Agenda packet — Ontario City Council, June 20, 2023 (part 13 of 32)

LOS E E F D A F C D D
Approach Delay 74.8 47.8 37.0 42.2
Approach LOS E D D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 117.5
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.96
Intersection Signal Delay: 45.8 Intersection LOS: D
Intersection Capacity Utilization 90.5% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 4: Archibald Av. & Chino Av.

6.1-53
2825
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 - 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) 178 285 141 64 85 70 101 1258 77 81 1281 71 Future Volume (veh/h) 178 285 141 64 85 70 101 1258 77 81 1281 71 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 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 185 297 122 67 89 41 105 1310 79 84 1334 70 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 211 317 130 83 330 280 127 1645 99 298 1466 77 Arrive On Green 0.13 0.27 0.27 0.05 0.19 0.19 0.08 0.33 0.33 0.19 0.44 0.44 Sat Flow, veh/h 1594 1188 488 1594 1772 1502 1594 4957 299 1594 3338 175 Grp Volume(v), veh/h 185 0 419 67 89 41 105 936 453 84 707 697 Grp Sat Flow(s),veh/h/ln 1594 0 1675 1594 1772 1502 1594 1772 1712 1594 1772 1740 Q Serve(g_s), s 12.9 0.0 27.7 4.7 4.9 1.7 7.4 27.2 27.2 5.1 42.2 42.5 Cycle Q Clear(g_c), s 12.9 0.0 27.7 4.7 4.9 1.7 7.4 27.2 27.2 5.1 42.2 42.5 Prop In Lane 1.00 0.29 1.00 1.00 1.00 0.17 1.00 0.10
Lane Grp Cap(c), veh/h 211 0 447 83 330 280 127 1176 568 298 779 765 V/C Ratio(X) 0.88 0.00 0.94 0.81 0.27 0.15 0.83 0.80 0.80 0.28 0.91 0.91 Avail Cap(c_a), veh/h 264 0 470 93 330 280 136 1550 749 298 836 821 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 40.7 53.2 39.5 17.4 51.4 34.4 34.4 39.6 29.7 29.7 Incr Delay (d2), s/veh 22.6 0.0 26.1 36.2 0.4 0.2 31.1 2.2 4.5 0.5 13.2 13.7 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 6.3 0.0 14.3 2.7 2.1 0.9 3.9 11.2 11.2 2.0 19.2 19.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 70.8 0.0 66.7 89.4 40.0 17.6 82.6 36.6 38.9 40.1 42.8 43.5 LnGrp LOS E A E F D B F D D D D D
Approach Vol, veh/h 604 197 1494 1488
Approach Delay, s/veh 68.0 52.1 40.5 43.0
Approach LOS E D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 25.8 42.2 10.5 34.8 13.6 54.4 19.6 25.7 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 13.6 49.6 6.6 31.8 9.7 53.5 18.8 19.6 Max Q Clear Time (g_c+I1), s 7.1 29.2 6.7 29.7 9.4 44.5 14.9 6.9 Green Ext Time (p_c), s 0.1 8.4 0.0 0.5 0.0 5.4 0.2 0.4 Intersection Summary
HCM 6th Ctrl Delay 46.5
HCM 6th LOS D

6.1-54
2826
Timings Rich Haven Specific Plan TA (JN:14822)
5: Archibald Av. & Schaefer Av. 10/06/2022
OYC (2027) Without Project Conditions - PM 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) 18 25 33 23 17 1332 50 1429
Future Volume (vph) 18 25 33 23 17 1332 50 1429
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) 22.5 22.5 9.6 32.6 32.6 37.5 9.6 23.5 Total Split (s) 22.5 22.5 25.0 32.6 32.6 70.0 25.0 95.0 Total Split (%) 15.8% 15.8% 17.5% 22.9% 22.9% 49.1% 17.5% 66.7% 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) 9.4 9.4 8.3 14.8 14.8 41.6 9.1 47.7 Actuated g/C Ratio 0.15 0.15 0.13 0.24 0.24 0.67 0.15 0.77 v/c Ratio 0.08 0.10 0.17 0.06 0.05 0.45 0.23 0.60
Control Delay 36.6 36.6 39.0 25.4 0.2 13.8 37.7 10.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 36.6 36.6 39.0 25.4 0.2 13.8 37.7 10.0

LOS D D D C A B D A
Approach Delay 36.6 25.7 13.8 10.9
Approach LOS D C B B
Intersection Summary
Cycle Length: 142.5
Actuated Cycle Length: 62.2
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.60
Intersection Signal Delay: 13.0 Intersection LOS: B
Intersection Capacity Utilization 67.1% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 5: Archibald Av. & Schaefer Av.

6.1-55
2827
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 - 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) 18 25 0 33 23 17 0 1332 37 50 1429 17 Future Volume (veh/h) 18 25 0 33 23 17 0 1332 37 50 1429 17 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.97 1.00 1.00 0.99 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 19 27 0 35 24 12 0 1417 37 53 1520 18 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 211 116 0 60 333 280 133 2286 60 81 2069 24
Arrive On Green 0.07 0.07 0.00 0.04 0.19 0.19 0.00 0.47 0.47 0.05 0.61 0.61 Sat Flow, veh/h 1196 1772 0 1594 1772 1487 302 4844 126 1594 3407 40 Grp Volume(v), veh/h 19 27 0 35 24 12 0 943 511 53 750 788 Grp Sat Flow(s),veh/h/ln 1196 1772 0 1594 1772 1487 302 1612 1746 1594 1683 1764 Q Serve(g_s), s 0.8 0.8 0.0 1.2 0.6 0.4 0.0 11.8 11.8 1.8 17.1 17.2 Cycle Q Clear(g_c), s 0.8 0.8 0.0 1.2 0.6 0.4 0.0 11.8 11.8 1.8 17.1 17.2 Prop In Lane 1.00 0.00 1.00 1.00 1.00 0.07 1.00 0.02
Lane Grp Cap(c), veh/h 211 116 0 60 333 280 133 1522 824 81 1022 1071 V/C Ratio(X) 0.09 0.23 0.00 0.58 0.07 0.04 0.00 0.62 0.62 0.66 0.73 0.74 Avail Cap(c_a), veh/h 529 588 0 599 915 768 344 3775 2043 599 2746 2877 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 24.1 24.1 0.0 25.7 18.1 18.0 0.0 10.7 10.7 25.3 7.5 7.6 Incr Delay (d2), s/veh 0.2 1.0 0.0 3.3 0.1 0.1 0.0 0.4 0.8 3.3 1.0 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 0.2 0.3 0.0 0.4 0.2 0.1 0.0 2.7 3.0 0.6 2.9 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.3 25.1 0.0 28.9 18.2 18.1 0.0 11.1 11.5 28.6 8.6 8.6 LnGrp LOS C C A C B B A B B C A A
Approach Vol, veh/h 46 71 1454 1591
Approach Delay, s/veh 24.7 23.5 11.2 9.2
Approach LOS C C B A
Timer - Assigned Phs 1 2 3 4 6 8
Phs Duration (G+Y+Rc), s 7.4 32.1 6.6 8.1 39.4 14.8
Change Period (Y+Rc), s 4.6 6.5 4.6 * 4.6 6.5 4.6
Max Green Setting (Gmax), s 20.4 63.5 20.4 * 18 88.5 28.0 Max Q Clear Time (g_c+I1), s 3.8 13.8 3.2 2.8 19.2 2.6
Green Ext Time (p_c), s 0.0 11.6 0.0 0.1 13.8 0.1
Intersection Summary
HCM 6th Ctrl Delay 10.7
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

6.1-56
2828
Timings Rich Haven Specific Plan TA (JN:14822)
6: Archibald Av. & Edison Av./Ontario Ranch Rd. 10/06/2022 OYC (2027) Without Project 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) 105 697 293 268 299 116 105 1047 323 162 1111 66 Future Volume (vph) 105 697 293 268 299 116 105 1047 323 162 1111 66 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) 10.1 39.3 17.0 46.2 46.2 14.0 45.1 18.6 49.7 49.7 Total Split (%) 8.4% 32.8% 14.2% 38.5% 38.5% 11.7% 37.6% 15.5% 41.4% 41.4% 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) 5.5 28.8 115.1 12.4 35.6 35.6 9.4 38.2 115.1 13.9 42.6 42.6 Actuated g/C Ratio 0.05 0.25 1.00 0.11 0.31 0.31 0.08 0.33 1.00 0.12 0.37 0.37 v/c Ratio 0.78 0.83 0.21 0.88 0.58 0.23 0.86 0.94 0.23 0.90 0.90 0.11 Control Delay 89.5 50.0 0.3 79.7 38.1 6.1 102.4 53.9 0.3 95.2 44.9 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 89.5 50.0 0.3 79.7 38.1 6.1 102.4 53.9 0.3 95.2 44.9 0.3

LOS F D A E D A F D A F D A
Approach Delay 40.5 49.0 45.7 48.8
Approach LOS D D D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 115.1
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.94
Intersection Signal Delay: 45.9 Intersection LOS: D
Intersection Capacity Utilization 88.2% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 6: Archibald Av. & Edison Av./Ontario Ranch Rd.

