.0 19.2 19.2 4.9 Cycle Q Clear(g_c), s 14.4 0.0 32.0 6.4 20.7 21.2 41.1 0.0 0.0 19.2 19.2 4.9 Prop In Lane 1.00 0.08 1.00 0.57 0.05 0.09 1.00 1.00
Lane Grp Cap(c), veh/h 191 0 462 85 337 312 594 0 0 255 284 235 V/C Ratio(X) 1.80 0.00 1.23 1.87 0.89 0.91 2.22 0.00 0.00 1.22 2.60 0.29 Avail Cap(c_a), veh/h 191 0 462 85 337 312 594 0 0 255 284 235 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 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.8 0.0 44.0 56.8 46.7 46.9 39.5 0.0 0.0 50.4 50.4 44.4 Incr Delay (d2), s/veh 379.5 0.0 120.0 432.9 23.8 28.3 555.5 0.0 0.0 130.4 730.0 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/ln 25.7 0.0 28.4 12.7 10.6 10.4 108.9 0.0 0.0 16.6 65.7 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 432.3 0.0 164.0 489.7 70.5 75.2 595.0 0.0 0.0 180.8 780.4 45.1 LnGrp LOS F A F F E E F A A F F D
Approach Vol, veh/h 911 741 1321 1117
Approach Delay, s/veh 265.3 162.2 595.0 568.1
Approach LOS F F F F
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 45.8 11.0 38.2 25.0 19.0 30.2
Change Period (Y+Rc), s * 4.7 4.6 6.2 5.8 4.6 6.2
Max Green Setting (Gmax), s * 41 6.4 32.0 19.2 14.4 24.0 Max Q Clear Time (g_c+I1), s 43.1 8.4 34.0 21.2 16.4 23.2 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.3
Intersection Summary
HCM 6th Ctrl Delay 435.8
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.2-23
2589
Timings Rich Haven Specific Plan TA (JN:14822)
13: Haven Av. & Chino Av. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 24
Lane Group EBL EBT WBL WBT NBL NBT SBT Ø1
Lane Configurations
Traffic Volume (vph) 74 36 133 71 187 1198 772
Future Volume (vph) 74 36 133 71 187 1198 772
Turn Type Prot NA Prot NA Prot NA NA
Protected Phases 7 4 3 8 5 2 6 1
Permitted Phases
Detector Phase 7 4 3 8 5 2 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 10.0 5.0 Minimum Split (s) 9.6 22.4 9.6 22.8 9.6 22.8 21.7 9.6
Total Split (s) 19.0 32.2 9.6 22.8 33.0 68.6 45.2 9.6
Total Split (%) 15.8% 26.8% 8.0% 19.0% 27.5% 57.2% 37.7% 8% Yellow Time (s) 3.6 4.4 3.6 4.8 3.6 4.8 3.7 3.6
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 5.4 4.6 5.8 4.6 5.8 4.7
Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None Min Min None
Act Effct Green (s) 9.4 16.1 5.0 13.5 17.1 64.7 44.1
Actuated g/C Ratio 0.09 0.16 0.05 0.13 0.17 0.64 0.43
v/c Ratio 0.54 0.41 1.67 0.31 0.75 1.58 1.25
Control Delay 59.1 16.4 375.5 46.7 58.3 287.4 150.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 59.1 16.4 375.5 46.7 58.3 287.4 150.4

LOS E B F D E F F
Approach Delay 31.5 261.4 263.7 150.4
Approach LOS C F F F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 101.7
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.67
Intersection Signal Delay: 215.5 Intersection LOS: F
Intersection Capacity Utilization 129.7% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 13: Haven Av. & Chino Av.

5.2-24
2590
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 13: Haven Av. & Chino Av. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 25
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 74 36 100 133 71 0 187 1198 409 0 772 113 Future Volume (veh/h) 74 36 100 133 71 0 187 1198 409 0 772 113 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1870 1772 1870 1870 1870 1673 1772 1870 1870 1772 1772 Adj Flow Rate, veh/h 79 39 106 145 77 0 199 1274 445 0 821 120 Peak Hour Factor 0.94 0.92 0.94 0.92 0.92 0.92 0.94 0.94 0.92 0.92 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 98 51 138 94 197 0 230 831 290 2 709 104
Arrive On Green 0.06 0.11 0.11 0.05 0.11 0.00 0.14 0.66 0.66 0.00 0.47 0.47 Sat Flow, veh/h 1594 445 1208 1781 1870 0 1594 1255 438 1781 1511 221 Grp Volume(v), veh/h 79 0 145 145 77 0 199 0 1719 0 0 941 Grp Sat Flow(s),veh/h/ln 1594 0 1653 1781 1870 0 1594 0 1693 1781 0 1732 Q Serve(g_s), s 4.6 0.0 8.1 5.0 3.6 0.0 11.6 0.0 62.8 0.0 0.0 44.5 Cycle Q Clear(g_c), s 4.6 0.0 8.1 5.0 3.6 0.0 11.6 0.0 62.8 0.0 0.0 44.5 Prop In Lane 1.00 0.73 1.00 0.00 1.00 0.26 1.00 0.13
Lane Grp Cap(c), veh/h 98 0 189 94 197 0 230 0 1121 2 0 812 V/C Ratio(X) 0.80 0.00 0.77 1.54 0.39 0.00 0.86 0.00 1.53 0.00 0.00 1.16 Avail Cap(c_a), veh/h 242 0 467 94 335 0 477 0 1121 94 0 812 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 0.00 1.00 0.00 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 43.9 0.0 40.8 44.9 39.6 0.0 39.7 0.0 16.0 0.0 0.0 25.2 Incr Delay (d2), s/veh 5.7 0.0 6.4 290.7 1.3 0.0 3.7 0.0 244.6 0.0 0.0 84.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 0.0 3.5 9.7 1.7 0.0 4.6 0.0 93.9 0.0 0.0 36.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.6 0.0 47.2 335.6 40.8 0.0 43.4 0.0 260.6 0.0 0.0 110.0 LnGrp LOS D A D F D A D A F A A F
Approach Vol, veh/h 224 222 1918 941
Approach Delay, s/veh 48.0 233.4 238.1 110.0
Approach LOS D F F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 0.0 68.6 9.6 16.6 18.3 50.3 10.4 15.8 Change Period (Y+Rc), s 4.6 5.8 4.6 * 5.8 4.6 * 5.8 4.6 5.8 Max Green Setting (Gmax), s 5.0 62.8 5.0 * 27 28.4 * 41 14.4 17.0 Max Q Clear Time (g_c+I1), s 0.0 64.8 7.0 10.1 13.6 46.5 6.6 5.6 Green Ext Time (p_c), s 0.0 0.0 0.0 0.6 0.2 0.0 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 188.4
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.2-25
2591
Timings Rich Haven Specific Plan TA (JN:14822)
14: Haven Av. & Schaefer av. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 26
Lane Group EBL EBR NBL NBT SBT
Lane Configurations
Traffic Volume (vph) 39 102 118 1728 1002
Future Volume (vph) 39 102 118 1728 1002
Turn Type Prot Perm Prot NA NA
Protected Phases 4 5 2 6
Permitted Phases 4
Detector Phase 4 4 5 2 6
Switch Phase
Minimum Initial (s) 10.0 10.0 5.0 10.0 10.0
Minimum Split (s) 27.8 27.8 9.6 15.8 29.8
Total Split (s) 30.0 30.0 26.6 90.0 63.4
Total Split (%) 25.0% 25.0% 22.2% 75.0% 52.8%
Yellow Time (s) 4.8 4.8 3.6 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 4.6 5.8 5.8
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Recall Mode None None None Min Min
Act Effct Green (s) 12.3 12.3 13.1 85.9 68.2
Actuated g/C Ratio 0.11 0.11 0.12 0.78 0.62
v/c Ratio 0.24 0.42 0.68 1.36 0.51
Control Delay 46.5 13.0 63.5 185.1 13.9
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 46.5 13.0 63.5 185.1 13.9

LOS D B E F B
Approach Delay 22.2 177.3 13.9
Approach LOS C F B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 109.8
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.36
Intersection Signal Delay: 114.5 Intersection LOS: F
Intersection Capacity Utilization 114.3% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 14: Haven Av. & Schaefer av.

5.2-26
2592
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 14: Haven Av. & Schaefer av. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 27
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 39 102 118 1728 1002 22
Future Volume (veh/h) 39 102 118 1728 1002 22
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1673 1772 1673 1772 1772 1772
Adj Flow Rate, veh/h 42 57 128 1878 1089 13
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 145 137 152 1411 2295 27
Arrive On Green 0.14 0.14 0.14 1.00 0.99 0.99
Sat Flow, veh/h 1594 1502 1594 1772 3494 42
Grp Volume(v), veh/h 42 57 128 1878 552 550
Grp Sat Flow(s),veh/h/ln 1594 1502 1594 1772 1772 1763
Q Serve(g_s), s 2.4 3.6 8.1 82.2 0.9 0.9
Cycle Q Clear(g_c), s 2.4 3.6 8.1 82.2 0.9 0.9
Prop In Lane 1.00 1.00 1.00 0.02
Lane Grp Cap(c), veh/h 145 137 152 1411 1164 1158
V/C Ratio(X) 0.29 0.42 0.84 1.33 0.47 0.47
Avail Cap(c_a), veh/h 374 352 340 1446 1164 1158
HCM Platoon Ratio 1.50 1.50 1.50 1.50 1.50 1.50
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 41.5 42.0 43.5 0.0 0.3 0.3
Incr Delay (d2), s/veh 1.1 2.0 4.8 153.8 0.3 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.0 3.1 3.1 60.3 0.2 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.6 44.0 48.3 153.8 0.6 0.6
LnGrp LOS D D D F A A
Approach Vol, veh/h 99 2006 1102
Approach Delay, s/veh 43.4 147.0 0.6
Approach LOS D F A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 89.0 15.2 14.5 74.5
Change Period (Y+Rc), s 5.8 5.8 4.6 5.8
Max Green Setting (Gmax), s 84.2 24.2 22.0 57.6
Max Q Clear Time (g_c+I1), s 84.2 5.6 10.1 2.9
Green Ext Time (p_c), s 0.0 0.2 0.1 8.1
Intersection Summary
HCM 6th Ctrl Delay 93.5
HCM 6th LOS F

5.2-27
2593
Timings Rich Haven Specific Plan TA (JN:14822)
15: Haven Av. & Ontario Ranch Rd. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 28
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 235 1198 17 75 1198 684 36 544 118 681 294 318 Future Volume (vph) 235 1198 17 75 1198 684 36 544 118 681 294 318 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8 2 6
Detector Phase 7 4 4 3 8 8 5 2 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 29.2 29.2 9.6 34.5 34.5 9.6 47.8 47.8 9.6 45.8 45.8 Total Split (s) 15.0 38.0 38.0 11.5 34.5 34.5 11.7 48.5 48.5 22.0 58.8 58.8 Total Split (%) 12.5% 31.7% 31.7% 9.6% 28.8% 28.8% 9.8% 40.4% 40.4% 18.3% 49.0% 49.0% Yellow Time (s) 3.6 5.2 5.2 3.6 5.5 5.5 3.6 4.8 4.8 3.6 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 6.2 4.6 6.5 6.5 4.6 5.8 5.8 4.6 5.8 5.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Max Max None Max Max None None None None None None Act Effct Green (s) 10.4 34.3 34.3 6.5 28.0 28.0 6.4 41.1 41.1 17.4 56.2 56.2 Actuated g/C Ratio 0.09 0.29 0.29 0.05 0.24 0.24 0.05 0.35 0.35 0.15 0.47 0.47 v/c Ratio 1.82 0.84 0.03 0.50 0.77 1.24 0.45 0.96 0.21 3.16 0.38 0.41 Control Delay 428.1 46.5 0.1 65.7 46.1 146.1 71.8 65.2 2.8 997.9 22.7 7.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 428.1 46.5 0.1 65.7 46.1 146.1 71.8 65.2 2.8 997.9 22.7 7.2

LOS F D A E D F E E A F C A
Approach Delay 107.9 81.8 55.0 532.4
Approach LOS F F E F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 118.4
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 3.16
Intersection Signal Delay: 193.3 Intersection LOS: F
Intersection Capacity Utilization 123.3% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 15: Haven Av. & Ontario Ranch Rd.

5.2-28
2594
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 15: Haven Av. & Ontario Ranch Rd. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 29
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 235 1198 17 75 1198 684 36 544 118 681 294 318 Future Volume (veh/h) 235 1198 17 75 1198 684 36 544 118 681 294 318 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1575 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 253 1288 7 81 1288 683 39 585 76 732 316 319 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 140 1507 425 122 1675 355 49 616 521 234 822 694 Arrive On Green 0.09 0.28 0.28 0.04 0.24 0.24 0.03 0.35 0.35 0.15 0.46 0.46 Sat Flow, veh/h 1594 5316 1500 3000 7088 1502 1594 1772 1500 1594 1772 1497 Grp Volume(v), veh/h 253 1288 7 81 1288 683 39 585 76 732 316 319 Grp Sat Flow(s),veh/h/ln 1594 1772 1500 1500 1772 1502 1594 1772 1500 1594 1772 1497 Q Serve(g_s), s 10.4 27.1 0.4 3.2 20.1 28.0 2.9 38.1 4.1 17.4 13.8 17.2 Cycle Q Clear(g_c), s 10.4 27.1 0.4 3.2 20.1 28.0 2.9 38.1 4.1 17.4 13.8 17.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 140 1507 425 122 1675 355 49 616 521 234 822 694 V/C Ratio(X) 1.81 0.85 0.02 0.67 0.77 1.92 0.80 0.95 0.15 3.13 0.38 0.46 Avail Cap(c_a), veh/h 140 1507 425 175 1675 355 96 639 541 234 822 694 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.0 40.1 30.5 56.0 42.2 45.2 57.1 37.7 26.6 50.5 20.7 21.6 Incr Delay (d2), s/veh 390.5 6.4 0.1 2.3 3.5 426.3 10.7 23.6 0.1 968.3 0.3 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 19.2 12.1 0.1 1.2 8.7 51.8 1.3 19.6 1.4 69.7 5.5 5.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 444.5 46.5 30.6 58.4 45.7 471.5 67.8 61.2 26.7 1018.8 21.0 22.1 LnGrp LOS F D C E D F E E C F C C
Approach Vol, veh/h 1548 2052 700 1367
Approach Delay, s/veh 111.5 187.9 57.8 555.6
Approach LOS F F E F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 22.0 47.0 9.4 40.1 8.2 60.7 15.0 34.5 Change Period (Y+Rc), s 4.6 5.8 4.6 * 6.5 4.6 5.8 4.6 6.5 Max Green Setting (Gmax), s 17.4 42.7 6.9 * 32 7.1 53.0 10.4 28.0 Max Q Clear Time (g_c+I1), s 19.4 40.1 5.2 29.1 4.9 19.2 12.4 30.0 Green Ext Time (p_c), s 0.0 1.0 0.0 1.8 0.0 2.9 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 239.7
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.2-29
2595
HCM 6th Roundabout Rich Haven Specific Plan TA (JN:14822) 16: Twinkle Av. & Chino Av. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 30
Intersection
Intersection Delay, s/veh 5.4
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 484 165 0 123
Demand Flow Rate, veh/h 493 168 0 125
Vehicles Circulating, veh/h 50 24 543 152
Vehicles Exiting, veh/h 227 519 0 40
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 6.4 3.7 0.0 4.0
Approach LOS A A - A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 493 168 0 125
Cap Entry Lane, veh/h 1311 1346 793 1182
Entry HV Adj Factor 0.981 0.982 1.000 0.984
Flow Entry, veh/h 484 165 0 123
Cap Entry, veh/h 1287 1323 793 1163
V/C Ratio 0.376 0.125 0.000 0.106
Control Delay, s/veh 6.4 3.7 4.5 4.0

LOS A A A A
95th %tile Queue, veh 2 0 0 0

5.2-30
2596
Timings Rich Haven Specific Plan TA (JN:14822)
17: Mill Creek Av. & Riverside Dr. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 31
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 318 212 231 226 207 75 396 83 155
Future Volume (vph) 318 212 231 226 207 75 396 83 155
Turn Type Prot NA Prot NA Split NA Perm Split NA
Protected Phases 7 4 3 8 2 2 6 6
Permitted Phases 2
Detector Phase 7 4 3 8 2 2 2 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.0 26.0 9.0 23.0 29.8 29.8 29.8 27.0 27.0 Total Split (s) 38.0 40.0 21.0 23.0 31.0 31.0 31.0 28.0 28.0 Total Split (%) 31.7% 33.3% 17.5% 19.2% 25.8% 25.8% 25.8% 23.3% 23.3% Yellow Time (s) 3.0 5.0 3.0 5.0 4.8 4.8 4.8 3.0 3.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 6.0 4.0 6.0 5.8 5.8 5.8 4.0 4.0 Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None Min Min Min Min Min
Act Effct Green (s) 31.1 29.5 17.2 15.6 22.4 22.4 22.4 23.2 23.2 Actuated g/C Ratio 0.28 0.26 0.15 0.14 0.20 0.20 0.20 0.21 0.21 v/c Ratio 0.92 0.62 1.21 0.80 0.83 0.27 0.72 0.32 0.91
Control Delay 68.4 21.7 166.9 55.0 66.9 41.7 10.3 43.5 73.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 68.4 21.7 166.9 55.0 66.9 41.7 10.3 43.5 73.1

LOS E C F D E D B D E
Approach Delay 39.6 102.2 31.0 65.7
Approach LOS D F C E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 112.4
Natural Cycle: 105
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.21
Intersection Signal Delay: 55.1 Intersection LOS: E
Intersection Capacity Utilization 79.3% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 17: Mill Creek Av. & Riverside Dr.

5.2-31
2597
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 17: Mill Creek Av. & Riverside Dr. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 32
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 318 212 300 231 226 90 207 75 396 83 155 94 Future Volume (veh/h) 318 212 300 231 226 90 207 75 396 83 155 94 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.97 1.00 0.99 1.00 0.89 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 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 403 268 228 292 286 63 262 95 273 105 196 68 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 429 432 353 256 371 80 330 367 309 327 249 86 Arrive On Green 0.27 0.24 0.24 0.16 0.13 0.13 0.21 0.21 0.21 0.20 0.20 0.20 Sat Flow, veh/h 1594 1792 1466 1594 2808 607 1594 1772 1493 1594 1215 422 Grp Volume(v), veh/h 403 265 231 292 178 171 262 95 273 105 0 264 Grp Sat Flow(s),veh/h/ln 1594 1772 1486 1594 1772 1643 1594 1772 1493 1594 0 1637 Q Serve(g_s), s 26.2 14.1 14.8 17.0 10.3 10.7 16.5 4.8 18.8 5.9 0.0 16.2 Cycle Q Clear(g_c), s 26.2 14.1 14.8 17.0 10.3 10.7 16.5 4.8 18.8 5.9 0.0 16.2 Prop In Lane 1.00 0.99 1.00 0.37 1.00 1.00 1.00 0.26
Lane Grp Cap(c), veh/h 429 427 358 256 234 217 330 367 309 327 0 335 V/C Ratio(X) 0.94 0.62 0.65 1.14 0.76 0.79 0.79 0.26 0.88 0.32 0.00 0.79 Avail Cap(c_a), veh/h 511 568 477 256 284 264 379 421 355 361 0 371 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 37.9 35.9 36.2 44.5 44.4 44.5 39.9 35.2 40.8 35.9 0.0 39.9 Incr Delay (d2), s/veh 21.9 1.5 2.0 100.1 9.5 12.1 9.8 0.4 20.3 0.6 0.0 9.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.2 6.0 5.3 13.5 4.9 4.9 7.1 2.0 8.3 2.4 0.0 7.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.8 37.4 38.1 144.6 53.9 56.7 49.7 35.6 61.1 36.4 0.0 49.8 LnGrp LOS E D D F D E D D E D A D
Approach Vol, veh/h 899 641 630 369
Approach Delay, s/veh 47.6 96.0 52.5 46.0
Approach LOS D F D D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 27.7 21.0 31.5 25.7 32.5 20.0
Change Period (Y+Rc), s 5.8 4.0 6.0 4.0 4.0 6.0
Max Green Setting (Gmax), s 25.2 17.0 34.0 24.0 34.0 17.0 Max Q Clear Time (g_c+I1), s 20.8 19.0 16.8 18.2 28.2 12.7 Green Ext Time (p_c), s 1.0 0.0 2.5 0.9 0.3 0.7
Intersection Summary
HCM 6th Ctrl Delay 60.8
HCM 6th LOS E

5.2-32
2598
Timings Rich Haven Specific Plan TA (JN:14822)
18: Mill Creek Av. & Chino Av. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 33
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 203 248 14 81 5 92 26 118
Future Volume (vph) 203 248 14 81 5 92 26 118
Turn Type Perm NA Split NA Perm NA Perm NA
Protected Phases 4 8 8 2 6
Permitted Phases 4 2 6
Detector Phase 4 4 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 73.0 73.0 22.5 22.5 24.5 24.5 24.5 24.5 Total Split (%) 60.8% 60.8% 18.8% 18.8% 20.4% 20.4% 20.4% 20.4% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None None Min Min Min Min
Act Effct Green (s) 68.6 68.6 11.7 11.7 20.0 20.0 20.0 20.0 Actuated g/C Ratio 0.60 0.60 0.10 0.10 0.18 0.18 0.18 0.18 v/c Ratio 3.40 0.26 0.15 0.53 0.08 0.59 0.38 0.95
Control Delay 1141.8 11.7 47.6 55.5 44.6 51.6 51.8 84.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 1141.8 11.7 47.6 55.5 44.6 51.6 51.8 84.1

LOS F B D E D D D F
Approach Delay 502.4 53.8 51.4 79.4
Approach LOS F D D E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 113.8
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 3.40
Intersection Signal Delay: 252.0 Intersection LOS: F
Intersection Capacity Utilization 35.6% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 18: Mill Creek Av. & Chino Av.

5.2-33
2599
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 18: Mill Creek Av. & Chino Av. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 34
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 203 248 17 14 81 7 5 92 4 26 118 66 Future Volume (veh/h) 203 248 17 14 81 7 5 92 4 26 118 66 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 221 270 9 28 88 8 5 184 4 52 236 39 Peak Hour Factor 0.92 0.92 0.92 0.50 0.92 0.50 0.92 0.50 0.50 0.50 0.50 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 455 459 15 183 173 16 327 430 9 396 369 61
Arrive On Green 0.26 0.26 0.26 0.10 0.10 0.10 0.24 0.24 0.24 0.24 0.24 0.24 Sat Flow, veh/h 1781 1800 60 1781 1689 154 1104 1824 40 1195 1565 259 Grp Volume(v), veh/h 221 0 279 28 0 96 5 0 188 52 0 275 Grp Sat Flow(s),veh/h/ln 1781 0 1860 1781 0 1843 1104 0 1863 1195 0 1824 Q Serve(g_s), s 3.5 0.0 4.4 0.5 0.0 1.6 0.1 0.0 2.8 1.3 0.0 4.5 Cycle Q Clear(g_c), s 3.5 0.0 4.4 0.5 0.0 1.6 4.6 0.0 2.8 4.1 0.0 4.5 Prop In Lane 1.00 0.03 1.00 0.08 1.00 0.02 1.00 0.14
Lane Grp Cap(c), veh/h 455 0 474 183 0 189 327 0 439 396 0 430 V/C Ratio(X) 0.49 0.00 0.59 0.15 0.00 0.51 0.02 0.00 0.43 0.13 0.00 0.64 Avail Cap(c_a), veh/h 3676 0 3837 966 0 999 732 0 1123 835 0 1099 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 10.5 0.0 10.8 13.6 0.0 14.1 13.5 0.0 10.8 12.5 0.0 11.4 Incr Delay (d2), s/veh 0.8 0.0 1.2 0.4 0.0 2.1 0.0 0.0 0.7 0.1 0.0 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.0 1.2 0.2 0.0 0.6 0.0 0.0 0.8 0.3 0.0 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.3 0.0 12.0 14.0 0.0 16.2 13.5 0.0 11.4 12.7 0.0 13.0 LnGrp LOS B A B B A B B A B B A B
Approach Vol, veh/h 500 124 193 327
Approach Delay, s/veh 11.7 15.7 11.5 13.0
Approach LOS B B B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 12.3 13.0 12.3 7.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 20.0 68.5 20.0 18.0
Max Q Clear Time (g_c+I1), s 6.6 6.4 6.5 3.6
Green Ext Time (p_c), s 0.7 2.2 1.3 0.4
Intersection Summary
HCM 6th Ctrl Delay 12.5
HCM 6th LOS B

5.2-34
2600
Timings Rich Haven Specific Plan TA (JN:14822)
19: Mill Creek Av. & Cantu Galleano Ranch Rd. 10/06/2022 E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 35
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 121 877 274 610 462 67 115 22
Future Volume (vph) 121 877 274 610 462 67 115 22
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases
Detector Phase 7 4 3 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 23.5 9.6 23.5 9.6 27.8 9.6 27.8
Total Split (s) 17.2 33.0 22.0 37.8 34.0 48.2 16.8 31.0 Total Split (%) 14.3% 27.5% 18.3% 31.5% 28.3% 40.2% 14.0% 25.8% Yellow Time (s) 3.6 5.5 3.6 5.5 3.6 4.8 3.6 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 6.5 4.6 6.5 4.6 5.8 4.6 5.8
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None Min None Min
Act Effct Green (s) 11.3 26.5 17.4 32.7 29.5 30.8 10.8 12.2 Actuated g/C Ratio 0.11 0.25 0.16 0.31 0.28 0.29 0.10 0.11 v/c Ratio 0.71 1.04 1.04 0.65 1.03 0.62 0.70 0.47
Control Delay 68.1 74.7 108.3 31.7 88.9 20.6 68.0 17.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 68.1 74.7 108.3 31.7 88.9 20.6 68.0 17.8

LOS E E F C F C E B
Approach Delay 74.1 49.3 59.5 42.3
Approach LOS E D E D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 107.2
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.04
Intersection Signal Delay: 60.4 Intersection LOS: E
Intersection Capacity Utilization 91.4% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 19: Mill Creek Av. & Cantu Galleano Ranch Rd.

5.2-35
2601
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 19: Mill Creek Av. & Cantu Galleano Ranch Rd. 10/06/2022 E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 36
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 121 877 333 274 610 308 462 67 282 115 22 98 Future Volume (veh/h) 121 877 333 274 610 308 462 67 282 115 22 98 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 132 953 199 298 663 172 502 73 166 125 24 64 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 161 1052 219 297 1318 337 503 148 337 153 43 115 Arrive On Green 0.09 0.25 0.25 0.17 0.33 0.33 0.28 0.29 0.29 0.09 0.10 0.10 Sat Flow, veh/h 1781 4234 881 1781 4053 1035 1781 508 1155 1781 451 1203 Grp Volume(v), veh/h 132 766 386 298 555 280 502 0 239 125 0 88 Grp Sat Flow(s),veh/h/ln 1781 1702 1712 1781 1702 1684 1781 0 1663 1781 0 1654 Q Serve(g_s), s 7.6 22.7 22.8 17.4 13.7 14.0 29.4 0.0 12.4 7.2 0.0 5.3 Cycle Q Clear(g_c), s 7.6 22.7 22.8 17.4 13.7 14.0 29.4 0.0 12.4 7.2 0.0 5.3 Prop In Lane 1.00 0.51 1.00 0.61 1.00 0.69 1.00 0.73
Lane Grp Cap(c), veh/h 161 846 425 297 1107 548 503 0 485 153 0 159 V/C Ratio(X) 0.82 0.90 0.91 1.00 0.50 0.51 1.00 0.00 0.49 0.81 0.00 0.55 Avail Cap(c_a), veh/h 215 866 435 297 1107 548 503 0 677 209 0 400 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 46.6 38.0 38.0 43.4 28.3 28.5 37.4 0.0 30.5 46.8 0.0 45.0 Incr Delay (d2), s/veh 12.7 12.8 22.4 52.6 0.4 0.8 39.8 0.0 0.8 11.9 0.0 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 10.3 11.5 11.5 5.2 5.3 17.6 0.0 4.8 3.6 0.0 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.2 50.7 60.4 96.0 28.7 29.2 77.2 0.0 31.3 58.7 0.0 48.0 LnGrp LOS E D E F C C E A C E A D
Approach Vol, veh/h 1284 1133 741 213
Approach Delay, s/veh 54.5 46.5 62.4 54.2
Approach LOS D D E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 13.6 36.2 22.0 32.4 34.0 15.8 14.0 40.4 Change Period (Y+Rc), s 4.6 5.8 4.6 6.5 4.6 5.8 4.6 6.5 Max Green Setting (Gmax), s 12.2 42.4 17.4 26.5 29.4 25.2 12.6 31.3 Max Q Clear Time (g_c+I1), s 9.2 14.4 19.4 24.8 31.4 7.3 9.6 16.0 Green Ext Time (p_c), s 0.0 1.4 0.0 1.1 0.0 0.3 0.0 4.2 Intersection Summary
HCM 6th Ctrl Delay 53.5
HCM 6th LOS D

5.2-36
2602
Timings Rich Haven Specific Plan TA (JN:14822)
20: Milliken Av. & SR-60 WB Ramps 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 37
Lane Group WBT WBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 4 526 403 1396 558 262
Future Volume (vph) 4 526 403 1396 558 262
Turn Type NA Perm Prot NA NA Perm
Protected Phases 8 5 2 6
Permitted Phases 8 6
Detector Phase 8 8 5 2 6 6
Switch Phase
Minimum Initial (s) 10.0 10.0 5.0 10.0 10.0 10.0
Minimum Split (s) 22.5 22.5 11.2 22.5 22.5 22.5
Total Split (s) 37.0 37.0 28.0 53.0 25.0 25.0
Total Split (%) 41.1% 41.1% 31.1% 58.9% 27.8% 27.8%
Yellow Time (s) 5.2 5.2 3.6 5.2 5.2 5.2
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.2 6.2 4.6 6.2 6.2 6.2
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None Min Min Min
Act Effct Green (s) 28.5 28.5 21.9 43.7 17.2 17.2
Actuated g/C Ratio 0.34 0.34 0.26 0.52 0.20 0.20
v/c Ratio 0.71 0.90 0.90 0.74 0.76 0.50
Control Delay 32.7 43.4 56.3 19.3 39.7 7.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 32.7 43.4 56.3 19.3 39.7 7.7

LOS C D E B D A
Approach Delay 38.7 27.6 29.5
Approach LOS D C C
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 84.8
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.90
Intersection Signal Delay: 31.0 Intersection LOS: C
Intersection Capacity Utilization 96.5% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 20: Milliken Av. & SR-60 WB Ramps

5.2-37
2603
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 20: Milliken Av. & SR-60 WB Ramps 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 38
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 411 4 526 403 1396 0 0 558 262 Future Volume (veh/h) 0 0 0 411 4 526 403 1396 0 0 558 262 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
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 419 4 367 411 1424 0 0 569 228
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 519 5 466 457 1974 0 0 768 325
Arrive On Green 0.29 0.29 0.29 0.26 0.53 0.00 0.00 0.21 0.21 Sat Flow, veh/h 1765 17 1585 1781 3741 0 0 3741 1585
Grp Volume(v), veh/h 423 0 367 411 1424 0 0 569 228
Grp Sat Flow(s),veh/h/ln 1782 0 1585 1781 1870 0 0 1870 1585 Q Serve(g_s), s 15.3 0.0 14.8 15.5 20.2 0.0 0.0 9.9 9.3 Cycle Q Clear(g_c), s 15.3 0.0 14.8 15.5 20.2 0.0 0.0 9.9 9.3 Prop In Lane 0.99 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 524 0 466 457 1974 0 0 768 325
V/C Ratio(X) 0.81 0.00 0.79 0.90 0.72 0.00 0.00 0.74 0.70 Avail Cap(c_a), veh/h 788 0 701 598 2513 0 0 1010 428
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 22.8 0.0 22.6 25.0 12.5 0.0 0.0 25.9 25.7 Incr Delay (d2), s/veh 3.8 0.0 3.5 11.8 0.8 0.0 0.0 2.1 3.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.1 0.0 5.3 7.2 6.3 0.0 0.0 4.1 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.5 0.0 26.1 36.8 13.3 0.0 0.0 28.0 29.1 LnGrp LOS C A C D B A A C C
Approach Vol, veh/h 790 1835 797
Approach Delay, s/veh 26.3 18.6 28.3
Approach LOS C B C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 43.0 22.5 20.5 26.7
Change Period (Y+Rc), s 6.2 4.6 6.2 6.2
Max Green Setting (Gmax), s 46.8 23.4 18.8 30.8
Max Q Clear Time (g_c+I1), s 22.2 17.5 11.9 17.3
Green Ext Time (p_c), s 10.8 0.3 2.4 3.2
Intersection Summary
HCM 6th Ctrl Delay 22.6
HCM 6th LOS C

5.2-38
2604
Timings Rich Haven Specific Plan TA (JN:14822)
21: Milliken Av. & SR-60 EB Ramps 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 39
Lane Group EBL EBT NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 436 3 1419 85 863
Future Volume (vph) 436 3 1419 85 863
Turn Type Perm NA NA Prot NA
Protected Phases 4 2 1 6
Permitted Phases 4
Detector Phase 4 4 2 1 6
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 5.0 10.0
Minimum Split (s) 22.5 22.5 22.5 9.6 22.5
Total Split (s) 27.4 27.4 52.4 10.2 62.6
Total Split (%) 30.4% 30.4% 58.2% 11.3% 69.6%
Yellow Time (s) 5.2 5.2 5.2 3.6 5.2
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.2 6.2 6.2 4.6 6.2
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode None None Min None Min
Act Effct Green (s) 21.2 21.2 46.2 5.6 56.4
Actuated g/C Ratio 0.24 0.24 0.51 0.06 0.63
v/c Ratio 0.97 0.83 1.04 0.80 0.38
Control Delay 73.6 34.9 53.9 88.4 8.8
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 73.6 34.9 53.9 88.4 8.8

LOS E C D F A
Approach Delay 53.9 53.9 16.0
Approach LOS D D B
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Natural Cycle: 100
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.04
Intersection Signal Delay: 44.0 Intersection LOS: D
Intersection Capacity Utilization 96.5% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 21: Milliken Av. & SR-60 EB Ramps

5.2-39
2605
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 21: Milliken Av. & SR-60 EB Ramps 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 40
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 436 3 361 0 0 0 0 1419 475 85 863 0 Future Volume (veh/h) 436 3 361 0 0 0 0 1419 475 85 863 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
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 319 185 186 0 1463 253 88 890 0
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Cap, veh/h 419 201 203 0 1590 270 112 2338 0
Arrive On Green 0.24 0.24 0.24 0.00 0.51 0.51 0.06 0.62 0.00 Sat Flow, veh/h 1781 855 860 0 3116 529 1781 3741 0
Grp Volume(v), veh/h 319 0 371 0 867 849 88 890 0
Grp Sat Flow(s),veh/h/ln 1781 0 1716 0 1870 1775 1781 1870 0 Q Serve(g_s), s 14.8 0.0 18.7 0.0 37.6 39.8 4.3 10.4 0.0 Cycle Q Clear(g_c), s 14.8 0.0 18.7 0.0 37.6 39.8 4.3 10.4 0.0 Prop In Lane 1.00 0.50 0.00 0.30 1.00 0.00
Lane Grp Cap(c), veh/h 419 0 404 0 954 905 112 2338 0
V/C Ratio(X) 0.76 0.00 0.92 0.00 0.91 0.94 0.78 0.38 0.00 Avail Cap(c_a), veh/h 425 0 409 0 973 923 112 2375 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 31.6 0.0 33.1 0.0 19.9 20.4 41.0 8.2 0.0 Incr Delay (d2), s/veh 7.7 0.0 25.3 0.0 12.1 16.4 27.3 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.8 0.0 10.1 0.0 16.7 17.6 2.6 3.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.4 0.0 58.4 0.0 32.0 36.8 68.3 8.3 0.0 LnGrp LOS D A E A C D E A A
Approach Vol, veh/h 690 1716 978
Approach Delay, s/veh 49.6 34.4 13.7
Approach LOS D C B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 10.2 51.5 27.1 61.7
Change Period (Y+Rc), s 4.6 6.2 6.2 6.2
Max Green Setting (Gmax), s 5.6 46.2 21.2 56.4
Max Q Clear Time (g_c+I1), s 6.3 41.8 20.7 12.4
Green Ext Time (p_c), s 0.0 3.5 0.2 6.5
Intersection Summary
HCM 6th Ctrl Delay 31.5
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

5.2-40
2606
Timings Rich Haven Specific Plan TA (JN:14822)
22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 41
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 340 215 28 147 243 144 1267 58 244 776 Future Volume (vph) 340 215 28 147 243 144 1267 58 244 776 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 8 2
Detector Phase 7 4 3 8 8 5 2 2 1 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 Minimum Split (s) 9.6 16.2 9.6 16.2 16.2 9.6 35.2 35.2 9.6 16.2 Total Split (s) 28.0 35.3 9.7 17.0 17.0 18.8 53.0 53.0 22.0 56.2 Total Split (%) 23.3% 29.4% 8.1% 14.2% 14.2% 15.7% 44.2% 44.2% 18.3% 46.8% Yellow Time (s) 3.6 5.2 3.6 5.2 5.2 3.6 5.2 5.2 3.6 5.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 4.6 6.2 6.2 4.6 6.2 6.2 4.6 6.2 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Min Min None Min Act Effct Green (s) 23.4 33.0 5.1 10.8 10.8 13.9 46.8 46.8 17.4 50.3 Actuated g/C Ratio 0.20 0.28 0.04 0.09 0.09 0.12 0.39 0.39 0.14 0.42 v/c Ratio 1.27 0.87 0.48 1.07 0.85 0.91 1.11 0.10 1.22 0.82 Control Delay 184.4 59.5 79.6 143.0 37.2 99.4 97.4 0.3 176.1 36.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 184.4 59.5 79.6 143.0 37.2 99.4 97.4 0.3 176.1 36.0

LOS F E E F D F F A F D
Approach Delay 120.2 77.3 93.7 63.7
Approach LOS F E F E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.27
Intersection Signal Delay: 87.1 Intersection LOS: F
Intersection Capacity Utilization 99.5% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 22: Hamner Av./Milliken Av. & Riverside Dr.

5.2-41
2607
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 42
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 340 215 144 28 147 243 144 1267 58 244 776 211 Future Volume (veh/h) 340 215 144 28 147 243 144 1267 58 244 776 211 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 391 247 86 32 169 141 166 1456 38 280 892 128 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 311 324 113 44 159 135 189 1313 586 231 1231 177 Arrive On Green 0.20 0.26 0.26 0.03 0.09 0.09 0.12 0.39 0.39 0.14 0.42 0.42 Sat Flow, veh/h 1594 1256 437 1594 1772 1502 1594 3367 1502 1594 2955 424 Grp Volume(v), veh/h 391 0 333 32 169 141 166 1456 38 280 508 512 Grp Sat Flow(s),veh/h/ln 1594 0 1693 1594 1772 1502 1594 1683 1502 1594 1683 1696 Q Serve(g_s), s 23.4 0.0 21.8 2.4 10.8 10.8 12.3 46.8 1.9 17.4 30.3 30.3 Cycle Q Clear(g_c), s 23.4 0.0 21.8 2.4 10.8 10.8 12.3 46.8 1.9 17.4 30.3 30.3 Prop In Lane 1.00 0.26 1.00 1.00 1.00 1.00 1.00 0.25
Lane Grp Cap(c), veh/h 311 0 436 44 159 135 189 1313 586 231 701 707 V/C Ratio(X) 1.26 0.00 0.76 0.73 1.06 1.04 0.88 1.11 0.06 1.21 0.72 0.72 Avail Cap(c_a), veh/h 311 0 436 68 159 135 189 1313 586 231 701 707 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 48.3 0.0 41.2 57.9 54.6 54.6 52.1 36.6 22.9 51.3 29.2 29.2 Incr Delay (d2), s/veh 139.6 0.0 7.8 8.6 88.0 89.4 33.7 60.3 0.0 128.3 3.7 3.7 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/ln 20.9 0.0 9.6 1.0 8.6 7.3 6.5 28.8 0.7 14.9 12.1 12.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 187.9 0.0 49.0 66.5 142.6 144.0 85.7 96.9 23.0 179.6 33.0 32.9 LnGrp LOS F A D E F F F F C F C C
Approach Vol, veh/h 724 342 1660 1300
Approach Delay, s/veh 124.0 136.1 94.1 64.5
Approach LOS F F F E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 22.0 53.0 7.9 37.1 18.8 56.2 28.0 17.0 Change Period (Y+Rc), s 4.6 6.2 4.6 6.2 4.6 6.2 4.6 6.2 Max Green Setting (Gmax), s 17.4 46.8 5.1 29.1 14.2 50.0 23.4 10.8 Max Q Clear Time (g_c+I1), s 19.4 48.8 4.4 23.8 14.3 32.3 25.4 12.8 Green Ext Time (p_c), s 0.0 0.0 0.0 0.8 0.0 5.6 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 93.5
HCM 6th LOS F

5.2-42
2608
HCM 6th TWSC Rich Haven Specific Plan TA (JN:14822)
23: Hamner Av. & Chino Av. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 43
Intersection
Int Delay, s/veh 59.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 166 139 57 1320 838 68
Future Vol, veh/h 166 139 57 1320 838 68
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 2 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 189 158 65 1500 952 77
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1871 991 1029 0 - 0
Stage 1 991 - - - - -
Stage 2 880 - - - - -
Critical Hdwy 6.63 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.83 - - - - -
Follow-up Hdwy 3.519 3.319 2.219 - - -
Pot Cap-1 Maneuver ~ 71 298 673 - - -
Stage 1 358 - - - - -
Stage 2 367 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 30 298 673 - - -
Mov Cap-2 Maneuver ~ 133 - - - - -
Stage 1 ~ 151 - - - - -
Stage 2 367 - - - - -
Approach EB NB SB
HCM Control Delay, s$ 489.6 3.2 0

HCM LOS F
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 673 - 178 - -
HCM Lane V/C Ratio 0.096 - 1.947 - -
HCM Control Delay (s) 10.9 2.9$ 489.6 - -
HCM Lane LOS B A F - -
HCM 95th %tile Q(veh) 0.3 - 26.1 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

5.2-43
2609
Timings Rich Haven Specific Plan TA (JN:14822)
24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 44
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 453 1494 311 1600 287 388 608 419 230 250 457 Future Volume (vph) 453 1494 311 1600 287 388 608 419 230 250 457 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 8 2 6
Detector Phase 7 4 3 8 8 5 2 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.6 48.5 9.6 48.5 48.5 9.6 46.2 46.2 9.6 46.2 46.2 Total Split (s) 11.0 51.0 10.0 50.0 50.0 11.0 49.0 49.0 10.0 48.0 48.0 Total Split (%) 9.2% 42.5% 8.3% 41.7% 41.7% 9.2% 40.8% 40.8% 8.3% 40.0% 40.0% Yellow Time (s) 3.6 5.5 3.6 5.5 5.5 3.6 5.2 5.2 3.6 5.2 5.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.5 4.6 6.5 6.5 4.6 6.2 6.2 4.6 6.2 6.2 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Min Min None Min Min Act Effct Green (s) 6.4 44.8 5.4 43.8 43.8 6.4 32.7 32.7 5.4 31.7 31.7 Actuated g/C Ratio 0.06 0.41 0.05 0.40 0.40 0.06 0.30 0.30 0.05 0.29 0.29 v/c Ratio 2.36 0.71 1.92 1.19 0.41 2.02 0.42 0.79 1.42 0.26 0.89 Control Delay 652.2 29.7 464.0 123.9 12.5 504.7 31.5 36.8 259.5 30.1 47.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 652.2 29.7 464.0 123.9 12.5 504.7 31.5 36.8 259.5 30.1 47.4

LOS F C F F B F C D F C D
Approach Delay 157.4 157.4 162.9 95.0
Approach LOS F F F F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 110.4
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 2.36
Intersection Signal Delay: 149.9 Intersection LOS: F
Intersection Capacity Utilization 98.0% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 24: Hamner Av. & Cantu Galleano Ranch Rd.

5.2-44
2610
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 45
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 453 1494 261 311 1600 287 388 608 419 230 250 457 Future Volume (veh/h) 453 1494 261 311 1600 287 388 608 419 230 250 457 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 472 1556 147 324 1667 164 404 633 306 240 260 257 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 216 2612 247 182 1506 672 216 1265 393 182 846 377 Arrive On Green 0.06 0.43 0.43 0.05 0.42 0.42 0.06 0.25 0.25 0.05 0.24 0.24 Sat Flow, veh/h 3456 6025 569 3456 3554 1585 3456 5106 1585 3456 3554 1585 Grp Volume(v), veh/h 472 1246 457 324 1667 164 404 633 306 240 260 257 Grp Sat Flow(s),veh/h/ln 1728 1609 1768 1728 1777 1585 1728 1702 1585 1728 1777 1585 Q Serve(g_s), s 6.4 20.2 20.3 5.4 43.5 6.8 6.4 10.9 18.5 5.4 6.2 15.1 Cycle Q Clear(g_c), s 6.4 20.2 20.3 5.4 43.5 6.8 6.4 10.9 18.5 5.4 6.2 15.1 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 216 2092 767 182 1506 672 216 1265 393 182 846 377 V/C Ratio(X) 2.19 0.60 0.60 1.78 1.11 0.24 1.87 0.50 0.78 1.32 0.31 0.68 Avail Cap(c_a), veh/h 216 2092 767 182 1506 672 216 2129 661 182 1447 646 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.1 22.2 22.2 48.6 29.6 19.0 48.1 33.1 36.0 48.6 32.1 35.6 Incr Delay (d2), s/veh 550.5 0.5 1.3 373.1 58.2 0.2 410.7 0.3 3.4 177.1 0.2 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 19.1 6.9 7.7 11.6 28.4 2.3 14.9 4.3 7.0 6.7 2.5 5.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 598.6 22.7 23.5 421.7 87.8 19.2 458.9 33.5 39.4 225.8 32.3 37.7 LnGrp LOS F C C F F B F C D F C D
Approach Vol, veh/h 2175 2155 1343 757
Approach Delay, s/veh 147.8 132.8 162.8 95.5
Approach LOS F F F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.0 31.6 10.0 51.0 11.0 30.6 11.0 50.0 Change Period (Y+Rc), s 4.6 6.2 4.6 6.5 4.6 6.2 4.6 6.5 Max Green Setting (Gmax), s 5.4 42.8 5.4 44.5 6.4 41.8 6.4 43.5 Max Q Clear Time (g_c+I1), s 7.4 20.5 7.4 22.3 8.4 17.1 8.4 45.5 Green Ext Time (p_c), s 0.0 5.0 0.0 11.2 0.0 2.3 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 139.7
HCM 6th LOS F

5.2-45
2611
Timings Rich Haven Specific Plan TA (JN:14822)
25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 46
Lane Group EBT EBR WBT WBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 1346 835 1327 168 258 0 1362
Future Volume (vph) 1346 835 1327 168 258 0 1362
Turn Type NA Perm NA Free Perm NA Perm
Protected Phases 2 6 4
Permitted Phases 2 Free 4 4
Detector Phase 2 2 6 4 4 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5
Total Split (s) 56.0 56.0 56.0 64.0 64.0 64.0
Total Split (%) 46.7% 46.7% 46.7% 53.3% 53.3% 53.3%
Yellow Time (s) 5.8 5.8 5.8 4.5 4.5 4.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.8 6.8 6.8 5.5 5.5 5.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode C-Min C-Min Min Min Min Min
Act Effct Green (s) 49.2 49.2 49.2 120.0 58.5 58.5 58.5 Actuated g/C Ratio 0.41 0.41 0.41 1.00 0.49 0.49 0.49
v/c Ratio 0.70 0.77 0.99 0.07 0.31 1.04 1.01
Control Delay 31.6 6.7 65.5 0.0 19.8 74.5 64.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 31.6 6.7 65.5 0.0 19.8 74.5 64.2

LOS C A E A B E E
Approach Delay 22.0 58.1 62.2
Approach LOS C E E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:EBT, Start of Yellow Natural Cycle: 100
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.04
Intersection Signal Delay: 44.5 Intersection LOS: D
Intersection Capacity Utilization 103.2% ICU Level of Service G Analysis Period (min) 15
Splits and Phases: 25: I-15 SB Ramps & Cantu Galleano Ranch Rd.

5.2-46
2612
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 47
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1346 835 0 1327 168 0 0 0 258 0 1362 Future Volume (veh/h) 0 1346 835 0 1327 168 0 0 0 258 0 1362 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
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 0 1870 1870 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 1463 0 0 1442 0 187 0 1105
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 0 2 2 2 2 2
Cap, veh/h 0 2601 0 1810 691 0 1231
Arrive On Green 0.00 0.51 0.00 0.00 1.00 0.00 0.39 0.00 0.39 Sat Flow, veh/h 0 5274 1585 0 3647 2790 1781 0 3170
Grp Volume(v), veh/h 0 1463 0 0 1442 0 187 0 1105
Grp Sat Flow(s),veh/h/ln 0 1702 1585 0 1777 1395 1781 0 1585 Q Serve(g_s), s 0.0 23.6 0.0 0.0 0.0 0.0 8.6 0.0 39.3
Cycle Q Clear(g_c), s 0.0 23.6 0.0 0.0 0.0 0.0 8.6 0.0 39.3 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2601 0 1810 691 0 1231
V/C Ratio(X) 0.00 0.56 0.00 0.80 0.27 0.00 0.90
Avail Cap(c_a), veh/h 0 2601 0 1810 868 0 1545
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.51 0.00 0.00 0.56 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 20.2 0.0 0.0 0.0 0.0 25.1 0.0 34.5 Incr Delay (d2), s/veh 0.0 0.5 0.0 0.0 1.5 0.0 0.2 0.0 6.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 8.5 0.0 0.0 0.4 0.0 3.6 0.0 15.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 20.7 0.0 0.0 1.5 0.0 25.3 0.0 40.7 LnGrp LOS A C A A C A D
Approach Vol, veh/h 1463 A 1442 A 1292
Approach Delay, s/veh 20.7 1.5 38.5
Approach LOS C A D
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 67.9 52.1 67.9
Change Period (Y+Rc), s 6.8 5.5 6.8
Max Green Setting (Gmax), s 49.2 58.5 49.2
Max Q Clear Time (g_c+I1), s 25.6 41.3 2.0
Green Ext Time (p_c), s 10.2 5.3 13.1
Intersection Summary
HCM 6th Ctrl Delay 19.6
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay.