6.1-57
2829
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 - 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) 105 697 293 268 299 116 105 1047 323 162 1111 66 Future Volume (veh/h) 105 697 293 268 299 116 105 1047 323 162 1111 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 1575 1772 1772 1575 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 111 734 0 282 315 64 111 1102 0 171 1169 37 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 146 858 329 537 454 132 1178 195 1319 559
Arrive On Green 0.05 0.24 0.00 0.11 0.30 0.30 0.08 0.33 0.00 0.12 0.37 0.37 Sat Flow, veh/h 3000 3544 1502 3000 1772 1500 1594 3544 1502 1594 3544 1502 Grp Volume(v), veh/h 111 734 0 282 315 64 111 1102 0 171 1169 37 Grp Sat Flow(s),veh/h/ln 1500 1772 1502 1500 1772 1500 1594 1772 1502 1594 1772 1502 Q Serve(g_s), s 4.1 22.4 0.0 10.5 17.1 3.5 7.8 34.1 0.0 11.9 35.0 1.8 Cycle Q Clear(g_c), s 4.1 22.4 0.0 10.5 17.1 3.5 7.8 34.1 0.0 11.9 35.0 1.8 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 146 858 329 537 454 132 1178 195 1319 559 V/C Ratio(X) 0.76 0.86 0.86 0.59 0.14 0.84 0.94 0.88 0.89 0.07 Avail Cap(c_a), veh/h 146 1036 329 626 530 132 1208 197 1352 573 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 53.2 41.0 0.0 49.5 33.5 28.7 51.2 36.6 0.0 48.8 33.3 22.9 Incr Delay (d2), s/veh 18.9 6.2 0.0 18.9 1.0 0.1 33.9 13.1 0.0 31.4 7.3 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 1.9 10.0 0.0 4.6 7.1 1.2 4.2 15.7 0.0 6.2 15.1 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 72.1 47.2 0.0 68.5 34.5 28.9 85.1 49.7 0.0 80.2 40.7 22.9 LnGrp LOS E D E C C F D F D C
Approach Vol, veh/h 845 A 661 1213 A 1377
Approach Delay, s/veh 50.5 48.4 53.0 45.1
Approach LOS D D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 18.5 44.1 17.0 33.6 14.0 48.6 10.1 40.5 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 14.0 38.6 12.4 33.1 9.4 43.2 5.5 40.0 Max Q Clear Time (g_c+I1), s 13.9 36.1 12.5 24.4 9.8 37.0 6.1 19.1 Green Ext Time (p_c), s 0.0 1.5 0.0 2.9 0.0 3.6 0.0 1.7 Intersection Summary
HCM 6th Ctrl Delay 49.1
HCM 6th LOS D
Notes
Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay.

6.1-58
2830
Timings Rich Haven Specific Plan TA (JN:14822)
7: Turner Av. & Riverside Dr. 10/06/2022
OYC (2027) Without Project 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) 96 618 127 752 187 63 25 62
Future Volume (vph) 96 618 127 752 187 63 25 62
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 41.0 23.0 45.0 25.0 45.0 11.0 31.0 Total Split (%) 15.8% 34.2% 19.2% 37.5% 20.8% 37.5% 9.2% 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) 10.1 31.4 12.2 36.3 15.7 29.0 5.9 12.4 Actuated g/C Ratio 0.11 0.34 0.13 0.39 0.17 0.31 0.06 0.13 v/c Ratio 0.58 0.81 0.64 0.63 0.73 0.21 0.26 0.27
Control Delay 57.2 34.9 55.6 28.2 56.0 10.2 55.0 23.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 57.2 34.9 55.6 28.2 56.0 10.2 55.0 23.6

LOS E C E C E B D C
Approach Delay 37.2 32.0 31.9 29.0
Approach LOS D C C C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 93.5
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 33.9 Intersection LOS: C
Intersection Capacity Utilization 72.5% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 7: Turner Av. & Riverside Dr.

6.1-59
2831
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 - 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) 96 618 248 127 752 38 187 63 145 25 62 59 Future Volume (veh/h) 96 618 248 127 752 38 187 63 145 25 62 59 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 0.99 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 99 637 200 131 775 26 193 65 124 26 64 53 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 123 797 250 162 1138 38 230 443 392 45 269 198 Arrive On Green 0.08 0.32 0.32 0.10 0.34 0.34 0.14 0.26 0.26 0.03 0.15 0.15 Sat Flow, veh/h 1594 2505 786 1594 3322 111 1594 1683 1487 1594 1831 1349 Grp Volume(v), veh/h 99 428 409 131 393 408 193 65 124 26 58 59 Grp Sat Flow(s),veh/h/ln 1594 1683 1607 1594 1683 1750 1594 1683 1487 1594 1683 1497 Q Serve(g_s), s 4.5 17.1 17.1 5.9 14.7 14.7 8.7 2.2 4.9 1.2 2.2 2.6 Cycle Q Clear(g_c), s 4.5 17.1 17.1 5.9 14.7 14.7 8.7 2.2 4.9 1.2 2.2 2.6 Prop In Lane 1.00 0.49 1.00 0.06 1.00 1.00 1.00 0.90
Lane Grp Cap(c), veh/h 123 536 511 162 577 599 230 443 392 45 247 220 V/C Ratio(X) 0.80 0.80 0.80 0.81 0.68 0.68 0.84 0.15 0.32 0.58 0.24 0.27 Avail Cap(c_a), veh/h 313 798 762 399 890 925 443 899 794 139 578 514 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 33.3 22.9 22.9 32.3 20.7 20.7 30.6 20.7 21.7 35.3 27.7 27.8 Incr Delay (d2), s/veh 4.6 3.5 3.7 3.6 1.4 1.4 3.1 0.2 0.5 4.4 0.5 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 1.7 6.3 6.1 2.2 5.1 5.3 3.2 0.8 1.6 0.5 0.9 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.9 26.4 26.6 35.9 22.1 22.1 33.7 20.9 22.2 39.7 28.2 28.5 LnGrp LOS D C C D C C C C C D C C
Approach Vol, veh/h 936 932 382 143
Approach Delay, s/veh 27.7 24.0 27.8 30.4
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.7 25.1 12.1 29.6 15.2 16.6 10.3 31.3 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 6.4 39.2 18.4 34.8 20.4 25.2 14.4 38.8 Max Q Clear Time (g_c+I1), s 3.2 6.9 7.9 19.1 10.7 4.6 6.5 16.7 Green Ext Time (p_c), s 0.0 1.0 0.1 4.3 0.2 0.5 0.1 4.4 Intersection Summary
HCM 6th Ctrl Delay 26.4
HCM 6th LOS C

6.1-60
2832
HCM 6th AWSC Rich Haven Specific Plan TA (JN:14822)
8: Turner Av. & Chino Av. 10/06/2022
OYC (2027) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 15
Intersection
Intersection Delay, s/veh12.3
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 103 191 59 41 140 78 22 139 40 63 217 47 Future Vol, veh/h 103 191 59 41 140 78 22 139 40 63 217 47 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 112 208 64 45 152 85 24 151 43 68 236 51
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 12.5 12.1 12 12.6

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% 54% 0% 100% 52% 0% 100% 37% 0% 100% 61% Vol Right, % 0% 0% 46% 0% 0% 48% 0% 0% 63% 0% 0% 39%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 22 93 86 103 127 123 41 93 125 63 145 119 LT Vol 22 0 0 103 0 0 41 0 0 63 0 0
Through Vol 0 93 46 0 127 64 0 93 47 0 145 72
RT Vol 0 0 40 0 0 59 0 0 78 0 0 47
Lane Flow Rate 24 101 94 112 138 133 45 101 136 68 157 130 Geometry Grp 8 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.054 0.213 0.19 0.24 0.277 0.254 0.098 0.21 0.263 0.148 0.318 0.253 Departure Headway (Hd) 8.105 7.605 7.28 7.707 7.207 6.87 7.938 7.438 7 7.787 7.287 7.011 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 442 472 493 467 500 523 452 483 514 461 494 512
Service Time 5.846 5.346 5.022 5.445 4.945 4.608 5.678 5.178 4.74 5.525 5.025 4.75 HCM Lane V/C Ratio 0.054 0.214 0.191 0.24 0.276 0.254 0.1 0.209 0.265 0.148 0.318 0.254 HCM Control Delay 11.3 12.4 11.7 12.9 12.7 11.9 11.5 12.2 12.2 11.9 13.4 12.1 HCM Lane LOS B B B B B B B B B B B B
HCM 95th-tile Q 0.2 0.8 0.7 0.9 1.1 1 0.3 0.8 1 0.5 1.4 1

6.1-61
2833
Timings Rich Haven Specific Plan TA (JN:14822)
9: S Turner Av. & Ontario Ranch Rd. 10/06/2022
OYC (2027) Without Project 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) 18 1161 48 60 800 27 18 12 45 30
Future Volume (vph) 18 1161 48 60 800 27 18 12 45 30
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) 6.6 36.3 36.3 8.5 42.7 42.7 6.6 8.7 7.8 11.7 Actuated g/C Ratio 0.09 0.48 0.48 0.11 0.57 0.57 0.09 0.12 0.10 0.16 v/c Ratio 0.12 0.73 0.06 0.33 0.43 0.03 0.12 0.20 0.26 0.15 Control Delay 46.4 20.2 0.1 44.4 11.7 0.1 46.4 22.0 45.0 29.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 46.4 20.2 0.1 44.4 11.7 0.1 46.4 22.0 45.0 29.6

LOS D C A D B A D C D C
Approach Delay 19.8 13.6 29.3 37.7
Approach LOS B B C D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 75
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.73
Intersection Signal Delay: 18.3 Intersection LOS: B
Intersection Capacity Utilization 58.9% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 9: S Turner Av. & Ontario Ranch Rd.

6.1-62
2834
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 - 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) 18 1161 48 60 800 27 18 12 30 45 30 10 Future Volume (veh/h) 18 1161 48 60 800 27 18 12 30 45 30 10 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 19 1248 52 65 860 29 19 13 32 48 32 11 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 40 1728 771 97 1841 821 40 38 95 81 137 47
Arrive On Green 0.02 0.49 0.49 0.05 0.52 0.52 0.02 0.08 0.08 0.05 0.10 0.10 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 479 1179 1781 1331 457 Grp Volume(v), veh/h 19 1248 52 65 860 29 19 0 45 48 0 43 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 0 1658 1781 0 1788 Q Serve(g_s), s 0.7 17.3 1.1 2.2 9.6 0.6 0.7 0.0 1.6 1.6 0.0 1.4 Cycle Q Clear(g_c), s 0.7 17.3 1.1 2.2 9.6 0.6 0.7 0.0 1.6 1.6 0.0 1.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.71 1.00 0.26
Lane Grp Cap(c), veh/h 40 1728 771 97 1841 821 40 0 133 81 0 184 V/C Ratio(X) 0.47 0.72 0.07 0.67 0.47 0.04 0.47 0.00 0.34 0.59 0.00 0.23 Avail Cap(c_a), veh/h 212 3207 1430 355 3492 1558 212 0 538 297 0 666 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 30.1 12.7 8.5 28.9 9.5 7.4 30.1 0.0 27.1 29.2 0.0 25.7 Incr Delay (d2), s/veh 3.2 0.6 0.0 3.0 0.2 0.0 3.2 0.0 1.5 2.6 0.0 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 0.3 5.2 0.3 0.9 2.8 0.1 0.3 0.0 0.6 0.7 0.0 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.3 13.3 8.5 31.9 9.7 7.4 33.3 0.0 28.6 31.8 0.0 26.3 LnGrp LOS C B A C A A C A C C A C
Approach Vol, veh/h 1319 954 64 91
Approach Delay, s/veh 13.4 11.2 30.0 29.2
Approach LOS B B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.4 10.8 8.0 36.1 6.0 12.2 6.0 38.1 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 10.4 20.2 12.4 56.2 7.4 23.2 7.4 61.2 Max Q Clear Time (g_c+I1), s 3.6 3.6 4.2 19.3 2.7 3.4 2.7 11.6 Green Ext Time (p_c), s 0.0 0.1 0.0 11.0 0.0 0.1 0.0 6.6 Intersection Summary
HCM 6th Ctrl Delay 13.5
HCM 6th LOS B

6.1-63
2835
Timings Rich Haven Specific Plan TA (JN:14822)
10: Haven Av. & SR-60 WB Ramps 10/06/2022
OYC (2027) Without Project 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) 349 10 620 157 1025 1638 767
Future Volume (vph) 349 10 620 157 1025 1638 767
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) 23.0 23.0 14.0 67.0 53.0 53.0
Total Split (%) 25.6% 25.6% 15.6% 74.4% 58.9% 58.9%
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) 14.5 14.5 90.0 8.1 63.5 50.5 50.5
Actuated g/C Ratio 0.16 0.16 1.00 0.09 0.71 0.56 0.56
v/c Ratio 0.69 0.69 0.41 0.53 0.30 0.60 0.67
Control Delay 48.8 49.0 0.8 36.2 5.9 14.8 5.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 48.8 49.0 0.8 36.2 5.9 14.8 5.2

LOS D D A D A B A
Approach Delay 18.4 9.9 11.7
Approach LOS B A 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: 0.69
Intersection Signal Delay: 12.7 Intersection LOS: B
Intersection Capacity Utilization 76.2% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 10: Haven Av. & SR-60 WB Ramps

6.1-64
2836
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 - 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 0 349 10 620 157 1025 0 0 1638 767 Future Volume (veh/h) 0 0 0 349 10 620 157 1025 0 0 1638 767 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 371 0 0 164 1068 0 0 1706 651
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 466 0 232 3757 0 0 3130 959
Arrive On Green 0.13 0.00 0.00 0.13 1.00 0.00 0.00 0.61 0.61 Sat Flow, veh/h 3563 0 1585 3456 5274 0 0 5274 1565
Grp Volume(v), veh/h 371 0 0 164 1068 0 0 1706 651
Grp Sat Flow(s),veh/h/ln 1781 0 1585 1728 1702 0 0 1702 1565 Q Serve(g_s), s 9.1 0.0 0.0 4.1 0.0 0.0 0.0 17.5 24.8
Cycle Q Clear(g_c), s 9.1 0.0 0.0 4.1 0.0 0.0 0.0 17.5 24.8 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 466 0 232 3757 0 0 3130 959
V/C Ratio(X) 0.80 0.00 0.71 0.28 0.00 0.00 0.55 0.68
Avail Cap(c_a), veh/h 681 0 346 3757 0 0 3130 959
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 0.79 0.79 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 37.9 0.0 0.0 38.1 0.0 0.0 0.0 10.1 11.5 Incr Delay (d2), s/veh 4.1 0.0 0.0 1.2 0.2 0.0 0.0 0.7 3.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.0 0.0 0.0 1.6 0.1 0.0 0.0 5.4 7.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.1 0.0 0.0 39.3 0.2 0.0 0.0 10.8 15.4 LnGrp LOS D A D A A A B B
Approach Vol, veh/h 371 A 1232 2357
Approach Delay, s/veh 42.1 5.4 12.1
Approach LOS D A B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 72.4 11.1 61.4 17.6
Change Period (Y+Rc), s 6.2 5.0 6.2 5.8
Max Green Setting (Gmax), s 60.8 9.0 46.8 17.2
Max Q Clear Time (g_c+I1), s 2.0 6.1 26.8 11.1
Green Ext Time (p_c), s 5.2 0.1 10.0 0.7
Intersection Summary
HCM 6th Ctrl Delay 12.8
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.

6.1-65
2837
Timings Rich Haven Specific Plan TA (JN:14822)
11: Haven Av. & SR-60 EB Ramps 10/06/2022
OYC (2027) Without Project 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) 385 2 234 788 672 1336
Future Volume (vph) 385 2 234 788 672 1336
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) 16.2 16.2 16.2 34.3 22.5 61.8
Actuated g/C Ratio 0.18 0.18 0.18 0.38 0.25 0.69
v/c Ratio 0.66 0.67 0.67 0.56 0.82 0.40
Control Delay 44.7 45.1 28.9 22.5 53.4 4.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 44.7 45.1 28.9 22.5 53.4 4.6

LOS D D C C D A
Approach Delay 38.8 22.5 20.9
Approach LOS D 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: 65
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.82
Intersection Signal Delay: 24.4 Intersection LOS: C
Intersection Capacity Utilization 76.2% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 11: Haven Av. & SR-60 EB Ramps

6.1-66
2838
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 - 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) 385 2 234 0 0 0 0 788 243 672 1336 0 Future Volume (veh/h) 385 2 234 0 0 0 0 788 243 672 1336 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 402 0 130 0 821 195 700 1392 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 516 0 230 0 1817 429 780 3685 0
Arrive On Green 0.14 0.00 0.14 0.00 0.44 0.44 0.45 1.00 0.00 Sat Flow, veh/h 3563 0 1585 0 4294 973 3456 5274 0
Grp Volume(v), veh/h 402 0 130 0 676 340 700 1392 0
Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1694 1728 1702 0 Q Serve(g_s), s 9.8 0.0 6.9 0.0 12.5 12.6 16.8 0.0 0.0
Cycle Q Clear(g_c), s 9.8 0.0 6.9 0.0 12.5 12.6 16.8 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.57 1.00 0.00
Lane Grp Cap(c), veh/h 516 0 230 0 1500 746 780 3685 0
V/C Ratio(X) 0.78 0.00 0.57 0.00 0.45 0.45 0.90 0.38 0.00 Avail Cap(c_a), veh/h 800 0 356 0 1500 746 960 3685 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 0.76 0.76 0.00 Uniform Delay (d), s/veh 37.1 0.0 35.8 0.0 17.6 17.6 23.7 0.0 0.0 Incr Delay (d2), s/veh 2.6 0.0 2.2 0.0 1.0 2.0 7.6 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 4.2 0.0 2.7 0.0 4.6 4.8 5.4 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.7 0.0 38.0 0.0 18.6 19.6 31.3 0.2 0.0 LnGrp LOS D A D A B B C A A
Approach Vol, veh/h 532 1016 2092
Approach Delay, s/veh 39.3 18.9 10.6
Approach LOS D B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 25.3 45.8 18.8 71.2
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 18.8 14.6 11.8 2.0
Green Ext Time (p_c), s 1.5 3.5 1.3 7.5
Intersection Summary
HCM 6th Ctrl Delay 17.1
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

6.1-67
2839
Timings Rich Haven Specific Plan TA (JN:14822)
12: Haven Av. & Riverside Dr. 10/06/2022
OYC (2027) Without Project 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) 349 396 157 392 31 470 135 536 399 Future Volume (vph) 349 396 157 392 31 470 135 536 399
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 2.43 1.06 2.52 0.75 3.53 0.53 1.88 0.84
Control Delay 685.6 101.6 751.9 51.3 1164.7 53.7 437.1 30.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 685.6 101.6 751.9 51.3 1164.7 53.7 437.1 30.7

LOS F F F D F D F C
Approach Delay 357.7 224.6 1164.7 237.0
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: 3.53
Intersection Signal Delay: 456.2 Intersection LOS: F
Intersection Capacity Utilization 122.1% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 12: Haven Av. & Riverside Dr.