5.2-47
2613
Timings Rich Haven Specific Plan TA (JN:14822)
26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 48
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 512 1102 194 488 1007 377
Future Volume (vph) 512 1102 194 488 1007 377
Turn Type NA Perm Prot NA Prot Perm
Protected Phases 2 1 6 8
Permitted Phases 2 8
Detector Phase 2 2 1 6 8 8
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 61.3 61.3 11.5 22.5 22.5 22.5
Total Split (s) 64.2 64.2 13.8 78.0 42.0 42.0
Total Split (%) 53.5% 53.5% 11.5% 65.0% 35.0% 35.0%
Yellow Time (s) 5.8 5.8 4.0 5.8 4.5 4.5
All-Red Time (s) 1.5 1.5 2.0 1.5 1.5 1.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 7.3 7.3 6.0 7.3 6.0 6.0
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Recall Mode C-Min C-Min None C-Min Min Min
Act Effct Green (s) 54.5 54.5 7.8 68.3 38.4 38.4
Actuated g/C Ratio 0.45 0.45 0.06 0.57 0.32 0.32
v/c Ratio 0.24 0.99 0.95 0.18 1.03 0.54
Control Delay 10.4 48.4 103.9 12.3 76.5 9.3
Queue Delay 0.0 16.2 0.0 0.0 0.0 0.0
Total Delay 10.4 64.6 103.9 12.3 76.5 9.3

LOS B E F B E A
Approach Delay 47.4 38.4 60.0
Approach LOS D D E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow, Master Intersection Natural Cycle: 120
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.03
Intersection Signal Delay: 50.5 Intersection LOS: D
Intersection Capacity Utilization 84.9% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 26: I-15 NB Ramps & Cantu Galleano Ranch Rd.

5.2-48
2614
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 49
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 512 1102 194 488 1007 377
Future Volume (veh/h) 512 1102 194 488 1007 377
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 557 655 211 530 1095 225
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 2421 752 225 3008 1069 476
Arrive On Green 0.79 0.79 0.07 0.59 0.30 0.30
Sat Flow, veh/h 5274 1585 3456 5274 3563 1585
Grp Volume(v), veh/h 557 655 211 530 1095 225
Grp Sat Flow(s),veh/h/ln 1702 1585 1728 1702 1781 1585
Q Serve(g_s), s 3.3 33.3 7.3 5.7 36.0 13.9
Cycle Q Clear(g_c), s 3.3 33.3 7.3 5.7 36.0 13.9
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 2421 752 225 3008 1069 476
V/C Ratio(X) 0.23 0.87 0.94 0.18 1.02 0.47
Avail Cap(c_a), veh/h 2421 752 225 3008 1069 476
HCM Platoon Ratio 1.67 1.67 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.72 0.72 0.89 0.89 1.00 1.00
Uniform Delay (d), s/veh 6.9 10.0 55.9 11.3 42.0 34.3
Incr Delay (d2), s/veh 0.2 10.0 40.3 0.1 33.9 0.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.1 6.3 4.3 1.9 20.1 5.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 7.1 20.0 96.2 11.4 75.9 35.0
LnGrp LOS A C F B F C
Approach Vol, veh/h 1212 741 1320
Approach Delay, s/veh 14.1 35.6 69.0
Approach LOS B D E
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 13.8 64.2 78.0 42.0
Change Period (Y+Rc), s 6.0 7.3 7.3 6.0
Max Green Setting (Gmax), s 7.8 56.9 70.7 36.0
Max Q Clear Time (g_c+I1), s 9.3 35.3 7.7 38.0
Green Ext Time (p_c), s 0.0 6.0 3.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 41.1
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

5.2-49
2615
Timings Rich Haven Specific Plan TA (JN:14822)
27: Wineville Av. & Cantu Galleano Ranch Rd. 10/06/2022 E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 50
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 402 306 278 27 240 250 285 17 20 56 143 Future Volume (vph) 402 306 278 27 240 250 285 17 20 56 143 Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 2 6
Detector Phase 7 4 4 3 8 5 2 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.6 40.5 40.5 9.6 40.5 9.6 48.5 48.5 9.6 48.5 48.5 Total Split (s) 17.0 47.9 47.9 9.6 40.5 13.0 52.2 52.2 10.3 49.5 49.5 Total Split (%) 14.2% 39.9% 39.9% 8.0% 33.8% 10.8% 43.5% 43.5% 8.6% 41.3% 41.3% Yellow Time (s) 3.6 5.5 5.5 3.6 5.5 3.6 5.5 5.5 3.6 5.5 5.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.5 6.5 4.6 6.5 4.6 6.5 6.5 4.6 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Min Min None Min Min Act Effct Green (s) 13.5 27.2 27.2 5.4 12.1 9.1 24.5 24.5 5.7 11.6 11.6 Actuated g/C Ratio 0.19 0.39 0.39 0.08 0.17 0.13 0.35 0.35 0.08 0.16 0.16 v/c Ratio 0.67 0.13 0.38 0.11 0.35 0.61 0.25 0.03 0.15 0.20 0.40 Control Delay 35.8 16.7 4.6 39.4 24.4 39.7 18.0 0.1 41.3 26.2 7.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.8 16.7 4.6 39.4 24.4 39.7 18.0 0.1 41.3 26.2 7.6

LOS D B A D C D B A D C A
Approach Delay 21.1 25.7 27.3 15.5
Approach LOS C C C B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 70.4
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.67
Intersection Signal Delay: 22.8 Intersection LOS: C
Intersection Capacity Utilization 47.6% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 27: Wineville Av. & Cantu Galleano Ranch Rd.

5.2-50
2616
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 27: Wineville Av. & Cantu Galleano Ranch Rd. 10/06/2022 E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 402 306 278 27 240 42 250 285 17 20 56 143 Future Volume (veh/h) 402 306 278 27 240 42 250 285 17 20 56 143 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 437 333 192 29 261 26 272 310 8 22 61 128 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 585 1674 412 115 589 57 403 789 352 47 247 209 Arrive On Green 0.17 0.26 0.26 0.03 0.12 0.12 0.12 0.22 0.22 0.03 0.13 0.13 Sat Flow, veh/h 3456 6434 1585 3456 4730 461 3456 3554 1585 1781 1870 1585 Grp Volume(v), veh/h 437 333 192 29 186 101 272 310 8 22 61 128 Grp Sat Flow(s),veh/h/ln 1728 1609 1585 1728 1702 1787 1728 1777 1585 1781 1870 1585 Q Serve(g_s), s 5.8 2.0 4.9 0.4 2.5 2.5 3.7 3.6 0.2 0.6 1.4 3.7 Cycle Q Clear(g_c), s 5.8 2.0 4.9 0.4 2.5 2.5 3.7 3.6 0.2 0.6 1.4 3.7 Prop In Lane 1.00 1.00 1.00 0.26 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 585 1674 412 115 424 222 403 789 352 47 247 209 V/C Ratio(X) 0.75 0.20 0.47 0.25 0.44 0.45 0.67 0.39 0.02 0.47 0.25 0.61 Avail Cap(c_a), veh/h 884 5494 1353 356 2387 1253 599 3350 1494 209 1659 1406 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.2 14.0 15.1 22.8 19.7 19.7 20.5 16.1 14.7 23.3 18.9 19.9 Incr Delay (d2), s/veh 0.7 0.1 0.8 0.4 0.7 1.4 0.7 0.3 0.0 2.7 0.5 2.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.5 1.4 0.1 0.8 0.9 1.3 1.2 0.1 0.2 0.5 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.9 14.0 15.9 23.3 20.4 21.1 21.3 16.4 14.8 25.9 19.4 22.8 LnGrp LOS B B B C C C C B B C B C
Approach Vol, veh/h 962 316 590 211
Approach Delay, s/veh 17.1 20.9 18.6 22.1
Approach LOS B C B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 5.9 17.3 6.2 19.1 10.3 12.9 12.8 12.5 Change Period (Y+Rc), s 4.6 6.5 4.6 6.5 4.6 6.5 4.6 6.5 Max Green Setting (Gmax), s 5.7 45.7 5.0 41.4 8.4 43.0 12.4 34.0 Max Q Clear Time (g_c+I1), s 2.6 5.6 2.4 6.9 5.7 5.7 7.8 4.5 Green Ext Time (p_c), s 0.0 2.0 0.0 2.6 0.1 0.7 0.4 1.5 Intersection Summary
HCM 6th Ctrl Delay 18.6
HCM 6th LOS B

5.2-51
2617
Timings Rich Haven Specific Plan TA (JN:14822)
1: Archibald Av. & SR-60 WB Ramps 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 380 1 176 493 539 1290 321
Future Volume (vph) 380 1 176 493 539 1290 321
Turn Type Split NA Perm Prot NA NA Perm
Protected Phases 4 4 5 2 6
Permitted Phases 4 6
Detector Phase 4 4 4 5 2 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 8.0 8.0 8.0
Minimum Split (s) 10.8 10.8 10.8 10.0 43.8 38.8 38.8
Total Split (s) 24.0 24.0 24.0 24.0 66.0 42.0 42.0
Total Split (%) 26.7% 26.7% 26.7% 26.7% 73.3% 46.7% 46.7% Yellow Time (s) 4.8 4.8 4.8 4.0 4.8 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 5.0 5.8 5.8 5.8
Lead/Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None None C-Min C-Min C-Min
Act Effct Green (s) 15.6 15.6 15.6 16.8 62.8 41.0 41.0
Actuated g/C Ratio 0.17 0.17 0.17 0.19 0.70 0.46 0.46
v/c Ratio 0.71 0.72 0.41 0.79 0.16 0.45 0.37
Control Delay 48.3 48.2 8.6 39.5 1.2 18.3 3.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 48.3 48.2 8.6 39.5 1.2 18.3 3.5

LOS D D A D A B A
Approach Delay 36.9 19.5 15.3
Approach LOS D B B
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay: 20.4 Intersection LOS: C
Intersection Capacity Utilization 67.7% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 1: Archibald Av. & SR-60 WB Ramps

5.2-52
2618
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 1: Archibald Av. & SR-60 WB Ramps 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 380 1 176 493 539 0 0 1290 321 Future Volume (veh/h) 0 0 0 380 1 176 493 539 0 0 1290 321 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 411 0 48 503 550 0 0 1316 228
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 512 0 228 1241 3714 0 0 1955 469
Arrive On Green 0.14 0.00 0.14 0.12 0.24 0.00 0.00 0.30 0.30 Sat Flow, veh/h 3563 0 1585 3456 5274 0 0 6696 1543
Grp Volume(v), veh/h 411 0 48 503 550 0 0 1316 228
Grp Sat Flow(s),veh/h/ln 1781 0 1585 1728 1702 0 0 1609 1543 Q Serve(g_s), s 10.0 0.0 2.4 12.1 7.6 0.0 0.0 16.1 10.9 Cycle Q Clear(g_c), s 10.0 0.0 2.4 12.1 7.6 0.0 0.0 16.1 10.9 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 512 0 228 1241 3714 0 0 1955 469 V/C Ratio(X) 0.80 0.00 0.21 0.41 0.15 0.00 0.00 0.67 0.49 Avail Cap(c_a), veh/h 720 0 321 1241 3714 0 0 2588 621
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.96 0.96 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 37.3 0.0 34.0 30.8 12.2 0.0 0.0 27.4 25.6 Incr Delay (d2), s/veh 4.4 0.0 0.5 0.1 0.1 0.0 0.0 1.9 3.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.5 0.0 2.3 5.4 2.4 0.0 0.0 6.0 4.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.7 0.0 34.5 30.8 12.3 0.0 0.0 29.3 29.2 LnGrp LOS D A C C B A A C C
Approach Vol, veh/h 459 1053 1544
Approach Delay, s/veh 41.0 21.2 29.3
Approach LOS D C C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 71.3 18.7 38.1 33.1
Change Period (Y+Rc), s 5.8 5.8 5.8 * 5.8
Max Green Setting (Gmax), s 60.2 18.2 19.0 * 36
Max Q Clear Time (g_c+I1), s 9.6 12.0 14.1 18.1
Green Ext Time (p_c), s 3.8 0.9 0.5 9.2
Intersection Summary
HCM 6th Ctrl Delay 28.2
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.2-53
2619
Timings Rich Haven Specific Plan TA (JN:14822)
2: Archibald Av. & SR-60 EB Ramps 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Lane Group EBL EBT EBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 112 1 426 922 505 477 1193
Future Volume (vph) 112 1 426 922 505 477 1193
Turn Type Split NA Perm NA Perm Prot NA
Protected Phases 8 8 2 1 6
Permitted Phases 8 2
Detector Phase 8 8 8 2 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 8.0 8.0 5.0 8.0
Minimum Split (s) 10.8 10.8 10.8 32.8 32.8 9.0 33.8
Total Split (s) 24.0 24.0 24.0 42.0 42.0 24.0 66.0
Total Split (%) 26.7% 26.7% 26.7% 46.7% 46.7% 26.7% 73.3% Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 3.0 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 5.8 5.8 4.0 5.8
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None C-Max C-Max None C-Max
Act Effct Green (s) 13.2 13.2 13.2 44.7 44.7 16.6 65.2
Actuated g/C Ratio 0.15 0.15 0.15 0.50 0.50 0.18 0.72
v/c Ratio 0.42 0.75 0.72 0.29 0.49 0.76 0.33
Control Delay 38.6 35.2 32.4 14.9 3.6 53.2 1.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 38.6 35.2 32.4 14.9 3.6 53.2 1.1

LOS D D C B A D A
Approach Delay 34.7 10.9 16.0
Approach LOS C B B
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow, Master Intersection Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.76
Intersection Signal Delay: 16.7 Intersection LOS: B
Intersection Capacity Utilization 67.7% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 2: Archibald Av. & SR-60 EB Ramps

5.2-54
2620
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 2: Archibald Av. & SR-60 EB Ramps 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 112 1 426 0 0 0 0 922 505 477 1193 0 Future Volume (veh/h) 112 1 426 0 0 0 0 922 505 477 1193 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 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 76 0 236 0 931 334 482 1205 0
Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Cap, veh/h 183 0 326 0 3629 875 552 3923 0
Arrive On Green 0.10 0.00 0.10 0.00 0.56 0.56 0.32 1.00 0.00 Sat Flow, veh/h 1781 0 3170 0 6696 1551 3456 5274 0
Grp Volume(v), veh/h 76 0 236 0 931 334 482 1205 0
Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1609 1551 1728 1702 0 Q Serve(g_s), s 3.6 0.0 6.5 0.0 6.6 10.8 11.8 0.0 0.0
Cycle Q Clear(g_c), s 3.6 0.0 6.5 0.0 6.6 10.8 11.8 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 183 0 326 0 3629 875 552 3923 0
V/C Ratio(X) 0.42 0.00 0.72 0.00 0.26 0.38 0.87 0.31 0.00 Avail Cap(c_a), veh/h 360 0 641 0 3629 875 768 3923 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 0.87 0.87 0.00 Uniform Delay (d), s/veh 37.8 0.0 39.1 0.0 10.0 10.9 29.7 0.0 0.0 Incr Delay (d2), s/veh 1.5 0.0 3.1 0.0 0.2 1.3 5.6 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.0 2.5 0.0 2.0 3.3 4.2 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.3 0.0 42.2 0.0 10.2 12.2 35.3 0.2 0.0 LnGrp LOS D A D A B B D A A
Approach Vol, veh/h 312 1265 1687
Approach Delay, s/veh 41.5 10.7 10.2
Approach LOS D B B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 18.4 56.6 74.9 15.1
Change Period (Y+Rc), s 4.0 5.8 5.8 5.8
Max Green Setting (Gmax), s 20.0 36.2 60.2 18.2
Max Q Clear Time (g_c+I1), s 13.8 12.8 2.0 8.5
Green Ext Time (p_c), s 0.5 7.5 10.0 0.8
Intersection Summary
HCM 6th Ctrl Delay 13.4
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

5.2-55
2621
Timings Rich Haven Specific Plan TA (JN:14822)
3: Archibald Av. & Riverside Dr. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 166 614 339 113 456 139 275 877 243 891 Future Volume (vph) 166 614 339 113 456 139 275 877 243 891 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 7 4 4 3 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 38.2 38.2 9.6 38.2 38.2 9.6 32.2 9.6 33.2 Total Split (s) 21.0 42.2 42.2 17.0 38.2 38.2 27.0 32.8 28.0 33.8 Total Split (%) 17.5% 35.2% 35.2% 14.2% 31.8% 31.8% 22.5% 27.3% 23.3% 28.2% Yellow Time (s) 3.6 5.2 5.2 3.6 5.2 5.2 3.6 5.2 3.6 5.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 6.2 4.6 6.2 6.2 4.6 6.2 4.6 6.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None Act Effct Green (s) 14.5 27.7 27.7 10.9 24.1 24.1 21.7 25.6 23.9 27.8 Actuated g/C Ratio 0.13 0.25 0.25 0.10 0.22 0.22 0.20 0.23 0.22 0.25 v/c Ratio 0.81 0.74 0.55 0.73 0.63 0.33 0.90 0.87 0.72 0.92 Control Delay 75.7 43.7 7.0 76.1 43.1 7.9 75.8 50.1 55.2 52.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 75.7 43.7 7.0 76.1 43.1 7.9 75.8 50.1 55.2 52.3

LOS E D A E D A E D E D
Approach Delay 37.3 41.4 55.9 52.8
Approach LOS D D E D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 109.9
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.92
Intersection Signal Delay: 47.9 Intersection LOS: D
Intersection Capacity Utilization 85.4% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 3: Archibald Av. & Riverside Dr.

5.2-56
2622
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 3: Archibald Av. & Riverside Dr. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 166 614 339 113 456 139 275 877 70 243 891 196 Future Volume (veh/h) 166 614 339 113 456 139 275 877 70 243 891 196 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 169 627 277 115 465 93 281 895 64 248 909 167 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 197 845 367 139 724 321 308 1083 77 316 1051 192 Arrive On Green 0.12 0.25 0.25 0.09 0.21 0.21 0.19 0.24 0.24 0.20 0.26 0.26 Sat Flow, veh/h 1594 3367 1465 1594 3367 1493 1594 4603 328 1594 4101 750 Grp Volume(v), veh/h 169 627 277 115 465 93 281 626 333 248 714 362 Grp Sat Flow(s),veh/h/ln 1594 1683 1465 1594 1683 1493 1594 1612 1706 1594 1612 1626 Q Serve(g_s), s 10.6 17.5 17.8 7.2 12.8 3.1 17.6 18.8 18.9 15.0 21.5 21.7 Cycle Q Clear(g_c), s 10.6 17.5 17.8 7.2 12.8 3.1 17.6 18.8 18.9 15.0 21.5 21.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.19 1.00 0.46
Lane Grp Cap(c), veh/h 197 845 367 139 724 321 308 759 402 316 826 417 V/C Ratio(X) 0.86 0.74 0.75 0.83 0.64 0.29 0.91 0.83 0.83 0.78 0.86 0.87 Avail Cap(c_a), veh/h 257 1190 518 194 1058 469 351 843 446 366 874 441 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.8 35.1 35.2 45.7 36.4 11.7 40.2 36.9 37.0 38.7 36.2 36.2 Incr Delay (d2), s/veh 16.6 1.6 3.9 13.1 1.0 0.5 23.9 6.2 11.4 7.8 8.7 16.2 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 4.9 6.9 6.3 3.2 5.1 1.8 8.5 7.6 8.6 6.2 8.9 9.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.3 36.7 39.2 58.8 37.4 12.2 64.1 43.1 48.4 46.5 44.8 52.4 LnGrp LOS E D D E D B E D D D D D
Approach Vol, veh/h 1073 673 1240 1324
Approach Delay, s/veh 41.0 37.5 49.3 47.2
Approach LOS D D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 26.4 30.2 13.5 31.7 24.3 32.3 17.2 28.1 Change Period (Y+Rc), s 6.2 * 6.2 4.6 6.2 4.6 6.2 4.6 6.2 Max Green Setting (Gmax), s 23.4 * 27 12.4 36.0 22.4 27.6 16.4 32.0 Max Q Clear Time (g_c+I1), s 17.0 20.9 9.2 19.8 19.6 23.7 12.6 14.8 Green Ext Time (p_c), s 0.2 2.7 0.0 4.3 0.1 2.2 0.1 2.7 Intersection Summary
HCM 6th Ctrl Delay 44.8
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.2-57
2623
Timings Rich Haven Specific Plan TA (JN:14822)
4: Archibald Av. & Chino Av. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 7
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 161 346 32 126 58 109 1063 68 1091 Future Volume (vph) 161 346 32 126 58 109 1063 68 1091
Turn Type Prot NA Prot NA Perm Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 8
Detector Phase 7 4 3 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.6 22.6 9.6 22.6 22.6 9.6 22.6 9.6 22.6 Total Split (s) 27.2 43.0 9.8 25.6 25.6 15.1 51.0 16.2 52.1 Total Split (%) 22.7% 35.8% 8.2% 21.3% 21.3% 12.6% 42.5% 13.5% 43.4% Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 Lead/Lag Lead Lag Lead Lag Lag Lead Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None None None None Act Effct Green (s) 16.7 35.8 5.3 19.7 19.7 10.4 38.4 17.5 42.6 Actuated g/C Ratio 0.15 0.33 0.05 0.18 0.18 0.10 0.35 0.16 0.39 v/c Ratio 0.69 0.91 0.43 0.41 0.14 0.75 0.61 0.28 0.87
Control Delay 60.2 56.4 72.3 45.7 0.7 81.1 33.4 45.7 39.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 60.2 56.4 72.3 45.7 0.7 81.1 33.4 45.7 39.0

LOS E E E D A F C D D
Approach Delay 57.3 37.5 37.7 39.3
Approach LOS E D D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 108.3
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.91
Intersection Signal Delay: 42.2 Intersection LOS: D
Intersection Capacity Utilization 89.0% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 4: Archibald Av. & Chino Av.

5.2-58
2624
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 4: Archibald Av. & Chino Av. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 161 346 148 32 126 58 109 1063 39 68 1091 64 Future Volume (veh/h) 161 346 148 32 126 58 109 1063 39 68 1091 64 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.98 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 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 168 360 129 33 131 28 114 1107 40 71 1136 63 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 198 392 140 47 392 332 138 1455 53 305 1299 72 Arrive On Green 0.12 0.32 0.32 0.03 0.22 0.22 0.09 0.29 0.29 0.19 0.39 0.39 Sat Flow, veh/h 1594 1240 444 1594 1772 1502 1594 5095 184 1594 3326 184 Grp Volume(v), veh/h 168 0 489 33 131 28 114 770 377 71 605 594 Grp Sat Flow(s),veh/h/ln 1594 0 1684 1594 1772 1502 1594 1772 1735 1594 1772 1739 Q Serve(g_s), s 10.7 0.0 29.0 2.1 6.4 1.0 7.3 20.6 20.6 3.9 32.8 32.8 Cycle Q Clear(g_c), s 10.7 0.0 29.0 2.1 6.4 1.0 7.3 20.6 20.6 3.9 32.8 32.8 Prop In Lane 1.00 0.26 1.00 1.00 1.00 0.11 1.00 0.11
Lane Grp Cap(c), veh/h 198 0 532 47 392 332 138 1012 496 305 692 679 V/C Ratio(X) 0.85 0.00 0.92 0.70 0.33 0.08 0.83 0.76 0.76 0.23 0.87 0.88 Avail Cap(c_a), veh/h 347 0 624 80 392 332 161 1586 776 305 812 796 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 44.5 0.0 34.2 49.9 34.0 13.1 46.6 33.8 33.8 35.5 29.2 29.3 Incr Delay (d2), s/veh 9.6 0.0 17.2 17.1 0.5 0.1 25.3 1.2 2.4 0.4 9.3 9.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.6 0.0 13.8 1.1 2.8 0.5 3.7 8.3 8.3 1.5 14.4 14.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.1 0.0 51.4 66.9 34.4 13.2 71.9 35.0 36.3 35.9 38.6 38.8 LnGrp LOS D A D E C B E D D D D D
Approach Vol, veh/h 657 192 1261 1270
Approach Delay, s/veh 52.1 36.9 38.7 38.5
Approach LOS D D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 24.4 34.2 7.7 37.4 13.6 45.1 17.5 27.5 Change Period (Y+Rc), s 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 Max Green Setting (Gmax), s 11.6 46.4 5.2 38.4 10.5 47.5 22.6 21.0 Max Q Clear Time (g_c+I1), s 5.9 22.6 4.1 31.0 9.3 34.8 12.7 8.4 Green Ext Time (p_c), s 0.1 7.0 0.0 1.7 0.0 5.7 0.3 0.5 Intersection Summary
HCM 6th Ctrl Delay 41.1
HCM 6th LOS D

5.2-59
2625
Timings Rich Haven Specific Plan TA (JN:14822)
5: Archibald Av. & Schaefer Av. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 9
Lane Group WBL WBR NBT SBL SBT Ø4
Lane Configurations
Traffic Volume (vph) 30 15 1133 45 1232
Future Volume (vph) 30 15 1133 45 1232
Turn Type Prot Perm NA Prot NA
Protected Phases 3 2 1 6 4
Permitted Phases 8
Detector Phase 3 8 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 10.0 5.0 10.0 5.0
Minimum Split (s) 9.6 32.6 37.5 9.6 23.5 22.5
Total Split (s) 14.0 36.5 66.5 17.0 83.5 22.5
Total Split (%) 11.7% 30.4% 55.4% 14.2% 69.6% 19%
Yellow Time (s) 3.6 3.6 5.5 3.6 5.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 4.6 6.5 4.6 6.5
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None None
Act Effct Green (s) 9.5 9.9 30.5 8.1 37.9
Actuated g/C Ratio 0.21 0.22 0.68 0.18 0.85
v/c Ratio 0.10 0.03 0.38 0.17 0.46
Control Delay 20.9 0.1 9.8 27.5 5.8
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 20.9 0.1 9.8 27.5 5.8

LOS C A A C A
Approach Delay 9.8 6.5
Approach LOS A A
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 44.7
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.46
Intersection Signal Delay: 8.2 Intersection LOS: A
Intersection Capacity Utilization 58.7% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 5: Archibald Av. & Schaefer Av.

5.2-60
2626
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 5: Archibald Av. & Schaefer Av. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 30 0 15 0 1133 28 45 1232 0 Future Volume (veh/h) 0 0 0 30 0 15 0 1133 28 45 1232 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.98 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 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 0 0 0 32 0 10 0 1205 28 48 1311 0
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 189 5 0 60 122 102 189 2268 53 83 2154 0
Arrive On Green 0.00 0.00 0.00 0.04 0.00 0.07 0.00 0.47 0.47 0.05 0.64 0.00 Sat Flow, veh/h 1257 1772 0 1594 1772 1481 375 4860 113 1594 3455 0 Grp Volume(v), veh/h 0 0 0 32 0 10 0 799 434 48 1311 0
Grp Sat Flow(s),veh/h/ln 1257 1772 0 1594 1772 1481 375 1612 1748 1594 1683 0 Q Serve(g_s), s 0.0 0.0 0.0 0.8 0.0 0.2 0.0 6.7 6.7 1.1 8.8 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.8 0.0 0.2 0.0 6.7 6.7 1.1 8.8 0.0 Prop In Lane 1.00 0.00 1.00 1.00 1.00 0.06 1.00 0.00
Lane Grp Cap(c), veh/h 189 5 0 60 122 102 189 1505 816 83 2154 0 V/C Ratio(X) 0.00 0.00 0.00 0.53 0.00 0.10 0.00 0.53 0.53 0.58 0.61 0.00 Avail Cap(c_a), veh/h 895 837 0 393 1483 1240 605 5078 2753 519 6803 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 18.0 0.0 16.6 0.0 7.2 7.2 17.6 4.1 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 2.7 0.0 0.4 0.0 0.3 0.5 2.3 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 0.3 0.0 0.1 0.0 0.9 1.1 0.4 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.0 0.0 20.7 0.0 17.0 0.0 7.5 7.7 20.0 4.3 0.0 LnGrp LOS A A A C A B A A A B A A
Approach Vol, veh/h 0 42 1233 1359
Approach Delay, s/veh 0.0 19.8 7.6 4.9
Approach LOS B A A
Timer - Assigned Phs 1 2 3 4 6 8
Phs Duration (G+Y+Rc), s 6.6 24.3 6.0 1.2 30.9 7.2
Change Period (Y+Rc), s 4.6 6.5 4.6 * 4.6 6.5 4.6
Max Green Setting (Gmax), s 12.4 60.0 9.4 * 18 77.0 31.9 Max Q Clear Time (g_c+I1), s 3.1 8.7 2.8 0.0 10.8 2.2
Green Ext Time (p_c), s 0.0 8.9 0.0 0.0 11.6 0.0
Intersection Summary
HCM 6th Ctrl Delay 6.4
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.2-61
2627
Timings Rich Haven Specific Plan TA (JN:14822)
6: Archibald Av. & Edison Av./Ontario Ranch Rd. 10/06/2022 E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 95 839 265 419 454 276 95 744 531 379 753 60 Future Volume (vph) 95 839 265 419 454 276 95 744 531 379 753 60 Turn Type Prot NA Free Prot NA Perm Prot NA Free Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases Free 8 Free 6
Detector Phase 7 4 3 8 8 5 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 39.2 9.6 46.2 46.2 9.6 39.5 9.6 46.5 46.5 Total Split (s) 10.2 40.4 16.0 46.2 46.2 16.0 42.6 21.0 47.6 47.6 Total Split (%) 8.5% 33.7% 13.3% 38.5% 38.5% 13.3% 35.5% 17.5% 39.7% 39.7% Yellow Time (s) 3.6 5.2 3.6 5.2 5.2 3.6 5.5 3.6 5.5 5.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 4.6 6.2 6.2 4.6 6.5 4.6 6.5 6.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Min None Min Min Act Effct Green (s) 5.6 31.8 112.0 11.5 37.6 37.6 10.0 30.2 112.0 16.5 36.6 36.6 Actuated g/C Ratio 0.05 0.28 1.00 0.10 0.34 0.34 0.09 0.27 1.00 0.15 0.33 0.33 v/c Ratio 0.67 0.88 0.19 1.45 0.81 0.43 0.71 0.82 0.37 1.71 0.69 0.11 Control Delay 76.1 50.2 0.3 255.2 46.5 6.7 77.5 46.7 0.7 369.6 36.7 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 76.1 50.2 0.3 255.2 46.5 6.7 77.5 46.7 0.7 369.6 36.7 0.4

LOS E D A F D A E D A F D A
Approach Delay 41.2 113.0 31.0 140.7
Approach LOS D F C F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 112
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.71
Intersection Signal Delay: 79.3 Intersection LOS: E
Intersection Capacity Utilization 102.1% ICU Level of Service G Analysis Period (min) 15
Splits and Phases: 6: Archibald Av. & Edison Av./Ontario Ranch Rd.

5.2-62
2628
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 6: Archibald Av. & Edison Av./Ontario Ranch Rd. 10/06/2022 E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 95 839 265 419 454 276 95 744 531 379 753 60 Future Volume (veh/h) 95 839 265 419 454 276 95 744 531 379 753 60 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1575 1772 1772 1575 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 100 883 0 441 478 249 100 783 0 399 793 44 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 146 1001 314 600 508 122 923 240 1187 503
Arrive On Green 0.05 0.28 0.00 0.10 0.34 0.34 0.08 0.26 0.00 0.15 0.33 0.33 Sat Flow, veh/h 3000 3544 1502 3000 1772 1500 1594 3544 1502 1594 3544 1502 Grp Volume(v), veh/h 100 883 0 441 478 249 100 783 0 399 793 44 Grp Sat Flow(s),veh/h/ln 1500 1772 1502 1500 1772 1500 1594 1772 1502 1594 1772 1502 Q Serve(g_s), s 3.6 25.9 0.0 11.4 26.6 14.3 6.7 22.8 0.0 16.4 20.9 2.2 Cycle Q Clear(g_c), s 3.6 25.9 0.0 11.4 26.6 14.3 6.7 22.8 0.0 16.4 20.9 2.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 146 1001 314 600 508 122 923 240 1187 503 V/C Ratio(X) 0.68 0.88 1.40 0.80 0.49 0.82 0.85 1.66 0.67 0.09 Avail Cap(c_a), veh/h 154 1114 314 652 552 167 1176 240 1339 567 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.9 37.3 0.0 48.7 32.6 28.5 49.5 38.2 0.0 46.2 31.0 24.8 Incr Delay (d2), s/veh 8.8 7.9 0.0 199.3 6.4 0.7 14.9 4.8 0.0 315.0 1.1 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 1.5 11.6 0.0 12.8 11.7 4.9 3.1 9.8 0.0 27.1 8.4 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.8 45.2 0.0 248.0 39.0 29.3 64.4 43.0 0.0 361.2 32.1 24.9 LnGrp LOS E D F D C E D F C C
Approach Vol, veh/h 983 A 1168 883 A 1236
Approach Delay, s/veh 46.7 115.8 45.4 138.1
Approach LOS D F D F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 21.0 34.8 16.0 36.9 12.9 42.9 9.9 43.0 Change Period (Y+Rc), s 4.6 6.5 4.6 6.2 4.6 6.5 4.6 6.2 Max Green Setting (Gmax), s 16.4 36.1 11.4 34.2 11.4 41.1 5.6 40.0 Max Q Clear Time (g_c+I1), s 18.4 24.8 13.4 27.9 8.7 22.9 5.6 28.6 Green Ext Time (p_c), s 0.0 3.5 0.0 2.8 0.0 4.6 0.0 2.7 Intersection Summary
HCM 6th Ctrl Delay 91.8
HCM 6th LOS F
Notes
Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay.

5.2-63
2629
Timings Rich Haven Specific Plan TA (JN:14822)
7: Turner Av. & Riverside Dr. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 13
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 87 576 115 651 134 45 23 40
Future Volume (vph) 87 576 115 651 134 45 23 40
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases
Detector Phase 7 4 3 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 27.2 9.6 27.2 9.6 28.8 9.6 28.8
Total Split (s) 18.8 44.2 22.2 47.6 24.4 42.4 11.2 29.2 Total Split (%) 15.7% 36.8% 18.5% 39.7% 20.3% 35.3% 9.3% 24.3% Yellow Time (s) 3.6 5.2 3.6 5.2 3.6 4.8 3.6 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 6.2 4.6 6.2 4.6 5.8 4.6 5.8
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None Min None Min
Act Effct Green (s) 9.5 26.4 11.2 30.9 12.3 25.8 6.0 12.4 Actuated g/C Ratio 0.11 0.31 0.13 0.37 0.15 0.30 0.07 0.15 v/c Ratio 0.51 0.77 0.57 0.58 0.60 0.18 0.22 0.20
Control Delay 50.8 31.8 49.6 25.9 48.8 9.5 50.1 19.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 50.8 31.8 49.6 25.9 48.8 9.5 50.1 19.9

LOS D C D C D A D B
Approach Delay 33.7 29.3 26.5 26.0
Approach LOS C C C C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 84.6
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.77
Intersection Signal Delay: 30.5 Intersection LOS: C
Intersection Capacity Utilization 65.1% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 7: Turner Av. & Riverside Dr.

5.2-64
2630
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 7: Turner Av. & Riverside Dr. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 87 576 186 115 651 35 134 45 131 23 40 53 Future Volume (veh/h) 87 576 186 115 651 35 134 45 131 23 40 53 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.98 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 90 594 110 119 671 23 138 46 83 24 41 29 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 111 818 151 148 1038 36 172 423 373 43 335 212 Arrive On Green 0.07 0.29 0.29 0.09 0.31 0.31 0.11 0.25 0.25 0.03 0.17 0.17 Sat Flow, veh/h 1594 2824 521 1594 3319 114 1594 1683 1487 1594 1962 1242 Grp Volume(v), veh/h 90 353 351 119 340 354 138 46 83 24 35 35 Grp Sat Flow(s),veh/h/ln 1594 1683 1662 1594 1683 1749 1594 1683 1487 1594 1683 1520 Q Serve(g_s), s 3.5 11.8 11.9 4.6 10.9 10.9 5.3 1.3 2.8 0.9 1.1 1.2 Cycle Q Clear(g_c), s 3.5 11.8 11.9 4.6 10.9 10.9 5.3 1.3 2.8 0.9 1.1 1.2 Prop In Lane 1.00 0.31 1.00 0.07 1.00 1.00 1.00 0.82
Lane Grp Cap(c), veh/h 111 488 481 148 527 547 172 423 373 43 287 259 V/C Ratio(X) 0.81 0.72 0.73 0.80 0.65 0.65 0.80 0.11 0.22 0.55 0.12 0.14 Avail Cap(c_a), veh/h 362 1022 1009 448 1114 1157 504 985 870 168 630 569 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.7 20.0 20.0 27.8 18.5 18.5 27.3 18.0 18.6 30.1 22.0 22.0 Incr Delay (d2), s/veh 5.1 2.1 2.1 3.8 1.3 1.3 3.3 0.1 0.3 4.0 0.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 4.1 4.1 1.7 3.7 3.8 2.0 0.5 0.9 0.4 0.4 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.8 22.0 22.1 31.6 19.8 19.8 30.6 18.2 18.9 34.1 22.2 22.3 LnGrp LOS C C C C B B C B B C C C
Approach Vol, veh/h 794 813 267 94
Approach Delay, s/veh 23.4 21.5 24.8 25.2
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.3 21.5 10.4 24.3 11.3 16.5 9.0 25.8 Change Period (Y+Rc), s 4.6 5.8 4.6 6.2 4.6 5.8 4.6 6.2 Max Green Setting (Gmax), s 6.6 36.6 17.6 38.0 19.8 23.4 14.2 41.4 Max Q Clear Time (g_c+I1), s 2.9 4.8 6.6 13.9 7.3 3.2 5.5 12.9 Green Ext Time (p_c), s 0.0 0.7 0.1 3.9 0.1 0.2 0.1 3.9 Intersection Summary
HCM 6th Ctrl Delay 22.9
HCM 6th LOS C

5.2-65
2631
HCM 6th AWSC Rich Haven Specific Plan TA (JN:14822)
8: Turner Av. & Chino Av. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 15
Intersection
Intersection Delay, s/veh11.3
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 94 206 54 29 124 45 20 120 32 36 186 43 Future Vol, veh/h 94 206 54 29 124 45 20 120 32 36 186 43 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 102 224 59 32 135 49 22 130 35 39 202 47
Number of Lanes 1 2 0 1 2 0 1 2 0 1 2 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 3
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 3 3 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 3 3 3 3
HCM Control Delay 11.5 10.9 11 11.4

HCM LOS B B B B

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, % 0% 100% 56% 0% 100% 56% 0% 100% 48% 0% 100% 59% Vol Right, % 0% 0% 44% 0% 0% 44% 0% 0% 52% 0% 0% 41%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 20 80 72 94 137 123 29 83 86 36 124 105 LT Vol 20 0 0 94 0 0 29 0 0 36 0 0
Through Vol 0 80 40 0 137 69 0 83 41 0 124 62
RT Vol 0 0 32 0 0 54 0 0 45 0 0 43
Lane Flow Rate 22 87 78 102 149 133 32 90 94 39 135 114 Geometry Grp 8 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.045 0.17 0.146 0.201 0.273 0.232 0.065 0.173 0.171 0.079 0.255 0.207 Departure Headway (Hd) 7.534 7.034 6.722 7.084 6.584 6.276 7.431 6.931 6.566 7.312 6.812 6.525 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 473 507 531 505 543 569 480 515 543 488 524 547
Service Time 5.315 4.815 4.504 4.854 4.354 4.046 5.21 4.71 4.345 5.087 4.587 4.301 HCM Lane V/C Ratio 0.047 0.172 0.147 0.202 0.274 0.234 0.067 0.175 0.173 0.08 0.258 0.208 HCM Control Delay 10.7 11.3 10.7 11.6 11.8 11 10.7 11.2 10.7 10.7 11.9 11 HCM Lane LOS B B B B B B B B B B B B
HCM 95th-tile Q 0.1 0.6 0.5 0.7 1.1 0.9 0.2 0.6 0.6 0.3 1 0.8

5.2-66
2632
Timings Rich Haven Specific Plan TA (JN:14822)
9: S Turner Av. & Ontario Ranch Rd. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 16
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 16 1749 44 83 1270 71 16 11 106 28 Future Volume (vph) 16 1749 44 83 1270 71 16 11 106 28
Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 7 4 4 3 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.6 23.8 23.8 9.6 23.8 23.8 9.6 23.8 9.6 23.8 Total Split (s) 12.0 62.0 62.0 17.0 67.0 67.0 12.0 26.0 15.0 29.0 Total Split (%) 10.0% 51.7% 51.7% 14.2% 55.8% 55.8% 10.0% 21.7% 12.5% 24.2% Yellow Time (s) 3.6 4.8 4.8 3.6 4.8 4.8 3.6 4.8 3.6 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 5.8 4.6 5.8 5.8 4.6 5.8 4.6 5.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Min None Min Act Effct Green (s) 5.8 56.8 56.8 9.2 64.1 64.1 5.8 8.4 9.5 18.4 Actuated g/C Ratio 0.06 0.55 0.55 0.09 0.63 0.63 0.06 0.08 0.09 0.18 v/c Ratio 0.17 0.96 0.05 0.56 0.62 0.07 0.17 0.44 0.70 0.12 Control Delay 53.8 36.9 0.1 61.0 15.2 1.2 53.8 20.6 69.7 32.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 53.8 36.9 0.1 61.0 15.2 1.2 53.8 20.6 69.7 32.8

LOS D D A E B A D C E C
Approach Delay 36.2 17.1 26.0 60.1
Approach LOS D B C E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 102.5
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.96
Intersection Signal Delay: 29.1 Intersection LOS: C
Intersection Capacity Utilization 79.0% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 9: S Turner Av. & Ontario Ranch Rd.

5.2-67
2633
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 9: S Turner Av. & Ontario Ranch Rd. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 17
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 16 1749 44 83 1270 71 16 11 72 106 28 9 Future Volume (veh/h) 16 1749 44 83 1270 71 16 11 72 106 28 9 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 17 1881 47 89 1366 76 17 12 77 114 30 10 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 34 2010 897 114 2170 968 34 17 108 142 185 62 Arrive On Green 0.02 0.57 0.57 0.06 0.61 0.61 0.02 0.08 0.08 0.08 0.14 0.14 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 218 1400 1781 1342 447 Grp Volume(v), veh/h 17 1881 47 89 1366 76 17 0 89 114 0 40 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 0 1618 1781 0 1790 Q Serve(g_s), s 0.9 47.6 1.3 4.8 23.7 1.9 0.9 0.0 5.2 6.1 0.0 1.9 Cycle Q Clear(g_c), s 0.9 47.6 1.3 4.8 23.7 1.9 0.9 0.0 5.2 6.1 0.0 1.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.87 1.00 0.25
Lane Grp Cap(c), veh/h 34 2010 897 114 2170 968 34 0 125 142 0 247 V/C Ratio(X) 0.50 0.94 0.05 0.78 0.63 0.08 0.50 0.00 0.71 0.80 0.00 0.16 Avail Cap(c_a), veh/h 135 2051 915 227 2233 996 135 0 336 190 0 426 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 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 47.3 19.5 9.5 44.9 12.0 7.8 47.3 0.0 43.9 44.0 0.0 37.0 Incr Delay (d2), s/veh 4.3 8.7 0.0 4.4 0.5 0.0 4.3 0.0 7.4 11.8 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 18.8 0.4 2.2 7.9 0.6 0.4 0.0 2.3 3.1 0.0 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 51.6 28.2 9.5 49.3 12.5 7.8 51.6 0.0 51.3 55.9 0.0 37.3 LnGrp LOS D C A D B A D A D E A D
Approach Vol, veh/h 1945 1531 106 154
Approach Delay, s/veh 28.0 14.4 51.3 51.1
Approach LOS C B D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.4 13.3 10.8 60.9 6.4 19.2 6.4 65.3 Change Period (Y+Rc), s 4.6 5.8 4.6 5.8 4.6 5.8 4.6 5.8 Max Green Setting (Gmax), s 10.4 20.2 12.4 56.2 7.4 23.2 7.4 61.2 Max Q Clear Time (g_c+I1), s 8.1 7.2 6.8 49.6 2.9 3.9 2.9 25.7 Green Ext Time (p_c), s 0.0 0.3 0.0 5.5 0.0 0.1 0.0 12.5 Intersection Summary
HCM 6th Ctrl Delay 24.1
HCM 6th LOS C

5.2-68
2634
Timings Rich Haven Specific Plan TA (JN:14822)
10: Haven Av. & SR-60 WB Ramps 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 18
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 272 10 562 507 1015 1593 695
Future Volume (vph) 272 10 562 507 1015 1593 695
Turn Type Perm NA Free Prot NA NA Perm
Protected Phases 8 5 2 6
Permitted Phases 8 Free 6
Detector Phase 8 8 5 2 6 6
Switch Phase
Minimum Initial (s) 10.0 10.0 5.0 8.0 8.0 8.0
Minimum Split (s) 15.8 15.8 10.0 35.2 28.2 28.2
Total Split (s) 18.1 18.1 22.0 71.9 49.9 49.9
Total Split (%) 20.1% 20.1% 24.4% 79.9% 55.4% 55.4%
Yellow Time (s) 4.8 4.8 4.0 5.2 5.2 5.2
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.0 6.2 6.2 6.2
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None C-Max C-Max C-Max
Act Effct Green (s) 11.6 11.6 90.0 16.2 66.4 45.1 45.1
Actuated g/C Ratio 0.13 0.13 1.00 0.18 0.74 0.50 0.50
v/c Ratio 0.68 0.67 0.37 0.85 0.28 0.65 0.73
Control Delay 54.0 53.4 0.7 43.4 5.3 18.4 11.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 54.0 53.4 0.7 43.4 5.3 18.4 11.8

LOS D D A D A B B
Approach Delay 18.4 18.0 16.4
Approach LOS B B B
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.85
Intersection Signal Delay: 17.3 Intersection LOS: B
Intersection Capacity Utilization 80.2% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 10: Haven Av. & SR-60 WB Ramps

5.2-69
2635
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 10: Haven Av. & SR-60 WB Ramps 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 19
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 272 10 562 507 1015 0 0 1593 695 Future Volume (veh/h) 0 0 0 272 10 562 507 1015 0 0 1593 695 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99
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 290 0 0 528 1057 0 0 1659 412
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 396 0 589 3858 0 0 2705 829
Arrive On Green 0.11 0.00 0.00 0.34 1.00 0.00 0.00 0.53 0.53 Sat Flow, veh/h 3563 0 1585 3456 5274 0 0 5274 1564
Grp Volume(v), veh/h 290 0 0 528 1057 0 0 1659 412
Grp Sat Flow(s),veh/h/ln 1781 0 1585 1728 1702 0 0 1702 1564 Q Serve(g_s), s 7.1 0.0 0.0 13.1 0.0 0.0 0.0 20.4 15.1
Cycle Q Clear(g_c), s 7.1 0.0 0.0 13.1 0.0 0.0 0.0 20.4 15.1 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 396 0 589 3858 0 0 2705 829
V/C Ratio(X) 0.73 0.00 0.90 0.27 0.00 0.00 0.61 0.50
Avail Cap(c_a), veh/h 487 0 653 3858 0 0 2705 829
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.57 0.57 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 38.7 0.0 0.0 28.9 0.0 0.0 0.0 14.7 13.5 Incr Delay (d2), s/veh 4.4 0.0 0.0 8.4 0.1 0.0 0.0 1.0 2.1 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 3.2 0.0 0.0 4.8 0.0 0.0 0.0 7.0 5.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.1 0.0 0.0 37.3 0.1 0.0 0.0 15.8 15.6 LnGrp LOS D A D A A A B B
Approach Vol, veh/h 290 A 1585 2071
Approach Delay, s/veh 43.1 12.5 15.8
Approach LOS D B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 74.2 20.3 53.9 15.8
Change Period (Y+Rc), s 6.2 5.0 6.2 5.8
Max Green Setting (Gmax), s 65.7 17.0 43.7 12.3
Max Q Clear Time (g_c+I1), s 2.0 15.1 22.4 9.1
Green Ext Time (p_c), s 5.1 0.3 9.2 0.3
Intersection Summary
HCM 6th Ctrl Delay 16.5
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

5.2-70
2636
Timings Rich Haven Specific Plan TA (JN:14822)
11: Haven Av. & SR-60 EB Ramps 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 20
Lane Group EBL EBT EBR NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 349 2 736 1165 609 1274
Future Volume (vph) 349 2 736 1165 609 1274
Turn Type Perm NA Perm NA Prot NA
Protected Phases 4 2 1 6
Permitted Phases 4 4
Detector Phase 4 4 4 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 8.0 5.0 8.0
Minimum Split (s) 10.8 10.8 10.8 28.2 10.0 31.2
Total Split (s) 26.0 26.0 26.0 34.0 30.0 64.0
Total Split (%) 28.9% 28.9% 28.9% 37.8% 33.3% 71.1%
Yellow Time (s) 4.8 4.8 4.8 5.2 4.0 5.2
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 6.2 5.0 6.2
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode None None None C-Max None C-Max
Act Effct Green (s) 20.2 20.2 20.2 31.5 21.3 57.8
Actuated g/C Ratio 0.22 0.22 0.22 0.35 0.24 0.64
v/c Ratio 0.48 0.49 1.78 0.80 0.78 0.41
Control Delay 35.4 35.5 381.5 30.7 58.1 5.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 35.4 35.5 381.5 30.7 58.1 5.2

LOS D D F C E A
Approach Delay 269.7 30.7 22.3
Approach LOS F C C
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 100
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.78
Intersection Signal Delay: 87.3 Intersection LOS: F
Intersection Capacity Utilization 80.2% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 11: Haven Av. & SR-60 EB Ramps

5.2-71
2637
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 11: Haven Av. & SR-60 EB Ramps 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 21
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 349 2 736 0 0 0 0 1165 179 609 1274 0 Future Volume (veh/h) 349 2 736 0 0 0 0 1165 179 609 1274 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
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 365 0 507 0 1214 124 634 1327 0
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Cap, veh/h 800 0 356 0 1781 182 720 3279 0
Arrive On Green 0.22 0.00 0.22 0.00 0.38 0.38 0.42 1.00 0.00 Sat Flow, veh/h 3563 0 1585 0 4875 481 3456 5274 0
Grp Volume(v), veh/h 365 0 507 0 878 460 634 1327 0
Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1783 1728 1702 0 Q Serve(g_s), s 8.0 0.0 20.2 0.0 19.4 19.5 15.2 0.0 0.0 Cycle Q Clear(g_c), s 8.0 0.0 20.2 0.0 19.4 19.5 15.2 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.27 1.00 0.00
Lane Grp Cap(c), veh/h 800 0 356 0 1288 675 720 3279 0
V/C Ratio(X) 0.46 0.00 1.43 0.00 0.68 0.68 0.88 0.40 0.00 Avail Cap(c_a), veh/h 800 0 356 0 1288 675 960 3279 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 0.71 0.71 0.00 Uniform Delay (d), s/veh 30.2 0.0 34.9 0.0 23.4 23.4 25.2 0.0 0.0 Incr Delay (d2), s/veh 0.4 0.0 207.0 0.0 2.9 5.5 5.6 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/ln 3.3 0.0 27.7 0.0 7.6 8.5 4.9 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.6 0.0 241.9 0.0 26.4 28.9 30.8 0.3 0.0 LnGrp LOS C A F A C C C A A
Approach Vol, veh/h 872 1338 1961
Approach Delay, s/veh 153.4 27.2 10.1
Approach LOS F C B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 23.7 40.3 26.0 64.0
Change Period (Y+Rc), s 5.0 6.2 5.8 6.2
Max Green Setting (Gmax), s 25.0 27.8 20.2 57.8
Max Q Clear Time (g_c+I1), s 17.2 21.5 22.2 2.0
Green Ext Time (p_c), s 1.5 3.1 0.0 7.0
Intersection Summary
HCM 6th Ctrl Delay 45.6
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

5.2-72
2638
Timings Rich Haven Specific Plan TA (JN:14822)
12: Haven Av. & Riverside Dr. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 22
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 291 365 93 330 55 838 135 1103 334 Future Volume (vph) 291 365 93 330 55 838 135 1103 334
Turn Type Prot NA Prot NA Perm NA Split NA Perm
Protected Phases 7 4 3 8 2 6 6
Permitted Phases 2 6
Detector Phase 7 4 3 8 2 2 6 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.6 25.2 9.6 30.2 23.7 23.7 24.8 24.8 24.8 Total Split (s) 16.0 36.6 9.6 30.2 47.8 47.8 26.0 26.0 26.0 Total Split (%) 13.3% 30.5% 8.0% 25.2% 39.8% 39.8% 21.7% 21.7% 21.7% Yellow Time (s) 3.6 5.2 3.6 5.2 3.7 3.7 4.8 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 6.2 4.6 6.2 4.7 5.8 5.8 5.8
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None Min Min Min Min Min
Act Effct Green (s) 11.4 30.4 5.0 24.0 43.1 20.2 20.2 20.2 Actuated g/C Ratio 0.10 0.25 0.04 0.20 0.36 0.17 0.17 0.17 v/c Ratio 2.02 1.09 1.49 0.69 9.55 0.53 3.87 0.92
Control Delay 509.9 110.9 325.6 47.2 3872.9 53.7 1313.9 58.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 509.9 110.9 325.6 47.2 3872.9 53.7 1313.9 58.2

LOS F F F D F D F E
Approach Delay 266.1 95.4 3872.9 938.6
Approach LOS F F F F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 9.55
Intersection Signal Delay: 1439.4 Intersection LOS: F
Intersection Capacity Utilization 146.0% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 12: Haven Av. & Riverside Dr.

5.2-73
2639
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 12: Haven Av. & Riverside Dr. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 23
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 291 365 92 93 330 114 55 838 88 135 1103 334 Future Volume (veh/h) 291 365 92 93 330 114 55 838 88 135 1103 334 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.98 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 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 303 380 95 97 344 99 57 873 86 141 1149 122 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 151 344 86 66 515 146 35 537 53 268 298 252
Arrive On Green 0.09 0.25 0.25 0.04 0.20 0.20 0.36 0.36 0.36 0.17 0.17 0.17 Sat Flow, veh/h 1594 1358 340 1594 2575 729 98 1496 147 1594 1772 1496 Grp Volume(v), veh/h 303 0 475 97 223 220 1016 0 0 141 1149 122 Grp Sat Flow(s),veh/h/ln 1594 0 1698 1594 1683 1620 1741 0 0 1594 1772 1496 Q Serve(g_s), s 11.4 0.0 30.4 5.0 14.6 15.1 43.1 0.0 0.0 9.7 20.2 8.9 Cycle Q Clear(g_c), s 11.4 0.0 30.4 5.0 14.6 15.1 43.1 0.0 0.0 9.7 20.2 8.9 Prop In Lane 1.00 0.20 1.00 0.45 0.06 0.08 1.00 1.00
Lane Grp Cap(c), veh/h 151 0 430 66 337 324 625 0 0 268 298 252 V/C Ratio(X) 2.00 0.00 1.10 1.46 0.66 0.68 1.63 0.00 0.00 0.53 3.85 0.48 Avail Cap(c_a), veh/h 151 0 430 66 337 324 625 0 0 268 298 252 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 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.3 0.0 44.8 57.5 44.3 44.4 38.5 0.0 0.0 45.5 49.9 45.2 Incr Delay (d2), s/veh 473.2 0.0 74.8 272.6 4.8 5.6 288.7 0.0 0.0 1.9 1291.6 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 24.3 0.0 21.1 7.0 6.3 6.3 68.1 0.0 0.0 3.9 115.7 3.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 527.5 0.0 119.6 330.1 49.0 50.1 327.1 0.0 0.0 47.4 1341.5 46.6 LnGrp LOS F A F F D D F A A D F D
Approach Vol, veh/h 778 540 1016 1412
Approach Delay, s/veh 278.5 99.9 327.1 1100.4
Approach LOS F F F F
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 47.8 9.6 36.6 26.0 16.0 30.2
Change Period (Y+Rc), s * 4.7 4.6 6.2 5.8 4.6 6.2
Max Green Setting (Gmax), s * 43 5.0 30.4 20.2 11.4 24.0 Max Q Clear Time (g_c+I1), s 45.1 7.0 32.4 22.2 13.4 17.1 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 1.3
Intersection Summary
HCM 6th Ctrl Delay 575.7
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.2-74
2640
Timings Rich Haven Specific Plan TA (JN:14822)
13: Haven Av. & Chino Av. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 24
Lane Group EBL EBT WBL WBT NBL NBT SBT Ø1
Lane Configurations
Traffic Volume (vph) 107 73 407 55 105 895 1248
Future Volume (vph) 107 73 407 55 105 895 1248
Turn Type Prot NA Prot NA Prot NA NA
Protected Phases 7 4 3 8 5 2 6 1
Permitted Phases
Detector Phase 7 4 3 8 5 2 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 10.0 5.0 Minimum Split (s) 9.6 22.4 9.6 22.8 9.6 22.8 21.7 9.6
Total Split (s) 14.0 27.2 9.6 22.8 21.0 73.6 62.2 9.6
Total Split (%) 11.7% 22.7% 8.0% 19.0% 17.5% 61.3% 51.8% 8% Yellow Time (s) 3.6 4.4 3.6 4.8 3.6 4.8 3.7 3.6
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 5.4 4.6 5.8 4.6 5.8 4.7
Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None Min Min None
Act Effct Green (s) 11.9 15.6 5.0 11.9 11.7 73.0 57.8
Actuated g/C Ratio 0.11 0.14 0.05 0.11 0.11 0.67 0.53
v/c Ratio 0.66 0.68 5.46 0.30 0.66 1.05 1.50
Control Delay 69.5 44.8 2055.4 50.2 66.4 60.7 254.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 69.5 44.8 2055.4 50.2 66.4 60.7 254.9

LOS E D F D E E F
Approach Delay 53.8 1815.7 61.2 254.9
Approach LOS D F E F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 109.5
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 5.46
Intersection Signal Delay: 388.1 Intersection LOS: F
Intersection Capacity Utilization 129.5% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 13: Haven Av. & Chino Av.

5.2-75
2641
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 13: Haven Av. & Chino Av. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 25
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 107 73 111 407 55 0 105 895 238 0 1248 68 Future Volume (veh/h) 107 73 111 407 55 0 105 895 238 0 1248 68 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1870 1772 1870 1870 1870 1673 1772 1870 1870 1772 1772 Adj Flow Rate, veh/h 113 79 117 442 60 0 111 942 259 0 1314 72 Peak Hour Factor 0.95 0.92 0.95 0.92 0.92 0.92 0.95 0.95 0.92 0.92 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 136 93 138 83 184 0 135 889 245 2 894 49
Arrive On Green 0.09 0.14 0.14 0.05 0.10 0.00 0.08 0.66 0.66 0.00 0.54 0.54 Sat Flow, veh/h 1594 681 1008 1781 1870 0 1594 1338 368 1781 1664 91 Grp Volume(v), veh/h 113 0 196 442 60 0 111 0 1201 0 0 1386 Grp Sat Flow(s),veh/h/ln 1594 0 1689 1781 1870 0 1594 0 1706 1781 0 1756 Q Serve(g_s), s 7.5 0.0 12.1 5.0 3.2 0.0 7.3 0.0 71.2 0.0 0.0 57.5 Cycle Q Clear(g_c), s 7.5 0.0 12.1 5.0 3.2 0.0 7.3 0.0 71.2 0.0 0.0 57.5 Prop In Lane 1.00 0.60 1.00 0.00 1.00 0.22 1.00 0.05
Lane Grp Cap(c), veh/h 136 0 232 83 184 0 135 0 1134 2 0 943 V/C Ratio(X) 0.83 0.00 0.85 5.31 0.33 0.00 0.82 0.00 1.06 0.00 0.00 1.47 Avail Cap(c_a), veh/h 140 0 344 83 297 0 244 0 1134 83 0 943 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 0.00 1.00 0.00 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 48.2 0.0 45.1 51.0 44.9 0.0 48.2 0.0 17.9 0.0 0.0 24.8 Incr Delay (d2), s/veh 30.0 0.0 11.8 1966.8 1.0 0.0 4.7 0.0 43.9 0.0 0.0 217.2 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 4.0 0.0 5.7 47.6 1.5 0.0 3.0 0.0 35.5 0.0 0.0 79.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 78.2 0.0 56.9 2017.8 45.9 0.0 52.9 0.0 61.9 0.0 0.0 242.0 LnGrp LOS E A E F D A D A F A A F
Approach Vol, veh/h 309 502 1312 1386
Approach Delay, s/veh 64.7 1782.2 61.1 242.0
Approach LOS E F E F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 0.0 77.0 9.6 20.5 13.7 63.3 13.7 16.4 Change Period (Y+Rc), s 4.6 5.8 4.6 * 5.8 4.6 * 5.8 4.6 5.8 Max Green Setting (Gmax), s 5.0 67.8 5.0 * 22 16.4 * 58 9.4 17.0 Max Q Clear Time (g_c+I1), s 0.0 73.2 7.0 14.1 9.3 59.5 9.5 5.2 Green Ext Time (p_c), s 0.0 0.0 0.0 0.6 0.1 0.0 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 379.1
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.2-76
2642
Timings Rich Haven Specific Plan TA (JN:14822)
14: Haven Av. & Schaefer av. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 26
Lane Group EBL EBR NBL NBT SBT
Lane Configurations
Traffic Volume (vph) 22 96 133 1216 1737
Future Volume (vph) 22 96 133 1216 1737
Turn Type Prot Perm Prot NA NA
Protected Phases 4 5 2 6
Permitted Phases 4
Detector Phase 4 4 5 2 6
Switch Phase
Minimum Initial (s) 10.0 10.0 5.0 10.0 10.0
Minimum Split (s) 27.8 27.8 9.6 15.8 29.8
Total Split (s) 27.8 27.8 17.4 92.2 74.8
Total Split (%) 23.2% 23.2% 14.5% 76.8% 62.3%
Yellow Time (s) 4.8 4.8 3.6 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 4.6 5.8 5.8
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Recall Mode None None None Min Min
Act Effct Green (s) 12.2 12.2 12.7 86.9 69.6
Actuated g/C Ratio 0.11 0.11 0.11 0.78 0.63
v/c Ratio 0.15 0.43 0.86 1.02 0.92
Control Delay 45.5 13.3 86.7 43.6 27.3
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 45.5 13.3 86.7 43.6 27.3

LOS D B F D C
Approach Delay 19.3 47.9 27.3
Approach LOS B D C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 110.8
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.02
Intersection Signal Delay: 35.6 Intersection LOS: D
Intersection Capacity Utilization 85.9% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 14: Haven Av. & Schaefer av.

5.2-77
2643
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 14: Haven Av. & Schaefer av. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 27
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 22 96 133 1216 1737 20
Future Volume (veh/h) 22 96 133 1216 1737 20
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1673 1772 1673 1772 1772 1772
Adj Flow Rate, veh/h 26 43 155 1414 2020 11
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 131 123 181 1433 2296 12
Arrive On Green 0.08 0.08 0.11 0.81 0.65 0.65
Sat Flow, veh/h 1594 1502 1594 1772 3521 19
Grp Volume(v), veh/h 26 43 155 1414 1015 1016
Grp Sat Flow(s),veh/h/ln 1594 1502 1594 1772 1772 1768
Q Serve(g_s), s 1.6 2.9 10.1 80.2 49.5 49.8
Cycle Q Clear(g_c), s 1.6 2.9 10.1 80.2 49.5 49.8
Prop In Lane 1.00 1.00 1.00 0.01
Lane Grp Cap(c), veh/h 131 123 181 1433 1155 1153
V/C Ratio(X) 0.20 0.35 0.86 0.99 0.88 0.88
Avail Cap(c_a), veh/h 331 312 192 1444 1155 1153
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 45.4 46.0 46.2 9.6 15.0 15.1
Incr Delay (d2), s/veh 0.7 1.7 27.2 20.5 8.0 8.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.6 0.1 5.2 22.7 18.5 18.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.2 47.7 73.3 30.1 23.1 23.2
LnGrp LOS D D E C C C
Approach Vol, veh/h 69 1569 2031
Approach Delay, s/veh 47.1 34.3 23.1
Approach LOS D C C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 91.5 14.5 16.6 74.9
Change Period (Y+Rc), s 5.8 5.8 4.6 5.8
Max Green Setting (Gmax), s 86.4 22.0 12.8 69.0
Max Q Clear Time (g_c+I1), s 82.2 4.9 12.1 51.8
Green Ext Time (p_c), s 3.6 0.1 0.0 12.9
Intersection Summary
HCM 6th Ctrl Delay 28.4
HCM 6th LOS C

5.2-78
2644
Timings Rich Haven Specific Plan TA (JN:14822)
15: Haven Av. & Ontario Ranch Rd. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 28
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 407 1464 35 227 1168 606 18 337 70 722 560 213 Future Volume (vph) 407 1464 35 227 1168 606 18 337 70 722 560 213 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8 2 6
Detector Phase 7 4 4 3 8 8 5 2 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 29.2 29.2 9.6 34.5 34.5 9.6 47.8 47.8 9.6 45.8 45.8 Total Split (s) 17.0 45.2 45.2 10.8 39.0 39.0 15.4 49.0 49.0 15.0 48.6 48.6 Total Split (%) 14.2% 37.7% 37.7% 9.0% 32.5% 32.5% 12.8% 40.8% 40.8% 12.5% 40.5% 40.5% Yellow Time (s) 3.6 5.2 5.2 3.6 5.5 5.5 3.6 4.8 4.8 3.6 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 6.2 4.6 6.5 6.5 4.6 5.8 5.8 4.6 5.8 5.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Max Max None Max Max None None None None None None Act Effct Green (s) 12.5 39.3 39.3 6.2 32.8 32.8 6.1 29.8 29.8 10.5 40.5 40.5 Actuated g/C Ratio 0.12 0.37 0.37 0.06 0.31 0.31 0.06 0.28 0.28 0.10 0.38 0.38 v/c Ratio 2.35 0.80 0.06 1.39 0.58 0.88 0.21 0.73 0.14 4.99 0.89 0.33 Control Delay 648.6 35.6 0.2 246.1 33.7 29.3 57.0 43.8 0.6 1817.3 49.5 6.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 648.6 35.6 0.2 246.1 33.7 29.3 57.0 43.8 0.6 1817.3 49.5 6.7

LOS F D A F C C E D A F D A
Approach Delay 165.9 56.4 37.3 896.7
Approach LOS F E D F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 107.2
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 4.99
Intersection Signal Delay: 306.5 Intersection LOS: F
Intersection Capacity Utilization 124.4% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 15: Haven Av. & Ontario Ranch Rd.

5.2-79
2645
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 15: Haven Av. & Ontario Ranch Rd. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 29
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 407 1464 35 227 1168 606 18 337 70 722 560 213 Future Volume (veh/h) 407 1464 35 227 1168 606 18 337 70 722 560 213 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1575 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 433 1557 24 241 1243 600 19 359 24 768 596 194 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 183 1921 543 172 2154 456 32 506 429 154 641 543 Arrive On Green 0.11 0.36 0.36 0.06 0.30 0.30 0.02 0.29 0.29 0.10 0.36 0.36 Sat Flow, veh/h 1594 5316 1502 3000 7088 1502 1594 1772 1502 1594 1772 1502 Grp Volume(v), veh/h 433 1557 24 241 1243 600 19 359 24 768 596 194 Grp Sat Flow(s),veh/h/ln 1594 1772 1502 1500 1772 1502 1594 1772 1502 1594 1772 1502 Q Serve(g_s), s 12.4 28.6 1.1 6.2 16.0 32.8 1.3 19.6 1.3 10.4 34.9 10.2 Cycle Q Clear(g_c), s 12.4 28.6 1.1 6.2 16.0 32.8 1.3 19.6 1.3 10.4 34.9 10.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 183 1921 543 172 2154 456 32 506 429 154 641 543 V/C Ratio(X) 2.36 0.81 0.04 1.40 0.58 1.31 0.59 0.71 0.06 5.00 0.93 0.36 Avail Cap(c_a), veh/h 183 1921 543 172 2154 456 159 709 601 154 703 595 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.8 31.1 22.4 50.9 31.7 37.6 52.4 34.5 28.0 48.8 33.1 25.2 Incr Delay (d2), s/veh 630.8 3.8 0.2 210.5 1.1 156.6 6.3 1.9 0.1 1815.0 18.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 36.8 12.0 0.4 7.3 6.5 30.9 0.6 8.3 0.4 81.4 17.2 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 678.5 35.0 22.5 261.4 32.8 194.2 58.8 36.5 28.0 1863.8 51.1 25.6 LnGrp LOS F C C F C F E D C F D C
Approach Vol, veh/h 2014 2084 402 1558
Approach Delay, s/veh 173.2 105.7 37.0 941.5
Approach LOS F F D F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.0 36.6 10.8 45.5 6.8 44.9 17.0 39.3 Change Period (Y+Rc), s 4.6 5.8 4.6 * 6.5 4.6 5.8 4.6 6.5 Max Green Setting (Gmax), s 10.4 43.2 6.2 * 39 10.8 42.8 12.4 32.5 Max Q Clear Time (g_c+I1), s 12.4 21.6 8.2 30.6 3.3 36.9 14.4 34.8 Green Ext Time (p_c), s 0.0 1.9 0.0 5.7 0.0 2.2 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 338.5
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.2-80
2646
HCM 6th Roundabout Rich Haven Specific Plan TA (JN:14822) 16: Twinkle Av. & Chino Av. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 30
Intersection
Intersection Delay, s/veh 6.0
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 338 509 0 71
Demand Flow Rate, veh/h 344 519 0 73
Vehicles Circulating, veh/h 29 74 373 469
Vehicles Exiting, veh/h 513 299 0 124
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 5.0 6.8 0.0 5.2
Approach LOS A A - A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 344 519 0 73
Cap Entry Lane, veh/h 1340 1280 943 855
Entry HV Adj Factor 0.982 0.980 1.000 0.973
Flow Entry, veh/h 338 509 0 71
Cap Entry, veh/h 1315 1254 943 832
V/C Ratio 0.257 0.406 0.000 0.085
Control Delay, s/veh 5.0 6.8 3.8 5.2

LOS A A A A
95th %tile Queue, veh 1 2 0 0

5.2-81
2647
Timings Rich Haven Specific Plan TA (JN:14822)
17: Mill Creek Av. & Riverside Dr. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 31
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 105 291 338 312 130 18 239 58 14
Future Volume (vph) 105 291 338 312 130 18 239 58 14
Turn Type Prot NA Prot NA Split NA Perm Split NA
Protected Phases 7 4 3 8 2 2 6 6
Permitted Phases 2
Detector Phase 7 4 3 8 2 2 2 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.0 26.0 9.0 23.0 29.8 29.8 29.8 27.0 27.0 Total Split (s) 20.0 26.0 37.0 43.0 30.0 30.0 30.0 27.0 27.0 Total Split (%) 16.7% 21.7% 30.8% 35.8% 25.0% 25.0% 25.0% 22.5% 22.5% Yellow Time (s) 3.0 5.0 3.0 5.0 4.8 4.8 4.8 3.0 3.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 6.0 4.0 6.0 5.8 5.8 5.8 4.0 4.0 Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None Min Min Min Min Min
Act Effct Green (s) 10.8 15.8 24.7 29.7 14.5 14.5 14.5 12.5 12.5 Actuated g/C Ratio 0.12 0.18 0.28 0.34 0.16 0.16 0.16 0.14 0.14 v/c Ratio 0.58 0.70 0.81 0.39 0.53 0.07 0.56 0.28 0.30
Control Delay 53.1 37.8 46.7 22.0 44.7 36.2 10.2 41.6 16.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 53.1 37.8 46.7 22.0 44.7 36.2 10.2 41.6 16.9

LOS D D D C D D B D B
Approach Delay 40.9 33.0 23.0 27.4
Approach LOS D C C C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 88.2
Natural Cycle: 105
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 32.7 Intersection LOS: C
Intersection Capacity Utilization 62.3% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 17: Mill Creek Av. & Riverside Dr.

5.2-82
2648
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 17: Mill Creek Av. & Riverside Dr. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 32
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 105 291 131 338 312 113 130 18 239 58 14 64 Future Volume (veh/h) 105 291 131 338 312 113 130 18 239 58 14 64 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 112 310 86 360 332 72 138 19 137 62 15 41 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 139 441 120 403 933 200 231 257 218 245 63 173 Arrive On Green 0.09 0.16 0.16 0.25 0.33 0.33 0.15 0.15 0.15 0.15 0.15 0.15 Sat Flow, veh/h 1594 2676 729 1594 2829 606 1594 1772 1499 1594 411 1123 Grp Volume(v), veh/h 112 203 193 360 206 198 138 19 137 62 0 56 Grp Sat Flow(s),veh/h/ln 1594 1772 1633 1594 1772 1663 1594 1772 1499 1594 0 1534 Q Serve(g_s), s 4.8 7.6 7.8 15.2 6.2 6.3 5.7 0.6 6.0 2.4 0.0 2.2 Cycle Q Clear(g_c), s 4.8 7.6 7.8 15.2 6.2 6.3 5.7 0.6 6.0 2.4 0.0 2.2 Prop In Lane 1.00 0.45 1.00 0.36 1.00 1.00 1.00 0.73
Lane Grp Cap(c), veh/h 139 292 269 403 585 549 231 257 218 245 0 236 V/C Ratio(X) 0.80 0.70 0.72 0.89 0.35 0.36 0.60 0.07 0.63 0.25 0.00 0.24 Avail Cap(c_a), veh/h 365 508 468 753 939 881 552 614 519 525 0 505 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 31.3 27.5 27.6 25.2 17.7 17.8 27.9 25.8 28.1 26.0 0.0 25.9 Incr Delay (d2), s/veh 4.1 3.0 3.6 2.9 0.4 0.4 2.5 0.1 3.0 0.5 0.0 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 1.8 3.1 3.0 5.3 2.2 2.1 2.1 0.3 2.1 0.9 0.0 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.3 30.5 31.2 28.0 18.1 18.2 30.4 25.9 31.1 26.5 0.0 26.5 LnGrp LOS D C C C B B C C C C A C
Approach Vol, veh/h 508 764 294 118
Approach Delay, s/veh 31.8 22.8 30.4 26.5
Approach LOS C C C C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 15.9 21.6 17.5 14.7 10.1 29.0
Change Period (Y+Rc), s 5.8 4.0 6.0 4.0 4.0 6.0
Max Green Setting (Gmax), s 24.2 33.0 20.0 23.0 16.0 37.0 Max Q Clear Time (g_c+I1), s 8.0 17.2 9.8 4.4 6.8 8.3
Green Ext Time (p_c), s 0.8 0.4 1.4 0.4 0.1 2.1
Intersection Summary
HCM 6th Ctrl Delay 27.1
HCM 6th LOS C

5.2-83
2649
Timings Rich Haven Specific Plan TA (JN:14822)
18: Mill Creek Av. & Chino Av. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 33
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 119 145 6 246 20 144 14 110
Future Volume (vph) 119 145 6 246 20 144 14 110
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 6
Detector Phase 4 4 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 48.0 48.0 48.0 48.0 72.0 72.0 72.0 72.0 Total Split (%) 40.0% 40.0% 40.0% 40.0% 60.0% 60.0% 60.0% 60.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None None Min Min Min Min
Act Effct Green (s) 19.3 19.3 19.3 19.3 29.5 29.5 29.5 29.5 Actuated g/C Ratio 0.33 0.33 0.33 0.33 0.50 0.50 0.50 0.50 v/c Ratio 0.52 0.27 0.06 0.59 0.10 0.69 0.23 0.73
Control Delay 27.9 18.2 17.7 22.3 10.3 16.3 12.3 17.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 27.9 18.2 17.7 22.3 10.3 16.3 12.3 17.1

LOS C B B C B B B B
Approach Delay 22.4 22.0 16.1 16.7
Approach LOS C C B B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 59.1
Natural Cycle: 55
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.73
Intersection Signal Delay: 18.3 Intersection LOS: B
Intersection Capacity Utilization 50.3% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 18: Mill Creek Av. & Chino Av.

5.2-84
2650
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 18: Mill Creek Av. & Chino Av. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 34
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 119 145 7 6 246 22 20 144 16 14 110 202 Future Volume (veh/h) 119 145 7 6 246 22 20 144 16 14 110 202 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 129 158 5 24 267 48 22 576 40 56 440 138 Peak Hour Factor 0.92 0.92 0.92 0.25 0.92 0.25 0.92 0.25 0.25 0.25 0.25 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 362 592 19 485 507 91 343 811 56 326 641 201 Arrive On Green 0.33 0.33 0.33 0.33 0.33 0.33 0.47 0.47 0.47 0.47 0.47 0.47 Sat Flow, veh/h 1065 1803 57 1223 1543 277 836 1729 120 807 1365 428 Grp Volume(v), veh/h 129 0 163 24 0 315 22 0 616 56 0 578 Grp Sat Flow(s),veh/h/ln 1065 0 1860 1223 0 1820 836 0 1849 807 0 1793 Q Serve(g_s), s 5.0 0.0 2.9 0.7 0.0 6.3 0.9 0.0 11.8 2.6 0.0 11.2 Cycle Q Clear(g_c), s 11.2 0.0 2.9 3.5 0.0 6.3 12.2 0.0 11.8 14.4 0.0 11.2 Prop In Lane 1.00 0.03 1.00 0.15 1.00 0.06 1.00 0.24
Lane Grp Cap(c), veh/h 362 0 611 485 0 598 343 0 867 326 0 841 V/C Ratio(X) 0.36 0.00 0.27 0.05 0.00 0.53 0.06 0.00 0.71 0.17 0.00 0.69 Avail Cap(c_a), veh/h 1053 0 1819 1279 0 1780 1219 0 2805 1172 0 2721 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 16.7 0.0 11.0 12.3 0.0 12.1 14.0 0.0 9.4 15.1 0.0 9.2 Incr Delay (d2), s/veh 0.6 0.0 0.2 0.0 0.0 0.7 0.1 0.0 1.1 0.2 0.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 0.9 0.1 0.0 1.9 0.1 0.0 3.0 0.4 0.0 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.3 0.0 11.2 12.3 0.0 12.9 14.1 0.0 10.5 15.4 0.0 10.3 LnGrp LOS B A B B A B B A B B A B
Approach Vol, veh/h 292 339 638 634
Approach Delay, s/veh 13.9 12.8 10.6 10.7
Approach LOS B B B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 25.4 19.1 25.4 19.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 67.5 43.5 67.5 43.5
Max Q Clear Time (g_c+I1), s 14.2 13.2 16.4 8.3
Green Ext Time (p_c), s 4.4 1.4 4.4 1.9
Intersection Summary
HCM 6th Ctrl Delay 11.5
HCM 6th LOS B

5.2-85
2651
Timings Rich Haven Specific Plan TA (JN:14822)
19: Mill Creek Av. & Cantu Galleano Ranch Rd. 10/06/2022 E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 35
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 85 630 279 688 351 39 299 67
Future Volume (vph) 85 630 279 688 351 39 299 67
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases
Detector Phase 7 4 3 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 23.5 9.6 23.5 9.6 27.8 9.6 27.8
Total Split (s) 17.4 33.6 26.4 42.6 31.8 30.9 29.1 28.2 Total Split (%) 14.5% 28.0% 22.0% 35.5% 26.5% 25.8% 24.3% 23.5% Yellow Time (s) 3.6 5.5 3.6 5.5 3.6 4.8 3.6 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 6.5 4.6 6.5 4.6 5.8 4.6 5.8
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None Min None Min
Act Effct Green (s) 9.8 27.2 21.2 41.0 26.3 18.9 22.9 15.5 Actuated g/C Ratio 0.09 0.24 0.19 0.37 0.24 0.17 0.20 0.14 v/c Ratio 0.60 1.02dr 0.90 0.52 0.92 0.65 0.90 0.73
Control Delay 66.2 51.3 75.7 29.0 70.5 17.8 71.7 45.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 66.2 51.3 75.7 29.0 70.5 17.8 71.7 45.7

LOS E D E C E B E D
Approach Delay 52.4 40.3 47.0 61.4
Approach LOS D D D E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 111.8
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.94
Intersection Signal Delay: 48.6 Intersection LOS: D
Intersection Capacity Utilization 89.6% ICU Level of Service E Analysis Period (min) 15
dr Defacto Right Lane. Recode with 1 though lane as a right lane.

Splits and Phases: 19: Mill Creek Av. & Cantu Galleano Ranch Rd.

5.2-86
2652
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 19: Mill Creek Av. & Cantu Galleano Ranch Rd. 10/06/2022 E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 36
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 85 630 459 279 688 189 351 39 246 299 67 130 Future Volume (veh/h) 85 630 459 279 688 189 351 39 246 299 67 130 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 92 685 282 303 748 107 382 42 158 325 73 87 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 117 850 345 336 1631 231 415 51 193 359 92 109 Arrive On Green 0.07 0.24 0.24 0.19 0.36 0.36 0.23 0.15 0.15 0.20 0.12 0.12 Sat Flow, veh/h 1781 3568 1446 1781 4518 641 1781 344 1294 1781 777 926 Grp Volume(v), veh/h 92 653 314 303 562 293 382 0 200 325 0 160 Grp Sat Flow(s),veh/h/ln 1781 1702 1610 1781 1702 1755 1781 0 1638 1781 0 1704 Q Serve(g_s), s 4.9 17.5 17.8 16.1 12.2 12.4 20.3 0.0 11.4 17.2 0.0 8.8 Cycle Q Clear(g_c), s 4.9 17.5 17.8 16.1 12.2 12.4 20.3 0.0 11.4 17.2 0.0 8.8 Prop In Lane 1.00 0.90 1.00 0.37 1.00 0.79 1.00 0.54
Lane Grp Cap(c), veh/h 117 811 384 336 1229 634 415 0 245 359 0 201 V/C Ratio(X) 0.78 0.81 0.82 0.90 0.46 0.46 0.92 0.00 0.82 0.91 0.00 0.80 Avail Cap(c_a), veh/h 236 954 451 401 1270 655 501 0 425 451 0 394 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 44.5 34.7 34.9 38.4 23.7 23.7 36.2 0.0 39.9 37.7 0.0 41.6 Incr Delay (d2), s/veh 4.3 4.4 9.8 18.9 0.3 0.5 18.6 0.0 6.6 16.8 0.0 7.1 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 2.2 7.1 7.5 8.3 4.5 4.7 10.4 0.0 4.8 8.8 0.0 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.8 39.1 44.7 57.3 23.9 24.2 54.8 0.0 46.4 54.6 0.0 48.6 LnGrp LOS D D D E C C D A D D A D
Approach Vol, veh/h 1059 1158 582 485
Approach Delay, s/veh 41.6 32.7 51.9 52.6
Approach LOS D C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 24.1 20.3 22.8 29.6 27.1 17.2 11.0 41.4 Change Period (Y+Rc), s 4.6 5.8 4.6 6.5 4.6 5.8 4.6 6.5 Max Green Setting (Gmax), s 24.5 25.1 21.8 27.1 27.2 22.4 12.8 36.1 Max Q Clear Time (g_c+I1), s 19.2 13.4 18.1 19.8 22.3 10.8 6.9 14.4 Green Ext Time (p_c), s 0.2 0.8 0.2 3.2 0.3 0.5 0.0 4.8 Intersection Summary
HCM 6th Ctrl Delay 41.9
HCM 6th LOS D

5.2-87
2653
Timings Rich Haven Specific Plan TA (JN:14822)
20: Milliken Av. & SR-60 WB Ramps 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 37
Lane Group WBT WBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 4 319 359 902 1186 518
Future Volume (vph) 4 319 359 902 1186 518
Turn Type NA Perm Prot NA NA Perm
Protected Phases 8 5 2 6
Permitted Phases 8 6
Detector Phase 8 8 5 2 6 6
Switch Phase
Minimum Initial (s) 10.0 10.0 5.0 10.0 10.0 10.0
Minimum Split (s) 16.2 16.2 9.6 16.2 16.2 16.2
Total Split (s) 24.0 24.0 27.0 66.0 39.0 39.0
Total Split (%) 26.7% 26.7% 30.0% 73.3% 43.3% 43.3%
Yellow Time (s) 5.2 5.2 3.6 5.2 5.2 5.2
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.2 6.2 4.6 6.2 6.2 6.2
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None Min Min Min
Act Effct Green (s) 17.8 17.8 20.8 57.7 32.3 32.3
Actuated g/C Ratio 0.20 0.20 0.24 0.66 0.37 0.37
v/c Ratio 1.24 0.73 0.89 0.38 0.90 0.59
Control Delay 160.9 26.8 58.1 7.4 37.3 4.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 160.9 26.8 58.1 7.4 37.3 4.8

LOS F C E A D A
Approach Delay 103.5 21.9 27.4
Approach LOS F C C
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 88
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.24
Intersection Signal Delay: 40.8 Intersection LOS: D
Intersection Capacity Utilization 90.4% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 20: Milliken Av. & SR-60 WB Ramps

5.2-88
2654
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 20: Milliken Av. & SR-60 WB Ramps 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 38
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 422 4 319 359 902 0 0 1186 518 Future Volume (veh/h) 0 0 0 422 4 319 359 902 0 0 1186 518 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
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 440 4 156 374 940 0 0 1235 456
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 363 3 326 409 2435 0 0 1376 583
Arrive On Green 0.21 0.21 0.21 0.23 0.65 0.00 0.00 0.37 0.37 Sat Flow, veh/h 1766 16 1585 1781 3741 0 0 3741 1585
Grp Volume(v), veh/h 444 0 156 374 940 0 0 1235 456
Grp Sat Flow(s),veh/h/ln 1782 0 1585 1781 1870 0 0 1870 1585 Q Serve(g_s), s 17.8 0.0 7.5 17.7 10.1 0.0 0.0 27.0 22.1 Cycle Q Clear(g_c), s 17.8 0.0 7.5 17.7 10.1 0.0 0.0 27.0 22.1 Prop In Lane 0.99 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 367 0 326 409 2435 0 0 1376 583
V/C Ratio(X) 1.21 0.00 0.48 0.91 0.39 0.00 0.00 0.90 0.78 Avail Cap(c_a), veh/h 367 0 326 461 2585 0 0 1418 601
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 34.4 0.0 30.3 32.5 7.0 0.0 0.0 25.8 24.3 Incr Delay (d2), s/veh 117.7 0.0 1.1 20.0 0.1 0.0 0.0 7.8 6.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 19.2 0.0 2.8 9.2 2.9 0.0 0.0 12.0 8.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 152.1 0.0 31.4 52.5 7.1 0.0 0.0 33.6 30.7 LnGrp LOS F A C D A A A C C
Approach Vol, veh/h 600 1314 1691
Approach Delay, s/veh 120.7 20.1 32.8
Approach LOS F C C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 62.5 24.5 38.0 24.0
Change Period (Y+Rc), s 6.2 4.6 6.2 6.2
Max Green Setting (Gmax), s 59.8 22.4 32.8 17.8
Max Q Clear Time (g_c+I1), s 12.1 19.7 29.0 19.8
Green Ext Time (p_c), s 7.0 0.2 2.9 0.0
Intersection Summary
HCM 6th Ctrl Delay 42.8
HCM 6th LOS D

5.2-89
2655
Timings Rich Haven Specific Plan TA (JN:14822)
21: Milliken Av. & SR-60 EB Ramps 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 39
Lane Group EBL EBT NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 263 4 989 223 1385
Future Volume (vph) 263 4 989 223 1385
Turn Type Perm NA NA Prot NA
Protected Phases 4 2 1 6
Permitted Phases 4
Detector Phase 4 4 2 1 6
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 5.0 10.0
Minimum Split (s) 16.2 16.2 23.2 9.6 16.2
Total Split (s) 28.0 28.0 43.8 18.2 62.0
Total Split (%) 31.1% 31.1% 48.7% 20.2% 68.9%
Yellow Time (s) 5.2 5.2 5.2 3.6 5.2
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.2 6.2 6.2 4.6 6.2
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode None None Min None Min
Act Effct Green (s) 20.9 20.9 36.8 13.1 54.5
Actuated g/C Ratio 0.24 0.24 0.42 0.15 0.62
v/c Ratio 0.59 0.92 0.93 0.88 0.62
Control Delay 36.4 58.7 35.7 70.6 11.9
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 36.4 58.7 35.7 70.6 11.9

LOS D E D E B
Approach Delay 50.0 35.7 20.1
Approach LOS D D C
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 87.8
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.93
Intersection Signal Delay: 31.1 Intersection LOS: C
Intersection Capacity Utilization 90.4% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 21: Milliken Av. & SR-60 EB Ramps

5.2-90
2656
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 21: Milliken Av. & SR-60 EB Ramps 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 40
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 263 4 340 0 0 0 0 989 396 223 1385 0 Future Volume (veh/h) 263 4 340 0 0 0 0 989 396 223 1385 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
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 233 62 187 0 1030 225 232 1443 0
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Cap, veh/h 341 79 237 0 1253 273 274 2387 0
Arrive On Green 0.19 0.19 0.19 0.00 0.42 0.42 0.15 0.64 0.00 Sat Flow, veh/h 1781 410 1237 0 2976 648 1781 3741 0
Grp Volume(v), veh/h 233 0 249 0 646 609 232 1443 0
Grp Sat Flow(s),veh/h/ln 1781 0 1648 0 1870 1754 1781 1870 0 Q Serve(g_s), s 8.9 0.0 10.5 0.0 22.2 22.4 9.2 16.5 0.0 Cycle Q Clear(g_c), s 8.9 0.0 10.5 0.0 22.2 22.4 9.2 16.5 0.0 Prop In Lane 1.00 0.75 0.00 0.37 1.00 0.00
Lane Grp Cap(c), veh/h 341 0 315 0 787 738 274 2387 0
V/C Ratio(X) 0.68 0.00 0.79 0.00 0.82 0.82 0.85 0.60 0.00 Avail Cap(c_a), veh/h 534 0 494 0 967 906 333 2869 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 27.4 0.0 28.0 0.0 18.6 18.7 29.9 7.8 0.0 Incr Delay (d2), s/veh 2.4 0.0 4.5 0.0 4.7 5.2 13.4 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/ln 3.7 0.0 4.1 0.0 8.8 8.5 4.6 4.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.8 0.0 32.6 0.0 23.4 23.9 43.3 8.0 0.0 LnGrp LOS C A C A C C D A A
Approach Vol, veh/h 482 1255 1675
Approach Delay, s/veh 31.2 23.6 12.9
Approach LOS C C B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 15.8 36.8 20.1 52.6
Change Period (Y+Rc), s 4.6 6.2 6.2 6.2
Max Green Setting (Gmax), s 13.6 37.6 21.8 55.8
Max Q Clear Time (g_c+I1), s 11.2 24.4 12.5 18.5
Green Ext Time (p_c), s 0.1 6.2 1.5 12.9
Intersection Summary
HCM 6th Ctrl Delay 19.4
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

5.2-91
2657
Timings Rich Haven Specific Plan TA (JN:14822)
22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 41
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 255 189 80 236 160 149 896 49 212 1164 Future Volume (vph) 255 189 80 236 160 149 896 49 212 1164 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 8 2
Detector Phase 7 4 3 8 8 5 2 2 1 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 Minimum Split (s) 9.6 16.2 9.6 16.2 16.2 9.6 35.2 35.2 9.6 16.2 Total Split (s) 22.0 31.8 12.2 22.0 22.0 15.0 50.0 50.0 26.0 61.0 Total Split (%) 18.3% 26.5% 10.2% 18.3% 18.3% 12.5% 41.7% 41.7% 21.7% 50.8% Yellow Time (s) 3.6 5.2 3.6 5.2 5.2 3.6 5.2 5.2 3.6 5.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 4.6 6.2 6.2 4.6 6.2 6.2 4.6 6.2 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Min Min None Min Act Effct Green (s) 17.4 25.6 7.6 15.8 15.8 10.4 45.8 45.8 19.4 54.8 Actuated g/C Ratio 0.14 0.21 0.06 0.13 0.13 0.09 0.38 0.38 0.16 0.46 v/c Ratio 1.17 0.96 0.84 1.07 0.46 1.15 0.74 0.08 0.87 1.09 Control Delay 158.3 80.8 111.0 128.0 8.1 170.1 36.7 0.2 79.9 81.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 158.3 80.8 111.0 128.0 8.1 170.1 36.7 0.2 79.9 81.4

LOS F F F F A F D A E F
Approach Delay 114.1 84.9 53.2 81.3
Approach LOS F F D F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.17
Intersection Signal Delay: 78.8 Intersection LOS: E
Intersection Capacity Utilization 102.9% ICU Level of Service G Analysis Period (min) 15
Splits and Phases: 22: Hamner Av./Milliken Av. & Riverside Dr.

5.2-92
2658
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 42
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 255 189 148 80 236 160 149 896 49 212 1164 378 Future Volume (veh/h) 255 189 148 80 236 160 149 896 49 212 1164 378 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 268 199 82 84 248 89 157 943 31 223 1225 209 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 233 255 105 102 235 200 139 1294 576 247 1298 220 Arrive On Green 0.15 0.22 0.22 0.06 0.13 0.13 0.09 0.38 0.38 0.15 0.45 0.45 Sat Flow, veh/h 1594 1187 489 1594 1772 1502 1594 3367 1500 1594 2873 487 Grp Volume(v), veh/h 268 0 281 84 248 89 157 943 31 223 714 720 Grp Sat Flow(s),veh/h/ln 1594 0 1676 1594 1772 1502 1594 1683 1500 1594 1683 1677 Q Serve(g_s), s 17.4 0.0 18.8 6.2 15.8 6.5 10.4 28.5 1.5 16.3 48.0 49.1 Cycle Q Clear(g_c), s 17.4 0.0 18.8 6.2 15.8 6.5 10.4 28.5 1.5 16.3 48.0 49.1 Prop In Lane 1.00 0.29 1.00 1.00 1.00 1.00 1.00 0.29
Lane Grp Cap(c), veh/h 233 0 361 102 235 200 139 1294 576 247 760 757 V/C Ratio(X) 1.15 0.00 0.78 0.82 1.05 0.45 1.13 0.73 0.05 0.90 0.94 0.95 Avail Cap(c_a), veh/h 233 0 361 102 235 200 139 1294 576 287 776 773 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 50.8 0.0 44.0 55.0 51.6 47.5 54.3 31.3 23.0 49.4 31.0 31.3 Incr Delay (d2), s/veh 105.1 0.0 10.4 38.0 73.4 1.6 114.2 2.1 0.0 25.3 18.9 21.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 13.5 0.0 8.5 3.5 11.5 2.4 8.4 11.2 0.5 8.0 21.8 22.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 155.9 0.0 54.4 93.0 125.0 49.1 168.5 33.4 23.1 74.7 49.9 52.3 LnGrp LOS F A D F F D F C C E D D
Approach Vol, veh/h 549 421 1131 1657
Approach Delay, s/veh 103.9 102.6 51.9 54.3
Approach LOS F F D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 23.0 51.9 12.2 31.8 15.0 59.9 22.0 22.0 Change Period (Y+Rc), s 4.6 6.2 4.6 6.2 4.6 6.2 4.6 6.2 Max Green Setting (Gmax), s 21.4 43.8 7.6 25.6 10.4 54.8 17.4 15.8 Max Q Clear Time (g_c+I1), s 18.3 30.5 8.2 20.8 12.4 51.1 19.4 17.8 Green Ext Time (p_c), s 0.1 5.0 0.0 0.6 0.0 2.7 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 66.2
HCM 6th LOS E

5.2-93
2659
HCM 6th TWSC Rich Haven Specific Plan TA (JN:14822)
23: Hamner Av. & Chino Av. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 43
Intersection
Int Delay, s/veh 86.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 109 86 129 967 1210 164
Future Vol, veh/h 109 86 129 967 1210 164
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 2 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 91 91 91 91 91 91
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 120 95 142 1063 1330 180
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 2236 1420 1510 0 - 0
Stage 1 1420 - - - - -
Stage 2 816 - - - - -
Critical Hdwy 6.63 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.83 - - - - -
Follow-up Hdwy 3.519 3.319 2.219 - - -
Pot Cap-1 Maneuver ~ 41 167 441 - - -
Stage 1 222 - - - - -
Stage 2 396 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 9 167 441 - - -
Mov Cap-2 Maneuver ~ 45 - - - - -
Stage 1 ~ 48 - - - - -
Stage 2 396 - - - - -
Approach EB NB SB
HCM Control Delay, s$ 1144.1 6.7 0

HCM LOS F
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 441 - 66 - -
HCM Lane V/C Ratio 0.321 - 3.247 - -
HCM Control Delay (s) 17 5.3$ 1144.1 - -
HCM Lane LOS C A F - -
HCM 95th %tile Q(veh) 1.4 - 22.2 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

5.2-94
2660
Timings Rich Haven Specific Plan TA (JN:14822)
24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 44
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 405 1521 478 1635 216 482 423 367 296 539 397 Future Volume (vph) 405 1521 478 1635 216 482 423 367 296 539 397 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 8 2 6
Detector Phase 7 4 3 8 8 5 2 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.6 48.5 9.6 48.5 48.5 9.6 46.2 46.2 9.6 46.2 46.2 Total Split (s) 11.0 50.0 11.0 50.0 50.0 11.0 49.0 49.0 10.0 48.0 48.0 Total Split (%) 9.2% 41.7% 9.2% 41.7% 41.7% 9.2% 40.8% 40.8% 8.3% 40.0% 40.0% Yellow Time (s) 3.6 5.5 3.6 5.5 5.5 3.6 5.2 5.2 3.6 5.2 5.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.5 4.6 6.5 6.5 4.6 6.2 6.2 4.6 6.2 6.2 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Min Min None Min Min Act Effct Green (s) 6.4 43.8 6.4 43.8 43.8 6.4 29.2 29.2 5.4 28.2 28.2 Actuated g/C Ratio 0.06 0.41 0.06 0.41 0.41 0.06 0.27 0.27 0.05 0.26 0.26 v/c Ratio 2.05 0.79 2.42 1.18 0.31 2.44 0.32 0.73 1.77 0.60 0.81 Control Delay 513.4 30.4 673.4 117.2 11.6 681.9 30.8 31.0 398.9 36.6 37.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 513.4 30.4 673.4 117.2 11.6 681.9 30.8 31.0 398.9 36.6 37.8

LOS F C F F B F C C F D D
Approach Delay 113.7 221.6 277.5 124.0
Approach LOS F F F F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 106.9
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 2.44
Intersection Signal Delay: 179.4 Intersection LOS: F
Intersection Capacity Utilization 103.6% ICU Level of Service G Analysis Period (min) 15
Splits and Phases: 24: Hamner Av. & Cantu Galleano Ranch Rd.