6.1-68
2840
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 - 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) 349 396 51 157 392 87 31 470 149 135 536 399 Future Volume (veh/h) 349 396 51 157 392 87 31 470 149 135 536 399 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 364 412 52 164 408 71 32 490 149 141 558 190 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 151 389 49 66 572 99 29 446 136 268 298 252
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 1536 194 1594 2860 493 81 1241 377 1594 1772 1496 Grp Volume(v), veh/h 364 0 464 164 239 240 671 0 0 141 558 190 Grp Sat Flow(s),veh/h/ln 1594 0 1729 1594 1683 1669 1700 0 0 1594 1772 1496 Q Serve(g_s), s 11.4 0.0 30.4 5.0 15.9 16.1 43.1 0.0 0.0 9.7 20.2 14.5 Cycle Q Clear(g_c), s 11.4 0.0 30.4 5.0 15.9 16.1 43.1 0.0 0.0 9.7 20.2 14.5 Prop In Lane 1.00 0.11 1.00 0.30 0.05 0.22 1.00 1.00
Lane Grp Cap(c), veh/h 151 0 438 66 337 334 611 0 0 268 298 252 V/C Ratio(X) 2.40 0.00 1.06 2.47 0.71 0.72 1.10 0.00 0.00 0.53 1.87 0.75 Avail Cap(c_a), veh/h 151 0 438 66 337 334 611 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 44.7 44.9 38.5 0.0 0.0 45.5 49.9 47.5 Incr Delay (d2), s/veh 651.6 0.0 59.5 704.1 6.7 7.3 66.5 0.0 0.0 1.9 404.4 12.2 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 31.8 0.0 19.6 14.9 7.0 7.1 28.9 0.0 0.0 3.9 42.2 6.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 705.9 0.0 104.3 761.6 51.5 52.2 104.9 0.0 0.0 47.4 454.3 59.7 LnGrp LOS F A F F D D F A A D F E
Approach Vol, veh/h 828 643 671 889
Approach Delay, s/veh 368.8 232.9 104.9 305.4
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 18.1 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 1.3
Intersection Summary
HCM 6th Ctrl Delay 262.9
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

6.1-69
2841
HCM 6th TWSC Rich Haven Specific Plan TA (JN:14822)
13: Haven Av. & Chino Av. 10/06/2022
OYC (2027) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 24
Intersection
Int Delay, s/veh 3.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 129 76 82 486 633 123
Future Vol, veh/h 129 76 82 486 633 123
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 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 136 80 86 512 666 129
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1415 731 795 0 - 0
Stage 1 731 - - - - -
Stage 2 684 - - - - -
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 151 422 826 - - -
Stage 1 476 - - - - -
Stage 2 501 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 135 422 826 - - -
Mov Cap-2 Maneuver 271 - - - - -
Stage 1 426 - - - - -
Stage 2 501 - - - - -
Approach EB NB SB
HCM Control Delay, s 25.2 1.4 0

HCM LOS D
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 826 - 271 422 - -
HCM Lane V/C Ratio 0.104 - 0.501 0.19 - -
HCM Control Delay (s) 9.9 - 30.9 15.5 - -
HCM Lane LOS A - D C - -
HCM 95th %tile Q(veh) 0.3 - 2.6 0.7 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

6.1-70
2842
Timings Rich Haven Specific Plan TA (JN:14822)
14: Haven Av. & Schaefer av. 10/06/2022
OYC (2027) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 25
Lane Group EBL EBR NBL NBT SBT
Lane Configurations
Traffic Volume (vph) 58 112 159 479 603
Future Volume (vph) 58 112 159 479 603
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) 12.2 12.2 13.0 40.0 22.2
Actuated g/C Ratio 0.19 0.19 0.20 0.62 0.34
v/c Ratio 0.22 0.34 0.58 0.51 0.67
Control Delay 27.6 8.6 33.3 8.7 21.8
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 27.6 8.6 33.3 8.7 21.8

LOS C A C A C
Approach Delay 15.0 14.8 21.8
Approach LOS B B C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 64.4
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.67
Intersection Signal Delay: 18.0 Intersection LOS: B
Intersection Capacity Utilization 51.6% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 14: Haven Av. & Schaefer av.

6.1-71
2843
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 - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 26
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 58 112 159 479 603 59
Future Volume (veh/h) 58 112 159 479 603 59
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 67 61 185 557 701 69
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 275 259 231 1029 1047 103
Arrive On Green 0.17 0.17 0.15 0.58 0.34 0.34
Sat Flow, veh/h 1594 1502 1594 1772 3185 305
Grp Volume(v), veh/h 67 61 185 557 381 389
Grp Sat Flow(s),veh/h/ln 1594 1502 1594 1772 1683 1717
Q Serve(g_s), s 1.7 1.6 5.3 9.0 9.1 9.1
Cycle Q Clear(g_c), s 1.7 1.6 5.3 9.0 9.1 9.1
Prop In Lane 1.00 1.00 1.00 0.18
Lane Grp Cap(c), veh/h 275 259 231 1029 569 581
V/C Ratio(X) 0.24 0.24 0.80 0.54 0.67 0.67
Avail Cap(c_a), veh/h 955 900 995 3019 1652 1685
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 16.8 16.8 19.5 6.0 13.3 13.3
Incr Delay (d2), s/veh 0.5 0.5 2.4 0.4 1.4 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 0.5 1.5 1.8 1.7 2.7 2.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.3 17.3 21.9 6.5 14.7 14.7
LnGrp LOS B B C A B B
Approach Vol, veh/h 128 742 770
Approach Delay, s/veh 17.3 10.3 14.7
Approach LOS B B B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 33.1 13.9 11.4 21.7
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 11.0 3.7 7.3 11.1
Green Ext Time (p_c), s 3.7 0.3 0.2 4.8
Intersection Summary
HCM 6th Ctrl Delay 12.9
HCM 6th LOS B

6.1-72
2844
Timings Rich Haven Specific Plan TA (JN:14822)
15: Haven Av. & Ontario Ranch Rd. 10/06/2022
OYC (2027) Without Project Conditions - PM 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) 226 980 38 243 742 237 19 210 75 239 348 129 Future Volume (vph) 226 980 38 243 742 237 19 210 75 239 348 129 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 39.4 39.4 6.3 32.9 32.9 6.0 21.3 21.3 10.5 32.2 32.2 Actuated g/C Ratio 0.13 0.40 0.40 0.06 0.33 0.33 0.06 0.22 0.22 0.11 0.33 0.33 v/c Ratio 1.20 0.54 0.06 1.42 0.39 0.38 0.21 0.59 0.18 1.51 0.64 0.23 Control Delay 167.5 25.8 0.2 253.1 27.6 5.8 53.4 40.2 0.9 292.3 35.0 3.8 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 167.5 25.8 0.2 253.1 27.6 5.8 53.4 40.2 0.9 292.3 35.0 3.8

LOS F C A F C A D D A F C A
Approach Delay 50.7 68.3 31.3 115.3
Approach LOS D E C F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 99
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.51
Intersection Signal Delay: 68.4 Intersection LOS: E
Intersection Capacity Utilization 72.4% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 15: Haven Av. & Ontario Ranch Rd.