5.2-95
2661
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 45
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 405 1521 424 478 1635 216 482 423 367 296 539 397 Future Volume (veh/h) 405 1521 424 478 1635 216 482 423 367 296 539 397 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 422 1584 234 498 1703 121 502 441 226 308 561 258 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 222 2488 367 222 1551 692 222 1152 358 187 766 342 Arrive On Green 0.06 0.44 0.44 0.06 0.44 0.44 0.06 0.23 0.23 0.05 0.22 0.22 Sat Flow, veh/h 3456 5702 842 3456 3554 1585 3456 5106 1585 3456 3554 1585 Grp Volume(v), veh/h 422 1340 478 498 1703 121 502 441 226 308 561 258 Grp Sat Flow(s),veh/h/ln 1728 1609 1719 1728 1777 1585 1728 1702 1585 1728 1777 1585 Q Serve(g_s), s 6.4 21.6 21.6 6.4 43.5 4.6 6.4 7.3 12.8 5.4 14.7 15.2 Cycle Q Clear(g_c), s 6.4 21.6 21.6 6.4 43.5 4.6 6.4 7.3 12.8 5.4 14.7 15.2 Prop In Lane 1.00 0.49 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 222 2105 750 222 1551 692 222 1152 358 187 766 342 V/C Ratio(X) 1.90 0.64 0.64 2.24 1.10 0.17 2.26 0.38 0.63 1.65 0.73 0.75 Avail Cap(c_a), veh/h 222 2105 750 222 1551 692 222 2192 680 187 1490 665 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.6 21.9 21.9 46.6 28.1 17.1 46.6 32.7 34.9 47.1 36.4 36.6 Incr Delay (d2), s/veh 422.5 0.6 1.8 574.5 54.7 0.1 582.5 0.2 1.8 313.2 1.4 3.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 15.6 7.3 8.0 20.3 27.7 1.5 20.6 2.9 4.8 10.4 6.1 5.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 469.1 22.6 23.7 621.1 82.8 17.3 629.1 32.9 36.7 360.4 37.8 40.0 LnGrp LOS F C C F F B F C D F D D
Approach Vol, veh/h 2240 2322 1169 1127
Approach Delay, s/veh 106.9 194.9 289.7 126.5
Approach LOS F F F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.0 28.7 11.0 50.0 11.0 27.7 11.0 50.0 Change Period (Y+Rc), s 4.6 6.2 4.6 6.5 4.6 6.2 4.6 6.5 Max Green Setting (Gmax), s 5.4 42.8 6.4 43.5 6.4 41.8 6.4 43.5 Max Q Clear Time (g_c+I1), s 7.4 14.8 8.4 23.6 8.4 17.2 8.4 45.5 Green Ext Time (p_c), s 0.0 3.5 0.0 11.3 0.0 4.3 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 171.1
HCM 6th LOS F

5.2-96
2662
Timings Rich Haven Specific Plan TA (JN:14822)
25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 46
Lane Group EBT EBR WBT WBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 1592 825 1260 137 290 1 1632
Future Volume (vph) 1592 825 1260 137 290 1 1632
Turn Type NA Perm NA Free Perm NA Perm
Protected Phases 2 6 4
Permitted Phases 2 Free 4 4
Detector Phase 2 2 6 4 4 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5
Total Split (s) 50.0 50.0 50.0 70.0 70.0 70.0
Total Split (%) 41.7% 41.7% 41.7% 58.3% 58.3% 58.3%
Yellow Time (s) 5.8 5.8 5.8 4.5 4.5 4.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.8 6.8 6.8 5.5 5.5 5.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode C-Min C-Min C-Min Min Min Min
Act Effct Green (s) 43.2 43.2 43.2 120.0 64.5 64.5 64.5 Actuated g/C Ratio 0.36 0.36 0.36 1.00 0.54 0.54 0.54
v/c Ratio 0.95 0.86 1.08 0.05 0.31 1.16 1.10
Control Delay 49.1 16.8 89.5 0.0 16.6 112.3 88.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 49.1 16.8 89.5 0.0 16.6 112.3 88.9

LOS D B F A B F F
Approach Delay 38.1 80.7 89.2
Approach LOS D F F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 113.2 (94%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 120
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.16
Intersection Signal Delay: 65.6 Intersection LOS: E
Intersection Capacity Utilization 112.4% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 25: I-15 SB Ramps & Cantu Galleano Ranch Rd.

5.2-97
2663
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 47
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1592 825 0 1260 137 0 0 0 290 1 1632 Future Volume (veh/h) 0 1592 825 0 1260 137 0 0 0 290 1 1632 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
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 0 1870 1870 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 1730 0 0 1370 0 210 0 1398
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 0 2 2 2 2 2
Cap, veh/h 0 2138 0 1488 853 0 1518
Arrive On Green 0.00 0.42 0.00 0.00 0.84 0.00 0.48 0.00 0.48 Sat Flow, veh/h 0 5274 1585 0 3647 2790 1781 0 3170
Grp Volume(v), veh/h 0 1730 0 0 1370 0 210 0 1398
Grp Sat Flow(s),veh/h/ln 0 1702 1585 0 1777 1395 1781 0 1585 Q Serve(g_s), s 0.0 35.7 0.0 0.0 32.9 0.0 8.4 0.0 49.3
Cycle Q Clear(g_c), s 0.0 35.7 0.0 0.0 32.9 0.0 8.4 0.0 49.3 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2138 0 1488 853 0 1518
V/C Ratio(X) 0.00 0.81 0.00 0.92 0.25 0.00 0.92
Avail Cap(c_a), veh/h 0 2138 0 1488 957 0 1704
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.33 0.00 0.00 0.63 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 30.7 0.0 0.0 8.4 0.0 18.5 0.0 29.1 Incr Delay (d2), s/veh 0.0 1.2 0.0 0.0 7.4 0.0 0.1 0.0 8.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 13.6 0.0 0.0 4.8 0.0 3.3 0.0 19.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 31.8 0.0 0.0 15.7 0.0 18.6 0.0 37.2 LnGrp LOS A C A B B A D
Approach Vol, veh/h 1730 A 1370 A 1608
Approach Delay, s/veh 31.8 15.7 34.8
Approach LOS C B C
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 57.0 63.0 57.0
Change Period (Y+Rc), s 6.8 5.5 6.8
Max Green Setting (Gmax), s 43.2 64.5 43.2
Max Q Clear Time (g_c+I1), s 37.7 51.3 34.9
Green Ext Time (p_c), s 4.2 6.1 5.1
Intersection Summary
HCM 6th Ctrl Delay 28.2
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay.

5.2-98
2664
Timings Rich Haven Specific Plan TA (JN:14822)
26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 48
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 802 1112 219 498 879 154
Future Volume (vph) 802 1112 219 498 879 154
Turn Type NA Perm Prot NA Prot Perm
Protected Phases 2 1 6 8
Permitted Phases 2 8
Detector Phase 2 2 1 6 8 8
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 61.3 61.3 11.0 22.5 22.5 22.5
Total Split (s) 67.9 67.9 14.0 81.9 38.1 38.1
Total Split (%) 56.6% 56.6% 11.7% 68.3% 31.8% 31.8%
Yellow Time (s) 5.8 5.8 4.0 5.8 4.5 4.5
All-Red Time (s) 1.5 1.5 2.0 1.5 1.5 1.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 7.3 7.3 6.0 7.3 6.0 6.0
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Recall Mode C-Min C-Min None C-Min Min Min
Act Effct Green (s) 59.1 59.1 8.0 73.1 33.6 33.6
Actuated g/C Ratio 0.49 0.49 0.07 0.61 0.28 0.28
v/c Ratio 0.35 0.99 1.04 0.17 1.01 0.30
Control Delay 9.2 43.1 125.5 10.2 75.1 8.4
Queue Delay 0.0 23.2 0.0 0.0 0.0 0.0
Total Delay 9.2 66.3 125.5 10.2 75.1 8.4

LOS A E F B E A
Approach Delay 42.4 45.4 66.2
Approach LOS D D E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow, Master Intersection Natural Cycle: 115
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.04
Intersection Signal Delay: 49.7 Intersection LOS: D
Intersection Capacity Utilization 86.2% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 26: I-15 NB Ramps & Cantu Galleano Ranch Rd.

5.2-99
2665
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 49
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 802 1112 219 498 879 154
Future Volume (veh/h) 802 1112 219 498 879 154
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 872 666 238 541 955 85
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 2579 800 230 3174 953 424
Arrive On Green 0.84 0.84 0.07 0.62 0.27 0.27
Sat Flow, veh/h 5274 1585 3456 5274 3563 1585
Grp Volume(v), veh/h 872 666 238 541 955 85
Grp Sat Flow(s),veh/h/ln 1702 1585 1728 1702 1781 1585
Q Serve(g_s), s 4.5 26.5 8.0 5.4 32.1 5.0
Cycle Q Clear(g_c), s 4.5 26.5 8.0 5.4 32.1 5.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 2579 800 230 3174 953 424
V/C Ratio(X) 0.34 0.83 1.03 0.17 1.00 0.20
Avail Cap(c_a), veh/h 2579 800 230 3174 953 424
HCM Platoon Ratio 1.67 1.67 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.40 0.40 0.91 0.91 1.00 1.00
Uniform Delay (d), s/veh 5.0 6.7 56.0 9.6 44.0 34.0
Incr Delay (d2), s/veh 0.1 4.2 65.4 0.1 29.7 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.2 4.0 5.4 1.8 17.5 1.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 5.1 10.9 121.4 9.7 73.6 34.2
LnGrp LOS A B F A F C
Approach Vol, veh/h 1538 779 1040
Approach Delay, s/veh 7.7 43.8 70.4
Approach LOS A D E
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 14.0 67.9 81.9 38.1
Change Period (Y+Rc), s 6.0 7.3 7.3 6.0
Max Green Setting (Gmax), s 8.0 60.6 74.6 32.1
Max Q Clear Time (g_c+I1), s 10.0 28.5 7.4 34.1
Green Ext Time (p_c), s 0.0 9.5 3.5 0.0
Intersection Summary
HCM 6th Ctrl Delay 35.5
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

5.2-100
2666
Timings Rich Haven Specific Plan TA (JN:14822)
27: Wineville Av. & Cantu Galleano Ranch Rd. 10/06/2022 E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 50
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 133 388 334 26 287 217 93 47 29 169 217 Future Volume (vph) 133 388 334 26 287 217 93 47 29 169 217 Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 2 6
Detector Phase 7 4 4 3 8 5 2 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.6 40.5 40.5 9.6 40.5 9.6 48.5 48.5 9.6 48.5 48.5 Total Split (s) 12.8 43.7 43.7 9.6 40.5 17.3 55.7 55.7 11.0 49.4 49.4 Total Split (%) 10.7% 36.4% 36.4% 8.0% 33.8% 14.4% 46.4% 46.4% 9.2% 41.2% 41.2% Yellow Time (s) 3.6 5.5 5.5 3.6 5.5 3.6 5.5 5.5 3.6 5.5 5.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.5 6.5 4.6 6.5 4.6 6.5 6.5 4.6 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Min Min None Min Min Act Effct Green (s) 7.5 22.2 22.2 5.5 12.8 9.4 26.1 26.1 6.1 15.3 15.3 Actuated g/C Ratio 0.11 0.32 0.32 0.08 0.18 0.14 0.38 0.38 0.09 0.22 0.22 v/c Ratio 0.39 0.21 0.48 0.10 0.36 0.51 0.08 0.08 0.21 0.45 0.44 Control Delay 37.9 20.0 5.6 40.0 25.7 36.2 17.0 0.2 41.7 27.5 6.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.9 20.0 5.6 40.0 25.7 36.2 17.0 0.2 41.7 27.5 6.4

LOS D B A D C D B A D C A
Approach Delay 17.2 26.8 26.5 17.5
Approach LOS B C C B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 69.4
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.51
Intersection Signal Delay: 20.6 Intersection LOS: C
Intersection Capacity Utilization 48.4% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 27: Wineville Av. & Cantu Galleano Ranch Rd.

5.2-101
2667
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 27: Wineville Av. & Cantu Galleano Ranch Rd. 10/06/2022 E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 133 388 334 26 287 21 217 93 47 29 169 217 Future Volume (veh/h) 133 388 334 26 287 21 217 93 47 29 169 217 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 145 422 225 28 312 13 236 101 25 32 184 171 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 304 1507 371 112 898 37 369 864 385 64 322 273 Arrive On Green 0.09 0.23 0.23 0.03 0.18 0.18 0.11 0.24 0.24 0.04 0.17 0.17 Sat Flow, veh/h 3456 6434 1585 3456 5029 208 3456 3554 1585 1781 1870 1585 Grp Volume(v), veh/h 145 422 225 28 210 115 236 101 25 32 184 171 Grp Sat Flow(s),veh/h/ln 1728 1609 1585 1728 1702 1833 1728 1777 1585 1781 1870 1585 Q Serve(g_s), s 2.0 2.6 6.2 0.4 2.6 2.7 3.2 1.1 0.6 0.9 4.4 4.9 Cycle Q Clear(g_c), s 2.0 2.6 6.2 0.4 2.6 2.7 3.2 1.1 0.6 0.9 4.4 4.9 Prop In Lane 1.00 1.00 1.00 0.11 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 304 1507 371 112 608 327 369 864 385 64 322 273 V/C Ratio(X) 0.48 0.28 0.61 0.25 0.35 0.35 0.64 0.12 0.06 0.50 0.57 0.63 Avail Cap(c_a), veh/h 580 4898 1207 354 2368 1275 898 3578 1596 233 1642 1391 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.2 15.3 16.7 23.1 17.6 17.6 20.9 14.4 14.2 23.1 18.6 18.8 Incr Delay (d2), s/veh 0.4 0.1 1.6 0.4 0.3 0.6 0.7 0.1 0.1 2.2 1.6 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.7 1.8 0.1 0.8 0.9 1.1 0.4 0.2 0.4 1.7 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.6 15.4 18.3 23.5 17.9 18.2 21.6 14.5 14.3 25.3 20.2 21.1 LnGrp LOS C B B C B B C B B C C C
Approach Vol, veh/h 792 353 362 387
Approach Delay, s/veh 17.4 18.5 19.1 21.0
Approach LOS B B B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.4 18.4 6.2 17.9 9.8 14.9 8.9 15.2 Change Period (Y+Rc), s 4.6 6.5 4.6 6.5 4.6 6.5 4.6 6.5 Max Green Setting (Gmax), s 6.4 49.2 5.0 37.2 12.7 42.9 8.2 34.0 Max Q Clear Time (g_c+I1), s 2.9 3.1 2.4 8.2 5.2 6.9 4.0 4.7 Green Ext Time (p_c), s 0.0 0.7 0.0 3.3 0.2 1.5 0.1 1.7 Intersection Summary
HCM 6th Ctrl Delay 18.7
HCM 6th LOS B

5.2-102
2668
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report REV
APPENDIX 5.3: E+P (PHASE 1) CONDITIONS TRAFFIC SIGNAL

WARRANT OPERATIONS ANALYSIS WORKSHEETS
2669
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report REV
This Page Intentionally Left Blank
2670
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = E+P (Phase 1) Conditions - Weekday PM Peak Hour Major Street Name = Haven Av. Total of Both Approaches (VPH) = 1702 Number of Approach Lanes Major Street = 1
Minor Street Name = Chino Av. High Volume Approach (VPH) = 288 Number of Approach Lanes Minor Street = 1
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

WARRANTED FOR A SIGNAL
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 1300 288
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300 Minor Street - Higher-Volume Approach (VPH) Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches

5.3-1
2671
California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS

DIST CO RTE PM CALC DATE
Jurisdiction: City of Ontario CHK DATE
Major Street: #REF! Critical Approach Speed (Major) 55 mph Minor Street: Mill Creek Av. Critical Approach Speed (Minor) 45 mph Major Street Approach Lanes = 2 lane Minor Street Approach Lanes = 1 lane Major Street Future ADT = 12,136 vpd Minor Street Future ADT = 6,569 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... √ or
In built up area of isolated community of < 10,000 population …………….….….

Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 8,000 5,600 2,400 1,680
2 + 12,136 1 6,569 9,600 6,720 * 2,400 1,680 *
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 12,000 8,400 1,200 850
2 + 12,136 1 6,569 14,400 10,080 * 1,200 850 *
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
100% 100%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.

E+P (Phase 1)
JB 09/13/22
JB 09/13/22

RURAL (R)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements

XX EADT
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX

5.3-2
2672
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = E+P (Phase 1) Conditions - Weekday AM Peak Hour Major Street Name = Hamner Av. Total of Both Approaches (VPH) = 1821 Number of Approach Lanes Major Street = 1
Minor Street Name = Chino Av. High Volume Approach (VPH) = 182 Number of Approach Lanes Minor Street = 1
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

WARRANTED FOR A SIGNAL
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 1300 182
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300 Minor Street - Higher-Volume Approach (VPH) Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches

5.3-3
2673
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report
This Page Intentionally Left Blank

5.3-4
2674
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report REV
APPENDIX 5.4: E+P (PHASE 1) CONDITIONS OFF-RAMP QUEUING

ANALYSIS WORKSHEETS
2675
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report REV
This Page Intentionally Left Blank
2676
Queues West Haven Specific Plan TA (JN:14574)
1: Archibald Av. & SR-60 WB Ramps 09/16/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 278 267 257 777 1035 433 163
v/c Ratio 0.74 0.62 0.58 0.85 0.31 0.21 0.26
Control Delay 46.2 22.5 19.0 36.4 4.0 23.1 4.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 46.2 22.5 19.0 36.4 4.0 23.1 4.9
Queue Length 50th (ft) 148 70 52 223 43 55 0
Queue Length 95th (ft) #308 #178 146 #322 20 66 39
Internal Link Dist (ft) 1312 387 822
Turn Bay Length (ft) 360 360 125
Base Capacity (vph) 384 439 453 928 3485 2493 715
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.72 0.61 0.57 0.84 0.30 0.17 0.23
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

5.5-1
2677
Queues West Haven Specific Plan TA (JN:14574)
2: Archibald Av. & SR-60 EB Ramps 09/16/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Lane Group EBL EBT EBR NBT NBR SBL SBT
Lane Group Flow (vph) 290 278 270 1527 596 162 677
v/c Ratio 0.71 0.62 0.51 0.48 0.55 0.53 0.21
Control Delay 40.7 22.1 9.7 16.6 3.7 54.0 3.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 40.7 22.1 9.7 16.6 3.7 54.0 3.8
Queue Length 50th (ft) 157 84 22 164 0 47 52
Queue Length 95th (ft) 228 160 84 221 60 m64 13
Internal Link Dist (ft) 1366 1177 387
Turn Bay Length (ft) 325 325 250
Base Capacity (vph) 526 548 617 3182 1075 323 3201
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.55 0.51 0.44 0.48 0.55 0.50 0.21
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

5.5-2
2678
Queues West Haven Specific Plan TA (JN:14574)
10: Haven Av. & SR-60 WB Ramps 09/16/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 372 376 746 598 1616 856 424
v/c Ratio 0.79 0.80 0.47 0.91 0.57 0.56 0.55
Control Delay 37.3 37.7 1.0 46.4 13.9 23.7 5.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 37.3 37.7 1.0 46.4 13.9 23.7 5.4
Queue Length 50th (ft) 162 164 0 ~162 189 121 0
Queue Length 95th (ft) 52 256 0 m#233 m213 160 61
Internal Link Dist (ft) 1155 514 1331
Turn Bay Length (ft) 240 150
Base Capacity (vph) 546 548 1583 657 2845 1532 766
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.68 0.69 0.47 0.91 0.57 0.56 0.55
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

5.5-3
2679
Queues West Haven Specific Plan TA (JN:14574)
11: Haven Av. & SR-60 EB Ramps 09/16/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4
Lane Group EBL EBT EBR NBT SBL SBT
Lane Group Flow (vph) 378 383 325 1802 341 749
v/c Ratio 0.81 0.82 0.57 0.94 0.85 0.26
Control Delay 40.7 41.3 14.5 33.2 50.7 8.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 40.7 41.3 14.5 33.2 50.7 8.5
Queue Length 50th (ft) 167 169 53 282 91 71
Queue Length 95th (ft) #302 #307 129 #396 #167 87
Internal Link Dist (ft) 944 581 514
Turn Bay Length (ft) 620 285 125
Base Capacity (vph) 497 499 593 1920 402 2865
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.76 0.77 0.55 0.94 0.85 0.26
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

5.5-4
2680
Queues West Haven Specific Plan TA (JN:14574)
20: Milliken Av. & SR-60 WB Ramps 09/16/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 5
Lane Group WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 246 537 411 1284 472 267
v/c Ratio 0.41 0.91 0.89 0.71 0.68 0.51
Control Delay 24.6 43.4 54.1 18.4 37.5 7.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 24.6 43.4 54.1 18.4 37.5 7.9
Queue Length 50th (ft) 104 236 222 273 130 0
Queue Length 95th (ft) 172 #439 #394 350 182 62
Internal Link Dist (ft) 1742 616 1566
Turn Bay Length (ft) 75
Base Capacity (vph) 670 656 507 2030 815 570
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.37 0.82 0.81 0.63 0.58 0.47
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

5.5-5
2681
Queues West Haven Specific Plan TA (JN:14574)
21: Milliken Av. & SR-60 EB Ramps 09/16/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 6
Lane Group EBL EBT NBT SBL SBT
Lane Group Flow (vph) 404 420 1612 88 612
v/c Ratio 0.86 0.68 1.00 0.61 0.30
Control Delay 48.5 16.3 47.1 59.0 10.2
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 48.5 16.3 47.1 59.0 10.2
Queue Length 50th (ft) 222 72 ~535 49 90
Queue Length 95th (ft) #380 184 #673 #113 122
Internal Link Dist (ft) 1522 1450 616
Turn Bay Length (ft) 95
Base Capacity (vph) 538 670 1617 156 2149
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.75 0.63 1.00 0.56 0.28
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

5.5-6
2682
Queues West Haven Specific Plan TA (JN:14574)
25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 09/16/2022 E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 7
Lane Group EBT EBR WBT WBR SBL SBT SBR
Lane Group Flow (vph) 1158 587 1075 183 252 648 646
v/c Ratio 0.67 0.64 1.37 0.07 0.54 0.84 0.82
Control Delay 37.9 7.6 207.1 0.0 39.4 17.8 16.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 37.9 7.6 207.1 0.0 39.4 17.8 16.3
Queue Length 50th (ft) 267 8 ~596 0 181 109 100
Queue Length 95th (ft) #480 136 #694 m0 209 239 218
Internal Link Dist (ft) 1972 847 2051
Turn Bay Length (ft) 180
Base Capacity (vph) 1739 916 784 2787 707 908 931
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.67 0.64 1.37 0.07 0.36 0.71 0.69
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

5.5-7
2683
Queues West Haven Specific Plan TA (JN:14574)
26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 09/16/2022 E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 8
Lane Group EBT EBR WBL WBT NBL NBR
Lane Group Flow (vph) 496 963 211 484 819 365
v/c Ratio 0.21 0.83 0.63 0.16 0.86 0.55
Control Delay 31.1 36.5 60.4 10.2 51.4 7.1
Queue Delay 0.0 13.3 0.0 0.0 0.0 0.0
Total Delay 31.1 49.8 60.4 10.2 51.4 7.1
Queue Length 50th (ft) 88 369 81 59 296 0
Queue Length 95th (ft) 91 625 122 66 #447 89
Internal Link Dist (ft) 847 2104 1664
Turn Bay Length (ft) 255
Base Capacity (vph) 2476 1174 371 3250 951 662
Starvation Cap Reductn 0 209 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.20 1.00 0.57 0.15 0.86 0.55
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

5.5-8
2684
Queues West Haven Specific Plan TA (JN:14574)
1: Archibald Av. & SR-60 WB Ramps 09/16/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 206 201 162 503 516 1266 328
v/c Ratio 0.70 0.71 0.41 0.79 0.15 0.43 0.37
Control Delay 47.9 47.9 8.5 39.6 1.4 18.2 3.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 47.9 47.9 8.5 39.6 1.4 18.2 3.5
Queue Length 50th (ft) 114 114 0 151 10 143 0
Queue Length 95th (ft) 190 193 53 198 1 184 50
Internal Link Dist (ft) 1312 387 822
Turn Bay Length (ft) 360 360 125
Base Capacity (vph) 344 332 437 726 3557 2934 892
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.60 0.61 0.37 0.69 0.15 0.43 0.37
Intersection Summary

5.5-9
2685
Queues West Haven Specific Plan TA (JN:14574)
2: Archibald Av. & SR-60 EB Ramps 09/16/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Lane Group EBL EBT EBR NBT NBR SBL SBT
Lane Group Flow (vph) 102 223 219 898 510 482 1156
v/c Ratio 0.43 0.74 0.71 0.28 0.49 0.76 0.31
Control Delay 39.3 33.1 30.5 14.5 3.5 52.5 1.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 39.3 33.1 30.5 14.5 3.5 52.5 1.0
Queue Length 50th (ft) 56 65 60 82 0 129 0
Queue Length 95th (ft) 101 143 133 126 60 173 17
Internal Link Dist (ft) 1366 1177 387
Turn Bay Length (ft) 325 325 250
Base Capacity (vph) 339 381 392 3206 1036 762 3707
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.30 0.59 0.56 0.28 0.49 0.63 0.31
Intersection Summary

5.5-10
2686
Queues West Haven Specific Plan TA (JN:14574)
10: Haven Av. & SR-60 WB Ramps 09/16/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 147 146 585 342 967 1541 724
v/c Ratio 0.59 0.59 0.37 0.74 0.26 0.57 0.63
Control Delay 45.4 45.1 0.7 42.7 5.1 15.5 4.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 45.4 45.1 0.7 42.7 5.1 15.5 4.4
Queue Length 50th (ft) 83 83 0 107 71 209 13
Queue Length 95th (ft) 141 140 0 #198 118 253 75
Internal Link Dist (ft) 1155 514 1331
Turn Bay Length (ft) 240 150
Base Capacity (vph) 321 322 1583 462 3655 2688 1143
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.46 0.45 0.37 0.74 0.26 0.57 0.63
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

5.5-11
2687
Queues West Haven Specific Plan TA (JN:14574)
11: Haven Av. & SR-60 EB Ramps 09/16/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4
Lane Group EBL EBT EBR NBT SBL SBT
Lane Group Flow (vph) 182 184 502 1122 634 1208
v/c Ratio 0.48 0.49 1.16 0.64 0.78 0.37
Control Delay 35.4 35.5 123.5 25.9 55.6 5.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 35.4 35.5 123.5 25.9 55.6 5.2
Queue Length 50th (ft) 94 96 ~296 186 193 67
Queue Length 95th (ft) 163 165 #491 247 226 78
Internal Link Dist (ft) 944 581 514
Turn Bay Length (ft) 620 285 125
Base Capacity (vph) 377 378 432 1761 953 3265
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.48 0.49 1.16 0.64 0.67 0.37
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

5.5-12
2688
Queues West Haven Specific Plan TA (JN:14574)
20: Milliken Av. & SR-60 WB Ramps 09/16/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 5
Lane Group WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 249 332 374 841 1095 540
v/c Ratio 0.76 0.72 0.88 0.36 0.84 0.58
Control Delay 49.3 22.6 54.6 6.8 32.1 4.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 49.3 22.6 54.6 6.8 32.1 4.8
Queue Length 50th (ft) 133 62 203 97 296 0
Queue Length 95th (ft) #235 159 #356 128 #385 65
Internal Link Dist (ft) 1742 616 1566
Turn Bay Length (ft) 75
Base Capacity (vph) 380 502 476 2545 1396 951
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.66 0.66 0.79 0.33 0.78 0.57
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

5.5-13
2689
Queues West Haven Specific Plan TA (JN:14574)
21: Milliken Av. & SR-60 EB Ramps 09/16/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 6
Lane Group EBL EBT NBT SBL SBT
Lane Group Flow (vph) 247 385 1192 232 1106
v/c Ratio 0.61 0.88 0.91 0.74 0.51
Control Delay 35.7 45.0 37.1 47.7 10.6
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 35.7 45.0 37.1 47.7 10.6
Queue Length 50th (ft) 121 154 316 120 172
Queue Length 95th (ft) 212 #332 #494 196 221
Internal Link Dist (ft) 1522 1450 616
Turn Bay Length (ft) 95
Base Capacity (vph) 466 493 1311 418 2363
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.53 0.78 0.91 0.56 0.47
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

5.5-14
2690
Queues West Haven Specific Plan TA (JN:14574)
25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 09/16/2022 E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 7
Lane Group EBT EBR WBT WBR SBL SBT SBR
Lane Group Flow (vph) 1505 648 1000 149 283 786 783
v/c Ratio 0.97 0.75 0.92 0.05 0.28 0.92 0.87
Control Delay 57.6 12.6 62.7 0.0 12.7 38.2 31.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 57.6 12.6 62.7 0.0 12.7 38.2 31.3
Queue Length 50th (ft) ~434 58 425 0 103 537 470
Queue Length 95th (ft) #545 217 #553 m0 154 #875 #734
Internal Link Dist (ft) 1972 847 2051
Turn Bay Length (ft) 180
Base Capacity (vph) 1558 865 1084 2787 1015 878 922
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.97 0.75 0.92 0.05 0.28 0.90 0.85
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

5.5-15
2691
Queues West Haven Specific Plan TA (JN:14574)
26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 09/16/2022 E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 8
Lane Group EBT EBR WBL WBT NBL NBR
Lane Group Flow (vph) 828 1033 238 482 662 150
v/c Ratio 0.32 0.91 0.65 0.14 0.86 0.34
Control Delay 21.2 39.3 60.3 7.3 57.6 9.1
Queue Delay 0.0 2.1 0.0 0.0 0.0 0.0
Total Delay 21.2 41.3 60.3 7.3 57.6 9.1
Queue Length 50th (ft) 81 462 91 42 262 0
Queue Length 95th (ft) m64 m489 134 50 #420 63
Internal Link Dist (ft) 847 2104 1664
Turn Bay Length (ft) 255
Base Capacity (vph) 2784 1175 400 3631 774 440
Starvation Cap Reductn 0 59 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.30 0.93 0.59 0.13 0.86 0.34
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

5.5-16
2692
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report REV
APPENDIX 5.5: E+P (BUILDOUT) CONDITIONS OFF-RAMP QUEUING

ANALYSIS WORKSHEETS
2693
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report REV
This Page Intentionally Left Blank
2694
Queues West Haven Specific Plan TA (JN:14574)
1: Archibald Av. & SR-60 WB Ramps 09/16/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 278 267 257 777 1086 462 163
v/c Ratio 0.74 0.62 0.59 0.85 0.33 0.22 0.26
Control Delay 46.2 22.5 20.9 36.2 3.9 23.2 4.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 46.2 22.5 20.9 36.2 3.9 23.2 4.9
Queue Length 50th (ft) 148 70 60 224 44 59 0
Queue Length 95th (ft) #308 #178 155 #323 20 70 39
Internal Link Dist (ft) 1312 387 822
Turn Bay Length (ft) 360 360 125
Base Capacity (vph) 384 439 442 928 3485 2493 715
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.72 0.61 0.58 0.84 0.31 0.19 0.23
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

5.6-1
2695
Queues West Haven Specific Plan TA (JN:14574)
2: Archibald Av. & SR-60 EB Ramps 09/16/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Lane Group EBL EBT EBR NBT NBR SBL SBT
Lane Group Flow (vph) 290 278 270 1581 596 162 709
v/c Ratio 0.71 0.62 0.53 0.50 0.55 0.53 0.22
Control Delay 40.7 22.1 11.1 16.8 3.7 54.5 3.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 40.7 22.1 11.1 16.8 3.7 54.5 3.7
Queue Length 50th (ft) 157 84 30 172 0 47 51
Queue Length 95th (ft) 228 160 94 230 60 m65 14
Internal Link Dist (ft) 1366 1177 387
Turn Bay Length (ft) 325 325 250
Base Capacity (vph) 526 548 606 3182 1075 323 3201
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.55 0.51 0.45 0.50 0.55 0.50 0.22
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

5.6-2
2696
Queues West Haven Specific Plan TA (JN:14574)
10: Haven Av. & SR-60 WB Ramps 09/16/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 372 376 746 867 1738 961 424
v/c Ratio 0.79 0.80 0.47 1.32 0.61 0.63 0.55
Control Delay 37.3 37.7 1.0 176.6 14.9 24.8 5.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 37.3 37.7 1.0 176.6 14.9 24.8 5.4
Queue Length 50th (ft) 162 164 0 ~307 198 139 0
Queue Length 95th (ft) 52 256 0 m#315 m186 182 61
Internal Link Dist (ft) 1155 514 1331
Turn Bay Length (ft) 240 150
Base Capacity (vph) 546 548 1583 657 2845 1532 766
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.68 0.69 0.47 1.32 0.61 0.63 0.55
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

5.6-3
2697
Queues West Haven Specific Plan TA (JN:14574)
11: Haven Av. & SR-60 EB Ramps 09/16/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4
Lane Group EBL EBT EBR NBT SBL SBT
Lane Group Flow (vph) 378 383 519 2197 341 856
v/c Ratio 0.78 0.79 0.94 1.17 0.87 0.31
Control Delay 37.5 38.0 47.1 108.5 53.5 8.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 37.5 38.0 47.1 108.5 53.5 8.7
Queue Length 50th (ft) 167 169 177 ~452 91 78
Queue Length 95th (ft) #302 #307 #367 #549 #168 96
Internal Link Dist (ft) 944 581 514
Turn Bay Length (ft) 620 285 125
Base Capacity (vph) 497 499 564 1872 392 2805
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.76 0.77 0.92 1.17 0.87 0.31
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

5.6-4
2698
Queues West Haven Specific Plan TA (JN:14574)
20: Milliken Av. & SR-60 WB Ramps 09/16/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 5
Lane Group WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 423 537 411 1424 569 267
v/c Ratio 0.71 0.90 0.91 0.78 0.78 0.50
Control Delay 32.9 43.7 57.1 20.6 41.5 7.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 32.9 43.7 57.1 20.6 41.5 7.6
Queue Length 50th (ft) 205 241 225 324 161 0
Queue Length 95th (ft) 313 #439 #394 413 221 62
Internal Link Dist (ft) 1742 616 1566
Turn Bay Length (ft) 75
Base Capacity (vph) 651 640 493 1972 792 561
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.65 0.84 0.83 0.72 0.72 0.48
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

5.6-5
2699
Queues West Haven Specific Plan TA (JN:14574)
21: Milliken Av. & SR-60 EB Ramps 09/16/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 6
Lane Group EBL EBT NBT SBL SBT
Lane Group Flow (vph) 404 420 1953 88 890
v/c Ratio 0.86 0.80 1.21 0.61 0.44
Control Delay 48.5 32.0 125.2 59.0 11.6
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 48.5 32.0 125.2 59.0 11.6
Queue Length 50th (ft) 222 155 ~750 49 144
Queue Length 95th (ft) #380 #308 #891 #113 188
Internal Link Dist (ft) 1522 1450 616
Turn Bay Length (ft) 95
Base Capacity (vph) 538 581 1614 156 2149
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.75 0.72 1.21 0.56 0.41
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

5.6-6
2700
Queues West Haven Specific Plan TA (JN:14574)
25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 09/16/2022 E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 7
Lane Group EBT EBR WBT WBR SBL SBT SBR
Lane Group Flow (vph) 1463 908 1442 183 252 753 755
v/c Ratio 0.70 0.77 0.99 0.07 0.31 1.04 1.01
Control Delay 31.6 6.7 62.0 0.0 19.8 74.5 64.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 31.6 6.7 62.0 0.0 19.8 74.5 64.2
Queue Length 50th (ft) 338 0 620 0 120 ~676 ~591
Queue Length 95th (ft) 394 96 m531 m0 183 #941 #883
Internal Link Dist (ft) 1972 847 2051
Turn Bay Length (ft) 180
Base Capacity (vph) 2084 1184 1450 2787 819 723 751
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.70 0.77 0.99 0.07 0.31 1.04 1.01
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

5.6-7
2701
Queues West Haven Specific Plan TA (JN:14574)
26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 09/16/2022 E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 8
Lane Group EBT EBR WBL WBT NBL NBR
Lane Group Flow (vph) 557 1198 211 530 1136 369
v/c Ratio 0.22 1.02 0.63 0.16 1.32 0.63
Control Delay 9.2 55.6 60.4 8.9 189.9 14.0
Queue Delay 0.0 10.5 0.0 0.0 0.0 0.0
Total Delay 9.2 66.1 60.4 8.9 189.9 14.0
Queue Length 50th (ft) 36 ~658 81 56 ~589 48
Queue Length 95th (ft) m46 m#876 122 72 #724 163
Internal Link Dist (ft) 847 2104 1664
Turn Bay Length (ft) 255
Base Capacity (vph) 2496 1177 371 3250 859 583
Starvation Cap Reductn 0 35 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.22 1.05 0.57 0.16 1.32 0.63
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

5.6-8
2702
Queues West Haven Specific Plan TA (JN:14574)
1: Archibald Av. & SR-60 WB Ramps 09/16/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 206 201 162 503 550 1316 328
v/c Ratio 0.71 0.72 0.41 0.79 0.16 0.45 0.37
Control Delay 48.3 48.2 8.6 39.5 1.2 18.3 3.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 48.3 48.2 8.6 39.5 1.2 18.3 3.5
Queue Length 50th (ft) 114 114 0 147 7 150 0
Queue Length 95th (ft) 190 193 53 200 2 193 50
Internal Link Dist (ft) 1312 387 822
Turn Bay Length (ft) 360 360 125
Base Capacity (vph) 342 330 436 726 3557 2934 892
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.60 0.61 0.37 0.69 0.15 0.45 0.37
Intersection Summary

5.6-9
2703
Queues West Haven Specific Plan TA (JN:14574)
2: Archibald Av. & SR-60 EB Ramps 09/16/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Lane Group EBL EBT EBR NBT NBR SBL SBT
Lane Group Flow (vph) 102 223 219 931 510 482 1205
v/c Ratio 0.42 0.75 0.72 0.29 0.49 0.76 0.33
Control Delay 38.6 35.2 32.4 14.9 3.6 53.2 1.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 38.6 35.2 32.4 14.9 3.6 53.2 1.1
Queue Length 50th (ft) 55 72 66 87 0 126 0
Queue Length 95th (ft) 101 151 141 131 60 173 17
Internal Link Dist (ft) 1366 1177 387
Turn Bay Length (ft) 325 325 250
Base Capacity (vph) 339 373 383 3179 1032 762 3686
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.30 0.60 0.57 0.29 0.49 0.63 0.33
Intersection Summary

5.6-10
2704
Queues West Haven Specific Plan TA (JN:14574)
10: Haven Av. & SR-60 WB Ramps 09/16/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 147 146 585 528 1057 1659 724
v/c Ratio 0.59 0.59 0.37 1.08 0.29 0.63 0.64
Control Delay 45.4 45.1 0.7 91.8 6.2 16.7 4.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 45.4 45.1 0.7 91.8 6.2 16.7 4.5
Queue Length 50th (ft) 83 83 0 ~178 70 233 14
Queue Length 95th (ft) 141 140 0 m#320 136 281 77
Internal Link Dist (ft) 1155 514 1331
Turn Bay Length (ft) 240 150
Base Capacity (vph) 321 322 1583 491 3655 2644 1134
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.46 0.45 0.37 1.08 0.29 0.63 0.64
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

5.6-11
2705
Queues West Haven Specific Plan TA (JN:14574)
11: Haven Av. & SR-60 EB Ramps 09/16/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4
Lane Group EBL EBT EBR NBT SBL SBT
Lane Group Flow (vph) 182 184 767 1400 634 1327
v/c Ratio 0.48 0.49 1.78 0.80 0.78 0.41
Control Delay 35.4 35.5 381.5 30.7 55.6 5.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 35.4 35.5 381.5 30.7 55.6 5.2
Queue Length 50th (ft) 94 96 ~620 255 194 70
Queue Length 95th (ft) 163 165 #843 #358 228 82
Internal Link Dist (ft) 944 581 514
Turn Bay Length (ft) 620 285 125
Base Capacity (vph) 377 378 432 1761 953 3265
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.48 0.49 1.78 0.80 0.67 0.41
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

5.6-12
2706
Queues West Haven Specific Plan TA (JN:14574)
20: Milliken Av. & SR-60 WB Ramps 09/16/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 5
Lane Group WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 444 332 374 940 1235 540
v/c Ratio 1.24 0.73 0.90 0.40 0.94 0.58
Control Delay 164.2 27.0 58.9 7.6 42.5 4.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 164.2 27.0 58.9 7.6 42.5 4.8
Queue Length 50th (ft) ~321 85 203 113 355 0
Queue Length 95th (ft) #504 #208 #356 147 #501 65
Internal Link Dist (ft) 1742 616 1566
Turn Bay Length (ft) 75
Base Capacity (vph) 357 454 448 2393 1312 927
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 1.24 0.73 0.83 0.39 0.94 0.58
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

5.6-13
2707
Queues West Haven Specific Plan TA (JN:14574)
21: Milliken Av. & SR-60 EB Ramps 09/16/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 6
Lane Group EBL EBT NBT SBL SBT
Lane Group Flow (vph) 247 385 1443 232 1443
v/c Ratio 0.57 0.91 1.12 0.75 0.69
Control Delay 34.1 54.7 93.6 48.8 13.9
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 34.1 54.7 93.6 48.8 13.9
Queue Length 50th (ft) 121 188 ~476 120 260
Queue Length 95th (ft) 212 #384 #651 196 331
Internal Link Dist (ft) 1522 1450 616
Turn Bay Length (ft) 95
Base Capacity (vph) 454 444 1283 407 2300
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.54 0.87 1.12 0.57 0.63
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

5.6-14
2708
Queues West Haven Specific Plan TA (JN:14574)
25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 09/16/2022 E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 7
Lane Group EBT EBR WBT WBR SBL SBT SBR
Lane Group Flow (vph) 1730 897 1370 149 283 902 905
v/c Ratio 1.16 0.96 1.32 0.05 0.28 1.03 0.98
Control Delay 118.6 33.5 187.4 0.0 12.2 63.6 48.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 4.1 0.0
Total Delay 118.6 33.5 187.4 0.0 12.2 67.7 48.7
Queue Length 50th (ft) ~580 235 ~740 0 103 ~823 660
Queue Length 95th (ft) #678 #556 m#506 m0 154 #1101 #1004 Internal Link Dist (ft) 1972 847 2051
Turn Bay Length (ft) 180
Base Capacity (vph) 1491 931 1038 2787 1015 874 922
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 12 10 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 1.16 0.96 1.32 0.05 0.28 1.04 0.98
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

5.6-15
2709
Queues West Haven Specific Plan TA (JN:14574)
26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 09/16/2022 E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 8
Lane Group EBT EBR WBL WBT NBL NBR
Lane Group Flow (vph) 872 1209 238 541 972 150
v/c Ratio 0.31 1.02 0.65 0.15 1.62 0.42
Control Delay 9.4 47.4 60.3 5.6 318.5 15.3
Queue Delay 0.0 17.5 0.0 0.0 0.0 0.0
Total Delay 9.4 64.9 60.3 5.6 318.5 15.3
Queue Length 50th (ft) 60 ~635 91 43 ~562 18
Queue Length 95th (ft) m55 m500 134 56 #694 86
Internal Link Dist (ft) 847 2104 1664
Turn Bay Length (ft) 255
Base Capacity (vph) 2838 1185 400 3631 601 354
Starvation Cap Reductn 0 54 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.31 1.07 0.59 0.15 1.62 0.42
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

5.6-16
2710
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report REV
APPENDIX 5.6: E+P (PHASE 1) CONDITIONS INTERSECTION

OPERATIONS ANALYSIS WORKSHEETS WITH IMPROVEMENTS
2711
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report REV
This Page Intentionally Left Blank
2712
Timings Rich Haven Specific Plan TA (JN:14822)
12: Haven Av. & Riverside Dr. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 9
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 323 485 114 378 47 672 103 293 392 229 Future Volume (vph) 323 485 114 378 47 672 103 293 392 229 Turn Type Prot NA Prot NA Perm NA Perm Split NA Perm
Protected Phases 7438 2 66
Permitted Phases 2 2 6
Detector Phase 7438222666
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.6 25.2 9.6 30.2 23.7 23.7 23.7 24.8 24.8 24.8 Total Split (s) 19.0 35.4 13.8 30.2 39.8 39.8 39.8 31.0 31.0 31.0 Total Split (%) 15.8% 29.5% 11.5% 25.2% 33.2% 33.2% 33.2% 25.8% 25.8% 25.8% Yellow Time (s) 3.6 5.2 3.6 5.2 3.7 3.7 3.7 4.8 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 4.6 6.2 4.7 4.7 4.7 5.8 5.8 5.8 Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None Min Min Min Min Min Min Act Effct Green (s) 14.1 28.0 8.2 22.1 33.0 33.0 33.0 24.7 24.7 24.7 Actuated g/C Ratio 0.12 0.24 0.07 0.19 0.29 0.29 0.29 0.21 0.21 0.21 v/c Ratio 0.89 0.66 0.54 0.87 0.86 0.71 0.21 0.92 0.55 0.49 Control Delay 76.4 43.6 62.4 54.0 129.3 41.5 1.9 78.8 44.4 8.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 76.4 43.6 62.4 54.0 129.3 41.5 1.9 78.8 44.4 8.5

LOS EDEDFDAEDA
Approach Delay 56.1 55.4 41.6 46.5
Approach LOS E E D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 115.3
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.92
Intersection Signal Delay: 49.6 Intersection LOS: D
Intersection Capacity Utilization 84.8% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 12: Haven Av. & Riverside Dr.

5.7-1
2713
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 12: Haven Av. & Riverside Dr. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 323 485 39 114 378 185 47 672 103 293 392 229 Future Volume (veh/h) 323 485 39 114 378 185 47 672 103 293 392 229 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.96 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 344 516 25 121 402 133 50 715 67 312 417 68 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222
Cap, veh/h 400 925 45 175 521 170 397 883 370 350 777 324 Arrive On Green 0.13 0.28 0.28 0.05 0.21 0.21 0.25 0.25 0.25 0.22 0.22 0.22 Sat Flow, veh/h 3188 3344 162 3188 2527 823 1594 3544 1484 1594 3544 1477 Grp Volume(v), veh/h 344 273 268 121 280 255 50 715 67 312 417 68 Grp Sat Flow(s),veh/h/ln 1594 1772 1734 1594 1772 1579 1594 1772 1484 1594 1772 1477 Q Serve(g_s), s 11.3 14.0 14.1 4.0 15.9 16.3 2.6 20.2 3.8 20.3 11.1 4.0 Cycle Q Clear(g_c), s 11.3 14.0 14.1 4.0 15.9 16.3 2.6 20.2 3.8 20.3 11.1 4.0 Prop In Lane 1.00 0.09 1.00 0.52 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 400 490 480 175 365 326 397 883 370 350 777 324 V/C Ratio(X) 0.86 0.56 0.56 0.69 0.77 0.78 0.13 0.81 0.18 0.89 0.54 0.21 Avail Cap(c_a), veh/h 430 490 480 275 399 355 525 1166 488 377 837 349 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.7 33.0 33.0 49.5 39.9 40.1 31.0 37.6 31.5 40.4 36.8 34.1 Incr Delay (d2), s/veh 14.3 1.4 1.5 1.8 8.0 10.1 0.1 3.3 0.2 21.6 0.6 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.1 5.9 5.8 1.6 7.4 6.9 1.0 9.1 1.3 9.7 4.7 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.0 34.4 34.5 51.3 47.9 50.2 31.2 40.9 31.7 62.0 37.4 34.4 LnGrp LOS E CCDDDCDCEDC
Approach Vol, veh/h 885 656 832 797
Approach Delay, s/veh 44.4 49.4 39.6 46.8
Approach LOS DDDD
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 31.3 10.5 35.7 29.2 18.0 28.2
Change Period (Y+Rc), s * 4.7 4.6 6.2 5.8 4.6 6.2
Max Green Setting (Gmax), s * 35 9.2 29.2 25.2 14.4 24.0 Max Q Clear Time (g_c+I1), s 22.2 6.0 16.1 22.3 13.3 18.3 Green Ext Time (p_c), s 4.3 0.0 2.3 1.1 0.1 1.4
Intersection Summary
HCM 6th Ctrl Delay 44.8
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.7-2
2714
Timings Rich Haven Specific Plan TA (JN:14822)
13: Haven Av. & Chino Av. 12/15/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT WBL WBT NBL NBT SBT Ø1
Lane Configurations
Traffic Volume (vph) 65 27 81 45 164 771 434
Future Volume (vph) 65 27 81 45 164 771 434
Turn Type Prot NA Prot NA Prot NA NA
Protected Phases 74385261
Permitted Phases
Detector Phase 7438526
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 10.0 5.0 Minimum Split (s) 9.6 22.4 9.6 22.8 9.6 22.8 21.7 9.6
Total Split (s) 19.0 32.2 9.6 22.8 33.0 68.6 45.2 9.6
Total Split (%) 15.8% 26.8% 8.0% 19.0% 27.5% 57.2% 37.7% 8% Yellow Time (s) 3.6 4.4 3.6 4.8 3.6 4.8 3.7 3.6
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 5.4 4.6 5.8 4.6 5.8 4.7
Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None Min Min None
Act Effct Green (s) 11.3 14.3 7.3 11.7 12.9 35.2 18.5
Actuated g/C Ratio 0.16 0.21 0.11 0.17 0.19 0.51 0.27
v/c Ratio 0.27 0.28 0.47 0.15 0.59 0.62 0.62
Control Delay 34.9 12.3 48.1 31.5 37.5 13.6 26.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 34.9 12.3 48.1 31.5 37.5 13.6 26.2

LOS C B D C D B C
Approach Delay 20.8 42.2 16.9 26.2
Approach LOS C D B C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 68.9
Natural Cycle: 75
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.62
Intersection Signal Delay: 21.2 Intersection LOS: C
Intersection Capacity Utilization 59.7% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 13: Haven Av. & Chino Av.

5.7-3
2715
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 13: Haven Av. & Chino Av. 12/15/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 65 27 80 81 45 0 164 771 250 0 434 86 Future Volume (veh/h) 65 27 80 81 45 0 164 771 250 0 434 86 Initial Q (Qb), veh 000000000000
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 1673 1870 1772 1870 1870 1870 1673 1772 1870 1870 1772 1772 Adj Flow Rate, veh/h 69 29 85 88 49 0 174 820 272 0 462 91 Peak Hour Factor 0.94 0.92 0.94 0.92 0.92 0.92 0.94 0.94 0.92 0.92 0.94 0.94 Percent Heavy Veh, % 222222222222
Cap, veh/h 94 73 214 119 341 0 216 1193 396 3 703 138
Arrive On Green 0.06 0.17 0.17 0.07 0.18 0.00 0.14 0.47 0.47 0.00 0.25 0.25 Sat Flow, veh/h 1594 419 1230 1781 1870 0 1594 2548 844 1781 2807 549 Grp Volume(v), veh/h 69 0 114 88 49 0 174 570 522 0 276 277 Grp Sat Flow(s),veh/h/ln 1594 0 1649 1781 1870 0 1594 1772 1620 1781 1683 1673 Q Serve(g_s), s 2.4 0.0 3.4 2.7 1.2 0.0 5.9 14.1 14.1 0.0 8.2 8.3 Cycle Q Clear(g_c), s 2.4 0.0 3.4 2.7 1.2 0.0 5.9 14.1 14.1 0.0 8.2 8.3 Prop In Lane 1.00 0.75 1.00 0.00 1.00 0.52 1.00 0.33
Lane Grp Cap(c), veh/h 94 0 288 119 341 0 216 830 759 3 422 419 V/C Ratio(X) 0.74 0.00 0.40 0.74 0.14 0.00 0.81 0.69 0.69 0.00 0.65 0.66 Avail Cap(c_a), veh/h 411 0 792 160 570 0 812 1995 1824 160 1222 1215 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 0.00 1.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 25.8 0.0 20.4 25.6 19.2 0.0 23.4 11.6 11.6 0.0 18.7 18.8 Incr Delay (d2), s/veh 4.1 0.0 0.9 7.1 0.2 0.0 2.7 1.0 1.1 0.0 1.7 1.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.0 1.2 1.2 0.5 0.0 2.1 4.2 3.8 0.0 3.1 3.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.0 0.0 21.3 32.7 19.3 0.0 26.1 12.6 12.7 0.0 20.5 20.6 LnGrp LOS C A C C B A C B B A C C
Approach Vol, veh/h 183 137 1266 553
Approach Delay, s/veh 24.6 27.9 14.5 20.5
Approach LOS C C B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 0.0 31.9 8.3 15.5 12.2 19.8 7.9 16.0 Change Period (Y+Rc), s 4.6 5.8 4.6 * 5.8 4.6 * 5.8 4.6 5.8 Max Green Setting (Gmax), s 5.0 62.8 5.0 * 27 28.4 * 41 14.4 17.0 Max Q Clear Time (g_c+I1), s 0.0 16.1 4.7 5.4 7.9 10.3 4.4 3.2 Green Ext Time (p_c), s 0.0 8.3 0.0 0.5 0.2 3.7 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 17.8
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.7-4
2716
Timings Rich Haven Specific Plan TA (JN:14822)
15: Haven Av. & Ontario Ranch Rd. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 15
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 172 800 17 75 797 366 36 434 118 366 240 201 Future Volume (vph) 172 800 17 75 797 366 36 434 118 366 240 201 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4826
Detector Phase 744388522166
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 29.2 29.2 9.6 34.5 34.5 9.6 47.8 47.8 9.6 45.8 45.8 Total Split (s) 14.0 36.3 36.3 12.2 34.5 34.5 12.2 48.5 48.5 23.0 59.3 59.3 Total Split (%) 11.7% 30.3% 30.3% 10.2% 28.8% 28.8% 10.2% 40.4% 40.4% 19.2% 49.4% 49.4% Yellow Time (s) 3.6 5.2 5.2 3.6 5.5 5.5 3.6 4.8 4.8 3.6 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 6.2 4.6 6.5 6.5 4.6 5.8 5.8 4.6 5.8 5.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Max Max None Max Max None None None None None None Act Effct Green (s) 8.9 33.3 33.3 6.7 28.5 28.5 6.5 21.0 21.0 15.7 34.7 34.7 Actuated g/C Ratio 0.09 0.35 0.35 0.07 0.30 0.30 0.07 0.22 0.22 0.16 0.36 0.36 v/c Ratio 0.63 0.47 0.03 0.39 0.41 0.56 0.36 0.60 0.28 0.76 0.20 0.32 Control Delay 54.7 28.4 0.1 52.0 29.5 8.2 56.9 36.7 4.0 50.1 22.0 4.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 54.7 28.4 0.1 52.0 29.5 8.2 56.9 36.7 4.0 50.1 22.0 4.3

LOS DCADCAEDADCA
Approach Delay 32.5 24.6 31.4 30.4
Approach LOS CCCC
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 96
Natural Cycle: 105
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.76
Intersection Signal Delay: 29.1 Intersection LOS: C
Intersection Capacity Utilization 66.1% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 15: Haven Av. & Ontario Ranch Rd.

5.7-5
2717
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 15: Haven Av. & Ontario Ranch Rd. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 16
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 172 800 17 75 797 366 36 434 118 366 240 201 Future Volume (veh/h) 172 800 17 75 797 366 36 434 118 366 240 201 Initial Q (Qb), veh 000000000000
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 1673 1772 1772 1575 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 185 860 7 81 857 211 39 467 68 394 258 125 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 254 1875 529 148 2286 484 56 716 303 472 1117 471 Arrive On Green 0.08 0.35 0.35 0.05 0.32 0.32 0.04 0.20 0.20 0.15 0.32 0.32 Sat Flow, veh/h 3188 5316 1500 3000 7088 1502 1594 3544 1499 3188 3544 1494 Grp Volume(v), veh/h 185 860 7 81 857 211 39 467 68 394 258 125 Grp Sat Flow(s),veh/h/ln 1594 1772 1500 1500 1772 1502 1594 1772 1499 1594 1772 1494 Q Serve(g_s), s 4.9 10.8 0.3 2.3 8.1 9.6 2.1 10.5 3.3 10.4 4.7 5.4 Cycle Q Clear(g_c), s 4.9 10.8 0.3 2.3 8.1 9.6 2.1 10.5 3.3 10.4 4.7 5.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 254 1875 529 148 2286 484 56 716 303 472 1117 471 V/C Ratio(X) 0.73 0.46 0.01 0.55 0.37 0.44 0.70 0.65 0.22 0.83 0.23 0.27 Avail Cap(c_a), veh/h 345 1875 529 263 2286 484 140 1743 737 676 2184 921 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.0 21.7 18.3 40.3 22.7 23.2 41.4 31.8 28.9 36.0 22.0 22.2 Incr Delay (d2), s/veh 2.7 0.8 0.0 1.2 0.5 2.8 5.7 1.0 0.4 4.3 0.1 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 4.2 0.1 0.8 3.1 0.4 0.9 4.3 1.1 4.1 1.8 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.8 22.5 18.3 41.5 23.1 26.0 47.1 32.8 29.3 40.2 22.1 22.5 LnGrp LOS D C B DCCDCCDCC
Approach Vol, veh/h 1052 1149 574 777
Approach Delay, s/veh 25.9 25.0 33.4 31.3
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 17.5 23.3 8.9 37.1 7.6 33.2 11.5 34.5 Change Period (Y+Rc), s 4.6 5.8 4.6 * 6.5 4.6 5.8 4.6 6.5 Max Green Setting (Gmax), s 18.4 42.7 7.6 * 30 7.6 53.5 9.4 28.0 Max Q Clear Time (g_c+I1), s 12.4 12.5 4.3 12.8 4.1 7.4 6.9 11.6 Green Ext Time (p_c), s 0.4 3.2 0.0 5.0 0.0 2.0 0.1 5.4 Intersection Summary
HCM 6th Ctrl Delay 28.0
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.7-6
2718
Timings Rich Haven Specific Plan TA (JN:14822)
22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 19
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 261 148 144 28 113 243 144 1016 58 244 532 185 Future Volume (vph) 261 148 144 28 113 243 144 1016 58 244 532 185 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4826
Detector Phase 744388522166
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 16.2 16.2 9.6 16.2 16.2 9.6 35.2 35.2 9.6 16.2 16.2 Total Split (s) 27.2 33.8 33.8 9.7 16.3 16.3 26.6 50.5 50.5 26.0 49.9 49.9 Total Split (%) 22.7% 28.2% 28.2% 8.1% 13.6% 13.6% 22.2% 42.1% 42.1% 21.7% 41.6% 41.6% Yellow Time (s) 3.6 5.2 5.2 3.6 5.2 5.2 3.6 5.2 5.2 3.6 5.2 5.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 6.2 4.6 6.2 6.2 4.6 6.2 6.2 4.6 6.2 6.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Min Min None Min Min Act Effct Green (s) 14.1 23.7 23.7 5.2 10.3 10.3 9.8 39.2 39.2 13.4 42.8 42.8 Actuated g/C Ratio 0.14 0.24 0.24 0.05 0.10 0.10 0.10 0.40 0.40 0.14 0.43 0.43 v/c Ratio 0.67 0.40 0.34 0.39 0.71 0.69 0.53 0.84 0.10 0.65 0.40 0.28 Control Delay 49.2 38.9 8.0 64.3 68.3 15.6 50.7 33.9 0.3 49.5 20.5 3.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 49.2 38.9 8.0 64.3 68.3 15.6 50.7 33.9 0.3 49.5 20.5 3.6

LOS DDAEEBDCADCA
Approach Delay 35.7 34.7 34.3 24.6
Approach LOS DCCC
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 98.9
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.84
Intersection Signal Delay: 31.6 Intersection LOS: C
Intersection Capacity Utilization 72.1% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 22: Hamner Av./Milliken Av. & Riverside Dr.

5.7-7
2719
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 20
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 261 148 144 28 113 243 144 1016 58 244 532 185 Future Volume (veh/h) 261 148 144 28 113 243 144 1016 58 244 532 185 Initial Q (Qb), veh 000000000000
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 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 300 170 86 32 130 141 166 1168 38 280 611 110 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222222222222
Cap, veh/h 381 362 307 49 206 174 240 1420 602 360 1554 659 Arrive On Green 0.12 0.20 0.20 0.03 0.12 0.12 0.08 0.40 0.40 0.11 0.44 0.44 Sat Flow, veh/h 3188 1772 1502 1594 1772 1502 3188 3544 1502 3188 3544 1502 Grp Volume(v), veh/h 300 170 86 32 130 141 166 1168 38 280 611 110 Grp Sat Flow(s),veh/h/ln 1594 1772 1502 1594 1772 1502 1594 1772 1502 1594 1772 1502 Q Serve(g_s), s 7.9 7.3 4.2 1.7 6.0 7.9 4.4 25.4 1.3 7.4 10.1 3.8 Cycle Q Clear(g_c), s 7.9 7.3 4.2 1.7 6.0 7.9 4.4 25.4 1.3 7.4 10.1 3.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 381 362 307 49 206 174 240 1420 602 360 1554 659 V/C Ratio(X) 0.79 0.47 0.28 0.65 0.63 0.81 0.69 0.82 0.06 0.78 0.39 0.17 Avail Cap(c_a), veh/h 836 568 481 94 208 176 814 1822 772 792 1797 762 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.9 30.2 28.9 41.3 36.3 37.2 38.9 23.1 15.9 37.2 16.4 14.7 Incr Delay (d2), s/veh 1.4 0.9 0.5 5.2 6.0 23.6 1.3 2.5 0.0 1.4 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/ln 2.9 3.0 1.4 0.7 2.8 3.8 1.6 9.7 0.4 2.7 3.6 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.3 31.1 29.4 46.4 42.3 60.8 40.2 25.6 15.9 38.6 16.6 14.8 LnGrp LOS DCCDDEDCBDBB
Approach Vol, veh/h 556 303 1372 1001
Approach Delay, s/veh 34.7 51.3 27.1 22.5
Approach LOS CDCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.3 40.7 7.3 23.8 11.1 44.0 14.9 16.2 Change Period (Y+Rc), s 4.6 6.2 4.6 6.2 4.6 6.2 4.6 6.2 Max Green Setting (Gmax), s 21.4 44.3 5.1 27.6 22.0 43.7 22.6 10.1 Max Q Clear Time (g_c+I1), s 9.4 27.4 3.7 9.3 6.4 12.1 9.9 9.9 Green Ext Time (p_c), s 0.4 7.2 0.0 1.0 0.2 4.3 0.4 0.0 Intersection Summary
HCM 6th Ctrl Delay 29.2
HCM 6th LOS C

5.7-8
2720
Timings Rich Haven Specific Plan TA (JN:14822)
23: Hamner Av. & Chino Av. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 21
Lane Group EBL NBL NBT SBT
Lane Configurations
Traffic Volume (vph) 105 28 1131 615
Future Volume (vph) 105 28 1131 615
Turn Type Prot Perm NA NA
Protected Phases 4 2 6
Permitted Phases 2
Detector Phase 4226
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5
Total Split (s) 35.0 85.0 85.0 85.0
Total Split (%) 29.2% 70.8% 70.8% 70.8%
Yellow Time (s) 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode None Min Min Min
Act Effct Green (s) 11.9 33.4 33.4
Actuated g/C Ratio 0.22 0.61 0.61
v/c Ratio 0.53 0.62 0.35
Control Delay 21.8 8.6 5.9
Queue Delay 0.0 0.0 0.0
Total Delay 21.8 8.6 5.9

LOS C A A
Approach Delay 21.8 8.6 5.9
Approach LOS C A A
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 54.5
Natural Cycle: 55
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.62
Intersection Signal Delay: 8.9 Intersection LOS: A
Intersection Capacity Utilization 69.4% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 23: Hamner Av. & Chino Av.

5.7-9
2721
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 23: Hamner Av. & Chino Av. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 22
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 105 78 28 1131 615 48
Future Volume (veh/h) 105 78 28 1131 615 48
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 119 89 32 1285 699 55
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88
Percent Heavy Veh, % 222222
Cap, veh/h 159 119 122 2062 1977 155
Arrive On Green 0.17 0.17 0.59 0.59 0.59 0.59
Sat Flow, veh/h 964 721 34 3482 3431 262
Grp Volume(v), veh/h 209 0 682 635 372 382
Grp Sat Flow(s),veh/h/ln 1692 0 1814 1702 1777 1823
Q Serve(g_s), s 4.4 0.0 0.0 9.0 4.0 4.0
Cycle Q Clear(g_c), s 4.4 0.0 8.7 9.0 4.0 4.0
Prop In Lane 0.57 0.43 0.05 0.14
Lane Grp Cap(c), veh/h 280 0 1176 1008 1052 1080
V/C Ratio(X) 0.75 0.00 0.58 0.63 0.35 0.35
Avail Cap(c_a), veh/h 1390 0 3914 3691 3853 3953
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 14.8 0.0 4.9 4.9 3.9 3.9
Incr Delay (d2), s/veh 4.0 0.0 0.5 0.7 0.2 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.5 0.0 0.6 0.6 0.3 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.7 0.0 5.3 5.6 4.1 4.1
LnGrp LOS BAAAAA
Approach Vol, veh/h 209 1317 754
Approach Delay, s/veh 18.7 5.4 4.1
Approach LOS B A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 26.5 10.6 26.5
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 80.5 30.5 80.5
Max Q Clear Time (g_c+I1), s 11.0 6.4 6.0
Green Ext Time (p_c), s 11.0 0.6 4.6
Intersection Summary
HCM 6th Ctrl Delay 6.2
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

5.7-10
2722
Timings Rich Haven Specific Plan TA (JN:14822)
24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 23
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 235 992 130 268 1113 281 233 599 363 212 223 199 Future Volume (vph) 235 992 130 268 1113 281 233 599 363 212 223 199 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4826
Detector Phase 744388522166
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.6 48.5 48.5 9.6 48.5 48.5 9.6 46.2 46.2 9.6 46.2 46.2 Total Split (s) 12.0 48.5 48.5 13.0 49.5 49.5 12.0 47.5 47.5 11.0 46.5 46.5 Total Split (%) 10.0% 40.4% 40.4% 10.8% 41.3% 41.3% 10.0% 39.6% 39.6% 9.2% 38.8% 38.8% Yellow Time (s) 3.6 5.5 5.5 3.6 5.5 5.5 3.6 5.2 5.2 3.6 5.2 5.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.5 6.5 4.6 6.5 6.5 4.6 6.2 6.2 4.6 6.2 6.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Min Min None Min Min Act Effct Green (s) 7.8 23.7 23.7 8.8 24.7 24.7 7.8 21.6 21.6 6.7 20.6 20.6 Actuated g/C Ratio 0.09 0.28 0.28 0.11 0.29 0.29 0.09 0.26 0.26 0.08 0.25 0.25 v/c Ratio 0.75 0.49 0.25 0.75 0.53 0.48 0.74 0.43 0.72 0.78 0.13 0.22 Control Delay 55.9 25.9 5.9 53.6 25.7 11.2 55.5 26.7 24.4 61.3 24.7 4.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 55.9 25.9 5.9 53.6 25.7 11.2 55.5 26.7 24.4 61.3 24.7 4.5

LOS ECADCBECCECA
Approach Delay 29.2 27.7 31.6 30.6
Approach LOS CCCC
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 83.8
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.78
Intersection Signal Delay: 29.5 Intersection LOS: C
Intersection Capacity Utilization 58.7% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 24: Hamner Av. & Cantu Galleano Ranch Rd.

5.7-11
2723
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 24
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 235 992 130 268 1113 281 233 599 363 212 223 199 Future Volume (veh/h) 235 992 130 268 1113 281 233 599 363 212 223 199 Initial Q (Qb), veh 000000000000
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 245 1033 83 279 1159 158 243 624 217 221 232 113 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222
Cap, veh/h 338 2075 440 373 2149 455 336 1236 349 312 1598 677 Arrive On Green 0.09 0.28 0.28 0.10 0.29 0.29 0.09 0.22 0.22 0.09 0.21 0.21 Sat Flow, veh/h 3563 7481 1585 3563 7481 1585 3563 5611 1585 3563 7481 3170 Grp Volume(v), veh/h 245 1033 83 279 1159 158 243 624 217 221 232 113 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 4.7 8.2 2.8 5.4 9.2 5.6 4.7 6.9 8.7 4.3 1.8 2.1 Cycle Q Clear(g_c), s 4.7 8.2 2.8 5.4 9.2 5.6 4.7 6.9 8.7 4.3 1.8 2.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 338 2075 440 373 2149 455 336 1236 349 312 1598 677 V/C Ratio(X) 0.73 0.50 0.19 0.75 0.54 0.35 0.72 0.50 0.62 0.71 0.15 0.17 Avail Cap(c_a), veh/h 373 4448 942 424 4553 965 373 3280 927 323 4268 1808 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.1 21.4 19.5 30.7 21.2 19.9 31.1 24.2 24.9 31.4 22.5 22.7 Incr Delay (d2), s/veh 5.0 0.2 0.2 5.1 0.2 0.5 4.8 0.3 1.8 5.6 0.0 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 2.0 3.1 0.9 2.3 3.4 1.8 2.0 2.7 3.0 1.9 0.7 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.1 21.6 19.7 35.8 21.4 20.4 35.9 24.5 26.7 37.0 22.6 22.8 LnGrp LOS D C B DCCDCCDCC
Approach Vol, veh/h 1361 1596 1084 566
Approach Delay, s/veh 24.1 23.8 27.5 28.3
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.8 21.8 12.0 26.1 11.3 21.3 11.3 26.8 Change Period (Y+Rc), s 4.6 6.2 4.6 6.5 4.6 6.2 4.6 6.5 Max Green Setting (Gmax), s 6.4 41.3 8.4 42.0 7.4 40.3 7.4 43.0 Max Q Clear Time (g_c+I1), s 6.3 10.7 7.4 10.2 6.7 4.1 6.7 11.2 Green Ext Time (p_c), s 0.0 4.8 0.1 7.5 0.0 1.8 0.0 9.1 Intersection Summary
HCM 6th Ctrl Delay 25.3
HCM 6th LOS C

5.7-12
2724
Timings Rich Haven Specific Plan TA (JN:14822)
12: Haven Av. & Riverside Dr. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 9
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 291 347 65 320 45 561 64 135 722 334 Future Volume (vph) 291 347 65 320 45 561 64 135 722 334 Turn Type Prot NA Prot NA Perm NA Perm Split NA Perm
Protected Phases 7438 2 66
Permitted Phases 2 2 6
Detector Phase 7438222666
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.6 25.2 9.6 30.2 23.7 23.7 23.7 24.8 24.8 24.8 Total Split (s) 17.2 36.7 10.7 30.2 39.6 39.6 39.6 33.0 33.0 33.0 Total Split (%) 14.3% 30.6% 8.9% 25.2% 33.0% 33.0% 33.0% 27.5% 27.5% 27.5% Yellow Time (s) 3.6 5.2 3.6 5.2 3.7 3.7 3.7 4.8 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 4.6 6.2 4.7 4.7 4.7 5.8 5.8 5.8 Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None Min Min Min Min Min Min Act Effct Green (s) 12.4 27.7 5.9 18.7 31.4 31.4 31.4 26.6 26.6 26.6 Actuated g/C Ratio 0.11 0.25 0.05 0.17 0.28 0.28 0.28 0.24 0.24 0.24 v/c Ratio 0.85 0.50 0.40 0.75 0.78 0.58 0.12 0.37 0.89 0.56 Control Delay 72.5 37.7 61.5 48.5 108.7 36.9 0.5 40.7 55.6 7.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 72.5 37.7 61.5 48.5 108.7 36.9 0.5 40.7 55.6 7.9

LOS EDEDFDADEA
Approach Delay 51.9 50.2 38.3 40.6
Approach LOS D D D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 110.7
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.89
Intersection Signal Delay: 44.3 Intersection LOS: D
Intersection Capacity Utilization 71.0% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 12: Haven Av. & Riverside Dr.

5.7-13
2725
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 12: Haven Av. & Riverside Dr. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 291 347 74 65 320 114 45 561 64 135 722 334 Future Volume (veh/h) 291 347 74 65 320 114 45 561 64 135 722 334 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 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 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 303 361 46 68 333 67 47 584 36 141 752 122 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222
Cap, veh/h 372 728 92 145 474 94 353 786 333 411 914 387 Arrive On Green 0.12 0.24 0.24 0.05 0.17 0.17 0.22 0.22 0.22 0.26 0.26 0.26 Sat Flow, veh/h 3188 3076 389 3188 2858 567 1594 3544 1502 1594 3544 1498 Grp Volume(v), veh/h 303 207 200 68 205 195 47 584 36 141 752 122 Grp Sat Flow(s),veh/h/ln 1594 1772 1693 1594 1772 1653 1594 1772 1502 1594 1772 1498 Q Serve(g_s), s 8.3 9.0 9.2 1.9 9.8 10.0 2.1 13.7 1.7 6.4 17.9 5.9 Cycle Q Clear(g_c), s 8.3 9.0 9.2 1.9 9.8 10.0 2.1 13.7 1.7 6.4 17.9 5.9 Prop In Lane 1.00 0.23 1.00 0.34 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 372 420 401 145 294 274 353 786 333 411 914 387 V/C Ratio(X) 0.81 0.49 0.50 0.47 0.70 0.71 0.13 0.74 0.11 0.34 0.82 0.32 Avail Cap(c_a), veh/h 449 604 577 217 475 443 621 1382 585 484 1077 455 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.6 29.5 29.6 41.7 35.2 35.3 27.9 32.5 27.8 27.0 31.3 26.8 Incr Delay (d2), s/veh 7.8 0.9 1.0 0.9 3.0 3.4 0.2 1.4 0.1 0.5 4.5 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.4 3.7 3.6 0.7 4.2 4.0 0.8 5.9 0.6 2.4 7.7 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.4 30.4 30.5 42.5 38.2 38.8 28.1 33.9 27.9 27.5 35.8 27.3 LnGrp LOS DCCDDDCCCCDC
Approach Vol, veh/h 710 468 667 1015
Approach Delay, s/veh 37.3 39.1 33.2 33.6
Approach LOS DDCC
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 24.5 8.7 27.4 28.9 15.0 21.0
Change Period (Y+Rc), s * 4.7 4.6 6.2 5.8 4.6 6.2
Max Green Setting (Gmax), s * 35 6.1 30.5 27.2 12.6 24.0 Max Q Clear Time (g_c+I1), s 15.7 3.9 11.2 19.9 10.3 12.0 Green Ext Time (p_c), s 4.1 0.0 1.9 3.2 0.1 1.6
Intersection Summary
HCM 6th Ctrl Delay 35.3
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.7-14
2726
Timings Rich Haven Specific Plan TA (JN:14822)
13: Haven Av. & Chino Av. 12/15/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT WBL WBT NBL NBT SBT Ø1
Lane Configurations
Traffic Volume (vph) 81 46 248 40 87 588 830
Future Volume (vph) 81 46 248 40 87 588 830
Turn Type Prot NA Prot NA Prot NA NA
Protected Phases 74385261
Permitted Phases
Detector Phase 7438526
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 10.0 5.0 Minimum Split (s) 9.6 22.4 9.6 22.8 9.6 22.8 21.7 9.6
Total Split (s) 18.4 22.5 32.0 36.1 17.0 55.9 48.5 9.6
Total Split (%) 15.3% 18.8% 26.7% 30.1% 14.2% 46.6% 40.4% 8% Yellow Time (s) 3.6 4.4 3.6 4.8 3.6 4.8 3.7 3.6
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 5.4 4.6 5.8 4.6 5.8 4.7
Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None Min Min None
Act Effct Green (s) 14.9 12.4 19.2 23.1 9.7 44.2 34.1
Actuated g/C Ratio 0.16 0.13 0.21 0.25 0.10 0.48 0.37
v/c Ratio 0.33 0.51 0.74 0.09 0.56 0.47 0.76
Control Delay 46.9 32.4 50.3 34.2 59.4 16.5 31.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 46.9 32.4 50.3 34.2 59.4 16.5 31.8

LOS DCDCEBC
Approach Delay 37.8 48.1 21.0 31.8
Approach LOS D D C C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 92.8
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.76
Intersection Signal Delay: 30.5 Intersection LOS: C
Intersection Capacity Utilization 69.5% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 13: Haven Av. & Chino Av.

5.7-15
2727
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 13: Haven Av. & Chino Av. 12/15/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 81 46 89 248 40 0 87 588 145 0 830 52 Future Volume (veh/h) 81 46 89 248 40 0 87 588 145 0 830 52 Initial Q (Qb), veh 000000000000
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 1673 1870 1772 1870 1870 1870 1673 1772 1870 1870 1772 1772 Adj Flow Rate, veh/h 85 50 52 270 43 0 92 619 158 0 874 55 Peak Hour Factor 0.95 0.92 0.95 0.92 0.92 0.92 0.95 0.95 0.92 0.92 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 106 109 113 315 448 0 114 1317 336 2 1131 71 Arrive On Green 0.07 0.13 0.13 0.18 0.24 0.00 0.07 0.48 0.48 0.00 0.35 0.35 Sat Flow, veh/h 1594 840 873 1781 1870 0 1594 2725 694 1781 3216 202 Grp Volume(v), veh/h 85 0 102 270 43 0 92 402 375 0 457 472 Grp Sat Flow(s),veh/h/ln 1594 0 1713 1781 1870 0 1594 1772 1647 1781 1683 1735 Q Serve(g_s), s 4.0 0.0 4.2 11.3 1.4 0.0 4.4 11.7 11.7 0.0 18.6 18.6 Cycle Q Clear(g_c), s 4.0 0.0 4.2 11.3 1.4 0.0 4.4 11.7 11.7 0.0 18.6 18.6 Prop In Lane 1.00 0.51 1.00 0.00 1.00 0.42 1.00 0.12
Lane Grp Cap(c), veh/h 106 0 221 315 448 0 114 856 796 2 592 610 V/C Ratio(X) 0.80 0.00 0.46 0.86 0.10 0.00 0.80 0.47 0.47 0.00 0.77 0.77 Avail Cap(c_a), veh/h 286 0 381 635 738 0 257 1156 1074 116 960 990 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 0.00 1.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 35.4 0.0 31.0 30.7 22.7 0.0 35.1 13.3 13.3 0.0 22.2 22.2 Incr Delay (d2), s/veh 5.3 0.0 1.5 2.7 0.1 0.0 4.9 0.4 0.4 0.0 2.2 2.1 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 1.6 0.0 1.7 4.7 0.6 0.0 1.7 4.0 3.7 0.0 7.2 7.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.7 0.0 32.5 33.4 22.8 0.0 40.1 13.7 13.7 0.0 24.3 24.3 LnGrp LOS D A C C C A D B B A C C
Approach Vol, veh/h 187 313 869 929
Approach Delay, s/veh 36.2 31.9 16.5 24.3
Approach LOS D C B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 0.0 42.9 18.2 15.7 10.1 32.8 9.7 24.2 Change Period (Y+Rc), s 4.6 5.8 4.6 * 5.8 4.6 * 5.8 4.6 5.8 Max Green Setting (Gmax), s 5.0 50.1 27.4 * 17 12.4 * 44 13.8 30.3 Max Q Clear Time (g_c+I1), s 0.0 13.7 13.3 6.2 6.4 20.6 6.0 3.4 Green Ext Time (p_c), s 0.0 5.0 0.3 0.3 0.0 6.4 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 23.4
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.7-16
2728
Timings Rich Haven Specific Plan TA (JN:14822)
15: Haven Av. & Ontario Ranch Rd. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 15
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 291 1075 35 227 857 360 18 267 70 414 451 138 Future Volume (vph) 291 1075 35 227 857 360 18 267 70 414 451 138 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4826
Detector Phase 744388522166
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 29.2 29.2 9.6 34.5 34.5 9.6 47.8 47.8 9.6 45.8 45.8 Total Split (s) 26.0 42.2 42.2 18.3 34.5 34.5 10.8 48.5 48.5 21.0 58.7 58.7 Total Split (%) 20.0% 32.5% 32.5% 14.1% 26.5% 26.5% 8.3% 37.3% 37.3% 16.2% 45.2% 45.2% Yellow Time (s) 3.6 5.2 5.2 3.6 5.5 5.5 3.6 4.8 4.8 3.6 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 6.2 4.6 6.5 6.5 4.6 5.8 5.8 4.6 5.8 5.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Max Max None Max Max None None None None None None Act Effct Green (s) 14.3 36.5 36.5 12.0 33.9 33.9 5.6 17.3 17.3 16.6 34.7 34.7 Actuated g/C Ratio 0.14 0.35 0.35 0.12 0.33 0.33 0.05 0.17 0.17 0.16 0.33 0.33 v/c Ratio 0.71 0.62 0.06 0.70 0.40 0.51 0.22 0.48 0.18 0.87 0.41 0.25 Control Delay 53.3 31.4 0.2 57.3 30.0 6.4 58.2 41.1 1.0 62.4 28.4 5.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 53.3 31.4 0.2 57.3 30.0 6.4 58.2 41.1 1.0 62.4 28.4 5.4

LOS DCAECAEDAECA
Approach Delay 35.2 28.4 34.1 39.3
Approach LOS DCCD
Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 104
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.87
Intersection Signal Delay: 33.7 Intersection LOS: C
Intersection Capacity Utilization 68.8% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 15: Haven Av. & Ontario Ranch Rd.

5.7-17
2729
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 15: Haven Av. & Ontario Ranch Rd. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 16
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 291 1075 35 227 857 360 18 267 70 414 451 138 Future Volume (veh/h) 291 1075 35 227 857 360 18 267 70 414 451 138 Initial Q (Qb), veh 000000000000
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 1673 1772 1772 1575 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 310 1144 20 241 912 192 19 284 24 440 480 78 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222
Cap, veh/h 381 2081 588 303 2643 560 33 412 175 501 896 380 Arrive On Green 0.18 0.59 0.59 0.15 0.56 0.56 0.03 0.17 0.17 0.24 0.38 0.38 Sat Flow, veh/h 3188 5316 1502 3000 7088 1502 1594 3544 1502 3188 3544 1502 Grp Volume(v), veh/h 310 1144 20 241 912 192 19 284 24 440 480 78 Grp Sat Flow(s),veh/h/ln 1594 1772 1502 1500 1772 1502 1594 1772 1502 1594 1772 1502 Q Serve(g_s), s 8.6 12.1 0.5 7.1 6.5 6.4 1.1 6.9 1.2 12.2 9.7 3.2 Cycle Q Clear(g_c), s 8.6 12.1 0.5 7.1 6.5 6.4 1.1 6.9 1.2 12.2 9.7 3.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 381 2081 588 303 2643 560 33 412 175 501 896 380 V/C Ratio(X) 0.81 0.55 0.03 0.80 0.35 0.34 0.57 0.69 0.14 0.88 0.54 0.21 Avail Cap(c_a), veh/h 742 2081 588 447 2643 560 107 1646 697 569 2039 864 HCM Platoon Ratio 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.7 14.0 11.7 38.1 14.1 14.1 44.1 36.4 34.0 34.3 24.3 22.3 Incr Delay (d2), s/veh 1.6 1.1 0.1 3.4 0.4 1.7 5.6 2.1 0.4 12.3 0.5 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 3.8 0.2 2.5 2.2 2.0 0.5 2.8 0.4 4.9 3.6 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.3 15.1 11.8 41.5 14.5 15.8 49.7 38.4 34.4 46.6 24.8 22.6 LnGrp LOS D B B D B B DDCDCC
Approach Vol, veh/h 1474 1345 327 998
Approach Delay, s/veh 19.9 19.5 38.8 34.2
Approach LOS B B D C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 19.1 16.5 13.9 42.5 6.5 29.0 15.6 40.8 Change Period (Y+Rc), s 4.6 5.8 4.6 * 6.5 4.6 5.8 4.6 6.5 Max Green Setting (Gmax), s 16.4 42.7 13.7 * 36 6.2 52.9 21.4 28.0 Max Q Clear Time (g_c+I1), s 14.2 8.9 9.1 14.1 3.1 11.7 10.6 8.5 Green Ext Time (p_c), s 0.2 1.8 0.2 7.6 0.0 3.4 0.4 6.1 Intersection Summary
HCM 6th Ctrl Delay 24.7
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.7-18
2730
Timings Rich Haven Specific Plan TA (JN:14822)
22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 19
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 208 146 148 80 169 160 149 703 49 212 920 299 Future Volume (vph) 208 146 148 80 169 160 149 703 49 212 920 299 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4826
Detector Phase 744388522166
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 16.2 16.2 9.6 16.2 16.2 9.6 35.2 35.2 9.6 16.2 16.2 Total Split (s) 24.0 31.0 31.0 13.0 20.0 20.0 19.0 46.8 46.8 29.2 57.0 57.0 Total Split (%) 20.0% 25.8% 25.8% 10.8% 16.7% 16.7% 15.8% 39.0% 39.0% 24.3% 47.5% 47.5% Yellow Time (s) 3.6 5.2 5.2 3.6 5.2 5.2 3.6 5.2 5.2 3.6 5.2 5.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 6.2 4.6 6.2 6.2 4.6 6.2 6.2 4.6 6.2 6.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Min Min None Min Min Act Effct Green (s) 10.9 16.3 16.3 8.1 13.5 13.5 9.2 31.5 31.5 11.1 33.5 33.5 Actuated g/C Ratio 0.12 0.18 0.18 0.09 0.15 0.15 0.10 0.35 0.35 0.12 0.38 0.38 v/c Ratio 0.56 0.48 0.39 0.59 0.67 0.43 0.48 0.59 0.08 0.57 0.73 0.42 Control Delay 45.2 41.0 9.5 61.5 53.2 7.7 46.0 26.0 0.2 45.0 27.8 4.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.2 41.0 9.5 61.5 53.2 7.7 46.0 26.0 0.2 45.0 27.8 4.1

LOS DDAEDADCADCA
Approach Delay 33.4 37.0 27.9 25.4
Approach LOS CDCC
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 89.3
Natural Cycle: 75
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.73
Intersection Signal Delay: 28.8 Intersection LOS: C
Intersection Capacity Utilization 65.6% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 22: Hamner Av./Milliken Av. & Riverside Dr.

5.7-19
2731
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 20
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 208 146 148 80 169 160 149 703 49 212 920 299 Future Volume (veh/h) 208 146 148 80 169 160 149 703 49 212 920 299 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 219 154 82 84 178 89 157 740 31 223 968 168 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, % 222222222222
Cap, veh/h 312 312 262 104 254 215 239 1239 524 318 1326 554 Arrive On Green 0.10 0.18 0.18 0.07 0.14 0.14 0.08 0.35 0.35 0.10 0.37 0.37 Sat Flow, veh/h 3188 1772 1486 1594 1772 1502 3188 3544 1500 3188 3544 1482 Grp Volume(v), veh/h 219 154 82 84 178 89 157 740 31 223 968 168 Grp Sat Flow(s),veh/h/ln 1594 1772 1486 1594 1772 1502 1594 1772 1500 1594 1772 1482 Q Serve(g_s), s 4.6 5.5 3.4 3.6 6.7 3.8 3.3 12.0 1.0 4.7 16.4 5.6 Cycle Q Clear(g_c), s 4.6 5.5 3.4 3.6 6.7 3.8 3.3 12.0 1.0 4.7 16.4 5.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 312 312 262 104 254 215 239 1239 524 318 1326 554 V/C Ratio(X) 0.70 0.49 0.31 0.81 0.70 0.41 0.66 0.60 0.06 0.70 0.73 0.30 Avail Cap(c_a), veh/h 886 630 528 192 350 297 658 2062 873 1124 2580 1078 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.5 25.9 25.1 32.2 28.5 27.2 31.4 18.7 15.1 30.4 18.8 15.4 Incr Delay (d2), s/veh 1.1 1.2 0.7 5.6 3.7 1.3 1.1 0.5 0.0 1.1 0.8 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 2.2 1.1 1.4 2.8 1.3 1.2 4.2 0.3 1.7 5.7 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.6 27.1 25.7 37.8 32.2 28.5 32.5 19.1 15.1 31.5 19.6 15.7 LnGrp LOS CCCDCCCBBCBB
Approach Vol, veh/h 455 351 928 1359
Approach Delay, s/veh 29.0 32.6 21.3 21.1
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.6 30.6 9.1 18.5 9.8 32.3 11.4 16.2 Change Period (Y+Rc), s 4.6 6.2 4.6 6.2 4.6 6.2 4.6 6.2 Max Green Setting (Gmax), s 24.6 40.6 8.4 24.8 14.4 50.8 19.4 13.8 Max Q Clear Time (g_c+I1), s 6.7 14.0 5.6 7.5 5.3 18.4 6.6 8.7 Green Ext Time (p_c), s 0.3 4.9 0.0 0.8 0.2 7.7 0.3 0.5 Intersection Summary
HCM 6th Ctrl Delay 23.6
HCM 6th LOS C

5.7-20
2732
Timings Rich Haven Specific Plan TA (JN:14822)
23: Hamner Av. & Chino Av. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 21
Lane Group EBL NBL NBT SBT
Lane Configurations
Traffic Volume (vph) 73 73 811 1028
Future Volume (vph) 73 73 811 1028
Turn Type Prot Perm NA NA
Protected Phases 4 2 6
Permitted Phases 2
Detector Phase 4226
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0
Minimum Split (s) 23.8 23.8 23.8 23.8
Total Split (s) 30.0 90.0 90.0 90.0
Total Split (%) 25.0% 75.0% 75.0% 75.0%
Yellow Time (s) 4.8 4.8 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8
Lead/Lag
Lead-Lag Optimize?
Recall Mode None Min Min Min
Act Effct Green (s) 10.1 34.4 34.4
Actuated g/C Ratio 0.18 0.61 0.61
v/c Ratio 0.40 0.57 0.58
Control Delay 20.8 8.8 8.4
Queue Delay 0.0 0.0 0.0
Total Delay 20.8 8.8 8.4

LOS C A A
Approach Delay 20.8 8.8 8.4
Approach LOS C A A
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 56.2
Natural Cycle: 60
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.58
Intersection Signal Delay: 9.2 Intersection LOS: A
Intersection Capacity Utilization 77.6% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 23: Hamner Av. & Chino Av.

5.7-21
2733
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 23: Hamner Av. & Chino Av. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 22
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 73 46 73 811 1028 103
Future Volume (veh/h) 73 46 73 811 1028 103
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 80 51 80 891 1130 113
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91
Percent Heavy Veh, % 222222
Cap, veh/h 106 68 192 1692 1845 184
Arrive On Green 0.10 0.10 0.57 0.57 0.57 0.57
Sat Flow, veh/h 1031 657 125 2992 3356 326
Grp Volume(v), veh/h 132 0 453 518 615 628
Grp Sat Flow(s),veh/h/ln 1701 0 1415 1702 1777 1812
Q Serve(g_s), s 2.6 0.0 0.4 6.7 8.0 8.1
Cycle Q Clear(g_c), s 2.6 0.0 8.4 6.7 8.0 8.1
Prop In Lane 0.61 0.39 0.18 0.18
Lane Grp Cap(c), veh/h 176 0 921 962 1005 1024
V/C Ratio(X) 0.75 0.00 0.49 0.54 0.61 0.61
Avail Cap(c_a), veh/h 1175 0 3125 4093 4273 4357
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 15.3 0.0 4.4 4.8 5.1 5.1
Incr Delay (d2), s/veh 6.3 0.0 0.4 0.5 0.6 0.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.0 0.0 0.4 0.5 0.6 0.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.6 0.0 4.8 5.2 5.7 5.7
LnGrp LOS C AAAAA
Approach Vol, veh/h 132 971 1243
Approach Delay, s/veh 21.6 5.0 5.7
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 25.6 9.4 25.6
Change Period (Y+Rc), s 5.8 5.8 5.8
Max Green Setting (Gmax), s 84.2 24.2 84.2
Max Q Clear Time (g_c+I1), s 10.4 4.6 10.1
Green Ext Time (p_c), s 8.1 0.3 9.7
Intersection Summary
HCM 6th Ctrl Delay 6.3
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

5.7-22
2734
Timings Rich Haven Specific Plan TA (JN:14822)
24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 23
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 224 1135 315 424 1148 198 356 397 328 286 523 187 Future Volume (vph) 224 1135 315 424 1148 198 356 397 328 286 523 187 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4826
Detector Phase 744388522166
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.6 48.5 48.5 9.6 48.5 48.5 9.6 46.2 46.2 9.6 46.2 46.2 Total Split (s) 12.9 48.5 48.5 13.0 48.6 48.6 12.0 47.5 47.5 11.0 46.5 46.5 Total Split (%) 10.8% 40.4% 40.4% 10.8% 40.5% 40.5% 10.0% 39.6% 39.6% 9.2% 38.8% 38.8% Yellow Time (s) 3.6 5.5 5.5 3.6 5.5 5.5 3.6 5.2 5.2 3.6 5.2 5.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.5 6.5 4.6 6.5 6.5 4.6 6.2 6.2 4.6 6.2 6.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Min Min None Min Min Act Effct Green (s) 8.7 24.8 24.8 8.8 24.9 24.9 7.8 18.6 18.6 6.7 17.6 17.6 Actuated g/C Ratio 0.11 0.30 0.30 0.11 0.30 0.30 0.10 0.23 0.23 0.08 0.21 0.21 v/c Ratio 0.62 0.53 0.52 1.16 0.53 0.33 1.11 0.33 0.70 1.03 0.34 0.23 Control Delay 47.0 24.8 11.7 133.5 24.8 5.2 119.0 26.8 22.7 101.0 27.4 4.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 47.0 24.8 11.7 133.5 24.8 5.2 119.0 26.8 22.7 101.0 27.4 4.8

LOS DCBFCAFCCFCA
Approach Delay 25.3 48.7 55.9 44.3
Approach LOS C D E D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 82
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.16
Intersection Signal Delay: 42.2 Intersection LOS: D
Intersection Capacity Utilization 64.5% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 24: Hamner Av. & Cantu Galleano Ranch Rd.

5.7-23
2735
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 24
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 224 1135 315 424 1148 198 356 397 328 286 523 187 Future Volume (veh/h) 224 1135 315 424 1148 198 356 397 328 286 523 187 Initial Q (Qb), veh 000000000000
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 233 1182 172 442 1196 128 371 414 186 298 545 112 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222
Cap, veh/h 328 2196 465 427 2403 509 376 1025 290 325 1260 534 Arrive On Green 0.09 0.29 0.29 0.12 0.32 0.32 0.11 0.18 0.18 0.09 0.17 0.17 Sat Flow, veh/h 3563 7481 1585 3563 7481 1585 3563 5611 1585 3563 7481 3170 Grp Volume(v), veh/h 233 1182 172 442 1196 128 371 414 186 298 545 112 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 4.5 9.3 6.0 8.4 9.1 4.2 7.3 4.6 7.6 5.8 4.6 2.1 Cycle Q Clear(g_c), s 4.5 9.3 6.0 8.4 9.1 4.2 7.3 4.6 7.6 5.8 4.6 2.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 328 2196 465 427 2403 509 376 1025 290 325 1260 534 V/C Ratio(X) 0.71 0.54 0.37 1.03 0.50 0.25 0.99 0.40 0.64 0.92 0.43 0.21 Avail Cap(c_a), veh/h 422 4484 950 427 4495 952 376 3307 934 325 4303 1823 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.9 20.8 19.6 30.8 19.2 17.6 31.3 25.3 26.5 31.6 26.1 25.1 Incr Delay (d2), s/veh 2.3 0.2 0.5 52.9 0.2 0.3 42.5 0.3 2.4 28.9 0.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 3.5 1.9 6.3 3.3 1.3 5.0 1.8 2.7 3.6 1.8 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.2 21.0 20.1 83.7 19.4 17.8 73.7 25.5 28.9 60.4 26.4 25.3 LnGrp LOS C C C F B B E C C E C C
Approach Vol, veh/h 1587 1766 971 955
Approach Delay, s/veh 22.7 35.4 44.6 36.9
Approach LOS CDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.0 19.0 13.0 27.1 12.0 18.0 11.1 29.0 Change Period (Y+Rc), s 4.6 6.2 4.6 6.5 4.6 6.2 4.6 6.5 Max Green Setting (Gmax), s 6.4 41.3 8.4 42.0 7.4 40.3 8.3 42.1 Max Q Clear Time (g_c+I1), s 7.8 9.6 10.4 11.3 9.3 6.6 6.5 11.1 Green Ext Time (p_c), s 0.0 3.2 0.0 9.3 0.0 4.0 0.1 9.2 Intersection Summary
HCM 6th Ctrl Delay 33.5
HCM 6th LOS C

5.7-24
2736
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report REV
APPENDIX 5.7: E+P (BUILDOUT) CONDITIONS INTERSECTION

OPERATIONS ANALYSIS WORKSHEETS WITH IMPROVEMENTS
2737
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report REV
This Page Intentionally Left Blank
2738
Timings Rich Haven Specific Plan TA (JN:14822)
6: Archibald Av. & Edison Av./Ontario Ranch Rd. 10/06/2022 E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 35 446 65 482 645 342 167 1045 455 273 499 62 Future Volume (vph) 35 446 65 482 645 342 167 1045 455 273 499 62 Turn Type Prot NA Free Prot NA Perm Prot NA Free Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases Free 8 Free 6
Detector Phase 7 4 38852 166
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 39.2 9.6 46.2 46.2 9.6 39.5 9.6 46.5 46.5 Total Split (s) 9.6 39.2 21.0 50.6 50.6 11.0 43.0 16.8 48.8 48.8 Total Split (%) 8.0% 32.7% 17.5% 42.2% 42.2% 9.2% 35.8% 14.0% 40.7% 40.7% Yellow Time (s) 3.6 5.2 3.6 5.2 5.2 3.6 5.5 3.6 5.5 5.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 4.6 6.2 6.2 4.6 6.5 4.6 6.5 6.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Min None Min Min Act Effct Green (s) 5.0 21.2 108.5 16.5 36.7 36.7 6.4 36.6 108.5 12.2 42.4 42.4 Actuated g/C Ratio 0.05 0.20 1.00 0.15 0.34 0.34 0.06 0.34 1.00 0.11 0.39 0.39 v/c Ratio 0.28 0.71 0.05 1.18 0.59 0.59 1.98 0.96 0.34 0.87 0.40 0.10 Control Delay 57.5 46.5 0.1 140.8 32.6 17.3 504.5 55.2 0.6 72.8 25.8 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.5 46.5 0.1 140.8 32.6 17.3 504.5 55.2 0.6 72.8 25.8 0.3

LOS EDAFCBFEAECA
Approach Delay 41.7 64.6 85.4 39.3
Approach LOS D E F D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 108.5
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.98
Intersection Signal Delay: 64.8 Intersection LOS: E
Intersection Capacity Utilization 86.8% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 6: Archibald Av. & Edison Av./Ontario Ranch Rd.