6.1-73
2845
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 - PM 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) 226 980 38 243 742 237 19 210 75 239 348 129 Future Volume (veh/h) 226 980 38 243 742 237 19 210 75 239 348 129 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 240 1043 27 259 789 207 20 223 30 254 370 104 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 216 2063 640 197 2186 539 35 278 236 181 441 374 Arrive On Green 0.14 0.43 0.43 0.07 0.36 0.36 0.02 0.16 0.16 0.11 0.25 0.25 Sat Flow, veh/h 1594 4837 1502 2910 6095 1502 1594 1772 1502 1594 1772 1502 Grp Volume(v), veh/h 240 1043 27 259 789 207 20 223 30 254 370 104 Grp Sat Flow(s),veh/h/ln 1594 1612 1502 1455 1524 1502 1594 1772 1502 1594 1772 1502 Q Serve(g_s), s 12.4 14.4 1.0 6.2 8.7 9.4 1.1 11.1 1.6 10.4 18.1 5.1 Cycle Q Clear(g_c), s 12.4 14.4 1.0 6.2 8.7 9.4 1.1 11.1 1.6 10.4 18.1 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 216 2063 640 197 2186 539 35 278 236 181 441 374 V/C Ratio(X) 1.11 0.51 0.04 1.31 0.36 0.38 0.58 0.80 0.13 1.40 0.84 0.28 Avail Cap(c_a), veh/h 216 2063 640 197 2186 539 188 837 709 181 829 703 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 39.5 19.2 15.3 42.6 21.6 21.8 44.3 37.2 33.2 40.5 32.6 27.7 Incr Delay (d2), s/veh 94.0 0.9 0.1 172.0 0.5 2.1 5.5 5.4 0.2 210.3 4.3 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 10.2 4.9 0.3 6.8 2.8 3.3 0.5 5.0 0.5 14.5 7.8 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 133.5 20.1 15.4 214.6 22.1 23.9 49.8 42.5 33.4 250.9 37.0 28.1 LnGrp LOS F C B F C C D D C F D C
Approach Vol, veh/h 1310 1255 273 728
Approach Delay, s/veh 40.8 62.1 42.1 110.3
Approach LOS D E D F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.0 20.1 10.8 45.5 6.6 28.6 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 13.1 8.2 16.4 3.1 20.1 14.4 11.4 Green Ext Time (p_c), s 0.0 1.2 0.0 6.9 0.0 2.3 0.0 5.4 Intersection Summary
HCM 6th Ctrl Delay 62.6
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

6.1-74
2846
Timings Rich Haven Specific Plan TA (JN:14822)
17: Mill Creek Av. & Riverside Dr. 10/06/2022
OYC (2027) Without Project Conditions - PM 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) 120 419 14 469 64 20 23 63 15
Future Volume (vph) 120 419 14 469 64 20 23 63 15
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) 22.0 43.0 11.0 32.0 37.0 37.0 37.0 29.0 29.0 Total Split (%) 18.3% 35.8% 9.2% 26.7% 30.8% 30.8% 30.8% 24.2% 24.2% 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) 11.0 34.0 5.7 20.4 12.4 12.4 12.4 12.3 12.3 Actuated g/C Ratio 0.14 0.44 0.07 0.27 0.16 0.16 0.16 0.16 0.16 v/c Ratio 0.56 0.39 0.13 0.72 0.27 0.07 0.07 0.26 0.31
Control Delay 43.7 16.5 43.2 31.4 34.2 31.8 0.4 34.5 14.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 43.7 16.5 43.2 31.4 34.2 31.8 0.4 34.5 14.1

LOS D B D C C C A C B
Approach Delay 21.6 31.7 26.6 22.5
Approach LOS C C C C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 76.7
Natural Cycle: 95
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.72
Intersection Signal Delay: 26.1 Intersection LOS: C
Intersection Capacity Utilization 49.4% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 17: Mill Creek Av. & Riverside Dr.

6.1-75
2847
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 - PM 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) 120 419 110 14 469 124 64 20 23 63 15 74 Future Volume (veh/h) 120 419 110 14 469 124 64 20 23 63 15 74 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 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 128 446 64 15 499 84 68 21 11 67 16 52 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 160 942 134 29 684 115 263 293 248 277 63 203 Arrive On Green 0.10 0.32 0.32 0.02 0.24 0.24 0.17 0.17 0.17 0.17 0.17 0.17 Sat Flow, veh/h 1594 2955 422 1594 2885 483 1594 1772 1499 1594 359 1168 Grp Volume(v), veh/h 128 253 257 15 290 293 68 21 11 67 0 68 Grp Sat Flow(s),veh/h/ln 1594 1683 1694 1594 1683 1685 1594 1772 1499 1594 0 1527 Q Serve(g_s), s 4.8 7.4 7.5 0.6 9.7 9.8 2.3 0.6 0.4 2.2 0.0 2.4 Cycle Q Clear(g_c), s 4.8 7.4 7.5 0.6 9.7 9.8 2.3 0.6 0.4 2.2 0.0 2.4 Prop In Lane 1.00 0.25 1.00 0.29 1.00 1.00 1.00 0.76
Lane Grp Cap(c), veh/h 160 537 540 29 399 400 263 293 248 277 0 266 V/C Ratio(X) 0.80 0.47 0.48 0.51 0.73 0.73 0.26 0.07 0.04 0.24 0.00 0.26 Avail Cap(c_a), veh/h 469 1017 1023 182 715 715 812 903 764 651 0 623 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 27.0 16.7 16.7 29.8 21.5 21.6 22.3 21.6 21.5 21.8 0.0 21.9 Incr Delay (d2), s/veh 3.5 0.6 0.7 5.1 2.5 2.6 0.5 0.1 0.1 0.4 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 2.4 2.5 0.2 3.5 3.5 0.8 0.2 0.1 0.8 0.0 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.5 17.4 17.4 34.8 24.1 24.2 22.8 21.7 21.6 22.2 0.0 22.4 LnGrp LOS C B B C C C C C C C A C
Approach Vol, veh/h 638 598 100 135
Approach Delay, s/veh 20.0 24.4 22.4 22.3
Approach LOS C C C C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 15.9 5.1 25.5 14.7 10.1 20.5
Change Period (Y+Rc), s 5.8 4.0 6.0 4.0 4.0 6.0
Max Green Setting (Gmax), s 31.2 7.0 37.0 25.0 18.0 26.0 Max Q Clear Time (g_c+I1), s 4.3 2.6 9.5 4.4 6.8 11.8
Green Ext Time (p_c), s 0.3 0.0 2.7 0.5 0.1 2.6
Intersection Summary
HCM 6th Ctrl Delay 22.2
HCM 6th LOS C

6.1-76
2848
HCM 6th AWSC Rich Haven Specific Plan TA (JN:14822)
18: Chino Av. & Mill Creek Av. 10/06/2022
OYC (2027) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 31
Intersection
Intersection Delay, s/veh 7.2
Intersection LOS A
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 0 0 0 1 0
Future Vol, veh/h 0 0 0 0 1 0
Peak Hour Factor 0.25 0.25 0.25 0.25 0.25 0.25
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 0 0 0 4 0
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 7.2

HCM LOS - - A

Lane NBLn1WBLn1 SBLn1
Vol Left, % 0% 0% 100%
Vol Thru, % 100% 100% 0%
Vol Right, % 0% 0% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 0 0 1
LT Vol 0 0 1
Through Vol 0 0 0
RT Vol 0 0 0
Lane Flow Rate 0 0 4
Geometry Grp 1 1 1
Degree of Util (X) 0 0 0.005
Departure Headway (Hd) 3.937 3.942 4.134
Convergence, Y/N Yes Yes Yes
Cap 0 0 871
Service Time 1.938 1.944 2.134
HCM Lane V/C Ratio 0 0 0.005
HCM Control Delay 6.9 6.9 7.2
HCM Lane LOS N N A
HCM 95th-tile Q 0 0 0

6.1-77
2849
Timings Rich Haven Specific Plan TA (JN:14822)
20: Milliken Av. & SR-60 WB Ramps 10/06/2022
OYC (2027) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 32
Lane Group WBT WBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 4 352 309 812 1062 572
Future Volume (vph) 4 352 309 812 1062 572
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) 14.4 14.4 18.1 53.2 30.4 30.4
Actuated g/C Ratio 0.18 0.18 0.23 0.66 0.38 0.38
v/c Ratio 0.30 0.81 0.81 0.34 0.79 0.62
Control Delay 33.2 30.1 47.0 6.5 27.9 5.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 33.2 30.1 47.0 6.5 27.9 5.4

LOS C C D A C A
Approach Delay 30.8 17.6 20.0
Approach LOS C B C
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 80.3
Natural Cycle: 75
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 20.7 Intersection LOS: C
Intersection Capacity Utilization 75.0% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 20: Milliken Av. & SR-60 WB Ramps

6.1-78
2850
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 - PM 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 87 4 352 309 812 0 0 1062 572 Future Volume (veh/h) 0 0 0 87 4 352 309 812 0 0 1062 572 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 91 4 191 322 846 0 0 1106 304
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 264 12 245 371 2477 0 0 1444 612
Arrive On Green 0.15 0.15 0.15 0.21 0.66 0.00 0.00 0.39 0.39 Sat Flow, veh/h 1710 75 1585 1781 3741 0 0 3741 1585
Grp Volume(v), veh/h 95 0 191 322 846 0 0 1106 304
Grp Sat Flow(s),veh/h/ln 1785 0 1585 1781 1870 0 0 1870 1585 Q Serve(g_s), s 3.2 0.0 7.8 11.8 6.7 0.0 0.0 17.4 9.9
Cycle Q Clear(g_c), s 3.2 0.0 7.8 11.8 6.7 0.0 0.0 17.4 9.9 Prop In Lane 0.96 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 276 0 245 371 2477 0 0 1444 612
V/C Ratio(X) 0.34 0.00 0.78 0.87 0.34 0.00 0.00 0.77 0.50 Avail Cap(c_a), veh/h 470 0 417 590 3307 0 0 1814 769
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 25.5 0.0 27.5 25.9 5.0 0.0 0.0 18.1 15.8 Incr Delay (d2), s/veh 0.7 0.0 5.4 4.8 0.1 0.0 0.0 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 %ile BackOfQ(50%),veh/ln 1.3 0.0 3.0 4.9 1.4 0.0 0.0 6.4 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.3 0.0 32.9 30.7 5.1 0.0 0.0 19.7 16.4 LnGrp LOS C A C C A A A B B
Approach Vol, veh/h 286 1168 1410
Approach Delay, s/veh 30.7 12.1 19.0
Approach LOS C B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 51.0 18.7 32.3 16.6
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 8.7 13.8 19.4 9.8
Green Ext Time (p_c), s 6.1 0.3 6.7 0.7
Intersection Summary
HCM 6th Ctrl Delay 17.3
HCM 6th LOS B