5.8-1
2739
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 6: Archibald Av. & Edison Av./Ontario Ranch Rd. 10/06/2022 E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 35 446 65 482 645 342 167 1045 455 273 499 62 Future Volume (veh/h) 35 446 65 482 645 342 167 1045 455 273 499 62 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1575 1772 1772 1575 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 38 490 0 530 709 200 184 1148 0 300 548 35 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 96 615 475 1063 445 99 1214 352 1398 585
Arrive On Green 0.05 0.26 0.00 0.24 0.45 0.45 0.09 0.51 0.00 0.17 0.59 0.59 Sat Flow, veh/h 3000 3544 1502 3000 3544 1482 1594 3544 1502 3092 3544 1482 Grp Volume(v), veh/h 38 490 0 530 709 200 184 1148 0 300 548 35 Grp Sat Flow(s),veh/h/ln 1500 1772 1502 1500 1772 1482 1594 1772 1502 1546 1772 1482 Q Serve(g_s), s 1.3 13.4 0.0 16.4 16.3 9.6 6.4 31.7 0.0 9.7 8.5 1.0 Cycle Q Clear(g_c), s 1.3 13.4 0.0 16.4 16.3 9.6 6.4 31.7 0.0 9.7 8.5 1.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 96 615 475 1063 445 99 1214 352 1398 585 V/C Ratio(X) 0.39 0.80 1.12 0.67 0.45 1.87 0.95 0.85 0.39 0.06 Avail Cap(c_a), veh/h 145 1130 475 1520 636 99 1249 364 1448 606 HCM Platoon Ratio 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.3 36.6 0.0 39.5 24.4 22.6 47.0 24.2 0.0 42.1 14.5 13.0 Incr Delay (d2), s/veh 1.0 2.4 0.0 76.6 0.7 0.7 426.3 14.2 0.0 16.1 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 5.2 0.0 10.2 5.5 3.0 14.0 11.3 0.0 4.1 2.8 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.3 39.0 0.0 116.1 25.1 23.3 473.3 38.4 0.0 58.2 14.7 13.0 LnGrp LOS D D F C C F D E B B
Approach Vol, veh/h 528 1439 1332 883
Approach Delay, s/veh 39.7 58.4 98.5 29.4
Approach LOS D E F C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.4 42.0 21.0 24.2 11.0 47.3 7.9 37.2 Change Period (Y+Rc), s 4.6 6.5 4.6 6.2 4.6 6.5 4.6 6.2 Max Green Setting (Gmax), s 12.2 36.5 16.4 33.0 6.4 42.3 5.0 44.4 Max Q Clear Time (g_c+I1), s 11.7 33.7 18.4 15.4 8.4 10.5 3.3 18.3 Green Ext Time (p_c), s 0.0 1.8 0.0 2.6 0.0 3.4 0.0 5.3 Intersection Summary
HCM 6th Ctrl Delay 62.7
HCM 6th LOS E
Notes
Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay.

5.8-2
2740
Timings Rich Haven Specific Plan TA (JN:14822)
12: Haven Av. & Riverside Dr. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 9
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 323 491 149 396 65 1061 132 293 693 229 Future Volume (vph) 323 491 149 396 65 1061 132 293 693 229 Turn Type Prot NA Prot NA Perm NA Perm Split NA Perm
Protected Phases 7438 2 66
Permitted Phases 2 2 6
Detector Phase 7438222666
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.6 25.2 9.6 30.2 23.7 23.7 23.7 24.8 24.8 24.8 Total Split (s) 15.0 32.0 13.2 30.2 46.8 46.8 46.8 28.0 28.0 28.0 Total Split (%) 12.5% 26.7% 11.0% 25.2% 39.0% 39.0% 39.0% 23.3% 23.3% 23.3% Yellow Time (s) 3.6 5.2 3.6 5.2 3.7 3.7 3.7 4.8 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 4.6 6.2 4.7 4.7 4.7 5.8 5.8 5.8 Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None Min Min Min Min Min Min Act Effct Green (s) 10.4 25.0 8.3 22.9 42.1 42.1 42.1 22.2 22.2 22.2 Actuated g/C Ratio 0.09 0.21 0.07 0.19 0.35 0.35 0.35 0.19 0.19 0.19 v/c Ratio 1.25 0.78 0.72 0.90 1.25 0.90 0.23 1.06 1.12 0.52 Control Delay 181.3 52.0 73.1 58.5 237.6 47.9 7.0 115.2 117.1 9.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 181.3 52.0 73.1 58.5 237.6 47.9 7.0 115.2 117.1 9.6

LOS FDEEFDAFFA
Approach Delay 100.7 61.5 53.4 96.4
Approach LOS F E D F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 118.9
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.25
Intersection Signal Delay: 77.7 Intersection LOS: E
Intersection Capacity Utilization 96.4% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 12: Haven Av. & Riverside Dr.

5.8-3
2741
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 12: Haven Av. & Riverside Dr. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 323 491 45 149 396 185 65 1061 132 293 693 229 Future Volume (veh/h) 323 491 45 149 396 185 65 1061 132 293 693 229 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 0.95 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 344 522 27 159 421 133 69 1129 76 312 737 138 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222
Cap, veh/h 281 727 38 210 501 156 552 1228 516 300 668 278 Arrive On Green 0.09 0.22 0.22 0.07 0.20 0.20 0.35 0.35 0.35 0.19 0.19 0.19 Sat Flow, veh/h 3188 3329 172 3188 2558 797 1594 3544 1489 1594 3544 1473 Grp Volume(v), veh/h 344 277 272 159 290 264 69 1129 76 312 737 138 Grp Sat Flow(s),veh/h/ln 1594 1772 1729 1594 1772 1583 1594 1772 1489 1594 1772 1473 Q Serve(g_s), s 10.4 17.1 17.2 5.8 18.5 19.0 3.5 36.0 4.1 22.2 22.2 9.9 Cycle Q Clear(g_c), s 10.4 17.1 17.2 5.8 18.5 19.0 3.5 36.0 4.1 22.2 22.2 9.9 Prop In Lane 1.00 0.10 1.00 0.50 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 281 387 378 210 347 310 552 1228 516 300 668 278 V/C Ratio(X) 1.22 0.72 0.72 0.76 0.83 0.85 0.12 0.92 0.15 1.04 1.10 0.50 Avail Cap(c_a), veh/h 281 388 379 233 361 323 570 1267 532 300 668 278 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.7 42.6 42.7 54.1 45.5 45.7 26.3 36.9 26.5 47.8 47.8 42.8 Incr Delay (d2), s/veh 127.5 6.2 6.5 10.2 15.1 18.7 0.1 10.7 0.1 62.3 66.6 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.0 7.8 7.7 2.5 9.2 8.7 1.3 17.2 1.4 13.7 15.6 3.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 181.2 48.8 49.2 64.3 60.6 64.3 26.4 47.7 26.6 110.1 114.3 44.2 LnGrp LOS F D D E E E C D C F F D
Approach Vol, veh/h 893 713 1274 1187
Approach Delay, s/veh 99.9 62.8 45.2 105.1
Approach LOS F E D F
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 45.5 12.4 31.9 28.0 15.0 29.3
Change Period (Y+Rc), s * 4.7 4.6 6.2 5.8 4.6 6.2
Max Green Setting (Gmax), s * 42 8.6 25.8 22.2 10.4 24.0 Max Q Clear Time (g_c+I1), s 38.0 7.8 19.2 24.2 12.4 21.0 Green Ext Time (p_c), s 2.8 0.0 1.6 0.0 0.0 0.9
Intersection Summary
HCM 6th Ctrl Delay 77.8
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.8-4
2742
Timings Rich Haven Specific Plan TA (JN:14822)
13: Haven Av. & Chino Av. 12/15/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT WBL WBT NBL NBT SBT Ø1
Lane Configurations
Traffic Volume (vph) 74 36 133 71 187 1198 772
Future Volume (vph) 74 36 133 71 187 1198 772
Turn Type Prot NA Prot NA Prot NA NA
Protected Phases 74385261
Permitted Phases
Detector Phase 7438526
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 10.0 5.0 Minimum Split (s) 9.6 22.4 9.6 22.8 9.6 22.8 21.7 9.6
Total Split (s) 14.2 22.5 17.0 25.3 27.8 70.9 52.7 9.6
Total Split (%) 11.8% 18.8% 14.2% 21.1% 23.2% 59.1% 43.9% 8% Yellow Time (s) 3.6 4.4 3.6 4.8 3.6 4.8 3.7 3.6
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 5.4 4.6 5.8 4.6 5.8 4.7
Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None Min Min None
Act Effct Green (s) 8.5 11.6 11.5 16.9 16.7 57.8 37.5
Actuated g/C Ratio 0.09 0.12 0.12 0.17 0.17 0.60 0.39
v/c Ratio 0.57 0.52 0.69 0.24 0.73 0.84 0.74
Control Delay 63.7 24.8 62.3 43.1 56.4 19.7 29.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 63.7 24.8 62.3 43.1 56.4 19.7 29.7

LOS ECEDEBC
Approach Delay 38.5 55.7 23.5 29.7
Approach LOS D E C C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 97.1
Natural Cycle: 100
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.84
Intersection Signal Delay: 28.5 Intersection LOS: C
Intersection Capacity Utilization 85.6% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 13: Haven Av. & Chino Av.

5.8-5
2743
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 13: Haven Av. & Chino Av. 12/15/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 74 36 100 133 71 0 187 1198 409 0 772 113 Future Volume (veh/h) 74 36 100 133 71 0 187 1198 409 0 772 113 Initial Q (Qb), veh 000000000000
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 1673 1870 1772 1870 1870 1870 1673 1772 1870 1870 1772 1772 Adj Flow Rate, veh/h 79 39 106 145 77 0 199 1274 287 0 821 120 Peak Hour Factor 0.94 0.92 0.94 0.92 0.92 0.92 0.94 0.94 0.92 0.92 0.94 0.94 Percent Heavy Veh, % 222222222222
Cap, veh/h 98 56 152 180 311 0 235 1595 354 2 1068 156
Arrive On Green 0.06 0.13 0.13 0.10 0.17 0.00 0.15 0.57 0.57 0.00 0.36 0.36 Sat Flow, veh/h 1594 445 1208 1781 1870 0 1594 2808 623 1781 2947 431 Grp Volume(v), veh/h 79 0 145 145 77 0 199 797 764 0 469 472 Grp Sat Flow(s),veh/h/ln 1594 0 1653 1781 1870 0 1594 1772 1660 1781 1683 1694 Q Serve(g_s), s 3.9 0.0 6.7 6.3 2.8 0.0 9.6 28.0 29.2 0.0 19.5 19.5 Cycle Q Clear(g_c), s 3.9 0.0 6.7 6.3 2.8 0.0 9.6 28.0 29.2 0.0 19.5 19.5 Prop In Lane 1.00 0.73 1.00 0.00 1.00 0.38 1.00 0.25
Lane Grp Cap(c), veh/h 98 0 208 180 311 0 235 1006 943 2 610 614 V/C Ratio(X) 0.81 0.00 0.70 0.80 0.25 0.00 0.85 0.79 0.81 0.00 0.77 0.77 Avail Cap(c_a), veh/h 193 0 357 279 461 0 467 1457 1364 112 1020 1027 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 0.00 1.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 36.7 0.0 33.1 34.8 28.7 0.0 32.9 13.4 13.7 0.0 22.3 22.3 Incr Delay (d2), s/veh 5.8 0.0 4.1 4.5 0.4 0.0 3.2 1.9 2.5 0.0 2.1 2.1 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 1.6 0.0 2.8 2.8 1.2 0.0 3.7 9.2 9.1 0.0 7.6 7.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.5 0.0 37.3 39.3 29.1 0.0 36.1 15.4 16.2 0.0 24.4 24.4 LnGrp LOS D A D D C A D B B A C C
Approach Vol, veh/h 224 222 1760 941
Approach Delay, s/veh 39.1 35.8 18.1 24.4
Approach LOS D D B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 0.0 50.8 12.6 15.8 16.3 34.5 9.5 18.9 Change Period (Y+Rc), s 4.6 5.8 4.6 * 5.8 4.6 * 5.8 4.6 5.8 Max Green Setting (Gmax), s 5.0 65.1 12.4 * 17 23.2 * 48 9.6 19.5 Max Q Clear Time (g_c+I1), s 0.0 31.2 8.3 8.7 11.6 21.5 5.9 4.8 Green Ext Time (p_c), s 0.0 13.8 0.1 0.4 0.2 6.9 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 22.7
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.8-6
2744
Timings Rich Haven Specific Plan TA (JN:14822)
14: Haven Av. & Schaefer av. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 13
Lane Group EBL EBR NBL NBT SBT
Lane Configurations
Traffic Volume (vph) 39 102 118 1728 1002
Future Volume (vph) 39 102 118 1728 1002
Turn Type Prot Perm Prot NA NA
Protected Phases 4 5 2 6
Permitted Phases 4
Detector Phase 44526
Switch Phase
Minimum Initial (s) 10.0 10.0 5.0 10.0 10.0
Minimum Split (s) 27.8 27.8 9.6 15.8 29.8
Total Split (s) 30.0 30.0 26.6 90.0 63.4
Total Split (%) 25.0% 25.0% 22.2% 75.0% 52.8%
Yellow Time (s) 4.8 4.8 3.6 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 4.6 5.8 5.8
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Recall Mode None None None Min Min
Act Effct Green (s) 12.1 12.1 11.9 55.4 38.6
Actuated g/C Ratio 0.15 0.15 0.15 0.70 0.48
v/c Ratio 0.17 0.35 0.54 0.81 0.65
Control Delay 35.6 11.0 43.0 11.8 18.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 35.6 11.0 43.0 11.8 18.0

LOS DBDBB
Approach Delay 17.8 13.8 18.0
Approach LOS B B B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 79.7
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 15.4 Intersection LOS: B
Intersection Capacity Utilization 68.7% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 14: Haven Av. & Schaefer av.

5.8-7
2745
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 14: Haven Av. & Schaefer av. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 14
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 39 102 118 1728 1002 22
Future Volume (veh/h) 39 102 118 1728 1002 22
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1673 1772 1673 1772 1772 1772
Adj Flow Rate, veh/h 42 57 128 1878 1089 13
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 222222
Cap, veh/h 227 214 159 2169 1607 19
Arrive On Green 0.21 0.21 0.15 0.97 0.69 0.69
Sat Flow, veh/h 1594 1502 1594 3455 3493 42
Grp Volume(v), veh/h 42 57 128 1878 552 550
Grp Sat Flow(s),veh/h/ln 1594 1502 1594 1683 1772 1763
Q Serve(g_s), s 1.2 1.7 4.2 6.2 9.9 9.9
Cycle Q Clear(g_c), s 1.2 1.7 4.2 6.2 9.9 9.9
Prop In Lane 1.00 1.00 1.00 0.02
Lane Grp Cap(c), veh/h 227 214 159 2169 815 811
V/C Ratio(X) 0.18 0.27 0.80 0.87 0.68 0.68
Avail Cap(c_a), veh/h 709 668 644 5208 1875 1866
HCM Platoon Ratio 1.50 1.50 1.50 1.50 1.50 1.50
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 18.8 19.0 22.6 0.4 6.1 6.1
Incr Delay (d2), s/veh 0.4 0.7 3.6 1.1 1.0 1.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 0.0 1.5 0.5 2.0 2.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.2 19.7 26.2 1.6 7.1 7.1
LnGrp LOS B B C A A A
Approach Vol, veh/h 99 2006 1102
Approach Delay, s/veh 19.5 3.1 7.1
Approach LOS B A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 40.9 13.6 10.0 30.8
Change Period (Y+Rc), s 5.8 5.8 4.6 5.8
Max Green Setting (Gmax), s 84.2 24.2 22.0 57.6
Max Q Clear Time (g_c+I1), s 8.2 3.7 6.2 11.9
Green Ext Time (p_c), s 26.8 0.2 0.1 8.0
Intersection Summary
HCM 6th Ctrl Delay 5.0
HCM 6th LOS A

5.8-8
2746
Timings Rich Haven Specific Plan TA (JN:14822)
15: Haven Av. & Ontario Ranch Rd. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 15
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 235 1198 17 75 1198 684 36 544 118 681 294 318 Future Volume (vph) 235 1198 17 75 1198 684 36 544 118 681 294 318 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4826
Detector Phase 744388522166
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 29.2 29.2 9.6 34.5 34.5 9.6 47.8 47.8 9.6 45.8 45.8 Total Split (s) 13.0 38.4 38.4 9.6 35.0 35.0 12.2 49.0 49.0 23.0 59.8 59.8 Total Split (%) 10.8% 32.0% 32.0% 8.0% 29.2% 29.2% 10.2% 40.8% 40.8% 19.2% 49.8% 49.8% Yellow Time (s) 3.6 5.2 5.2 3.6 5.5 5.5 3.6 4.8 4.8 3.6 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 6.2 4.6 6.5 6.5 4.6 5.8 5.8 4.6 5.8 5.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Max Max None Max Max None None None None None None Act Effct Green (s) 8.5 34.5 34.5 5.0 28.7 28.7 6.5 24.6 24.6 18.5 40.9 40.9 Actuated g/C Ratio 0.08 0.34 0.34 0.05 0.28 0.28 0.06 0.24 0.24 0.18 0.40 0.40 v/c Ratio 0.97 0.72 0.03 0.55 0.65 1.11 0.39 0.69 0.27 1.27 0.22 0.47 Control Delay 95.9 34.1 0.1 64.5 35.0 91.1 59.8 39.1 3.7 172.0 21.2 10.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 95.9 34.1 0.1 64.5 35.0 91.1 59.8 39.1 3.7 172.0 21.2 10.3

LOS F C A E C F E D A F C B
Approach Delay 43.7 55.7 34.1 97.9
Approach LOS D E C F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 101.9
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.27
Intersection Signal Delay: 59.8 Intersection LOS: E
Intersection Capacity Utilization 84.5% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 15: Haven Av. & Ontario Ranch Rd.

5.8-9
2747
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 15: Haven Av. & Ontario Ranch Rd. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 16
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 235 1198 17 75 1198 684 36 544 118 681 294 318 Future Volume (veh/h) 235 1198 17 75 1198 684 36 544 118 681 294 318 Initial Q (Qb), veh 000000000000
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 1673 1772 1772 1575 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 253 1288 7 81 1288 369 39 585 68 732 316 175 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 269 1731 488 135 2028 430 53 812 344 589 1349 569 Arrive On Green 0.08 0.33 0.33 0.04 0.29 0.29 0.03 0.23 0.23 0.18 0.38 0.38 Sat Flow, veh/h 3188 5316 1500 3000 7088 1502 1594 3544 1500 3188 3544 1496 Grp Volume(v), veh/h 253 1288 7 81 1288 369 39 585 68 732 316 175 Grp Sat Flow(s),veh/h/ln 1594 1772 1500 1500 1772 1502 1594 1772 1500 1594 1772 1496 Q Serve(g_s), s 7.9 21.5 0.3 2.6 15.8 23.2 2.4 15.2 3.6 18.4 6.0 8.2 Cycle Q Clear(g_c), s 7.9 21.5 0.3 2.6 15.8 23.2 2.4 15.2 3.6 18.4 6.0 8.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 269 1731 488 135 2028 430 53 812 344 589 1349 569 V/C Ratio(X) 0.94 0.74 0.01 0.60 0.64 0.86 0.74 0.72 0.20 1.24 0.23 0.31 Avail Cap(c_a), veh/h 269 1731 488 151 2028 430 122 1537 650 589 1921 811 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.4 29.9 22.8 46.7 31.0 33.7 47.7 35.5 31.0 40.6 21.0 21.6 Incr Delay (d2), s/veh 38.8 3.0 0.1 3.0 1.5 19.5 7.3 1.2 0.3 123.4 0.1 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.4 8.9 0.1 1.0 6.4 10.0 1.0 6.4 1.3 16.9 2.4 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 84.2 32.9 22.8 49.7 32.6 53.2 55.0 36.7 31.3 164.0 21.1 21.9 LnGrp LOS F CCDCDEDCFCC
Approach Vol, veh/h 1548 1738 692 1223
Approach Delay, s/veh 41.2 37.7 37.2 106.7
Approach LOS D D D F
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 23.0 28.6 9.1 38.9 7.9 43.7 13.0 35.0 Change Period (Y+Rc), s 4.6 5.8 4.6 * 6.5 4.6 5.8 4.6 6.5 Max Green Setting (Gmax), s 18.4 43.2 5.0 * 32 7.6 54.0 8.4 28.5 Max Q Clear Time (g_c+I1), s 20.4 17.2 4.6 23.5 4.4 10.2 9.9 25.2 Green Ext Time (p_c), s 0.0 3.9 0.0 5.0 0.0 2.6 0.0 2.5 Intersection Summary
HCM 6th Ctrl Delay 54.9
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.8-10
2748
Timings Rich Haven Specific Plan TA (JN:14822)
22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 19
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 340 215 144 28 147 243 144 1267 58 244 776 211 Future Volume (vph) 340 215 144 28 147 243 144 1267 58 244 776 211 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4826
Detector Phase 744388522166
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 16.2 16.2 9.6 16.2 16.2 9.6 35.2 35.2 9.6 16.2 16.2 Total Split (s) 28.0 35.3 35.3 9.7 17.0 17.0 18.8 53.0 53.0 22.0 56.2 56.2 Total Split (%) 23.3% 29.4% 29.4% 8.1% 14.2% 14.2% 15.7% 44.2% 44.2% 18.3% 46.8% 46.8% Yellow Time (s) 3.6 5.2 5.2 3.6 5.2 5.2 3.6 5.2 5.2 3.6 5.2 5.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 6.2 4.6 6.2 6.2 4.6 6.2 6.2 4.6 6.2 6.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Min Min None Min Min Act Effct Green (s) 17.8 27.7 27.7 5.1 10.8 10.8 10.2 47.0 47.0 13.8 50.5 50.5 Actuated g/C Ratio 0.16 0.25 0.25 0.05 0.10 0.10 0.09 0.42 0.42 0.12 0.45 0.45 v/c Ratio 0.77 0.56 0.33 0.44 0.98 0.82 0.57 0.98 0.09 0.71 0.56 0.30 Control Delay 55.7 43.7 7.5 73.4 116.5 33.9 57.0 51.1 0.3 57.8 24.6 3.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 55.7 43.7 7.5 73.4 116.5 33.9 57.0 51.1 0.3 57.8 24.6 3.7

LOS EDAEFCEDAECA
Approach Delay 42.1 65.6 49.7 27.6
Approach LOS D E D C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 111.1
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.98
Intersection Signal Delay: 42.9 Intersection LOS: D
Intersection Capacity Utilization 81.9% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 22: Hamner Av./Milliken Av. & Riverside Dr.

5.8-11
2749
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 20
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 340 215 144 28 147 243 144 1267 58 244 776 211 Future Volume (veh/h) 340 215 144 28 147 243 144 1267 58 244 776 211 Initial Q (Qb), veh 000000000000
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 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 391 247 86 32 169 141 166 1456 38 280 892 128 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222222222222
Cap, veh/h 458 387 328 46 183 155 226 1554 658 343 1684 714 Arrive On Green 0.14 0.22 0.22 0.03 0.10 0.10 0.07 0.44 0.44 0.11 0.48 0.48 Sat Flow, veh/h 3188 1772 1502 1594 1772 1502 3188 3544 1502 3188 3544 1502 Grp Volume(v), veh/h 391 247 86 32 169 141 166 1456 38 280 892 128 Grp Sat Flow(s),veh/h/ln 1594 1772 1502 1594 1772 1502 1594 1772 1502 1594 1772 1502 Q Serve(g_s), s 12.5 13.2 5.0 2.1 9.9 9.7 5.3 40.9 1.5 9.0 18.4 5.1 Cycle Q Clear(g_c), s 12.5 13.2 5.0 2.1 9.9 9.7 5.3 40.9 1.5 9.0 18.4 5.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 458 387 328 46 183 155 226 1554 658 343 1684 714 V/C Ratio(X) 0.85 0.64 0.26 0.69 0.92 0.91 0.73 0.94 0.06 0.82 0.53 0.18 Avail Cap(c_a), veh/h 714 494 418 78 183 155 433 1588 673 531 1696 719 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.7 37.1 33.9 50.3 46.4 46.3 47.6 28.0 16.9 45.6 19.2 15.7 Incr Delay (d2), s/veh 3.6 1.8 0.4 6.8 44.9 46.3 1.7 10.9 0.0 2.9 0.3 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 4.9 5.6 1.8 0.9 6.4 5.5 2.1 17.8 0.5 3.5 6.9 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 47.3 38.9 34.3 57.0 91.3 92.7 49.3 38.8 16.9 48.5 19.5 15.8 LnGrp LOS D D C E F F D D B D B B
Approach Vol, veh/h 724 342 1660 1300
Approach Delay, s/veh 42.9 88.7 39.4 25.4
Approach LOS D F D C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.8 52.0 7.6 29.0 12.0 55.8 19.6 17.0 Change Period (Y+Rc), s 4.6 6.2 4.6 6.2 4.6 6.2 4.6 6.2 Max Green Setting (Gmax), s 17.4 46.8 5.1 29.1 14.2 50.0 23.4 10.8 Max Q Clear Time (g_c+I1), s 11.0 42.9 4.1 15.2 7.3 20.4 14.5 11.9 Green Ext Time (p_c), s 0.3 2.9 0.0 1.2 0.1 6.6 0.5 0.0 Intersection Summary
HCM 6th Ctrl Delay 39.7
HCM 6th LOS D

5.8-12
2750
Timings Rich Haven Specific Plan TA (JN:14822)
23: Hamner Av. & Chino Av. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 21
Lane Group EBL NBL NBT SBT
Lane Configurations
Traffic Volume (vph) 166 57 1320 838
Future Volume (vph) 166 57 1320 838
Turn Type Prot Perm NA NA
Protected Phases 4 2 6
Permitted Phases 2
Detector Phase 4226
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5
Total Split (s) 38.6 81.4 81.4 81.4
Total Split (%) 32.2% 67.8% 67.8% 67.8%
Yellow Time (s) 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode None Min Min Min
Act Effct Green (s) 22.5 53.9 53.9
Actuated g/C Ratio 0.26 0.63 0.63
v/c Ratio 0.74 0.79 0.47
Control Delay 38.7 16.2 9.5
Queue Delay 0.0 0.0 0.0
Total Delay 38.7 16.2 9.5

LOS D B A
Approach Delay 38.7 16.2 9.5
Approach LOS D B A
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 86.2
Natural Cycle: 60
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay: 16.5 Intersection LOS: B
Intersection Capacity Utilization 92.4% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 23: Hamner Av. & Chino Av.

5.8-13
2751
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 23: Hamner Av. & Chino Av. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 22
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 166 139 57 1320 838 68
Future Volume (veh/h) 166 139 57 1320 838 68
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 189 158 65 1500 952 77
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88
Percent Heavy Veh, % 222222
Cap, veh/h 224 187 115 2006 2037 165
Arrive On Green 0.24 0.24 0.61 0.61 0.61 0.61
Sat Flow, veh/h 916 766 86 3279 3423 269
Grp Volume(v), veh/h 348 0 791 774 508 521
Grp Sat Flow(s),veh/h/ln 1687 0 1663 1702 1777 1822
Q Serve(g_s), s 12.3 0.0 7.2 20.2 9.7 9.7
Cycle Q Clear(g_c), s 12.3 0.0 19.9 20.2 9.7 9.7
Prop In Lane 0.54 0.45 0.08 0.15
Lane Grp Cap(c), veh/h 412 0 1080 1041 1087 1115
V/C Ratio(X) 0.84 0.00 0.73 0.74 0.47 0.47
Avail Cap(c_a), veh/h 921 0 2046 2095 2187 2243
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 22.5 0.0 8.3 8.6 6.6 6.6
Incr Delay (d2), s/veh 4.8 0.0 1.0 1.1 0.3 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.7 0.0 4.3 4.5 2.2 2.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.3 0.0 9.3 9.7 6.9 6.9
LnGrp LOS C AAAAA
Approach Vol, veh/h 348 1565 1029
Approach Delay, s/veh 27.3 9.5 6.9
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 42.7 19.8 42.7
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 76.9 34.1 76.9
Max Q Clear Time (g_c+I1), s 22.2 14.3 11.7
Green Ext Time (p_c), s 16.0 1.0 7.1
Intersection Summary
HCM 6th Ctrl Delay 10.7
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

5.8-14
2752
Timings Rich Haven Specific Plan TA (JN:14822)
24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 23
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 453 1494 261 311 1600 287 388 608 419 230 250 457 Future Volume (vph) 453 1494 261 311 1600 287 388 608 419 230 250 457 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4826
Detector Phase 744388522166
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.6 48.5 48.5 9.6 48.5 48.5 9.6 46.2 46.2 9.6 46.2 46.2 Total Split (s) 12.0 49.5 49.5 11.0 48.5 48.5 12.0 49.5 49.5 10.0 47.5 47.5 Total Split (%) 10.0% 41.3% 41.3% 9.2% 40.4% 40.4% 10.0% 41.3% 41.3% 8.3% 39.6% 39.6% Yellow Time (s) 3.6 5.5 5.5 3.6 5.5 5.5 3.6 5.2 5.2 3.6 5.2 5.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.5 6.5 4.6 6.5 6.5 4.6 6.2 6.2 4.6 6.2 6.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Min Min None Min Min Act Effct Green (s) 7.6 36.4 36.4 6.6 35.4 35.4 7.6 28.3 28.3 5.6 26.2 26.2 Actuated g/C Ratio 0.08 0.37 0.37 0.07 0.36 0.36 0.08 0.28 0.28 0.06 0.26 0.26 v/c Ratio 1.74 0.57 0.36 1.38 0.63 0.43 1.49 0.40 0.80 1.21 0.13 0.46 Control Delay 378.4 26.7 4.6 233.8 28.3 11.6 273.6 29.1 34.6 176.1 27.7 14.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 378.4 26.7 4.6 233.8 28.3 11.6 273.6 29.1 34.6 176.1 27.7 14.4

LOS FCAFCBFCCFCB
Approach Delay 96.3 55.2 97.8 57.7
Approach LOS F E F E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 99.4
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.74
Intersection Signal Delay: 77.9 Intersection LOS: E
Intersection Capacity Utilization 72.7% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 24: Hamner Av. & Cantu Galleano Ranch Rd.

5.8-15
2753
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
E+P (Buildout) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 24
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 453 1494 261 311 1600 287 388 608 419 230 250 457 Future Volume (veh/h) 453 1494 261 311 1600 287 388 608 419 230 250 457 Initial Q (Qb), veh 000000000000
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 472 1556 147 324 1667 164 404 633 306 240 260 257 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222
Cap, veh/h 297 2709 574 257 2624 556 297 1447 409 217 1760 746 Arrive On Green 0.08 0.36 0.36 0.07 0.35 0.35 0.08 0.26 0.26 0.06 0.24 0.24 Sat Flow, veh/h 3563 7481 1585 3563 7481 1585 3563 5611 1585 3563 7481 3170 Grp Volume(v), veh/h 472 1556 147 324 1667 164 404 633 306 240 260 257 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 7.4 14.9 5.8 6.4 16.5 6.6 7.4 8.4 15.7 5.4 2.4 6.0 Cycle Q Clear(g_c), s 7.4 14.9 5.8 6.4 16.5 6.6 7.4 8.4 15.7 5.4 2.4 6.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 297 2709 574 257 2624 556 297 1447 409 217 1760 746 V/C Ratio(X) 1.59 0.57 0.26 1.26 0.64 0.29 1.36 0.44 0.75 1.11 0.15 0.34 Avail Cap(c_a), veh/h 297 3629 769 257 3544 751 297 2740 774 217 3485 1477 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.6 22.8 19.9 41.1 24.0 20.8 40.6 27.5 30.3 41.6 26.9 28.2 Incr Delay (d2), s/veh 279.8 0.2 0.2 144.4 0.3 0.3 181.8 0.2 2.8 92.4 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 14.6 5.8 1.9 7.8 6.5 2.2 10.6 3.5 5.7 5.0 1.0 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 320.4 23.0 20.1 185.5 24.3 21.1 222.4 27.7 33.0 134.0 26.9 28.5 LnGrp LOS F C C F C C F C C F C C
Approach Vol, veh/h 2175 2155 1343 757
Approach Delay, s/veh 87.3 48.3 87.5 61.4
Approach LOS F D F E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.0 29.1 11.0 38.6 12.0 27.1 12.0 37.6 Change Period (Y+Rc), s 4.6 6.2 4.6 6.5 4.6 6.2 4.6 6.5 Max Green Setting (Gmax), s 5.4 43.3 6.4 43.0 7.4 41.3 7.4 42.0 Max Q Clear Time (g_c+I1), s 7.4 17.7 8.4 16.9 9.4 8.0 9.4 18.5 Green Ext Time (p_c), s 0.0 5.1 0.0 12.2 0.0 2.6 0.0 12.6 Intersection Summary
HCM 6th Ctrl Delay 71.2
HCM 6th LOS E

5.8-16
2754
Timings Rich Haven Specific Plan TA (JN:14822)
6: Archibald Av. & Edison Av./Ontario Ranch Rd. 10/06/2022 E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 95 839 265 419 454 276 95 744 531 379 753 60 Future Volume (vph) 95 839 265 419 454 276 95 744 531 379 753 60 Turn Type Prot NA Free Prot NA Perm Prot NA Free Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases Free 8 Free 6
Detector Phase 7 4 38852 166
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 39.2 9.6 46.2 46.2 9.6 39.5 9.6 46.5 46.5 Total Split (s) 12.9 39.2 21.6 47.9 47.9 12.5 39.6 19.6 46.7 46.7 Total Split (%) 10.8% 32.7% 18.0% 39.9% 39.9% 10.4% 33.0% 16.3% 38.9% 38.9% Yellow Time (s) 3.6 5.2 3.6 5.2 5.2 3.6 5.5 3.6 5.5 5.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 4.6 6.2 6.2 4.6 6.5 4.6 6.5 6.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Min None Min Min Act Effct Green (s) 7.5 31.7 115.6 17.1 41.3 41.3 7.9 29.8 115.6 15.0 36.9 36.9 Actuated g/C Ratio 0.06 0.27 1.00 0.15 0.36 0.36 0.07 0.26 1.00 0.13 0.32 0.32 v/c Ratio 0.52 0.91 0.19 1.00 0.38 0.42 0.93 0.86 0.37 1.00 0.70 0.11 Control Delay 63.3 55.4 0.3 94.1 29.3 7.0 123.4 51.7 0.7 96.0 38.5 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 63.3 55.4 0.3 94.1 29.3 7.0 123.4 51.7 0.7 96.0 38.5 0.4

LOS EEAFCAFDAFDA
Approach Delay 43.8 47.5 36.9 54.9
Approach LOS DDDD
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 115.6
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.00
Intersection Signal Delay: 45.4 Intersection LOS: D
Intersection Capacity Utilization 90.7% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 6: Archibald Av. & Edison Av./Ontario Ranch Rd.

5.8-17
2755
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 6: Archibald Av. & Edison Av./Ontario Ranch Rd. 10/06/2022 E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 95 839 265 419 454 276 95 744 531 379 753 60 Future Volume (veh/h) 95 839 265 419 454 276 95 744 531 379 753 60 Initial Q (Qb), veh 000000000000
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 1575 1772 1772 1575 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 100 883 0 441 478 249 100 783 0 399 793 44 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, % 222222222222
Cap, veh/h 145 972 448 1329 563 111 895 407 1115 473
Arrive On Green 0.05 0.27 0.00 0.15 0.38 0.38 0.07 0.25 0.00 0.13 0.31 0.31 Sat Flow, veh/h 3000 3544 1502 3000 3544 1500 1594 3544 1502 3092 3544 1502 Grp Volume(v), veh/h 100 883 0 441 478 249 100 783 0 399 793 44 Grp Sat Flow(s),veh/h/ln 1500 1772 1502 1500 1772 1500 1594 1772 1502 1546 1772 1502 Q Serve(g_s), s 3.7 27.4 0.0 16.7 11.1 14.2 7.1 24.1 0.0 14.6 22.5 2.4 Cycle Q Clear(g_c), s 3.7 27.4 0.0 16.7 11.1 14.2 7.1 24.1 0.0 14.6 22.5 2.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 145 972 448 1329 563 111 895 407 1115 473 V/C Ratio(X) 0.69 0.91 0.98 0.36 0.44 0.90 0.88 0.98 0.71 0.09 Avail Cap(c_a), veh/h 219 1027 448 1329 563 111 1030 407 1251 530 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.3 39.9 0.0 48.3 25.7 26.7 52.6 40.8 0.0 49.3 34.4 27.5 Incr Delay (d2), s/veh 2.2 11.3 0.0 38.3 0.2 0.5 55.5 7.7 0.0 39.0 1.7 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 1.4 12.8 0.0 8.4 4.4 4.9 4.4 10.8 0.0 7.6 9.3 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.5 51.2 0.0 86.6 25.9 27.2 108.1 48.6 0.0 88.3 36.1 27.6 LnGrp LOS E D F C C F D F D C
Approach Vol, veh/h 983 1168 883 1236
Approach Delay, s/veh 51.6 49.1 55.3 52.6
Approach LOS D D E D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 19.6 35.2 21.6 37.4 12.5 42.3 10.1 48.9 Change Period (Y+Rc), s 4.6 6.5 4.6 6.2 4.6 6.5 4.6 6.2 Max Green Setting (Gmax), s 15.0 33.1 17.0 33.0 7.9 40.2 8.3 41.7 Max Q Clear Time (g_c+I1), s 16.6 26.1 18.7 29.4 9.1 24.5 5.7 16.2 Green Ext Time (p_c), s 0.0 2.6 0.0 1.8 0.0 4.3 0.0 3.7 Intersection Summary
HCM 6th Ctrl Delay 52.0
HCM 6th LOS D
Notes
Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay.

5.8-18
2756
Timings Rich Haven Specific Plan TA (JN:14822)
12: Haven Av. & Riverside Dr. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 9
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 291 365 93 330 55 838 88 135 1103 334 Future Volume (vph) 291 365 93 330 55 838 88 135 1103 334 Turn Type Prot NA Prot NA Perm NA Perm Split NA Perm
Protected Phases 7438 2 66
Permitted Phases 2 2 6
Detector Phase 7438222666
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.6 25.2 9.6 30.2 23.7 23.7 23.7 24.8 24.8 24.8 Total Split (s) 15.0 36.0 9.6 30.6 33.4 33.4 33.4 41.0 41.0 41.0 Total Split (%) 12.5% 30.0% 8.0% 25.5% 27.8% 27.8% 27.8% 34.2% 34.2% 34.2% Yellow Time (s) 3.6 5.2 3.6 5.2 3.7 3.7 3.7 4.8 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 4.6 6.2 4.7 4.7 4.7 5.8 5.8 5.8 Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None Min Min Min Min Min Min Act Effct Green (s) 10.4 24.9 5.0 19.5 28.7 28.7 28.7 35.2 35.2 35.2 Actuated g/C Ratio 0.09 0.22 0.04 0.17 0.25 0.25 0.25 0.31 0.31 0.31 v/c Ratio 1.06 0.63 0.71 0.77 1.00 0.99 0.18 0.29 1.06 0.54 Control Delay 120.6 42.4 82.0 50.6 165.6 72.3 0.8 33.3 85.4 10.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 120.6 42.4 82.0 50.6 165.6 72.3 0.8 33.3 85.4 10.7

LOS FDFDFEACFB
Approach Delay 72.8 56.1 71.1 65.0
Approach LOS E E E E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 115.2
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.06
Intersection Signal Delay: 66.8 Intersection LOS: E
Intersection Capacity Utilization 82.3% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 12: Haven Av. & Riverside Dr.

5.8-19
2757
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 12: Haven Av. & Riverside Dr. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 291 365 92 93 330 114 55 838 88 135 1103 334 Future Volume (veh/h) 291 365 92 93 330 114 55 838 88 135 1103 334 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 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 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 303 380 54 97 344 67 57 873 50 141 1149 122 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222
Cap, veh/h 293 618 87 141 449 86 404 898 380 495 1101 466 Arrive On Green 0.09 0.20 0.20 0.04 0.16 0.16 0.25 0.25 0.25 0.31 0.31 0.31 Sat Flow, veh/h 3188 3030 427 3188 2875 552 1594 3544 1502 1594 3544 1499 Grp Volume(v), veh/h 303 221 213 97 210 201 57 873 50 141 1149 122 Grp Sat Flow(s),veh/h/ln 1594 1772 1684 1594 1772 1655 1594 1772 1502 1594 1772 1499 Q Serve(g_s), s 10.4 12.8 13.1 3.4 12.9 13.2 3.1 27.7 2.9 7.6 35.2 6.9 Cycle Q Clear(g_c), s 10.4 12.8 13.1 3.4 12.9 13.2 3.1 27.7 2.9 7.6 35.2 6.9 Prop In Lane 1.00 0.25 1.00 0.33 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 293 361 343 141 277 259 404 898 380 495 1101 466 V/C Ratio(X) 1.04 0.61 0.62 0.69 0.76 0.78 0.14 0.97 0.13 0.28 1.04 0.26 Avail Cap(c_a), veh/h 293 466 443 141 382 356 404 898 380 495 1101 466 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.5 41.0 41.1 53.4 45.8 45.9 32.8 41.9 32.7 29.5 39.1 29.3 Incr Delay (d2), s/veh 62.2 1.7 1.8 11.3 5.8 7.1 0.2 23.5 0.2 0.3 39.2 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.5 5.5 5.4 1.5 5.9 5.7 1.2 14.9 1.0 2.8 20.5 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 113.6 42.7 42.9 64.7 51.5 53.0 32.9 65.4 32.8 29.8 78.3 29.6 LnGrp LOS F D D E D D C E C C F C
Approach Vol, veh/h 737 508 980 1412
Approach Delay, s/veh 71.9 54.6 61.8 69.2
Approach LOS E D E E
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 33.4 9.6 29.3 41.0 15.0 23.9
Change Period (Y+Rc), s * 4.7 4.6 6.2 5.8 4.6 6.2
Max Green Setting (Gmax), s * 29 5.0 29.8 35.2 10.4 24.4 Max Q Clear Time (g_c+I1), s 29.7 5.4 15.1 37.2 12.4 15.2 Green Ext Time (p_c), s 0.0 0.0 1.9 0.0 0.0 1.4
Intersection Summary
HCM 6th Ctrl Delay 65.7
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.8-20
2758
Timings Rich Haven Specific Plan TA (JN:14822)
13: Haven Av. & Chino Av. 12/15/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT WBL WBT NBL NBT SBT Ø1
Lane Configurations
Traffic Volume (vph) 107 73 407 55 105 895 1248
Future Volume (vph) 107 73 407 55 105 895 1248
Turn Type Prot NA Prot NA Prot NA NA
Protected Phases 74385261
Permitted Phases
Detector Phase 7438526
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 10.0 5.0 Minimum Split (s) 9.6 22.4 9.6 22.8 9.6 22.8 21.7 9.6
Total Split (s) 21.4 22.4 33.3 34.3 13.5 54.7 50.8 9.6
Total Split (%) 17.8% 18.7% 27.8% 28.6% 11.3% 45.6% 42.3% 8% Yellow Time (s) 3.6 4.4 3.6 4.8 3.6 4.8 3.7 3.6
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 5.4 4.6 5.8 4.6 5.8 4.7
Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None Min Min None
Act Effct Green (s) 20.1 14.5 28.7 26.0 8.9 58.5 46.1
Actuated g/C Ratio 0.17 0.12 0.24 0.22 0.08 0.50 0.39
v/c Ratio 0.42 0.77 1.02 0.15 0.93 0.70 1.06
Control Delay 53.3 56.9 93.8 36.1 120.3 24.9 77.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 53.3 56.9 93.8 36.1 120.3 24.9 77.5

LOS DEFDFCE
Approach Delay 55.6 86.9 33.0 77.5
Approach LOS E F C E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 117.5
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.06
Intersection Signal Delay: 60.3 Intersection LOS: E
Intersection Capacity Utilization 94.5% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 13: Haven Av. & Chino Av.

5.8-21
2759
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 13: Haven Av. & Chino Av. 12/15/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 107 73 111 407 55 0 105 895 238 0 1248 68 Future Volume (veh/h) 107 73 111 407 55 0 105 895 238 0 1248 68 Initial Q (Qb), veh 000000000000
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 1673 1870 1772 1870 1870 1870 1673 1772 1870 1870 1772 1772 Adj Flow Rate, veh/h 113 79 117 442 60 0 111 942 123 0 1314 72 Peak Hour Factor 0.95 0.92 0.95 0.92 0.92 0.92 0.95 0.95 0.92 0.92 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 135 90 133 425 533 0 118 1521 199 1 1243 68
Arrive On Green 0.08 0.13 0.13 0.24 0.29 0.00 0.07 0.50 0.50 0.00 0.38 0.38 Sat Flow, veh/h 1594 681 1008 1781 1870 0 1594 3071 401 1781 3246 178 Grp Volume(v), veh/h 113 0 196 442 60 0 111 543 522 0 680 706 Grp Sat Flow(s),veh/h/ln 1594 0 1689 1781 1870 0 1594 1772 1700 1781 1683 1740 Q Serve(g_s), s 8.4 0.0 13.7 28.7 2.9 0.0 8.3 26.9 26.9 0.0 46.1 46.1 Cycle Q Clear(g_c), s 8.4 0.0 13.7 28.7 2.9 0.0 8.3 26.9 26.9 0.0 46.1 46.1 Prop In Lane 1.00 0.60 1.00 0.00 1.00 0.24 1.00 0.10
Lane Grp Cap(c), veh/h 135 0 222 425 533 0 118 878 842 1 645 667 V/C Ratio(X) 0.83 0.00 0.88 1.04 0.11 0.00 0.94 0.62 0.62 0.00 1.06 1.06 Avail Cap(c_a), veh/h 222 0 239 425 533 0 118 878 842 74 645 667 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 0.00 1.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 54.2 0.0 51.3 45.8 31.8 0.0 55.5 22.1 22.1 0.0 37.1 37.1 Incr Delay (d2), s/veh 5.9 0.0 28.3 54.6 0.1 0.0 64.0 1.3 1.4 0.0 50.9 51.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.5 0.0 7.4 18.7 1.3 0.0 5.4 10.8 10.3 0.0 27.7 28.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.1 0.0 79.7 100.4 31.9 0.0 119.5 23.4 23.5 0.0 88.0 88.5 LnGrp LOS E A E F C A F C C A F F
Approach Vol, veh/h 309 502 1176 1386
Approach Delay, s/veh 72.5 92.2 32.5 88.3
Approach LOS E F C F
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 0.0 65.4 33.3 21.6 13.5 51.9 14.8 40.1 Change Period (Y+Rc), s 4.6 5.8 4.6 * 5.8 4.6 * 5.8 4.6 5.8 Max Green Setting (Gmax), s 5.0 48.9 28.7 * 17 8.9 * 46 16.8 28.5 Max Q Clear Time (g_c+I1), s 0.0 28.9 30.7 15.7 10.3 48.1 10.4 4.9 Green Ext Time (p_c), s 0.0 6.4 0.0 0.1 0.0 0.0 0.1 0.2 Intersection Summary
HCM 6th Ctrl Delay 68.0
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.8-22
2760
Timings Rich Haven Specific Plan TA (JN:14822)
14: Haven Av. & Schaefer av. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 13
Lane Group EBL EBR NBL NBT SBT
Lane Configurations
Traffic Volume (vph) 22 96 133 1216 1737
Future Volume (vph) 22 96 133 1216 1737
Turn Type Prot Perm Prot NA NA
Protected Phases 4 5 2 6
Permitted Phases 4
Detector Phase 44526
Switch Phase
Minimum Initial (s) 10.0 10.0 5.0 10.0 10.0
Minimum Split (s) 27.8 27.8 9.6 15.8 29.8
Total Split (s) 27.8 27.8 17.4 92.2 74.8
Total Split (%) 23.2% 23.2% 14.5% 76.8% 62.3%
Yellow Time (s) 4.8 4.8 3.6 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 4.6 5.8 5.8
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Recall Mode None None None Min Min
Act Effct Green (s) 12.2 12.2 12.7 86.8 69.5
Actuated g/C Ratio 0.11 0.11 0.11 0.78 0.63
v/c Ratio 0.15 0.43 0.86 0.54 0.92
Control Delay 45.5 13.2 86.9 5.8 27.3
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 45.5 13.2 86.9 5.8 27.3

LOS D B F A C
Approach Delay 19.3 13.8 27.3
Approach LOS B B C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 110.7
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.92
Intersection Signal Delay: 21.4 Intersection LOS: C
Intersection Capacity Utilization 81.8% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 14: Haven Av. & Schaefer av.

5.8-23
2761
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 14: Haven Av. & Schaefer av. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 14
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 22 96 133 1216 1737 20
Future Volume (veh/h) 22 96 133 1216 1737 20
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1673 1772 1673 1772 1772 1772
Adj Flow Rate, veh/h 26 43 155 1414 2020 11
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86
Percent Heavy Veh, % 222222
Cap, veh/h 135 128 182 2692 2253 12
Arrive On Green 0.08 0.08 0.11 0.80 0.64 0.64
Sat Flow, veh/h 1594 1502 1594 3455 3521 19
Grp Volume(v), veh/h 26 43 155 1414 1015 1016
Grp Sat Flow(s),veh/h/ln 1594 1502 1594 1683 1772 1768
Q Serve(g_s), s 1.5 2.7 9.6 14.6 48.6 48.8
Cycle Q Clear(g_c), s 1.5 2.7 9.6 14.6 48.6 48.8
Prop In Lane 1.00 1.00 1.00 0.01
Lane Grp Cap(c), veh/h 135 128 182 2692 1134 1131
V/C Ratio(X) 0.19 0.34 0.85 0.53 0.90 0.90
Avail Cap(c_a), veh/h 349 329 203 2894 1216 1214
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 42.8 43.3 43.7 3.5 15.3 15.3
Incr Delay (d2), s/veh 0.7 1.5 23.8 0.2 8.6 8.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.6 0.1 4.8 2.5 18.2 18.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.5 44.9 67.5 3.6 23.8 24.0
LnGrp LOS D D E A C C
Approach Vol, veh/h 69 1569 2031
Approach Delay, s/veh 44.3 10.0 23.9
Approach LOS D A C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 86.2 14.3 16.1 70.1
Change Period (Y+Rc), s 5.8 5.8 4.6 5.8
Max Green Setting (Gmax), s 86.4 22.0 12.8 69.0
Max Q Clear Time (g_c+I1), s 16.6 4.7 11.6 50.8
Green Ext Time (p_c), s 14.6 0.1 0.0 13.5
Intersection Summary
HCM 6th Ctrl Delay 18.3
HCM 6th LOS B

5.8-24
2762
Timings Rich Haven Specific Plan TA (JN:14822)
15: Haven Av. & Ontario Ranch Rd. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 15
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 407 1464 35 227 1168 606 18 337 70 722 560 213 Future Volume (vph) 407 1464 35 227 1168 606 18 337 70 722 560 213 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4826
Detector Phase 744388522166
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 29.2 29.2 9.6 34.5 34.5 9.6 47.8 47.8 9.6 45.8 45.8 Total Split (s) 15.0 39.5 39.5 10.0 34.5 34.5 10.7 49.5 49.5 21.0 59.8 59.8 Total Split (%) 12.5% 32.9% 32.9% 8.3% 28.8% 28.8% 8.9% 41.3% 41.3% 17.5% 49.8% 49.8% Yellow Time (s) 3.6 5.2 5.2 3.6 5.5 5.5 3.6 4.8 4.8 3.6 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 6.2 4.6 6.5 6.5 4.6 5.8 5.8 4.6 5.8 5.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Max Max None Max Max None None None None None None Act Effct Green (s) 10.5 33.7 33.7 5.5 28.4 28.4 5.6 18.2 18.2 16.6 35.6 35.6 Actuated g/C Ratio 0.11 0.35 0.35 0.06 0.30 0.30 0.06 0.19 0.19 0.17 0.37 0.37 v/c Ratio 1.24 0.83 0.06 1.42 0.59 0.87 0.21 0.53 0.17 1.40 0.45 0.32 Control Delay 167.7 34.4 0.2 253.3 31.3 25.1 52.5 36.7 0.8 221.0 24.2 4.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 167.7 34.4 0.2 253.3 31.3 25.1 52.5 36.7 0.8 221.0 24.2 4.2

LOS FCAFCCDDAFCA
Approach Delay 62.3 54.6 31.5 116.4
Approach LOS E D C F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 95.5
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.42
Intersection Signal Delay: 71.3 Intersection LOS: E
Intersection Capacity Utilization 88.1% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 15: Haven Av. & Ontario Ranch Rd.

5.8-25
2763
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 15: Haven Av. & Ontario Ranch Rd. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 16
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 407 1464 35 227 1168 606 18 337 70 722 560 213 Future Volume (veh/h) 407 1464 35 227 1168 606 18 337 70 722 560 213 Initial Q (Qb), veh 000000000000
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 1673 1772 1772 1575 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 433 1557 24 241 1243 600 19 359 24 768 596 194 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222
Cap, veh/h 370 1977 559 181 2240 475 34 512 217 584 1086 460 Arrive On Green 0.12 0.37 0.37 0.06 0.32 0.32 0.02 0.14 0.14 0.18 0.31 0.31 Sat Flow, veh/h 3188 5316 1502 3000 7088 1502 1594 3544 1502 3188 3544 1502 Grp Volume(v), veh/h 433 1557 24 241 1243 600 19 359 24 768 596 194 Grp Sat Flow(s),veh/h/ln 1594 1772 1502 1500 1772 1502 1594 1772 1502 1594 1772 1502 Q Serve(g_s), s 10.4 23.3 0.9 5.4 13.0 28.3 1.1 8.6 1.2 16.4 12.6 9.2 Cycle Q Clear(g_c), s 10.4 23.3 0.9 5.4 13.0 28.3 1.1 8.6 1.2 16.4 12.6 9.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 370 1977 559 181 2240 475 34 512 217 584 1086 460 V/C Ratio(X) 1.17 0.79 0.04 1.33 0.55 1.26 0.57 0.70 0.11 1.32 0.55 0.42 Avail Cap(c_a), veh/h 370 1977 559 181 2240 475 109 1730 733 584 2138 906 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.6 25.0 17.9 42.1 25.4 30.6 43.4 36.5 33.3 36.6 25.9 24.7 Incr Delay (d2), s/veh 101.4 3.3 0.1 182.1 1.0 134.8 5.5 1.8 0.2 153.7 0.4 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.0 9.3 0.3 6.4 5.0 26.8 0.5 3.7 0.4 18.5 5.0 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 141.0 28.2 18.1 224.1 26.4 165.4 48.9 38.2 33.5 190.3 26.3 25.3 LnGrp LOS F C B F C F D D C F C C
Approach Vol, veh/h 2014 2084 402 1558
Approach Delay, s/veh 52.4 89.3 38.5 107.0
Approach LOS D F D F
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 21.0 18.7 10.0 39.8 6.5 33.2 15.0 34.8 Change Period (Y+Rc), s 4.6 5.8 4.6 * 6.5 4.6 5.8 4.6 6.5 Max Green Setting (Gmax), s 16.4 43.7 5.4 * 33 6.1 54.0 10.4 28.0 Max Q Clear Time (g_c+I1), s 18.4 10.6 7.4 25.3 3.1 14.6 12.4 30.3 Green Ext Time (p_c), s 0.0 2.3 0.0 5.5 0.0 4.7 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 78.2
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.8-26
2764
Timings Rich Haven Specific Plan TA (JN:14822)
22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 19
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 255 189 148 80 236 160 149 896 49 212 1164 378 Future Volume (vph) 255 189 148 80 236 160 149 896 49 212 1164 378 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4826
Detector Phase 744388522166
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 16.2 16.2 9.6 16.2 16.2 9.6 35.2 35.2 9.6 16.2 16.2 Total Split (s) 22.0 31.8 31.8 12.2 22.0 22.0 15.0 50.0 50.0 26.0 61.0 61.0 Total Split (%) 18.3% 26.5% 26.5% 10.2% 18.3% 18.3% 12.5% 41.7% 41.7% 21.7% 50.8% 50.8% Yellow Time (s) 3.6 5.2 5.2 3.6 5.2 5.2 3.6 5.2 5.2 3.6 5.2 5.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 6.2 4.6 6.2 6.2 4.6 6.2 6.2 4.6 6.2 6.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Min Min None Min Min Act Effct Green (s) 13.3 21.7 21.7 7.6 16.1 16.1 9.0 42.9 42.9 12.0 45.9 45.9 Actuated g/C Ratio 0.13 0.20 0.20 0.07 0.15 0.15 0.08 0.40 0.40 0.11 0.43 0.43 v/c Ratio 0.68 0.55 0.37 0.74 0.93 0.43 0.59 0.66 0.07 0.62 0.80 0.46 Control Delay 55.0 46.3 8.9 88.3 87.7 7.5 58.6 28.7 0.2 54.6 31.1 3.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 55.0 46.3 8.9 88.3 87.7 7.5 58.6 28.7 0.2 54.6 31.1 3.9

LOS DDAFFAECADCA
Approach Delay 40.7 60.9 31.5 28.1
Approach LOS D E C C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 106.3
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.93
Intersection Signal Delay: 34.9 Intersection LOS: C
Intersection Capacity Utilization 78.0% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 22: Hamner Av./Milliken Av. & Riverside Dr.

5.8-27
2765
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 20
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 255 189 148 80 236 160 149 896 49 212 1164 378 Future Volume (veh/h) 255 189 148 80 236 160 149 896 49 212 1164 378 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 268 199 82 84 248 89 157 943 31 223 1225 209 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, % 222222222222
Cap, veh/h 340 358 301 104 284 241 222 1439 609 296 1521 636 Arrive On Green 0.11 0.20 0.20 0.07 0.16 0.16 0.07 0.41 0.41 0.09 0.43 0.43 Sat Flow, veh/h 3188 1772 1488 1594 1772 1502 3188 3544 1501 3188 3544 1482 Grp Volume(v), veh/h 268 199 82 84 248 89 157 943 31 223 1225 209 Grp Sat Flow(s),veh/h/ln 1594 1772 1488 1594 1772 1502 1594 1772 1501 1594 1772 1482 Q Serve(g_s), s 7.6 9.3 4.3 4.8 12.6 4.9 4.4 19.9 1.2 6.3 27.8 8.6 Cycle Q Clear(g_c), s 7.6 9.3 4.3 4.8 12.6 4.9 4.4 19.9 1.2 6.3 27.8 8.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 340 358 301 104 284 241 222 1439 609 296 1521 636 V/C Ratio(X) 0.79 0.56 0.27 0.81 0.87 0.37 0.71 0.66 0.05 0.75 0.81 0.33 Avail Cap(c_a), veh/h 601 492 413 131 303 257 359 1682 712 739 2104 880 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.2 33.1 31.1 42.6 37.8 34.6 42.0 22.2 16.6 40.8 23.0 17.5 Incr Delay (d2), s/veh 1.5 1.4 0.5 20.1 22.3 0.9 1.6 0.7 0.0 1.5 1.7 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 3.9 1.5 2.4 6.9 1.7 1.7 7.5 0.4 2.4 10.5 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.7 34.5 31.6 62.6 60.1 35.5 43.6 22.9 16.7 42.3 24.6 17.8 LnGrp LOS D C C E E D D C B D C B
Approach Vol, veh/h 549 421 1131 1657
Approach Delay, s/veh 37.6 55.4 25.6 26.1
Approach LOS D E C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.2 43.7 10.6 24.8 11.0 45.8 14.5 21.0 Change Period (Y+Rc), s 4.6 6.2 4.6 6.2 4.6 6.2 4.6 6.2 Max Green Setting (Gmax), s 21.4 43.8 7.6 25.6 10.4 54.8 17.4 15.8 Max Q Clear Time (g_c+I1), s 8.3 21.9 6.8 11.3 6.4 29.8 9.6 14.6 Green Ext Time (p_c), s 0.3 6.2 0.0 1.0 0.1 9.8 0.3 0.2 Intersection Summary
HCM 6th Ctrl Delay 30.9
HCM 6th LOS C

5.8-28
2766
Timings Rich Haven Specific Plan TA (JN:14822)
23: Hamner Av. & Chino Av. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 21
Lane Group EBL NBL NBT SBT
Lane Configurations
Traffic Volume (vph) 109 129 967 1210
Future Volume (vph) 109 129 967 1210
Turn Type Prot Perm NA NA
Protected Phases 4 2 6
Permitted Phases 2
Detector Phase 4226
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5
Total Split (s) 26.0 94.0 94.0 94.0
Total Split (%) 21.7% 78.3% 78.3% 78.3%
Yellow Time (s) 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode None Min Min Min
Act Effct Green (s) 14.8 60.4 60.4
Actuated g/C Ratio 0.17 0.71 0.71
v/c Ratio 0.67 0.80 0.61
Control Delay 42.5 13.4 7.2
Queue Delay 0.0 0.0 0.0
Total Delay 42.5 13.4 7.2

LOS D B A
Approach Delay 42.5 13.4 7.2
Approach LOS D B A
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 84.8
Natural Cycle: 75
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.80
Intersection Signal Delay: 12.3 Intersection LOS: B
Intersection Capacity Utilization 91.7% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 23: Hamner Av. & Chino Av.

5.8-29
2767
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 23: Hamner Av. & Chino Av. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 22
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 109 86 129 967 1210 164
Future Volume (veh/h) 109 86 129 967 1210 164
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 120 95 142 1063 1330 180
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91
Percent Heavy Veh, % 222222
Cap, veh/h 145 115 200 1575 2282 307
Arrive On Green 0.15 0.15 0.72 0.72 0.72 0.72
Sat Flow, veh/h 939 743 186 2173 3242 423
Grp Volume(v), veh/h 216 0 404 801 747 763
Grp Sat Flow(s),veh/h/ln 1690 0 656 1702 1777 1794
Q Serve(g_s), s 9.3 0.0 22.8 18.3 14.9 15.2
Cycle Q Clear(g_c), s 9.3 0.0 38.0 18.3 14.9 15.2
Prop In Lane 0.56 0.44 0.35 0.24
Lane Grp Cap(c), veh/h 261 0 541 1234 1288 1301
V/C Ratio(X) 0.83 0.00 0.75 0.65 0.58 0.59
Avail Cap(c_a), veh/h 486 0 889 2039 2129 2150
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 30.6 0.0 8.4 5.3 4.9 4.9
Incr Delay (d2), s/veh 6.5 0.0 2.1 0.6 0.4 0.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.9 0.0 1.6 3.1 2.6 2.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.2 0.0 10.5 5.9 5.3 5.3
LnGrp LOS D ABAAA
Approach Vol, veh/h 216 1205 1510
Approach Delay, s/veh 37.2 7.4 5.3
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 58.6 16.1 58.6
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 89.5 21.5 89.5
Max Q Clear Time (g_c+I1), s 40.0 11.3 17.2
Green Ext Time (p_c), s 14.1 0.4 14.3
Intersection Summary
HCM 6th Ctrl Delay 8.5
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

5.8-30
2768
Timings Rich Haven Specific Plan TA (JN:14822)
24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 23
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 405 1521 424 478 1635 216 482 423 367 296 539 397 Future Volume (vph) 405 1521 424 478 1635 216 482 423 367 296 539 397 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4826
Detector Phase 744388522166
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.6 48.5 48.5 9.6 48.5 48.5 9.6 46.2 46.2 9.6 46.2 46.2 Total Split (s) 12.0 48.5 48.5 12.0 48.5 48.5 12.0 48.5 48.5 11.0 47.5 47.5 Total Split (%) 10.0% 40.4% 40.4% 10.0% 40.4% 40.4% 10.0% 40.4% 40.4% 9.2% 39.6% 39.6% Yellow Time (s) 3.6 5.5 5.5 3.6 5.5 5.5 3.6 5.2 5.2 3.6 5.2 5.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.5 6.5 4.6 6.5 6.5 4.6 6.2 6.2 4.6 6.2 6.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Min Min None Min Min Act Effct Green (s) 7.6 34.8 34.8 7.6 34.8 34.8 7.6 23.1 23.1 6.6 22.1 22.1 Actuated g/C Ratio 0.08 0.37 0.37 0.08 0.37 0.37 0.08 0.24 0.24 0.07 0.23 0.23 v/c Ratio 1.48 0.58 0.61 1.75 0.62 0.31 1.76 0.32 0.77 1.25 0.32 0.43 Control Delay 268.5 25.6 16.5 380.3 26.3 4.6 386.3 29.7 31.2 181.5 30.2 10.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 268.5 25.6 16.5 380.3 26.3 4.6 386.3 29.7 31.2 181.5 30.2 10.6

LOS FCBFCAFCCFCB
Approach Delay 65.8 97.0 165.3 60.2
Approach LOS E F F E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 94.8
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.76
Intersection Signal Delay: 92.6 Intersection LOS: F
Intersection Capacity Utilization 75.5% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 24: Hamner Av. & Cantu Galleano Ranch Rd.

5.8-31
2769
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
E+P (Buildout) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 24
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 405 1521 424 478 1635 216 482 423 367 296 539 397 Future Volume (veh/h) 405 1521 424 478 1635 216 482 423 367 296 539 397 Initial Q (Qb), veh 000000000000
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 422 1584 234 498 1703 121 502 441 189 308 561 258 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222
Cap, veh/h 330 2805 594 330 2805 594 330 1002 283 285 1242 526 Arrive On Green 0.09 0.37 0.37 0.09 0.37 0.37 0.09 0.18 0.18 0.08 0.17 0.17 Sat Flow, veh/h 3563 7481 1585 3563 7481 1585 3563 5611 1585 3563 7481 3170 Grp Volume(v), veh/h 422 1584 234 498 1703 121 502 441 189 308 561 258 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 7.4 13.4 8.7 7.4 14.7 4.1 7.4 5.6 8.9 6.4 5.4 5.9 Cycle Q Clear(g_c), s 7.4 13.4 8.7 7.4 14.7 4.1 7.4 5.6 8.9 6.4 5.4 5.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 330 2805 594 330 2805 594 330 1002 283 285 1242 526 V/C Ratio(X) 1.28 0.56 0.39 1.51 0.61 0.20 1.52 0.44 0.67 1.08 0.45 0.49 Avail Cap(c_a), veh/h 330 3930 833 330 3930 833 330 2969 839 285 3865 1638 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.3 19.8 18.3 36.3 20.2 16.9 36.3 29.3 30.6 36.8 30.1 30.3 Incr Delay (d2), s/veh 147.3 0.2 0.4 244.8 0.2 0.2 250.0 0.3 2.7 76.2 0.3 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/ln 9.7 5.0 2.8 14.1 5.5 1.3 14.4 2.3 3.3 5.6 2.3 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 183.5 20.0 18.7 281.1 20.4 17.1 286.3 29.6 33.3 113.0 30.3 31.0 LnGrp LOS F B B F C B F C C F C C
Approach Vol, veh/h 2240 2322 1132 1127
Approach Delay, s/veh 50.7 76.2 144.1 53.1
Approach LOS D E F D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.0 20.5 12.0 36.5 12.0 19.5 12.0 36.5 Change Period (Y+Rc), s 4.6 6.2 4.6 6.5 4.6 6.2 4.6 6.5 Max Green Setting (Gmax), s 6.4 42.3 7.4 42.0 7.4 41.3 7.4 42.0 Max Q Clear Time (g_c+I1), s 8.4 10.9 9.4 15.4 9.4 7.9 9.4 16.7 Green Ext Time (p_c), s 0.0 3.4 0.0 13.0 0.0 4.8 0.0 13.2 Intersection Summary
HCM 6th Ctrl Delay 75.2
HCM 6th LOS E

5.8-32
2770
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report
APPENDIX 6.1: OPENING YEAR CUMULATIVE (2027) WITHOUT

PROJECT CONDITIONS INTERSECTION OPERATIONS ANALYSIS

WORKSHEETS
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Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report
This Page Intentionally Left Blank
2772
Timings Rich Haven Specific Plan TA (JN:14822)
1: Archibald Av. & SR-60 WB Ramps 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 416 8 488 889 1188 513 176
Future Volume (vph) 416 8 488 889 1188 513 176
Turn Type Split NA Perm Prot NA NA Perm
Protected Phases 4 4 5 2 6
Permitted Phases 4 6
Detector Phase 4 4 4 5 2 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 8.0 8.0 8.0
Minimum Split (s) 10.8 10.8 10.8 10.0 43.8 38.8 38.8
Total Split (s) 23.0 23.0 23.0 27.0 67.0 40.0 40.0
Total Split (%) 25.6% 25.6% 25.6% 30.0% 74.4% 44.4% 44.4% Yellow Time (s) 4.8 4.8 4.8 4.0 4.8 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 5.0 5.8 5.8 5.8
Lead/Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None None C-Min C-Min C-Min
Act Effct Green (s) 24.4 24.4 24.4 30.0 54.0 19.1 19.1
Actuated g/C Ratio 0.27 0.27 0.27 0.33 0.60 0.21 0.21
v/c Ratio 0.71 0.66 0.63 0.79 0.40 0.39 0.38
Control Delay 41.0 29.5 26.4 30.7 4.8 30.7 6.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 41.0 29.5 26.4 30.7 4.8 30.7 6.2

LOS D C C C A C A
Approach Delay 32.5 15.9 24.4
Approach LOS C B C
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay: 21.6 Intersection LOS: C
Intersection Capacity Utilization 73.3% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 1: Archibald Av. & SR-60 WB Ramps

6.1-1
2773
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 1: Archibald Av. & SR-60 WB Ramps 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 416 8 488 889 1188 0 0 513 176 Future Volume (veh/h) 0 0 0 416 8 488 889 1188 0 0 513 176 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
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 578 0 305 907 1212 0 0 523 83
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 681 0 302 1649 3472 0 0 890 219
Arrive On Green 0.19 0.00 0.19 0.95 1.00 0.00 0.00 0.14 0.14 Sat Flow, veh/h 3563 0 1583 3456 5274 0 0 6696 1585
Grp Volume(v), veh/h 578 0 305 907 1212 0 0 523 83
Grp Sat Flow(s),veh/h/ln 1781 0 1583 1728 1702 0 0 1609 1585 Q Serve(g_s), s 14.1 0.0 17.2 2.3 0.0 0.0 0.0 6.9 4.3
Cycle Q Clear(g_c), s 14.1 0.0 17.2 2.3 0.0 0.0 0.0 6.9 4.3 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 681 0 302 1649 3472 0 0 890 219
V/C Ratio(X) 0.85 0.00 1.01 0.55 0.35 0.00 0.00 0.59 0.38 Avail Cap(c_a), veh/h 681 0 302 1649 3472 0 0 2445 602
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.75 0.75 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 35.1 0.0 36.4 1.1 0.0 0.0 0.0 36.4 35.3 Incr Delay (d2), s/veh 9.9 0.0 53.9 0.2 0.2 0.0 0.0 2.8 4.9 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 6.7 0.0 18.2 0.4 0.1 0.0 0.0 2.7 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.0 0.0 90.3 1.3 0.2 0.0 0.0 39.2 40.2 LnGrp LOS D A F A A A A D D
Approach Vol, veh/h 883 2119 606
Approach Delay, s/veh 60.7 0.7 39.3
Approach LOS E A D
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 67.0 23.0 48.8 18.2
Change Period (Y+Rc), s 5.8 5.8 5.8 * 5.8
Max Green Setting (Gmax), s 61.2 17.2 22.0 * 34
Max Q Clear Time (g_c+I1), s 2.0 19.2 4.3 8.9
Green Ext Time (p_c), s 10.6 0.0 1.7 3.6
Intersection Summary
HCM 6th Ctrl Delay 21.9
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

6.1-2
2774
Timings Rich Haven Specific Plan TA (JN:14822)
2: Archibald Av. & SR-60 EB Ramps 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Lane Group EBL EBT EBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 386 5 509 1685 637 166 785
Future Volume (vph) 386 5 509 1685 637 166 785
Turn Type Split NA Perm NA Perm Prot NA
Protected Phases 8 8 2 1 6
Permitted Phases 8 2
Detector Phase 8 8 8 2 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 8.0 8.0 5.0 8.0
Minimum Split (s) 10.8 10.8 10.8 32.8 32.8 9.0 33.8
Total Split (s) 34.0 34.0 34.0 44.0 44.0 12.0 56.0
Total Split (%) 37.8% 37.8% 37.8% 48.9% 48.9% 13.3% 62.2% Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 3.0 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 5.8 5.8 4.0 5.8
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None C-Max C-Max None C-Max
Act Effct Green (s) 23.7 23.7 23.7 42.8 42.8 7.8 54.7
Actuated g/C Ratio 0.26 0.26 0.26 0.48 0.48 0.09 0.61
v/c Ratio 0.76 0.64 0.62 0.59 0.62 0.60 0.27
Control Delay 41.5 20.8 19.9 19.1 4.3 53.4 2.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 41.5 20.8 19.9 19.1 4.3 53.4 2.4

LOS D C B B A D A
Approach Delay 27.7 15.1 11.3
Approach LOS C B B
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow, Master Intersection Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.76
Intersection Signal Delay: 16.9 Intersection LOS: B
Intersection Capacity Utilization 73.3% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 2: Archibald Av. & SR-60 EB Ramps

6.1-3
2775
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 2: Archibald Av. & SR-60 EB Ramps 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 386 5 509 0 0 0 0 1685 637 166 785 0 Future Volume (veh/h) 386 5 509 0 0 0 0 1685 637 166 785 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 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 521 0 224 0 1812 505 178 844 0
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Cap, veh/h 666 0 292 0 3658 882 246 3493 0
Arrive On Green 0.19 0.00 0.19 0.00 0.57 0.57 0.14 1.00 0.00 Sat Flow, veh/h 3563 0 1562 0 6696 1551 3456 5274 0
Grp Volume(v), veh/h 521 0 224 0 1812 505 178 844 0
Grp Sat Flow(s),veh/h/ln 1781 0 1562 0 1609 1551 1728 1702 0 Q Serve(g_s), s 12.5 0.0 12.3 0.0 15.2 18.7 4.4 0.0 0.0 Cycle Q Clear(g_c), s 12.5 0.0 12.3 0.0 15.2 18.7 4.4 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 666 0 292 0 3658 882 246 3493 0
V/C Ratio(X) 0.78 0.00 0.77 0.00 0.50 0.57 0.72 0.24 0.00 Avail Cap(c_a), veh/h 1116 0 489 0 3658 882 307 3493 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 0.85 0.85 0.00 Uniform Delay (d), s/veh 34.8 0.0 34.7 0.0 11.7 12.4 37.8 0.0 0.0 Incr Delay (d2), s/veh 2.1 0.0 4.2 0.0 0.5 2.7 3.6 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.3 0.0 4.7 0.0 4.6 5.9 1.8 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.9 0.0 38.9 0.0 12.1 15.1 41.3 0.1 0.0 LnGrp LOS D A D A B B D A A
Approach Vol, veh/h 745 2317 1022
Approach Delay, s/veh 37.5 12.8 7.3
Approach LOS D B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 10.4 57.0 67.4 22.6
Change Period (Y+Rc), s 4.0 5.8 5.8 5.8
Max Green Setting (Gmax), s 8.0 38.2 50.2 28.2
Max Q Clear Time (g_c+I1), s 6.4 20.7 2.0 14.5
Green Ext Time (p_c), s 0.0 12.7 6.0 2.3
Intersection Summary
HCM 6th Ctrl Delay 15.9
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

6.1-4
2776
Timings Rich Haven Specific Plan TA (JN:14822)
3: Archibald Av. & Riverside Dr. 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 164 377 154 131 514 289 288 1551 242 676 Future Volume (vph) 164 377 154 131 514 289 288 1551 242 676 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 7 4 4 3 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 38.2 38.2 9.6 38.2 38.2 9.6 32.2 9.6 33.2 Total Split (s) 18.0 41.5 41.5 14.7 38.2 38.2 29.0 42.0 21.8 34.8 Total Split (%) 15.0% 34.6% 34.6% 12.3% 31.8% 31.8% 24.2% 35.0% 18.2% 29.0% Yellow Time (s) 3.6 5.2 5.2 3.6 5.2 5.2 3.6 5.2 3.6 5.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 6.2 4.6 6.2 6.2 4.6 6.2 4.6 6.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None Act Effct Green (s) 13.4 27.7 27.7 10.1 24.4 24.4 23.5 35.9 17.2 29.6 Actuated g/C Ratio 0.12 0.25 0.25 0.09 0.22 0.22 0.21 0.32 0.15 0.26 v/c Ratio 0.91 0.48 0.33 0.96 0.74 0.54 0.91 1.18 1.04 0.72 Control Delay 95.8 38.0 6.1 118.2 47.5 7.9 75.6 123.7 116.7 39.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 95.8 38.0 6.1 118.2 47.5 7.9 75.6 123.7 116.7 39.9

LOS F D A F D A E F F D
Approach Delay 44.6 45.1 116.8 56.7
Approach LOS D D F E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 112.6
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.18
Intersection Signal Delay: 78.1 Intersection LOS: E
Intersection Capacity Utilization 95.3% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 3: Archibald Av. & Riverside Dr.

6.1-5
2777
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 3: Archibald Av. & Riverside Dr. 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 164 377 154 131 514 289 288 1551 173 242 676 192 Future Volume (veh/h) 164 377 154 131 514 289 288 1551 173 242 676 192 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 171 393 102 136 535 237 300 1616 177 252 704 160 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 189 789 346 143 690 302 324 1403 153 243 1108 248 Arrive On Green 0.12 0.23 0.23 0.09 0.21 0.21 0.20 0.32 0.32 0.15 0.28 0.28 Sat Flow, veh/h 1594 3367 1477 1594 3367 1472 1594 4418 483 1594 3940 883 Grp Volume(v), veh/h 171 393 102 136 535 237 300 1179 614 252 575 289 Grp Sat Flow(s),veh/h/ln 1594 1683 1477 1594 1683 1472 1594 1612 1676 1594 1612 1598 Q Serve(g_s), s 11.9 11.4 6.4 9.6 16.9 11.5 20.8 35.8 35.8 17.2 17.6 17.9 Cycle Q Clear(g_c), s 11.9 11.4 6.4 9.6 16.9 11.5 20.8 35.8 35.8 17.2 17.6 17.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.29 1.00 0.55
Lane Grp Cap(c), veh/h 189 789 346 143 690 302 324 1024 532 243 907 449 V/C Ratio(X) 0.90 0.50 0.29 0.95 0.78 0.79 0.93 1.15 1.15 1.04 0.63 0.64 Avail Cap(c_a), veh/h 189 1054 463 143 956 418 345 1024 532 243 907 449 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.0 37.4 35.5 51.1 42.3 19.0 44.1 38.5 38.5 47.8 35.4 35.6 Incr Delay (d2), s/veh 38.4 0.5 0.5 60.3 2.7 6.6 28.5 79.3 89.0 67.4 1.4 3.1 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 6.6 4.5 2.3 6.1 7.0 4.2 10.4 24.5 26.9 11.1 6.7 7.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 87.5 37.9 36.0 111.3 45.1 25.6 72.6 117.7 127.5 115.2 36.9 38.7 LnGrp LOS F D D F D C E F F F D D
Approach Vol, veh/h 666 908 2093 1116
Approach Delay, s/veh 50.3 49.9 114.1 55.0
Approach LOS D D F E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 23.4 42.0 14.7 32.6 27.5 37.9 18.0 29.3 Change Period (Y+Rc), s 6.2 * 6.2 4.6 6.2 4.6 6.2 4.6 6.2 Max Green Setting (Gmax), s 17.2 * 36 10.1 35.3 24.4 28.6 13.4 32.0 Max Q Clear Time (g_c+I1), s 19.2 37.8 11.6 13.4 22.8 19.9 13.9 18.9 Green Ext Time (p_c), s 0.0 0.0 0.0 2.5 0.1 3.3 0.0 3.3 Intersection Summary
HCM 6th Ctrl Delay 79.3
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

6.1-6
2778
Timings Rich Haven Specific Plan TA (JN:14822)
4: Archibald Av. & Chino Av. 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 7
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 124 106 139 142 195 171 1571 62 791 Future Volume (vph) 124 106 139 142 195 171 1571 62 791 Turn Type Prot NA Prot NA Perm Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 8
Detector Phase 7 4 3 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.6 22.6 9.6 22.6 22.6 9.6 22.6 9.6 22.6 Total Split (s) 20.4 23.0 22.0 24.6 24.6 25.0 61.8 13.2 50.0 Total Split (%) 17.0% 19.2% 18.3% 20.5% 20.5% 20.8% 51.5% 11.0% 41.7% Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 Lead/Lag Lead Lag Lead Lag Lag Lead Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None None None None Act Effct Green (s) 13.9 15.3 15.2 16.6 16.6 17.7 52.6 8.3 40.0 Actuated g/C Ratio 0.13 0.14 0.14 0.15 0.15 0.17 0.49 0.08 0.37 v/c Ratio 0.72 0.73 0.74 0.61 0.60 0.77 0.79 0.60 0.79
Control Delay 68.1 60.1 67.1 55.2 19.5 65.7 26.4 73.6 35.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 68.1 60.1 67.1 55.2 19.5 65.7 26.4 73.6 35.2

LOS E E E E B E C E D
Approach Delay 63.6 44.1 30.0 37.7
Approach LOS E D C D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 107.2
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay: 36.5 Intersection LOS: D
Intersection Capacity Utilization 72.8% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 4: Archibald Av. & Chino Av.

6.1-7
2779
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 4: Archibald Av. & Chino Av. 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 124 106 52 139 142 195 171 1571 147 62 791 78 Future Volume (veh/h) 124 106 52 139 142 195 171 1571 147 62 791 78 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 146 125 53 164 167 135 201 1848 165 73 931 84 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 175 152 65 195 250 212 234 2387 212 91 1301 117 Arrive On Green 0.11 0.13 0.13 0.12 0.14 0.14 0.15 0.50 0.50 0.06 0.41 0.41 Sat Flow, veh/h 1594 1181 501 1594 1772 1502 1594 4806 427 1594 3196 288 Grp Volume(v), veh/h 146 0 178 164 167 135 201 1360 653 73 516 499 Grp Sat Flow(s),veh/h/ln 1594 0 1682 1594 1772 1502 1594 1772 1689 1594 1772 1713 Q Serve(g_s), s 8.5 0.0 9.7 9.5 8.4 6.6 11.6 29.5 29.9 4.3 23.0 23.0 Cycle Q Clear(g_c), s 8.5 0.0 9.7 9.5 8.4 6.6 11.6 29.5 29.9 4.3 23.0 23.0 Prop In Lane 1.00 0.30 1.00 1.00 1.00 0.25 1.00 0.17
Lane Grp Cap(c), veh/h 175 0 217 195 250 212 234 1760 839 91 721 697 V/C Ratio(X) 0.83 0.00 0.82 0.84 0.67 0.64 0.86 0.77 0.78 0.81 0.72 0.72 Avail Cap(c_a), veh/h 267 0 328 294 376 319 345 2151 1025 145 854 825 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 41.1 0.0 40.0 40.5 38.4 25.7 39.3 19.4 19.5 43.9 23.4 23.4 Incr Delay (d2), s/veh 12.6 0.0 9.6 12.7 3.1 3.2 13.5 1.5 3.1 15.3 2.3 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.8 0.0 4.4 4.3 3.7 3.0 5.1 10.5 10.5 2.0 9.0 8.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.6 0.0 49.6 53.2 41.4 28.8 52.8 20.8 22.6 59.2 25.7 25.8 LnGrp LOS D A D D D C D C C E C C
Approach Vol, veh/h 324 466 2214 1088
Approach Delay, s/veh 51.4 41.9 24.3 28.0
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.0 51.4 16.1 16.7 18.4 42.9 15.0 17.9 Change Period (Y+Rc), s 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 Max Green Setting (Gmax), s 8.6 57.2 17.4 18.4 20.4 45.4 15.8 20.0 Max Q Clear Time (g_c+I1), s 6.3 31.9 11.5 11.7 13.6 25.0 10.5 10.4 Green Ext Time (p_c), s 0.0 14.9 0.2 0.4 0.3 5.8 0.2 0.9 Intersection Summary
HCM 6th Ctrl Delay 29.4
HCM 6th LOS C

6.1-8
2780
Timings Rich Haven Specific Plan TA (JN:14822)
5: Archibald Av. & Schaefer Av. 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 9
Lane Group EBL EBT WBL WBT WBR NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 17 23 55 25 68 1693 50 1007
Future Volume (vph) 17 23 55 25 68 1693 50 1007
Turn Type Perm NA Prot NA Perm NA Prot NA
Protected Phases 4 3 8 2 1 6
Permitted Phases 4 8
Detector Phase 4 4 3 8 8 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 10.0 5.0 10.0
Minimum Split (s) 32.5 32.5 9.6 32.6 32.6 37.5 9.6 23.5 Total Split (s) 32.6 32.6 12.8 45.4 45.4 62.2 12.4 74.6 Total Split (%) 27.2% 27.2% 10.7% 37.8% 37.8% 51.8% 10.3% 62.2% Yellow Time (s) 3.5 3.5 3.6 3.6 3.6 5.5 3.6 5.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.6 4.6 4.6 6.5 4.6 6.5
Lead/Lag Lag Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Recall Mode None None None None None None None None
Act Effct Green (s) 9.3 9.3 8.4 15.6 15.6 52.4 8.1 60.9 Actuated g/C Ratio 0.11 0.11 0.10 0.19 0.19 0.65 0.10 0.75 v/c Ratio 0.13 0.13 0.40 0.09 0.24 0.67 0.38 0.49
Control Delay 43.4 42.8 52.0 31.8 9.4 16.3 51.9 7.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 43.4 42.8 52.0 31.8 9.4 16.3 51.9 7.9

LOS D D D C A B D A
Approach Delay 43.1 28.9 16.3 10.0
Approach LOS D C B A
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 81.2
Natural Cycle: 100
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.67
Intersection Signal Delay: 15.0 Intersection LOS: B
Intersection Capacity Utilization 73.1% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 5: Archibald Av. & Schaefer Av.

6.1-9
2781
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 5: Archibald Av. & Schaefer Av. 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 17 23 0 55 25 68 0 1693 45 50 1007 19 Future Volume (veh/h) 17 23 0 55 25 68 0 1693 45 50 1007 19 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.86 1.00 1.00 0.93 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 20 27 0 65 30 81 0 2015 42 60 1199 23 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 169 133 0 80 329 260 95 2728 57 75 2255 43
Arrive On Green 0.08 0.08 0.00 0.05 0.19 0.19 0.00 0.56 0.56 0.05 0.67 0.67 Sat Flow, veh/h 982 1772 0 1594 1772 1400 408 4874 101 1594 3377 65 Grp Volume(v), veh/h 20 27 0 65 30 81 0 1332 725 60 597 625 Grp Sat Flow(s),veh/h/ln 982 1772 0 1594 1772 1400 408 1612 1751 1594 1683 1759 Q Serve(g_s), s 1.5 1.1 0.0 3.1 1.1 3.8 0.0 23.5 23.6 2.8 13.8 13.9 Cycle Q Clear(g_c), s 1.5 1.1 0.0 3.1 1.1 3.8 0.0 23.5 23.6 2.8 13.8 13.9 Prop In Lane 1.00 0.00 1.00 1.00 1.00 0.06 1.00 0.04
Lane Grp Cap(c), veh/h 169 133 0 80 329 260 95 1805 980 75 1124 1174 V/C Ratio(X) 0.12 0.20 0.00 0.82 0.09 0.31 0.00 0.74 0.74 0.80 0.53 0.53 Avail Cap(c_a), veh/h 459 657 0 173 955 754 167 2372 1288 164 1514 1581 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 0.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.1 32.9 0.0 35.6 25.5 26.7 0.0 12.5 12.5 35.7 6.5 6.5 Incr Delay (d2), s/veh 0.3 0.7 0.0 7.4 0.1 0.7 0.0 0.9 1.6 6.9 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.5 0.0 1.3 0.4 1.2 0.0 6.2 6.9 1.1 2.9 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.4 33.6 0.0 43.1 25.7 27.3 0.0 13.4 14.1 42.6 6.9 6.9 LnGrp LOS C C A D C C A B B D A A
Approach Vol, veh/h 47 176 2057 1282
Approach Delay, s/veh 33.5 32.9 13.7 8.5
Approach LOS C C B A
Timer - Assigned Phs 1 2 3 4 6 8
Phs Duration (G+Y+Rc), s 8.2 48.9 8.4 10.3 57.1 18.7
Change Period (Y+Rc), s 4.6 6.5 4.6 * 4.6 6.5 4.6
Max Green Setting (Gmax), s 7.8 55.7 8.2 * 28 68.1 40.8 Max Q Clear Time (g_c+I1), s 4.8 25.6 5.1 3.5 15.9 5.8
Green Ext Time (p_c), s 0.0 16.8 0.0 0.1 8.7 0.4
Intersection Summary
HCM 6th Ctrl Delay 13.0
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

6.1-10
2782
Timings Rich Haven Specific Plan TA (JN:14822)
6: Archibald Av. & Edison Av./Ontario Ranch Rd. 10/06/2022 OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 38 233 72 267 454 117 184 1400 309 99 700 68 Future Volume (vph) 38 233 72 267 454 117 184 1400 309 99 700 68 Turn Type Prot NA Free Prot NA Perm Prot NA Free Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases Free 8 Free 6
Detector Phase 7 4 3 8 8 5 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 39.2 9.6 46.2 46.2 9.6 39.5 9.6 46.5 46.5 Total Split (s) 9.6 39.6 16.2 46.2 46.2 16.0 53.2 11.0 48.2 48.2 Total Split (%) 8.0% 33.0% 13.5% 38.5% 38.5% 13.3% 44.3% 9.2% 40.2% 40.2% Yellow Time (s) 3.6 5.2 3.6 5.2 5.2 3.6 5.5 3.6 5.5 5.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 4.6 6.2 6.2 4.6 6.5 4.6 6.5 6.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Min None Min Min Act Effct Green (s) 5.0 26.9 114.1 11.7 35.8 35.8 11.5 47.0 114.1 6.4 42.0 42.0 Actuated g/C Ratio 0.04 0.24 1.00 0.10 0.31 0.31 0.10 0.41 1.00 0.06 0.37 0.37 v/c Ratio 0.32 0.31 0.05 0.96 0.90 0.23 1.27 1.06 0.23 1.22 0.59 0.11 Control Delay 62.3 36.0 0.1 95.2 58.5 3.4 205.0 74.6 0.4 214.9 32.7 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 62.3 36.0 0.1 95.2 58.5 3.4 205.0 74.6 0.4 214.9 32.7 0.4

LOS E D A F E A F E A F C A
Approach Delay 31.4 62.5 75.1 51.0
Approach LOS C E E D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 114.1
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.27
Intersection Signal Delay: 63.3 Intersection LOS: E
Intersection Capacity Utilization 94.6% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 6: Archibald Av. & Edison Av./Ontario Ranch Rd.

6.1-11
2783
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 6: Archibald Av. & Edison Av./Ontario Ranch Rd. 10/06/2022 OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 38 233 72 267 454 117 184 1400 309 99 700 68 Future Volume (veh/h) 38 233 72 267 454 117 184 1400 309 99 700 68 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1575 1772 1772 1575 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 42 256 0 293 499 74 202 1538 0 109 769 42 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 97 819 309 534 447 161 1470 91 1312 544
Arrive On Green 0.05 0.35 0.00 0.15 0.45 0.45 0.15 0.62 0.00 0.09 0.56 0.56 Sat Flow, veh/h 3000 3544 1502 3000 1772 1483 1594 3544 1502 1594 3544 1469 Grp Volume(v), veh/h 42 256 0 293 499 74 202 1538 0 109 769 42 Grp Sat Flow(s),veh/h/ln 1500 1772 1502 1500 1772 1483 1594 1772 1502 1594 1772 1469 Q Serve(g_s), s 1.5 6.0 0.0 10.9 30.1 3.3 11.4 46.7 0.0 6.4 16.1 1.5 Cycle Q Clear(g_c), s 1.5 6.0 0.0 10.9 30.1 3.3 11.4 46.7 0.0 6.4 16.1 1.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 97 819 309 534 447 161 1470 91 1312 544 V/C Ratio(X) 0.43 0.31 0.95 0.93 0.17 1.25 1.05 1.20 0.59 0.08 Avail Cap(c_a), veh/h 133 1051 309 629 527 161 1470 91 1312 544 HCM Platoon Ratio 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.6 30.2 0.0 47.3 29.8 22.5 47.8 21.3 0.0 51.5 19.3 16.1 Incr Delay (d2), s/veh 1.1 0.2 0.0 37.1 19.5 0.2 154.2 36.7 0.0 159.1 0.7 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 0.6 2.4 0.0 5.3 12.8 1.1 11.0 18.8 0.0 6.4 5.2 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.7 30.5 0.0 84.5 49.2 22.6 201.9 57.9 0.0 210.6 20.0 16.2 LnGrp LOS D C F D C F F F C B
Approach Vol, veh/h 298 A 866 1740 A 920
Approach Delay, s/veh 33.7 58.9 74.7 42.4
Approach LOS C E E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.0 53.2 16.2 32.2 16.0 48.2 8.3 40.2 Change Period (Y+Rc), s 4.6 6.5 4.6 6.2 4.6 6.5 4.6 6.2 Max Green Setting (Gmax), s 6.4 46.7 11.6 33.4 11.4 41.7 5.0 40.0 Max Q Clear Time (g_c+I1), s 8.4 48.7 12.9 8.0 13.4 18.1 3.5 32.1 Green Ext Time (p_c), s 0.0 0.0 0.0 1.4 0.0 4.8 0.0 1.9 Intersection Summary
HCM 6th Ctrl Delay 60.1
HCM 6th LOS E
Notes
Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay.

6.1-12
2784
Timings Rich Haven Specific Plan TA (JN:14822)
7: Turner Av. & Riverside Dr. 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 13
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 131 513 93 577 305 246 122 187
Future Volume (vph) 131 513 93 577 305 246 122 187
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases
Detector Phase 7 4 3 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 27.2 9.6 27.2 9.6 28.8 9.6 28.8
Total Split (s) 18.0 41.2 14.8 38.0 34.0 38.7 25.3 30.0 Total Split (%) 15.0% 34.3% 12.3% 31.7% 28.3% 32.3% 21.1% 25.0% Yellow Time (s) 3.6 5.2 3.6 5.2 3.6 4.8 3.6 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 6.2 4.6 6.2 4.6 5.8 4.6 5.8
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None Min None Min
Act Effct Green (s) 13.4 35.2 10.0 31.8 29.4 30.4 14.8 15.8 Actuated g/C Ratio 0.12 0.32 0.09 0.28 0.26 0.27 0.13 0.14 v/c Ratio 0.88 0.83 0.83 0.97 0.93 0.64 0.73 0.73
Control Delay 89.9 43.0 92.6 62.1 70.6 27.4 66.9 40.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 89.9 43.0 92.6 62.1 70.6 27.4 66.9 40.7

LOS F D F E E C E D
Approach Delay 50.6 65.6 44.0 48.1
Approach LOS D E D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 111.7
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.97
Intersection Signal Delay: 52.7 Intersection LOS: D
Intersection Capacity Utilization 79.3% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 7: Turner Av. & Riverside Dr.

6.1-13
2785
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 7: Turner Av. & Riverside Dr. 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 131 513 165 93 577 142 305 246 242 122 187 121 Future Volume (veh/h) 131 513 165 93 577 142 305 246 242 122 187 121 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.99 1.00 0.95 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 166 649 148 118 730 122 386 311 272 154 237 131 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 190 824 188 141 788 132 408 514 434 180 341 181 Arrive On Green 0.12 0.30 0.30 0.09 0.27 0.27 0.26 0.31 0.31 0.11 0.16 0.16 Sat Flow, veh/h 1594 2704 616 1594 2880 481 1594 1683 1422 1594 2108 1119 Grp Volume(v), veh/h 166 404 393 118 427 425 386 311 272 154 187 181 Grp Sat Flow(s),veh/h/ln 1594 1683 1636 1594 1683 1678 1594 1683 1422 1594 1683 1543 Q Serve(g_s), s 11.5 24.6 24.7 8.2 27.7 27.7 26.7 17.7 18.4 10.7 11.8 12.5 Cycle Q Clear(g_c), s 11.5 24.6 24.7 8.2 27.7 27.7 26.7 17.7 18.4 10.7 11.8 12.5 Prop In Lane 1.00 0.38 1.00 0.29 1.00 1.00 1.00 0.72
Lane Grp Cap(c), veh/h 190 513 498 141 461 459 408 514 434 180 273 250 V/C Ratio(X) 0.87 0.79 0.79 0.84 0.93 0.93 0.95 0.61 0.63 0.86 0.69 0.72 Avail Cap(c_a), veh/h 190 525 510 145 477 475 417 514 434 294 363 333 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.6 35.7 35.7 50.4 39.7 39.7 41.0 33.2 33.5 48.9 44.3 44.6 Incr Delay (d2), s/veh 31.8 7.7 8.0 30.6 23.8 24.0 29.8 2.0 2.8 6.7 3.4 5.1 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 6.1 10.6 10.4 4.3 13.8 13.8 13.4 7.2 6.4 4.4 5.0 5.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 80.4 43.4 43.7 80.9 63.4 63.7 70.8 35.2 36.3 55.6 47.8 49.8 LnGrp LOS F D D F E E E D D E D D
Approach Vol, veh/h 963 970 969 522
Approach Delay, s/veh 49.9 65.7 49.7 50.8
Approach LOS D E D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 17.3 40.1 14.5 40.4 33.3 24.0 18.0 36.9 Change Period (Y+Rc), s 4.6 5.8 4.6 6.2 4.6 5.8 4.6 6.2 Max Green Setting (Gmax), s 20.7 32.9 10.2 35.0 29.4 24.2 13.4 31.8 Max Q Clear Time (g_c+I1), s 12.7 20.4 10.2 26.7 28.7 14.5 13.5 29.7 Green Ext Time (p_c), s 0.1 2.7 0.0 2.8 0.1 1.4 0.0 1.0 Intersection Summary
HCM 6th Ctrl Delay 54.4
HCM 6th LOS D

6.1-14
2786
HCM 6th AWSC Rich Haven Specific Plan TA (JN:14822)
8: Turner Av. & Chino Av. 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 15
Intersection
Intersection Delay, s/veh54.9
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 107 154 107 44 203 134 142 448 46 84 209 82 Future Vol, veh/h 107 154 107 44 203 134 142 448 46 84 209 82 Peak Hour Factor 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 145 208 145 59 274 181 192 605 62 114 282 111 Number of Lanes 1 2 0 1 2 0 1 2 0 1 2 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 3
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 3 3 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 3 3 3 3
HCM Control Delay 29.1 41 92.9 30.1

HCM LOS D E F D

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, % 0% 100% 76% 0% 100% 32% 0% 100% 34% 0% 100% 46% Vol Right, % 0% 0% 24% 0% 0% 68% 0% 0% 66% 0% 0% 54%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 142 299 195 107 103 158 44 135 202 84 139 152 LT Vol 142 0 0 107 0 0 44 0 0 84 0 0
Through Vol 0 299 149 0 103 51 0 135 68 0 139 70
RT Vol 0 0 46 0 0 107 0 0 134 0 0 82
Lane Flow Rate 192 404 264 145 139 214 59 183 273 114 188 205 Geometry Grp 8 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.606 1.219 0.785 0.486 0.448 0.664 0.199 0.588 0.842 0.383 0.61 0.643 Departure Headway (Hd) 11.374 10.874 10.709 12.454 11.954 11.481 12.387 11.887 11.422 12.417 11.917 11.538 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 317 335 338 291 304 317 291 305 319 292 305 316
Service Time 9.174 8.674 8.509 10.154 9.654 9.181 10.087 9.587 9.122 10.117 9.617 9.238 HCM Lane V/C Ratio 0.606 1.206 0.781 0.498 0.457 0.675 0.203 0.6 0.856 0.39 0.616 0.649 HCM Control Delay 30.3 154.9 43.6 26.4 24 34.2 18.1 30.2 53.3 22.6 31.6 32.9 HCM Lane LOS D F E D C D C D F C D D
HCM 95th-tile Q 3.7 17.5 6.4 2.5 2.2 4.4 0.7 3.5 7.3 1.7 3.7 4.2

6.1-15
2787
Timings Rich Haven Specific Plan TA (JN:14822)
9: S Turner Av. & Ontario Ranch Rd. 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 16
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 35 610 17 57 866 26 37 142 59 70
Future Volume (vph) 35 610 17 57 866 26 37 142 59 70
Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 7 4 4 3 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.6 23.8 23.8 9.6 23.8 23.8 9.6 23.8 9.6 23.8 Total Split (s) 15.0 49.0 49.0 18.0 52.0 52.0 15.0 35.0 18.0 38.0 Total Split (%) 12.5% 40.8% 40.8% 15.0% 43.3% 43.3% 12.5% 29.2% 15.0% 31.7% Yellow Time (s) 3.6 4.8 4.8 3.6 4.8 4.8 3.6 4.8 3.6 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 5.8 4.6 5.8 5.8 4.6 5.8 4.6 5.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Min None Min Act Effct Green (s) 7.4 26.8 26.8 8.3 30.2 30.2 7.4 15.0 8.4 18.4 Actuated g/C Ratio 0.10 0.36 0.36 0.11 0.40 0.40 0.10 0.20 0.11 0.25 v/c Ratio 0.22 0.53 0.03 0.32 0.67 0.04 0.23 0.54 0.33 0.22 Control Delay 44.1 22.6 0.1 43.8 23.0 0.1 44.2 36.7 43.8 27.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 44.1 22.6 0.1 43.8 23.0 0.1 44.2 36.7 43.8 27.8

LOS D C A D C A D D D C
Approach Delay 23.1 23.6 38.0 34.1
Approach LOS C C D C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 74.6
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.67
Intersection Signal Delay: 25.8 Intersection LOS: C
Intersection Capacity Utilization 59.4% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 9: S Turner Av. & Ontario Ranch Rd.