6.1-79
2851
Timings Rich Haven Specific Plan TA (JN:14822)
21: Milliken Av. & SR-60 EB Ramps 10/06/2022
OYC (2027) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 34
Lane Group EBL EBT NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 290 4 822 246 902
Future Volume (vph) 290 4 822 246 902
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) 29.0 29.0 37.0 24.0 61.0
Total Split (%) 32.2% 32.2% 41.1% 26.7% 67.8%
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) 17.4 17.4 25.9 15.0 45.7
Actuated g/C Ratio 0.23 0.23 0.34 0.20 0.60
v/c Ratio 0.67 0.79 0.80 0.74 0.42
Control Delay 37.3 30.8 28.6 44.3 9.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 37.3 30.8 28.6 44.3 9.0

LOS D C C D A
Approach Delay 33.5 28.6 16.6
Approach LOS C C B
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 76.1
Natural Cycle: 65
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.80
Intersection Signal Delay: 24.7 Intersection LOS: C
Intersection Capacity Utilization 75.0% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 21: Milliken Av. & SR-60 EB Ramps

6.1-80
2852
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 - PM 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) 290 4 327 0 0 0 0 822 141 246 902 0 Future Volume (veh/h) 290 4 327 0 0 0 0 822 141 246 902 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 245 83 185 0 856 79 256 940 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 379 110 244 0 1131 104 308 2184 0
Arrive On Green 0.21 0.21 0.21 0.00 0.34 0.34 0.17 0.58 0.00 Sat Flow, veh/h 1781 515 1148 0 3373 311 1781 3741 0
Grp Volume(v), veh/h 245 0 268 0 475 460 256 940 0
Grp Sat Flow(s),veh/h/ln 1781 0 1664 0 1870 1814 1781 1870 0 Q Serve(g_s), s 7.7 0.0 9.2 0.0 13.8 13.8 8.5 8.5 0.0
Cycle Q Clear(g_c), s 7.7 0.0 9.2 0.0 13.8 13.8 8.5 8.5 0.0 Prop In Lane 1.00 0.69 0.00 0.17 1.00 0.00
Lane Grp Cap(c), veh/h 379 0 354 0 627 608 308 2184 0
V/C Ratio(X) 0.65 0.00 0.76 0.00 0.76 0.76 0.83 0.43 0.00 Avail Cap(c_a), veh/h 666 0 622 0 945 917 567 3364 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 21.9 0.0 22.5 0.0 18.0 18.0 24.3 7.0 0.0 Incr Delay (d2), s/veh 1.9 0.0 3.3 0.0 1.9 2.0 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 3.0 0.0 3.4 0.0 5.1 4.9 3.2 2.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.8 0.0 25.8 0.0 20.0 20.0 26.6 7.2 0.0 LnGrp LOS C A C A B C C A A
Approach Vol, veh/h 513 935 1196
Approach Delay, s/veh 24.8 20.0 11.3
Approach LOS C B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 15.1 26.6 19.2 41.8
Change Period (Y+Rc), s 4.6 6.2 6.2 6.2
Max Green Setting (Gmax), s 19.4 30.8 22.8 54.8
Max Q Clear Time (g_c+I1), s 10.5 15.8 11.2 10.5
Green Ext Time (p_c), s 0.2 4.7 1.8 7.0
Intersection Summary
HCM 6th Ctrl Delay 17.0
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

6.1-81
2853
Timings Rich Haven Specific Plan TA (JN:14822)
22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
OYC (2027) Without Project Conditions - PM 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) 171 147 88 158 176 189 534 54 234 770 Future Volume (vph) 171 147 88 158 176 189 534 54 234 770 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) 21.8 31.0 15.0 24.2 24.2 25.0 51.6 51.6 22.4 49.0 Total Split (%) 18.2% 25.8% 12.5% 20.2% 20.2% 20.8% 43.0% 43.0% 18.7% 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) 15.5 24.4 9.4 18.3 18.3 17.4 40.2 40.2 18.0 40.7 Actuated g/C Ratio 0.14 0.21 0.08 0.16 0.16 0.15 0.35 0.35 0.16 0.36 v/c Ratio 0.84 0.93 0.72 0.59 0.47 0.82 0.47 0.09 0.99 0.92 Control Delay 80.0 71.5 81.5 55.6 10.7 73.7 29.8 0.3 103.6 47.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 80.0 71.5 81.5 55.6 10.7 73.7 29.8 0.3 103.6 47.0

LOS F E F E B E C A F D
Approach Delay 74.4 42.3 38.4 57.5
Approach LOS E D D E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 113.7
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.99
Intersection Signal Delay: 53.2 Intersection LOS: D
Intersection Capacity Utilization 86.8% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 22: Hamner Av./Milliken Av. & Riverside Dr.

6.1-82
2854
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 - PM 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) 171 147 186 88 158 176 189 534 54 234 770 256 Future Volume (veh/h) 171 147 186 88 158 176 189 534 54 234 770 256 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 180 155 155 93 166 147 199 562 52 246 811 255 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 207 171 171 114 272 231 227 1131 504 272 915 287 Arrive On Green 0.13 0.21 0.21 0.07 0.15 0.15 0.14 0.34 0.34 0.17 0.36 0.36 Sat Flow, veh/h 1594 807 807 1594 1772 1502 1594 3367 1499 1594 2511 789 Grp Volume(v), veh/h 180 0 310 93 166 147 199 562 52 246 543 523 Grp Sat Flow(s),veh/h/ln 1594 0 1613 1594 1772 1502 1594 1683 1499 1594 1683 1617 Q Serve(g_s), s 11.4 0.0 19.3 5.9 9.0 9.5 12.6 13.7 2.5 15.6 31.2 31.3 Cycle Q Clear(g_c), s 11.4 0.0 19.3 5.9 9.0 9.5 12.6 13.7 2.5 15.6 31.2 31.3 Prop In Lane 1.00 0.50 1.00 1.00 1.00 1.00 1.00 0.49
Lane Grp Cap(c), veh/h 207 0 342 114 272 231 227 1131 504 272 613 589 V/C Ratio(X) 0.87 0.00 0.91 0.81 0.61 0.64 0.88 0.50 0.10 0.90 0.89 0.89 Avail Cap(c_a), veh/h 266 0 388 161 309 262 315 1483 660 275 699 671 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 44.0 0.0 39.6 47.2 40.7 40.9 43.3 27.3 23.5 41.9 30.8 30.8 Incr Delay (d2), s/veh 17.8 0.0 22.7 13.3 2.8 4.2 14.3 0.3 0.1 29.7 12.1 12.5 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 5.3 0.0 9.4 2.7 4.0 3.6 5.6 5.2 0.8 8.1 13.6 13.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.7 0.0 62.3 60.5 43.5 45.1 57.7 27.6 23.6 71.7 42.8 43.3 LnGrp LOS E A E E D D E C C E D D
Approach Vol, veh/h 490 406 813 1312
Approach Delay, s/veh 62.1 48.0 34.7 48.4
Approach LOS E D C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 22.2 40.8 12.0 28.1 19.3 43.8 18.0 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 17.8 45.4 10.4 24.8 20.4 42.8 17.2 18.0 Max Q Clear Time (g_c+I1), s 17.6 15.7 7.9 21.3 14.6 33.3 13.4 11.5 Green Ext Time (p_c), s 0.0 3.7 0.0 0.5 0.1 4.3 0.1 0.7 Intersection Summary
HCM 6th Ctrl Delay 46.9
HCM 6th LOS D

6.1-83
2855
HCM 6th TWSC Rich Haven Specific Plan TA (JN:14822)
23: Hamner Av. & Chino Av. 10/06/2022
OYC (2027) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 38
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 1 0 0 757 1023 2
Future Vol, veh/h 1 0 0 757 1023 2
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 1 0 0 832 1124 2
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1541 1125 1126 0 - 0
Stage 1 1125 - - - - -
Stage 2 416 - - - - -
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 116 249 618 - - -
Stage 1 309 - - - - -
Stage 2 635 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 116 249 618 - - -
Mov Cap-2 Maneuver 276 - - - - -
Stage 1 309 - - - - -
Stage 2 635 - - - - -
Approach EB NB SB
HCM Control Delay, s 18.1 0 0

HCM LOS C
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 618 - 276 - -
HCM Lane V/C Ratio - - 0.004 - -
HCM Control Delay (s) 0 - 18.1 - -
HCM Lane LOS A - C - -
HCM 95th %tile Q(veh) 0 - 0 - -

6.1-84
2856
Timings Rich Haven Specific Plan TA (JN:14822)
24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
OYC (2027) Without Project Conditions - PM 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) 154 1181 410 964 166 329 424 323 265 581 104 Future Volume (vph) 154 1181 410 964 166 329 424 323 265 581 104 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) 12.6 48.5 13.0 48.9 48.9 12.0 47.5 47.5 11.0 46.5 46.5 Total Split (%) 10.5% 40.4% 10.8% 40.8% 40.8% 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) 7.8 33.4 8.6 34.3 34.3 7.6 25.4 25.4 6.6 24.4 24.4 Actuated g/C Ratio 0.08 0.35 0.09 0.36 0.36 0.08 0.26 0.26 0.07 0.25 0.25 v/c Ratio 0.58 0.69 1.40 0.80 0.26 1.27 0.33 0.63 1.18 0.68 0.22 Control Delay 55.1 28.3 232.6 34.3 5.3 186.7 29.4 21.6 159.5 36.7 6.0 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 55.1 28.3 232.6 34.3 5.3 186.7 29.4 21.6 159.5 36.7 6.0

LOS E C F C A F C C F D A
Approach Delay 30.9 84.0 75.2 67.6
Approach LOS C F E E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 96.4
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.40
Intersection Signal Delay: 62.6 Intersection LOS: E
Intersection Capacity Utilization 77.2% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 24: Hamner Av. & Cantu Galleano Ranch Rd.