6.1-16
2788
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 9: S Turner Av. & Ontario Ranch Rd. 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 17
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 35 610 17 57 866 26 37 142 38 59 70 21 Future Volume (veh/h) 35 610 17 57 866 26 37 142 38 59 70 21 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 39 678 15 63 962 21 41 158 36 66 78 12 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 72 1315 587 99 1369 610 75 225 51 101 265 41 Arrive On Green 0.04 0.37 0.37 0.06 0.39 0.39 0.04 0.15 0.15 0.06 0.17 0.17 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 1474 336 1781 1583 244 Grp Volume(v), veh/h 39 678 15 63 962 21 41 0 194 66 0 90 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 0 1810 1781 0 1827 Q Serve(g_s), s 1.2 8.5 0.3 2.0 13.0 0.5 1.3 0.0 5.8 2.1 0.0 2.5 Cycle Q Clear(g_c), s 1.2 8.5 0.3 2.0 13.0 0.5 1.3 0.0 5.8 2.1 0.0 2.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.19 1.00 0.13
Lane Grp Cap(c), veh/h 72 1315 587 99 1369 610 75 0 276 101 0 306 V/C Ratio(X) 0.54 0.52 0.03 0.64 0.70 0.03 0.55 0.00 0.70 0.65 0.00 0.29 Avail Cap(c_a), veh/h 325 2693 1201 419 2880 1285 325 0 927 419 0 1032 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 26.8 14.0 11.4 26.4 14.8 10.9 26.8 0.0 22.9 26.3 0.0 20.8 Incr Delay (d2), s/veh 2.3 0.3 0.0 2.5 0.7 0.0 2.3 0.0 3.2 2.6 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 2.6 0.1 0.8 4.0 0.1 0.5 0.0 2.4 0.9 0.0 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.2 14.3 11.4 28.9 15.4 10.9 29.1 0.0 26.2 29.0 0.0 21.3 LnGrp LOS C B B C B B C A C C A C
Approach Vol, veh/h 732 1046 235 156
Approach Delay, s/veh 15.0 16.2 26.7 24.5
Approach LOS B B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.8 14.5 7.8 26.9 7.0 15.4 6.9 27.8 Change Period (Y+Rc), s 4.6 5.8 4.6 5.8 4.6 5.8 4.6 5.8 Max Green Setting (Gmax), s 13.4 29.2 13.4 43.2 10.4 32.2 10.4 46.2 Max Q Clear Time (g_c+I1), s 4.1 7.8 4.0 10.5 3.3 4.5 3.2 15.0 Green Ext Time (p_c), s 0.0 0.9 0.0 4.5 0.0 0.4 0.0 6.9 Intersection Summary
HCM 6th Ctrl Delay 17.5
HCM 6th LOS B

6.1-17
2789
Timings Rich Haven Specific Plan TA (JN:14822)
10: Haven Av. & SR-60 WB Ramps 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 18
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 251 4 790 335 1724 910 449
Future Volume (vph) 251 4 790 335 1724 910 449
Turn Type Perm NA Free Prot NA NA Perm
Protected Phases 8 5 2 6
Permitted Phases 8 Free 6
Detector Phase 8 8 5 2 6 6
Switch Phase
Minimum Initial (s) 10.0 10.0 5.0 8.0 8.0 8.0
Minimum Split (s) 15.8 15.8 10.0 35.2 28.2 28.2
Total Split (s) 30.2 30.2 16.0 44.8 28.8 28.8
Total Split (%) 40.3% 40.3% 21.3% 59.7% 38.4% 38.4%
Yellow Time (s) 4.8 4.8 4.0 5.2 5.2 5.2
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.0 6.2 6.2 6.2
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None C-Max C-Max C-Max
Act Effct Green (s) 24.1 24.1 75.0 10.4 38.9 23.5 23.5
Actuated g/C Ratio 0.32 0.32 1.00 0.14 0.52 0.31 0.31
v/c Ratio 0.93 0.94 0.52 0.73 0.68 0.59 0.58
Control Delay 51.8 52.5 1.2 35.4 16.1 23.8 5.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 51.8 52.5 1.2 35.4 16.1 23.8 5.5

LOS D D A D B C A
Approach Delay 29.3 19.2 17.8
Approach LOS C B B
Intersection Summary
Cycle Length: 75
Actuated Cycle Length: 75
Offset: 45 (60%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.94
Intersection Signal Delay: 22.3 Intersection LOS: C
Intersection Capacity Utilization 79.6% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 10: Haven Av. & SR-60 WB Ramps

6.1-18
2790
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 10: Haven Av. & SR-60 WB Ramps 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 19
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 251 4 790 335 1724 0 0 910 449 Future Volume (veh/h) 0 0 0 251 4 790 335 1724 0 0 910 449 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99
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 1007 0 0 349 1796 0 0 948 400
Peak Hour Factor 0.25 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 1107 0 428 2703 0 0 1730 530
Arrive On Green 0.31 0.00 0.00 0.25 1.00 0.00 0.00 0.34 0.34 Sat Flow, veh/h 3563 0 1585 3456 5274 0 0 5274 1564
Grp Volume(v), veh/h 1007 0 0 349 1796 0 0 948 400
Grp Sat Flow(s),veh/h/ln 1781 0 1585 1728 1702 0 0 1702 1564 Q Serve(g_s), s 20.4 0.0 0.0 7.1 0.0 0.0 0.0 11.3 17.0
Cycle Q Clear(g_c), s 20.4 0.0 0.0 7.1 0.0 0.0 0.0 11.3 17.0 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 1107 0 428 2703 0 0 1730 530
V/C Ratio(X) 0.91 0.00 0.82 0.66 0.00 0.00 0.55 0.75
Avail Cap(c_a), veh/h 1159 0 507 2703 0 0 1730 530
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.28 0.28 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 24.8 0.0 0.0 27.4 0.0 0.0 0.0 20.1 22.0 Incr Delay (d2), s/veh 10.4 0.0 0.0 2.2 0.4 0.0 0.0 1.3 9.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.2 0.0 0.0 2.5 0.1 0.0 0.0 4.2 6.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.2 0.0 0.0 29.6 0.4 0.0 0.0 21.4 31.6 LnGrp LOS D A C A A A C C
Approach Vol, veh/h 1007 A 2145 1348
Approach Delay, s/veh 35.2 5.1 24.4
Approach LOS D A C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 45.9 14.3 31.6 29.1
Change Period (Y+Rc), s 6.2 5.0 6.2 5.8
Max Green Setting (Gmax), s 38.6 11.0 22.6 24.4
Max Q Clear Time (g_c+I1), s 2.0 9.1 19.0 22.4
Green Ext Time (p_c), s 10.9 0.1 1.8 0.9
Intersection Summary
HCM 6th Ctrl Delay 17.6
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

6.1-19
2791
Timings Rich Haven Specific Plan TA (JN:14822)
11: Haven Av. & SR-60 EB Ramps 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 20
Lane Group EBL EBT EBR NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 792 5 183 1249 357 835
Future Volume (vph) 792 5 183 1249 357 835
Turn Type Perm NA Perm NA Prot NA
Protected Phases 4 2 1 6
Permitted Phases 4 4
Detector Phase 4 4 4 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 8.0 5.0 8.0
Minimum Split (s) 10.8 10.8 10.8 28.2 10.0 31.2
Total Split (s) 28.0 28.0 28.0 34.0 13.0 47.0
Total Split (%) 37.3% 37.3% 37.3% 45.3% 17.3% 62.7%
Yellow Time (s) 4.8 4.8 4.8 5.2 4.0 5.2
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 6.2 5.0 6.2
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode None None None C-Max None C-Max
Act Effct Green (s) 21.2 21.2 21.2 27.8 9.0 41.8
Actuated g/C Ratio 0.28 0.28 0.28 0.37 0.12 0.56
v/c Ratio 0.88 0.88 0.36 0.92 0.92 0.31
Control Delay 46.9 47.8 9.9 30.9 54.1 8.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 46.9 47.8 9.9 30.9 54.1 8.8

LOS D D A C D A
Approach Delay 40.3 30.9 22.4
Approach LOS D C C
Intersection Summary
Cycle Length: 75
Actuated Cycle Length: 75
Offset: 48 (64%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.92
Intersection Signal Delay: 30.7 Intersection LOS: C
Intersection Capacity Utilization 79.6% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 11: Haven Av. & SR-60 EB Ramps

6.1-20
2792
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 11: Haven Av. & SR-60 EB Ramps 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 21
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 792 5 183 0 0 0 0 1249 405 357 835 0 Future Volume (veh/h) 792 5 183 0 0 0 0 1249 405 357 835 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 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 838 0 87 0 1315 345 376 879 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 1599 419 369 2918 0
Arrive On Green 0.27 0.00 0.27 0.00 0.40 0.40 0.21 1.00 0.00 Sat Flow, veh/h 3563 0 1585 0 4184 1052 3456 5274 0
Grp Volume(v), veh/h 838 0 87 0 1114 546 376 879 0
Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1664 1728 1702 0 Q Serve(g_s), s 16.9 0.0 3.2 0.0 22.0 22.0 8.0 0.0 0.0
Cycle Q Clear(g_c), s 16.9 0.0 3.2 0.0 22.0 22.0 8.0 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.63 1.00 0.00
Lane Grp Cap(c), veh/h 957 0 426 0 1355 662 369 2918 0
V/C Ratio(X) 0.88 0.00 0.20 0.00 0.82 0.82 1.02 0.30 0.00 Avail Cap(c_a), veh/h 1055 0 469 0 1355 662 369 2918 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 0.63 0.63 0.00 Uniform Delay (d), s/veh 26.2 0.0 21.2 0.0 20.2 20.2 29.5 0.0 0.0 Incr Delay (d2), s/veh 7.9 0.0 0.2 0.0 5.7 11.2 42.4 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.4 0.0 1.1 0.0 8.5 9.4 4.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.1 0.0 21.5 0.0 25.9 31.4 71.9 0.2 0.0 LnGrp LOS C A C A C C F A A
Approach Vol, veh/h 925 1660 1255
Approach Delay, s/veh 32.9 27.7 21.6
Approach LOS C C C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 13.0 36.1 25.9 49.1
Change Period (Y+Rc), s 5.0 6.2 5.8 6.2
Max Green Setting (Gmax), s 8.0 27.8 22.2 40.8
Max Q Clear Time (g_c+I1), s 10.0 24.0 18.9 2.0
Green Ext Time (p_c), s 0.0 2.5 1.3 4.0
Intersection Summary
HCM 6th Ctrl Delay 27.0
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

6.1-21
2793
Timings Rich Haven Specific Plan TA (JN:14822)
12: Haven Av. & Riverside Dr. 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 22
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 388 575 202 414 22 481 289 326 281 Future Volume (vph) 388 575 202 414 22 481 289 326 281
Turn Type Prot NA Prot NA Perm NA Split NA Perm
Protected Phases 7 4 3 8 2 6 6
Permitted Phases 2 6
Detector Phase 7 4 3 8 2 2 6 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.6 25.2 9.6 30.2 23.7 23.7 24.8 24.8 24.8 Total Split (s) 19.0 38.2 11.0 30.2 45.8 45.8 25.0 25.0 25.0 Total Split (%) 15.8% 31.8% 9.2% 25.2% 38.2% 38.2% 20.8% 20.8% 20.8% Yellow Time (s) 3.6 5.2 3.6 5.2 3.7 3.7 4.8 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 6.2 4.6 6.2 4.7 5.8 5.8 5.8
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None Min Min Min Min Min
Act Effct Green (s) 14.4 32.0 6.4 24.0 41.1 19.2 19.2 19.2 Actuated g/C Ratio 0.12 0.27 0.05 0.20 0.34 0.16 0.16 0.16 v/c Ratio 2.19 1.39 2.56 0.96 3.36 1.21 1.23 0.62
Control Delay 576.3 223.7 758.3 69.4 1088.6 169.7 173.2 11.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 576.3 223.7 758.3 69.4 1088.6 169.7 173.2 11.2

LOS F F F E F F F B
Approach Delay 361.1 241.2 1088.6 121.3
Approach LOS F F F F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 3.36
Intersection Signal Delay: 419.9 Intersection LOS: F
Intersection Capacity Utilization 123.8% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 12: Haven Av. & Riverside Dr.

6.1-22
2794
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 12: Haven Av. & Riverside Dr. 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 23
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 388 575 33 202 414 195 22 481 201 289 326 281 Future Volume (veh/h) 388 575 33 202 414 195 22 481 201 289 326 281 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.92 1.00 0.95 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 413 612 32 215 440 171 23 512 197 307 347 123 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 191 443 23 85 469 180 18 402 155 255 284 235 Arrive On Green 0.12 0.27 0.27 0.05 0.20 0.20 0.34 0.34 0.34 0.16 0.16 0.16 Sat Flow, veh/h 1594 1661 87 1594 2343 900 53 1175 452 1594 1772 1468 Grp Volume(v), veh/h 413 0 644 215 315 296 732 0 0 307 347 123 Grp Sat Flow(s),veh/h/ln 1594 0 1747 1594 1683 1559 1680 0 0 1594 1772 1468 Q Serve(g_s), s 14.4 0.0 32.0 6.4 22.1 22.5 41.1 0.0 0.0 19.2 19.2 9.2 Cycle Q Clear(g_c), s 14.4 0.0 32.0 6.4 22.1 22.5 41.1 0.0 0.0 19.2 19.2 9.2 Prop In Lane 1.00 0.05 1.00 0.58 0.03 0.27 1.00 1.00
Lane Grp Cap(c), veh/h 191 0 466 85 337 312 575 0 0 255 284 235 V/C Ratio(X) 2.16 0.00 1.38 2.53 0.93 0.95 1.27 0.00 0.00 1.20 1.22 0.52 Avail Cap(c_a), veh/h 191 0 466 85 337 312 575 0 0 255 284 235 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 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.8 0.0 44.0 56.8 47.2 47.4 39.5 0.0 0.0 50.4 50.4 46.2 Incr Delay (d2), s/veh 538.7 0.0 184.9 721.6 32.5 37.8 135.7 0.0 0.0 122.9 128.1 2.1 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 34.2 0.0 37.1 19.5 11.9 11.6 38.3 0.0 0.0 16.1 18.3 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 591.5 0.0 228.9 778.4 79.8 85.2 175.1 0.0 0.0 173.3 178.5 48.3 LnGrp LOS F A F F E F F A A F F D
Approach Vol, veh/h 1057 826 732 777
Approach Delay, s/veh 370.6 263.6 175.1 155.8
Approach LOS F F F F
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 45.8 11.0 38.2 25.0 19.0 30.2
Change Period (Y+Rc), s * 4.7 4.6 6.2 5.8 4.6 6.2
Max Green Setting (Gmax), s * 41 6.4 32.0 19.2 14.4 24.0 Max Q Clear Time (g_c+I1), s 43.1 8.4 34.0 21.2 16.4 24.5 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 253.1
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

6.1-23
2795
HCM 6th TWSC Rich Haven Specific Plan TA (JN:14822)
13: Haven Av. & Chino Av. 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 24
Intersection
Int Delay, s/veh 5.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 152 75 158 569 357 135
Future Vol, veh/h 152 75 158 569 357 135
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 150 0 150 - - -
Veh in Median Storage, # 1 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 162 80 168 605 380 144
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1393 452 524 0 - 0
Stage 1 452 - - - - -
Stage 2 941 - - - - -
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver ~ 156 608 1043 - - -
Stage 1 641 - - - - -
Stage 2 380 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 131 608 1043 - - -
Mov Cap-2 Maneuver 261 - - - - -
Stage 1 538 - - - - -
Stage 2 380 - - - - -
Approach EB NB SB
HCM Control Delay, s 29.9 2 0

HCM LOS D
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1043 - 261 608 - -
HCM Lane V/C Ratio 0.161 - 0.62 0.131 - -
HCM Control Delay (s) 9.1 - 38.9 11.8 - -
HCM Lane LOS A - E B - -
HCM 95th %tile Q(veh) 0.6 - 3.8 0.5 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

6.1-24
2796
Timings Rich Haven Specific Plan TA (JN:14822)
14: Haven Av. & Schaefer av. 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 25
Lane Group EBL EBR NBL NBT SBT
Lane Configurations
Traffic Volume (vph) 81 118 136 577 366
Future Volume (vph) 81 118 136 577 366
Turn Type Prot Perm Prot NA NA
Protected Phases 4 5 2 6
Permitted Phases 4
Detector Phase 4 4 5 2 6
Switch Phase
Minimum Initial (s) 10.0 10.0 5.0 10.0 10.0
Minimum Split (s) 27.8 27.8 9.6 15.8 29.8
Total Split (s) 35.0 35.0 31.0 85.0 54.0
Total Split (%) 29.2% 29.2% 25.8% 70.8% 45.0%
Yellow Time (s) 4.8 4.8 3.6 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 4.6 5.8 5.8
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Recall Mode None None None Min Min
Act Effct Green (s) 12.1 12.1 9.8 28.2 16.3
Actuated g/C Ratio 0.23 0.23 0.19 0.54 0.31
v/c Ratio 0.24 0.29 0.50 0.66 0.45
Control Delay 20.5 6.6 27.8 12.9 17.6
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 20.5 6.6 27.8 12.9 17.6

LOS C A C B B
Approach Delay 12.3 15.8 17.6
Approach LOS B B B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 52.5
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.66
Intersection Signal Delay: 15.8 Intersection LOS: B
Intersection Capacity Utilization 50.4% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 14: Haven Av. & Schaefer av.

6.1-25
2797
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 14: Haven Av. & Schaefer av. 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 26
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 81 118 136 577 366 58
Future Volume (veh/h) 81 118 136 577 366 58
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1673 1772 1673 1772 1772 1772
Adj Flow Rate, veh/h 88 74 148 627 398 60
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 337 318 186 871 754 113
Arrive On Green 0.21 0.21 0.12 0.49 0.26 0.26
Sat Flow, veh/h 1594 1502 1594 1772 3015 437
Grp Volume(v), veh/h 88 74 148 627 228 230
Grp Sat Flow(s),veh/h/ln 1594 1502 1594 1772 1683 1680
Q Serve(g_s), s 1.8 1.6 3.5 10.9 4.5 4.6
Cycle Q Clear(g_c), s 1.8 1.6 3.5 10.9 4.5 4.6
Prop In Lane 1.00 1.00 1.00 0.26
Lane Grp Cap(c), veh/h 337 318 186 871 434 433
V/C Ratio(X) 0.26 0.23 0.80 0.72 0.52 0.53
Avail Cap(c_a), veh/h 1190 1121 1076 3588 2074 2070
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 12.9 12.8 16.8 7.8 12.5 12.5
Incr Delay (d2), s/veh 0.4 0.4 2.9 1.1 1.0 1.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.5 0.0 1.1 2.2 1.3 1.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.3 13.2 19.8 9.0 13.5 13.5
LnGrp LOS B B B A B B
Approach Vol, veh/h 162 775 458
Approach Delay, s/veh 13.2 11.0 13.5
Approach LOS B B B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 25.0 14.1 9.2 15.9
Change Period (Y+Rc), s 5.8 5.8 4.6 5.8
Max Green Setting (Gmax), s 79.2 29.2 26.4 48.2
Max Q Clear Time (g_c+I1), s 12.9 3.8 5.5 6.6
Green Ext Time (p_c), s 4.3 0.4 0.2 2.6
Intersection Summary
HCM 6th Ctrl Delay 12.1
HCM 6th LOS B

6.1-26
2798
Timings Rich Haven Specific Plan TA (JN:14822)
15: Haven Av. & Ontario Ranch Rd. 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 27
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 198 665 19 82 660 190 40 329 125 240 216 116 Future Volume (vph) 198 665 19 82 660 190 40 329 125 240 216 116 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8 2 6
Detector Phase 7 4 4 3 8 8 5 2 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 29.2 29.2 9.6 34.5 34.5 9.6 47.8 47.8 9.6 45.8 45.8 Total Split (s) 15.0 38.0 38.0 11.5 34.5 34.5 11.7 48.5 48.5 22.0 58.8 58.8 Total Split (%) 12.5% 31.7% 31.7% 9.6% 28.8% 28.8% 9.8% 40.4% 40.4% 18.3% 49.0% 49.0% Yellow Time (s) 3.6 5.2 5.2 3.6 5.5 5.5 3.6 4.8 4.8 3.6 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 6.2 4.6 6.5 6.5 4.6 5.8 5.8 4.6 5.8 5.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Max Max None Max Max None None None None None None Act Effct Green (s) 10.5 34.6 34.6 6.5 28.2 28.2 6.4 26.8 26.8 17.5 42.2 42.2 Actuated g/C Ratio 0.10 0.33 0.33 0.06 0.27 0.27 0.06 0.26 0.26 0.17 0.40 0.40 v/c Ratio 1.35 0.45 0.03 0.49 0.43 0.37 0.44 0.78 0.27 0.98 0.33 0.19 Control Delay 231.2 30.7 0.1 59.4 33.7 7.0 64.7 48.4 4.2 95.4 23.7 4.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 231.2 30.7 0.1 59.4 33.7 7.0 64.7 48.4 4.2 95.4 23.7 4.4

LOS F C A E C A E D A F C A
Approach Delay 75.1 30.5 38.6 49.8
Approach LOS E C D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 104.6
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.35
Intersection Signal Delay: 49.4 Intersection LOS: D
Intersection Capacity Utilization 74.7% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 15: Haven Av. & Ontario Ranch Rd.

6.1-27
2799
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 15: Haven Av. & Ontario Ranch Rd. 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 28
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 198 665 19 82 660 190 40 329 125 240 216 116 Future Volume (veh/h) 198 665 19 82 660 190 40 329 125 240 216 116 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1575 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 213 715 9 88 710 152 43 354 83 258 232 102 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 162 1597 495 132 1669 411 55 432 366 271 673 568 Arrive On Green 0.10 0.33 0.33 0.05 0.27 0.27 0.03 0.24 0.24 0.17 0.38 0.38 Sat Flow, veh/h 1594 4837 1500 2910 6095 1502 1594 1772 1500 1594 1772 1496 Grp Volume(v), veh/h 213 715 9 88 710 152 43 354 83 258 232 102 Grp Sat Flow(s),veh/h/ln 1594 1612 1500 1455 1524 1502 1594 1772 1500 1594 1772 1496 Q Serve(g_s), s 10.4 11.9 0.4 3.0 9.8 8.4 2.7 19.3 4.5 16.4 9.6 4.6 Cycle Q Clear(g_c), s 10.4 11.9 0.4 3.0 9.8 8.4 2.7 19.3 4.5 16.4 9.6 4.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 162 1597 495 132 1669 411 55 432 366 271 673 568 V/C Ratio(X) 1.31 0.45 0.02 0.67 0.43 0.37 0.78 0.82 0.23 0.95 0.34 0.18 Avail Cap(c_a), veh/h 162 1597 495 196 1669 411 111 740 626 271 918 775 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.9 26.9 23.1 48.0 30.5 30.0 49.0 36.5 30.9 42.0 22.6 21.1 Incr Delay (d2), s/veh 178.1 0.9 0.1 2.1 0.8 2.5 8.7 3.9 0.3 41.1 0.3 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 11.9 4.4 0.1 1.1 3.4 3.1 1.2 8.4 1.6 9.2 3.8 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 224.1 27.8 23.1 50.2 31.3 32.5 57.7 40.4 31.2 83.1 22.9 21.3 LnGrp LOS F C C D C C E D C F C C
Approach Vol, veh/h 937 950 480 592
Approach Delay, s/veh 72.4 33.3 40.4 48.9
Approach LOS E C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 22.0 30.7 9.2 40.3 8.1 44.6 15.0 34.5 Change Period (Y+Rc), s 4.6 5.8 4.6 * 6.5 4.6 5.8 4.6 6.5 Max Green Setting (Gmax), s 17.4 42.7 6.9 * 32 7.1 53.0 10.4 28.0 Max Q Clear Time (g_c+I1), s 18.4 21.3 5.0 13.9 4.7 11.6 12.4 11.8 Green Ext Time (p_c), s 0.0 2.1 0.0 4.1 0.0 1.6 0.0 4.3 Intersection Summary
HCM 6th Ctrl Delay 49.9
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

6.1-28
2800
Timings Rich Haven Specific Plan TA (JN:14822)
17: Mill Creek Av. & Riverside Dr. 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 29
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 353 349 109 319 210 83 81 91 171
Future Volume (vph) 353 349 109 319 210 83 81 91 171
Turn Type Prot NA Prot NA Split NA Perm Split NA
Protected Phases 7 4 3 8 2 2 6 6
Permitted Phases 2
Detector Phase 7 4 3 8 2 2 2 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.0 26.0 9.0 23.0 29.8 29.8 29.8 27.0 27.0 Total Split (s) 38.0 40.0 21.0 23.0 31.0 31.0 31.0 28.0 28.0 Total Split (%) 31.7% 33.3% 17.5% 19.2% 25.8% 25.8% 25.8% 23.3% 23.3% Yellow Time (s) 3.0 5.0 3.0 5.0 4.8 4.8 4.8 3.0 3.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 6.0 4.0 6.0 5.8 5.8 5.8 4.0 4.0 Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None Min Min Min Min Min
Act Effct Green (s) 34.0 37.3 13.7 17.0 22.8 22.8 22.8 24.0 24.0 Actuated g/C Ratio 0.29 0.32 0.12 0.14 0.19 0.19 0.19 0.20 0.20 v/c Ratio 0.98 0.71 0.75 1.09 0.87 0.31 0.26 0.36 1.01
Control Delay 79.4 33.1 74.4 110.8 73.1 43.0 4.5 44.7 94.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 79.4 33.1 74.4 110.8 73.1 43.0 4.5 44.7 94.5

LOS E C E F E D A D F
Approach Delay 50.1 103.3 51.5 82.0
Approach LOS D F D F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 117.7
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.09
Intersection Signal Delay: 68.1 Intersection LOS: E
Intersection Capacity Utilization 83.5% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 17: Mill Creek Av. & Riverside Dr.

6.1-29
2801
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 17: Mill Creek Av. & Riverside Dr. 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 30
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 353 349 259 109 319 99 210 83 81 91 171 100 Future Volume (veh/h) 353 349 259 109 319 99 210 83 81 91 171 100 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 1.00 0.99 1.00 0.89 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 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 447 442 176 138 404 74 266 105 57 115 216 76 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 467 798 315 162 420 76 299 332 280 317 240 85 Arrive On Green 0.29 0.34 0.34 0.10 0.15 0.15 0.19 0.19 0.19 0.20 0.20 0.20 Sat Flow, veh/h 1594 2351 927 1594 2834 514 1594 1772 1492 1594 1208 425 Grp Volume(v), veh/h 447 315 303 138 238 240 266 105 57 115 0 292 Grp Sat Flow(s),veh/h/ln 1594 1683 1595 1594 1683 1665 1594 1772 1492 1594 0 1633 Q Serve(g_s), s 31.6 17.5 17.8 9.8 16.1 16.4 18.7 5.9 3.7 7.2 0.0 20.0 Cycle Q Clear(g_c), s 31.6 17.5 17.8 9.8 16.1 16.4 18.7 5.9 3.7 7.2 0.0 20.0 Prop In Lane 1.00 0.58 1.00 0.31 1.00 1.00 1.00 0.26
Lane Grp Cap(c), veh/h 467 571 541 162 249 246 299 332 280 317 0 325 V/C Ratio(X) 0.96 0.55 0.56 0.85 0.96 0.97 0.89 0.32 0.20 0.36 0.00 0.90 Avail Cap(c_a), veh/h 472 571 541 236 249 246 350 389 327 333 0 341 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 39.9 30.8 30.9 50.7 48.5 48.7 45.5 40.3 39.4 39.7 0.0 44.9 Incr Delay (d2), s/veh 30.1 1.1 1.3 12.5 45.0 49.3 21.4 0.5 0.4 0.7 0.0 24.7 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/ln 15.6 6.9 6.6 4.3 9.6 9.9 8.9 2.5 1.3 2.9 0.0 10.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 70.0 32.0 32.2 63.2 93.5 98.0 66.9 40.8 39.8 40.4 0.0 69.6 LnGrp LOS E C C E F F E D D D A E
Approach Vol, veh/h 1065 616 428 407
Approach Delay, s/veh 48.0 88.5 56.9 61.3
Approach LOS D F E E
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 27.3 15.7 45.0 26.8 37.7 23.0
Change Period (Y+Rc), s 5.8 4.0 6.0 4.0 4.0 6.0
Max Green Setting (Gmax), s 25.2 17.0 34.0 24.0 34.0 17.0 Max Q Clear Time (g_c+I1), s 20.7 11.8 19.8 22.0 33.6 18.4 Green Ext Time (p_c), s 0.7 0.1 2.9 0.4 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 61.6
HCM 6th LOS E

6.1-30
2802
HCM 6th AWSC Rich Haven Specific Plan TA (JN:14822)
18: Chino Av. & Mill Creek Av. 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 31
Intersection
Intersection Delay, s/veh 7.1
Intersection LOS A
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 0 0 0 3 2
Future Vol, veh/h 0 0 0 0 3 2
Peak Hour Factor 0.50 0.50 0.50 0.50 0.50 0.50
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 0 0 0 6 4
Number of Lanes 0 1 1 0 1 0
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay 0 0 7.1

HCM LOS - - A

Lane NBLn1WBLn1 SBLn1
Vol Left, % 0% 0% 60%
Vol Thru, % 100% 100% 40%
Vol Right, % 0% 0% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 0 0 5
LT Vol 0 0 3
Through Vol 0 0 2
RT Vol 0 0 0
Lane Flow Rate 0 0 10
Geometry Grp 1 1 1
Degree of Util (X) 0 0 0.011
Departure Headway (Hd) 3.941 3.952 4.054
Convergence, Y/N Yes Yes Yes
Cap 0 0 888
Service Time 1.943 1.956 2.054
HCM Lane V/C Ratio 0 0 0.011
HCM Control Delay 6.9 7 7.1
HCM Lane LOS N N A
HCM 95th-tile Q 0 0 0

6.1-31
2803
Timings Rich Haven Specific Plan TA (JN:14822)
20: Milliken Av. & SR-60 WB Ramps 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 32
Lane Group WBT WBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 4 580 415 1287 445 289
Future Volume (vph) 4 580 415 1287 445 289
Turn Type NA Perm Prot NA NA Perm
Protected Phases 8 5 2 6
Permitted Phases 8 6
Detector Phase 8 8 5 2 6 6
Switch Phase
Minimum Initial (s) 10.0 10.0 5.0 10.0 10.0 10.0
Minimum Split (s) 22.5 22.5 11.2 22.5 22.5 22.5
Total Split (s) 37.0 37.0 28.0 53.0 25.0 25.0
Total Split (%) 41.1% 41.1% 31.1% 58.9% 27.8% 27.8%
Yellow Time (s) 5.2 5.2 3.6 5.2 5.2 5.2
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.2 6.2 4.6 6.2 6.2 6.2
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None Min Min Min
Act Effct Green (s) 30.7 30.7 22.4 43.0 16.0 16.0
Actuated g/C Ratio 0.36 0.36 0.26 0.50 0.19 0.19
v/c Ratio 0.23 0.95 0.92 0.71 0.66 0.55
Control Delay 21.7 50.6 59.0 19.0 37.6 8.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 21.7 50.6 59.0 19.0 37.6 8.2

LOS C D E B D A
Approach Delay 44.9 28.8 26.0
Approach LOS D C C
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 86.1
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.95
Intersection Signal Delay: 31.8 Intersection LOS: C
Intersection Capacity Utilization 82.3% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 20: Milliken Av. & SR-60 WB Ramps

6.1-32
2804
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 20: Milliken Av. & SR-60 WB Ramps 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 33
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 136 4 580 415 1287 0 0 445 289 Future Volume (veh/h) 0 0 0 136 4 580 415 1287 0 0 445 289 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
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 139 4 337 423 1313 0 0 454 152
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 454 13 415 478 1982 0 0 689 292
Arrive On Green 0.26 0.26 0.26 0.27 0.53 0.00 0.00 0.18 0.18 Sat Flow, veh/h 1734 50 1585 1781 3741 0 0 3741 1585
Grp Volume(v), veh/h 143 0 337 423 1313 0 0 454 152
Grp Sat Flow(s),veh/h/ln 1784 0 1585 1781 1870 0 0 1870 1585 Q Serve(g_s), s 3.8 0.0 11.9 13.6 15.1 0.0 0.0 6.7 5.1
Cycle Q Clear(g_c), s 3.8 0.0 11.9 13.6 15.1 0.0 0.0 6.7 5.1 Prop In Lane 0.97 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 467 0 415 478 1982 0 0 689 292
V/C Ratio(X) 0.31 0.00 0.81 0.89 0.66 0.00 0.00 0.66 0.52 Avail Cap(c_a), veh/h 923 0 820 700 2942 0 0 1182 501
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 17.6 0.0 20.6 20.9 10.1 0.0 0.0 22.5 21.9 Incr Delay (d2), s/veh 0.4 0.0 3.9 6.9 0.4 0.0 0.0 1.1 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 0.0 4.1 5.5 4.1 0.0 0.0 2.6 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.0 0.0 24.5 27.8 10.5 0.0 0.0 23.6 23.3 LnGrp LOS B A C C B A A C C
Approach Vol, veh/h 480 1736 606
Approach Delay, s/veh 22.5 14.7 23.5
Approach LOS C B C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 37.7 20.6 17.2 21.8
Change Period (Y+Rc), s 6.2 4.6 6.2 6.2
Max Green Setting (Gmax), s 46.8 23.4 18.8 30.8
Max Q Clear Time (g_c+I1), s 17.1 15.6 8.7 13.9
Green Ext Time (p_c), s 10.4 0.4 2.3 1.7
Intersection Summary
HCM 6th Ctrl Delay 18.0
HCM 6th LOS B

6.1-33
2805
Timings Rich Haven Specific Plan TA (JN:14822)
21: Milliken Av. & SR-60 EB Ramps 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 34
Lane Group EBL EBT NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 481 3 1283 93 464
Future Volume (vph) 481 3 1283 93 464
Turn Type Perm NA NA Prot NA
Protected Phases 4 2 1 6
Permitted Phases 4
Detector Phase 4 4 2 1 6
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 5.0 10.0
Minimum Split (s) 22.5 22.5 22.5 9.6 22.5
Total Split (s) 33.0 33.0 45.0 12.0 57.0
Total Split (%) 36.7% 36.7% 50.0% 13.3% 63.3%
Yellow Time (s) 5.2 5.2 5.2 3.6 5.2
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.2 6.2 6.2 4.6 6.2
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode None None Min None Min
Act Effct Green (s) 24.0 24.0 36.7 7.1 45.5
Actuated g/C Ratio 0.29 0.29 0.45 0.09 0.55
v/c Ratio 0.84 0.59 0.89 0.63 0.23
Control Delay 44.8 12.3 30.8 60.0 9.8
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 44.8 12.3 30.8 60.0 9.8

LOS D B C E A
Approach Delay 29.4 30.8 18.2
Approach LOS C C B
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 82.4
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.89
Intersection Signal Delay: 27.9 Intersection LOS: C
Intersection Capacity Utilization 82.3% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 21: Milliken Av. & SR-60 EB Ramps

6.1-34
2806
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 21: Milliken Av. & SR-60 EB Ramps 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 35
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 481 3 316 0 0 0 0 1283 140 93 464 0 Future Volume (veh/h) 481 3 316 0 0 0 0 1283 140 93 464 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
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 335 228 171 0 1323 77 96 478 0
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Cap, veh/h 482 269 202 0 1546 90 123 2131 0
Arrive On Green 0.27 0.27 0.27 0.00 0.44 0.44 0.07 0.57 0.00 Sat Flow, veh/h 1781 992 744 0 3501 203 1781 3741 0
Grp Volume(v), veh/h 335 0 399 0 706 694 96 478 0
Grp Sat Flow(s),veh/h/ln 1781 0 1736 0 1870 1834 1781 1870 0 Q Serve(g_s), s 13.1 0.0 16.9 0.0 26.3 26.5 4.1 4.9 0.0 Cycle Q Clear(g_c), s 13.1 0.0 16.9 0.0 26.3 26.5 4.1 4.9 0.0 Prop In Lane 1.00 0.43 0.00 0.11 1.00 0.00
Lane Grp Cap(c), veh/h 482 0 470 0 826 810 123 2131 0
V/C Ratio(X) 0.69 0.00 0.85 0.00 0.85 0.86 0.78 0.22 0.00 Avail Cap(c_a), veh/h 614 0 598 0 933 914 169 2442 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 25.5 0.0 26.9 0.0 19.5 19.5 35.6 8.3 0.0 Incr Delay (d2), s/veh 2.4 0.0 9.0 0.0 7.1 7.5 9.7 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.3 0.0 7.5 0.0 11.0 10.9 2.0 1.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.9 0.0 35.9 0.0 26.6 27.0 45.3 8.3 0.0 LnGrp LOS C A D A C C D A A
Approach Vol, veh/h 734 1400 574
Approach Delay, s/veh 32.2 26.8 14.5
Approach LOS C C B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 10.0 40.6 27.3 50.5
Change Period (Y+Rc), s 4.6 6.2 6.2 6.2
Max Green Setting (Gmax), s 7.4 38.8 26.8 50.8
Max Q Clear Time (g_c+I1), s 6.1 28.5 18.9 6.9
Green Ext Time (p_c), s 0.0 5.9 2.1 3.0
Intersection Summary
HCM 6th Ctrl Delay 25.7
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

6.1-35
2807
Timings Rich Haven Specific Plan TA (JN:14822)
22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 36
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 212 136 31 128 268 181 895 64 269 351 Future Volume (vph) 212 136 31 128 268 181 895 64 269 351 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 8 2
Detector Phase 7 4 3 8 8 5 2 2 1 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 Minimum Split (s) 9.6 16.2 9.6 16.2 16.2 9.6 35.2 35.2 9.6 16.2 Total Split (s) 26.0 33.0 11.0 18.0 18.0 27.0 50.0 50.0 26.0 49.0 Total Split (%) 21.7% 27.5% 9.2% 15.0% 15.0% 22.5% 41.7% 41.7% 21.7% 40.8% Yellow Time (s) 3.6 5.2 3.6 5.2 5.2 3.6 5.2 5.2 3.6 5.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 4.6 6.2 6.2 4.6 6.2 6.2 4.6 6.2 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Min Min None Min Act Effct Green (s) 19.9 29.7 6.0 11.6 11.6 18.5 40.1 40.1 21.5 43.2 Actuated g/C Ratio 0.17 0.26 0.05 0.10 0.10 0.16 0.35 0.35 0.19 0.38 v/c Ratio 0.89 0.80 0.44 0.83 0.72 0.82 0.88 0.12 1.04 0.48 Control Delay 80.3 50.7 71.6 86.8 16.1 71.9 44.9 0.4 110.5 25.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 80.3 50.7 71.6 86.8 16.1 71.9 44.9 0.4 110.5 25.9

LOS F D E F B E D A F C
Approach Delay 62.5 41.3 46.6 54.9
Approach LOS E D D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 114.8
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.04
Intersection Signal Delay: 51.0 Intersection LOS: D
Intersection Capacity Utilization 84.4% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 22: Hamner Av./Milliken Av. & Riverside Dr.

6.1-36
2808
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 37
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 212 136 184 31 128 268 181 895 64 269 351 165 Future Volume (veh/h) 212 136 184 31 128 268 181 895 64 269 351 165 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 244 156 158 36 147 274 208 1029 63 309 403 168 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 269 196 199 48 185 157 234 1162 518 303 903 372 Arrive On Green 0.17 0.24 0.24 0.03 0.10 0.10 0.15 0.35 0.35 0.19 0.39 0.39 Sat Flow, veh/h 1594 807 818 1594 1772 1502 1594 3367 1502 1594 2325 958 Grp Volume(v), veh/h 244 0 314 36 147 274 208 1029 63 309 290 281 Grp Sat Flow(s),veh/h/ln 1594 0 1625 1594 1772 1502 1594 1683 1502 1594 1683 1600 Q Serve(g_s), s 16.9 0.0 20.4 2.5 9.1 11.8 14.4 32.5 3.2 21.4 14.4 14.7 Cycle Q Clear(g_c), s 16.9 0.0 20.4 2.5 9.1 11.8 14.4 32.5 3.2 21.4 14.4 14.7 Prop In Lane 1.00 0.50 1.00 1.00 1.00 1.00 1.00 0.60
Lane Grp Cap(c), veh/h 269 0 395 48 185 157 234 1162 518 303 654 621 V/C Ratio(X) 0.91 0.00 0.79 0.75 0.79 1.74 0.89 0.89 0.12 1.02 0.44 0.45 Avail Cap(c_a), veh/h 303 0 395 90 185 157 317 1308 583 303 654 621 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 46.0 0.0 40.0 54.3 49.3 50.5 47.2 34.8 25.2 45.7 25.5 25.6 Incr Delay (d2), s/veh 26.0 0.0 10.7 8.6 20.5 359.5 17.0 7.0 0.1 57.3 0.5 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.3 0.0 8.9 1.1 4.9 20.0 6.6 13.5 1.1 12.9 5.5 5.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 72.0 0.0 50.7 62.8 69.8 410.0 64.2 41.8 25.3 103.0 26.0 26.1 LnGrp LOS E A D E E F E D C F C C
Approach Vol, veh/h 558 457 1300 880
Approach Delay, s/veh 60.0 273.2 44.6 53.1
Approach LOS E F D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 26.0 45.1 8.0 33.6 21.2 50.0 23.6 18.0 Change Period (Y+Rc), s 4.6 6.2 4.6 6.2 4.6 6.2 4.6 6.2 Max Green Setting (Gmax), s 21.4 43.8 6.4 26.8 22.4 42.8 21.4 11.8 Max Q Clear Time (g_c+I1), s 23.4 34.5 4.5 22.4 16.4 16.7 18.9 13.8 Green Ext Time (p_c), s 0.0 4.4 0.0 0.6 0.1 3.2 0.1 0.0 Intersection Summary
HCM 6th Ctrl Delay 82.3
HCM 6th LOS F

6.1-37
2809
HCM 6th TWSC Rich Haven Specific Plan TA (JN:14822)
23: Hamner Av. & Chino Av. 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 38
Intersection
Int Delay, s/veh 0.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 5 2 0 1155 517 3
Future Vol, veh/h 5 2 0 1155 517 3
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 2 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 6 2 0 1313 588 3
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1247 590 591 0 - 0
Stage 1 590 - - - - -
Stage 2 657 - - - - -
Critical Hdwy 6.63 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.83 - - - - -
Follow-up Hdwy 3.519 3.319 2.219 - - -
Pot Cap-1 Maneuver 178 507 983 - - -
Stage 1 553 - - - - -
Stage 2 478 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 178 507 983 - - -
Mov Cap-2 Maneuver 379 - - - - -
Stage 1 553 - - - - -
Stage 2 478 - - - - -
Approach EB NB SB
HCM Control Delay, s 14 0 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 983 - 408 - -
HCM Lane V/C Ratio - - 0.019 - -
HCM Control Delay (s) 0 - 14 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0 - 0.1 - -

6.1-38
2810
Timings Rich Haven Specific Plan TA (JN:14822)
24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 39
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 156 805 265 1131 269 173 675 342 187 230 93 Future Volume (vph) 156 805 265 1131 269 173 675 342 187 230 93 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 8 2 6
Detector Phase 7 4 3 8 8 5 2 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.6 48.5 9.6 48.5 48.5 9.6 46.2 46.2 9.6 46.2 46.2 Total Split (s) 11.3 48.5 13.0 50.2 50.2 11.0 47.5 47.5 11.0 47.5 47.5 Total Split (%) 9.4% 40.4% 10.8% 41.8% 41.8% 9.2% 39.6% 39.6% 9.2% 39.6% 39.6% Yellow Time (s) 3.6 5.5 3.6 5.5 5.5 3.6 5.2 5.2 3.6 5.2 5.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.5 4.6 6.5 6.5 4.6 6.2 6.2 4.6 6.2 6.2 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Min Min None Min Min Act Effct Green (s) 6.8 37.6 8.6 39.4 39.4 6.5 23.7 23.7 6.5 23.7 23.7 Actuated g/C Ratio 0.07 0.38 0.09 0.40 0.40 0.07 0.24 0.24 0.07 0.24 0.24 v/c Ratio 0.69 0.38 0.93 0.84 0.38 0.80 0.58 0.70 0.86 0.28 0.21 Control Delay 63.6 22.7 84.8 34.0 9.6 73.3 34.8 25.7 81.5 31.3 4.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 63.6 22.7 84.8 34.0 9.6 73.3 34.8 25.7 81.5 31.3 4.8

LOS E C F C A E C C F C A
Approach Delay 28.9 38.1 37.8 44.9
Approach LOS C D D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 98.7
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.93
Intersection Signal Delay: 36.6 Intersection LOS: D
Intersection Capacity Utilization 72.3% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 24: Hamner Av. & Cantu Galleano Ranch Rd.

6.1-39
2811
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 40
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 156 805 79 265 1131 269 173 675 342 187 230 93 Future Volume (veh/h) 156 805 79 265 1131 269 173 675 342 187 230 93 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 162 839 46 276 1178 152 180 703 200 195 240 26 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 233 2344 128 331 1424 635 252 1069 332 252 745 332 Arrive On Green 0.07 0.37 0.37 0.10 0.40 0.40 0.07 0.21 0.21 0.07 0.21 0.21 Sat Flow, veh/h 3456 6292 342 3456 3554 1585 3456 5106 1585 3456 3554 1585 Grp Volume(v), veh/h 162 642 243 276 1178 152 180 703 200 195 240 26 Grp Sat Flow(s),veh/h/ln 1728 1609 1809 1728 1777 1585 1728 1702 1585 1728 1777 1585 Q Serve(g_s), s 4.0 8.5 8.5 6.9 26.1 5.6 4.5 11.1 10.0 4.9 5.0 1.2 Cycle Q Clear(g_c), s 4.0 8.5 8.5 6.9 26.1 5.6 4.5 11.1 10.0 4.9 5.0 1.2 Prop In Lane 1.00 0.19 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 233 1798 674 331 1424 635 252 1069 332 252 745 332 V/C Ratio(X) 0.69 0.36 0.36 0.83 0.83 0.24 0.72 0.66 0.60 0.77 0.32 0.08 Avail Cap(c_a), veh/h 264 2309 865 331 1769 789 252 2402 746 252 1672 746 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.0 19.9 20.0 39.0 23.6 17.4 39.8 31.8 31.4 40.0 29.4 27.9 Incr Delay (d2), s/veh 4.9 0.1 0.3 15.8 2.8 0.2 8.0 0.7 1.8 12.7 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/ln 1.7 2.8 3.2 3.4 9.9 1.8 2.1 4.3 3.7 2.4 2.0 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.0 20.1 20.3 54.8 26.4 17.6 47.8 32.5 33.2 52.7 29.7 28.0 LnGrp LOS D C C D C B D C C D C C
Approach Vol, veh/h 1047 1606 1083 461
Approach Delay, s/veh 24.0 30.4 35.2 39.3
Approach LOS C C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.0 24.6 13.0 39.2 11.0 24.6 10.5 41.7 Change Period (Y+Rc), s 4.6 6.2 4.6 6.5 4.6 6.2 4.6 6.5 Max Green Setting (Gmax), s 6.4 41.3 8.4 42.0 6.4 41.3 6.7 43.7 Max Q Clear Time (g_c+I1), s 6.9 13.1 8.9 10.5 6.5 7.0 6.0 28.1 Green Ext Time (p_c), s 0.0 5.3 0.0 5.5 0.0 1.5 0.0 7.1 Intersection Summary
HCM 6th Ctrl Delay 31.0
HCM 6th LOS C

6.1-40
2812
Timings Rich Haven Specific Plan TA (JN:14822)
25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 41
Lane Group EBT EBR WBT WBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 1035 340 796 185 285 0 1411
Future Volume (vph) 1035 340 796 185 285 0 1411
Turn Type NA Perm NA Free Perm NA Perm
Protected Phases 2 6 4
Permitted Phases 2 Free 4 4
Detector Phase 2 2 6 4 4 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5
Total Split (s) 38.0 38.0 38.0 44.0 44.0 44.0
Total Split (%) 31.7% 31.7% 31.7% 36.7% 36.7% 36.7%
Yellow Time (s) 5.8 5.8 5.8 4.5 4.5 4.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.8 6.8 6.8 5.5 5.5 5.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode C-Min C-Min Min Min Min Min
Act Effct Green (s) 34.4 34.4 31.0 120.0 35.5 35.5 35.5 Actuated g/C Ratio 0.29 0.29 0.26 1.00 0.30 0.30 0.30
v/c Ratio 0.77 0.52 0.95 0.07 0.56 0.96 0.94
Control Delay 44.4 6.4 57.0 0.0 39.8 35.6 31.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 44.4 6.4 57.0 0.0 39.8 35.6 31.7