6.1-85
2857
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 - 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) 154 1181 281 410 964 166 329 424 323 265 581 104 Future Volume (veh/h) 154 1181 281 410 964 166 329 424 323 265 581 104 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 160 1230 168 427 1004 107 343 442 180 276 605 67 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 235 1859 253 346 1259 561 305 1229 381 263 813 362 Arrive On Green 0.07 0.32 0.32 0.10 0.35 0.35 0.09 0.24 0.24 0.08 0.23 0.23 Sat Flow, veh/h 3456 5771 784 3456 3554 1585 3456 5106 1585 3456 3554 1585 Grp Volume(v), veh/h 160 1028 370 427 1004 107 343 442 180 276 605 67 Grp Sat Flow(s),veh/h/ln 1728 1609 1729 1728 1777 1585 1728 1702 1585 1728 1777 1585 Q Serve(g_s), s 3.8 15.4 15.5 8.4 21.3 3.9 7.4 6.0 8.2 6.4 13.3 2.9 Cycle Q Clear(g_c), s 3.8 15.4 15.5 8.4 21.3 3.9 7.4 6.0 8.2 6.4 13.3 2.9 Prop In Lane 1.00 0.45 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 235 1555 557 346 1259 561 305 1229 381 263 813 362 V/C Ratio(X) 0.68 0.66 0.66 1.23 0.80 0.19 1.13 0.36 0.47 1.05 0.74 0.18 Avail Cap(c_a), veh/h 329 2414 865 346 1795 801 305 2512 780 263 1706 761 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 38.2 24.5 24.5 37.8 24.4 18.8 38.3 26.5 27.3 38.8 30.1 26.1 Incr Delay (d2), s/veh 1.3 0.5 1.4 128.2 1.7 0.2 90.0 0.2 0.9 68.5 1.4 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 1.5 5.2 5.8 9.4 8.0 1.3 6.7 2.3 2.9 5.0 5.3 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.5 25.0 25.9 166.0 26.1 18.9 128.2 26.7 28.2 107.2 31.5 26.3 LnGrp LOS D C C F C B F C C F C C
Approach Vol, veh/h 1558 1538 965 948
Approach Delay, s/veh 26.7 64.4 63.1 53.2
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 26.4 13.0 33.5 12.0 25.4 10.3 36.2 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 8.0 42.4 Max Q Clear Time (g_c+I1), s 8.4 10.2 10.4 17.5 9.4 15.3 5.8 23.3 Green Ext Time (p_c), s 0.0 3.4 0.0 9.2 0.0 3.9 0.1 6.4 Intersection Summary
HCM 6th Ctrl Delay 50.3
HCM 6th LOS D

6.1-86
2858
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 - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 41
Lane Group EBT EBR WBT WBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 1663 363 732 151 320 1 1429
Future Volume (vph) 1663 363 732 151 320 1 1429
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) 42.0 42.0 42.0 78.0 78.0 78.0
Total Split (%) 35.0% 35.0% 35.0% 65.0% 65.0% 65.0%
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) 36.8 36.8 36.8 120.0 70.9 70.9 70.9 Actuated g/C Ratio 0.31 0.31 0.31 1.00 0.59 0.59 0.59
v/c Ratio 1.16 0.58 0.73 0.06 0.32 0.92 0.88
Control Delay 118.1 14.4 50.4 0.0 13.1 38.0 32.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 3.5 0.0
Total Delay 118.1 14.4 50.4 0.0 13.1 41.5 32.3

LOS F B D A B D C
Approach Delay 99.5 41.8 33.0
Approach LOS F D C
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: 100
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.16
Intersection Signal Delay: 63.6 Intersection LOS: E
Intersection Capacity Utilization 89.5% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 25: I-15 SB Ramps & Cantu Galleano Ranch Rd.

6.1-87
2859
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 OYC (2027) Without Project 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) 0 1663 363 0 732 151 0 0 0 320 1 1429 Future Volume (veh/h) 0 1663 363 0 732 151 0 0 0 320 1 1429 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 1808 0 0 796 0 232 0 1243
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 2343 0 1631 781 0 1390
Arrive On Green 0.00 0.46 0.00 0.00 0.61 0.00 0.44 0.00 0.44 Sat Flow, veh/h 0 5274 1585 0 3647 2790 1781 0 3170
Grp Volume(v), veh/h 0 1808 0 0 796 0 232 0 1243
Grp Sat Flow(s),veh/h/ln 0 1702 1585 0 1777 1395 1781 0 1585 Q Serve(g_s), s 0.0 35.6 0.0 0.0 14.9 0.0 10.1 0.0 43.5 Cycle Q Clear(g_c), s 0.0 35.6 0.0 0.0 14.9 0.0 10.1 0.0 43.5 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2343 0 1631 781 0 1390
V/C Ratio(X) 0.00 0.77 0.00 0.49 0.30 0.00 0.89
Avail Cap(c_a), veh/h 0 2343 0 1631 1076 0 1915
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.58 0.00 0.00 0.91 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 27.2 0.0 0.0 15.6 0.0 21.7 0.0 31.1 Incr Delay (d2), s/veh 0.0 1.5 0.0 0.0 1.0 0.0 0.2 0.0 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 0.0 13.4 0.0 0.0 5.0 0.0 4.1 0.0 16.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 28.7 0.0 0.0 16.5 0.0 22.0 0.0 35.6 LnGrp LOS A C A B C A D
Approach Vol, veh/h 1808 A 796 A 1475
Approach Delay, s/veh 28.7 16.5 33.5
Approach LOS C B C
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 61.9 58.1 61.9
Change Period (Y+Rc), s 6.8 5.5 6.8
Max Green Setting (Gmax), s 35.2 72.5 35.2
Max Q Clear Time (g_c+I1), s 37.6 45.5 16.9
Green Ext Time (p_c), s 0.0 7.2 4.5
Intersection Summary
HCM 6th Ctrl Delay 28.0
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.

6.1-88
2860
Timings Rich Haven Specific Plan TA (JN:14822)
26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 OYC (2027) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 43
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 844 1187 241 491 370 169
Future Volume (vph) 844 1187 241 491 370 169
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) 73.0 73.0 20.0 93.0 27.0 27.0
Total Split (%) 60.8% 60.8% 16.7% 77.5% 22.5% 22.5%
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) 68.7 68.7 13.1 87.9 18.8 18.8
Actuated g/C Ratio 0.57 0.57 0.11 0.73 0.16 0.16
v/c Ratio 0.31 1.08 0.70 0.14 0.78 0.45
Control Delay 8.9 70.2 61.8 5.1 58.6 10.7
Queue Delay 0.0 8.5 0.0 0.0 0.0 0.0
Total Delay 8.9 78.7 61.8 5.1 58.6 10.7

LOS A E E A E B
Approach Delay 49.7 23.8 45.0
Approach LOS D 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: 115
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.08
Intersection Signal Delay: 43.2 Intersection LOS: D
Intersection Capacity Utilization 91.5% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 26: I-15 NB Ramps & Cantu Galleano Ranch Rd.

6.1-89
2861
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 OYC (2027) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 44
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 844 1187 241 491 370 169
Future Volume (veh/h) 844 1187 241 491 370 169
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 917 747 262 534 402 102
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 3122 969 322 3853 480 213
Arrive On Green 1.00 1.00 0.09 0.75 0.13 0.13
Sat Flow, veh/h 5274 1585 3456 5274 3563 1585
Grp Volume(v), veh/h 917 747 262 534 402 102
Grp Sat Flow(s),veh/h/ln 1702 1585 1728 1702 1781 1585
Q Serve(g_s), s 0.0 0.0 8.9 3.4 13.2 7.1
Cycle Q Clear(g_c), s 0.0 0.0 8.9 3.4 13.2 7.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 3122 969 322 3853 480 213
V/C Ratio(X) 0.29 0.77 0.81 0.14 0.84 0.48
Avail Cap(c_a), veh/h 3122 969 403 3853 623 277
HCM Platoon Ratio 1.67 1.67 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.09 0.09 0.91 0.91 1.00 1.00
Uniform Delay (d), s/veh 0.0 0.0 53.4 4.0 50.6 48.0
Incr Delay (d2), s/veh 0.0 0.6 9.1 0.1 7.8 1.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 0.2 4.1 0.9 6.2 2.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.6 62.5 4.1 58.4 49.7
LnGrp LOS A A E A E D
Approach Vol, veh/h 1664 796 504
Approach Delay, s/veh 0.3 23.3 56.7
Approach LOS A C E
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 17.2 80.7 97.8 22.2
Change Period (Y+Rc), s 6.0 7.3 7.3 6.0
Max Green Setting (Gmax), s 14.0 65.7 85.7 21.0
Max Q Clear Time (g_c+I1), s 10.9 2.0 5.4 15.2
Green Ext Time (p_c), s 0.2 11.8 3.4 0.9
Intersection Summary
HCM 6th Ctrl Delay 16.0
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

6.1-90
2862
Timings Rich Haven Specific Plan TA (JN:14822)
27: Wineville Av. & Cantu Galleano Ranch Rd. 10/06/2022 OYC (2027) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 45
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 112 438 352 29 332 214 102 51 32 186 193 Future Volume (vph) 112 438 352 29 332 214 102 51 32 186 193 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 19.7 19.7 5.7 13.6 9.6 27.4 27.4 6.3 16.0 16.0 Actuated g/C Ratio 0.11 0.29 0.29 0.08 0.20 0.14 0.40 0.40 0.09 0.23 0.23 v/c Ratio 0.33 0.26 0.53 0.11 0.38 0.48 0.08 0.08 0.21 0.46 0.39 Control Delay 38.2 20.7 6.1 40.4 25.8 36.1 16.9 0.2 42.0 27.6 6.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.2 20.7 6.1 40.4 25.8 36.1 16.9 0.2 42.0 27.6 6.2

LOS D C A D C D B A D C A
Approach Delay 17.2 26.9 25.8 18.7
Approach LOS B C C B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 68.4
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.53
Intersection Signal Delay: 20.8 Intersection LOS: C
Intersection Capacity Utilization 50.4% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 27: Wineville Av. & Cantu Galleano Ranch Rd.

6.1-91
2863
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 27: Wineville Av. & Cantu Galleano Ranch Rd. 10/06/2022 OYC (2027) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 46
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 112 438 352 29 332 23 214 102 51 32 186 193 Future Volume (veh/h) 112 438 352 29 332 23 214 102 51 32 186 193 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 122 476 245 32 361 15 233 111 29 35 202 145 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 280 1607 396 124 1028 42 363 842 375 68 319 270 Arrive On Green 0.08 0.25 0.25 0.04 0.20 0.20 0.10 0.24 0.24 0.04 0.17 0.17 Sat Flow, veh/h 3456 6434 1585 3456 5030 207 3456 3554 1585 1781 1870 1585 Grp Volume(v), veh/h 122 476 245 32 243 133 233 111 29 35 202 145 Grp Sat Flow(s),veh/h/ln 1728 1609 1585 1728 1702 1833 1728 1777 1585 1781 1870 1585 Q Serve(g_s), s 1.7 3.0 6.9 0.5 3.1 3.1 3.3 1.2 0.7 1.0 5.1 4.2 Cycle Q Clear(g_c), s 1.7 3.0 6.9 0.5 3.1 3.1 3.3 1.2 0.7 1.0 5.1 4.2 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 280 1607 396 124 696 375 363 842 375 68 319 270 V/C Ratio(X) 0.44 0.30 0.62 0.26 0.35 0.35 0.64 0.13 0.08 0.51 0.63 0.54 Avail Cap(c_a), veh/h 561 4735 1167 342 2290 1233 868 3459 1543 226 1587 1345 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 22.1 15.4 16.8 23.7 17.2 17.2 21.7 15.2 15.0 23.8 19.5 19.1 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 2.1 1.7 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 0.6 0.8 2.1 0.2 1.0 1.1 1.2 0.4 0.2 0.4 2.0 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.5 15.5 18.4 24.1 17.5 17.8 22.4 15.3 15.1 26.0 21.6 20.8 LnGrp LOS C B B C B B C B B C C C
Approach Vol, veh/h 843 408 373 382
Approach Delay, s/veh 17.3 18.1 19.7 21.7
Approach LOS B B B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.5 18.5 6.4 19.1 9.9 15.1 8.7 16.8 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 3.0 3.2 2.5 8.9 5.3 7.1 3.7 5.1 Green Ext Time (p_c), s 0.0 0.7 0.0 3.7 0.2 1.5 0.1 2.0 Intersection Summary
HCM 6th Ctrl Delay 18.8
HCM 6th LOS B

6.1-92
2864
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report
APPENDIX 6.2: OPENING YEAR CUMULATIVE (2027) WITH PROJECT

CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS
2865
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report
This Page Intentionally Left Blank
2866
Timings Rich Haven Specific Plan TA (JN:14822)
1: Archibald Av. & SR-60 WB Ramps 10/06/2022
OYC (2027) With 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 1299 569 176
Future Volume (vph) 416 8 488 889 1299 569 176
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) 24.0 24.0 24.0 30.0 54.4 19.5 19.5
Actuated g/C Ratio 0.27 0.27 0.27 0.33 0.60 0.22 0.22
v/c Ratio 0.72 0.68 0.63 0.79 0.43 0.42 0.37
Control Delay 42.0 31.5 26.9 30.1 4.5 30.8 6.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 42.0 31.5 26.9 30.1 4.5 30.8 6.1

LOS D C C C A C A
Approach Delay 33.7 14.9 24.9
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: 21.3 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

6.2-1
2867
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 1: Archibald Av. & SR-60 WB Ramps 10/06/2022
OYC (2027) With 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 1299 0 0 569 176 Future Volume (veh/h) 0 0 0 416 8 488 889 1299 0 0 569 176 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 1326 0 0 581 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 1607 3472 0 0 969 239
Arrive On Green 0.19 0.00 0.19 0.93 1.00 0.00 0.00 0.15 0.15 Sat Flow, veh/h 3563 0 1583 3456 5274 0 0 6696 1585
Grp Volume(v), veh/h 578 0 305 907 1326 0 0 581 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 3.5 0.0 0.0 0.0 7.6 4.2
Cycle Q Clear(g_c), s 14.1 0.0 17.2 3.5 0.0 0.0 0.0 7.6 4.2 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 681 0 302 1607 3472 0 0 969 239
V/C Ratio(X) 0.85 0.00 1.01 0.56 0.38 0.00 0.00 0.60 0.35 Avail Cap(c_a), veh/h 681 0 302 1607 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 0.71 0.71 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 35.1 0.0 36.4 1.8 0.0 0.0 0.0 35.7 34.3 Incr Delay (d2), s/veh 9.9 0.0 53.9 0.2 0.2 0.0 0.0 2.7 4.0 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 6.7 0.0 18.2 0.6 0.1 0.0 0.0 3.0 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.0 0.0 90.3 2.0 0.2 0.0 0.0 38.4 38.2 LnGrp LOS D A F A A A A D D
Approach Vol, veh/h 883 2233 664
Approach Delay, s/veh 60.7 1.0 38.4
Approach LOS E A D
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 67.0 23.0 47.6 19.4
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 5.5 9.6
Green Ext Time (p_c), s 12.2 0.0 1.7 4.0
Intersection Summary
HCM 6th Ctrl Delay 21.5
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.

6.2-2
2868
Timings Rich Haven Specific Plan TA (JN:14822)
2: Archibald Av. & SR-60 EB Ramps 10/06/2022
OYC (2027) With 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 1796 637 166 841
Future Volume (vph) 386 5 509 1796 637 166 841
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 0.66 0.64 0.63 0.62 0.60 0.29
Control Delay 41.5 23.5 22.6 19.8 4.3 54.3 2.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 41.5 23.5 22.6 19.8 4.3 54.3 2.2

LOS D C C B A D A
Approach Delay 29.5 15.7 10.7
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: 17.4 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

6.2-3
2869
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 2: Archibald Av. & SR-60 EB Ramps 10/06/2022
OYC (2027) With 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 1796 637 166 841 0 Future Volume (veh/h) 386 5 509 0 0 0 0 1796 637 166 841 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 1931 505 178 904 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 1931 505 178 904 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 16.7 18.7 4.4 0.0 0.0 Cycle Q Clear(g_c), s 12.5 0.0 12.3 0.0 16.7 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 0.53 0.57 0.72 0.26 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 0.84 0.84 0.00 Uniform Delay (d), s/veh 34.8 0.0 34.7 0.0 12.0 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 0.2 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 5.3 0.0 4.7 0.0 5.0 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 12.5 15.1 41.3 0.2 0.0 LnGrp LOS D A D A B B D A A
Approach Vol, veh/h 745 2436 1082
Approach Delay, s/veh 37.5 13.1 6.9
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 13.2 6.6 2.3
Intersection Summary
HCM 6th Ctrl Delay 15.8
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

6.2-4
2870
Timings Rich Haven Specific Plan TA (JN:14822)
3: Archibald Av. & Riverside Dr. 10/06/2022
OYC (2027) With 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) 164 439 210 131 612 289 352 1662 244 730 Future Volume (vph) 164 439 210 131 612 289 352 1662 244 730 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 31.1 31.1 10.1 27.8 27.8 24.4 35.9 17.2 28.6 Actuated g/C Ratio 0.12 0.27 0.27 0.09 0.24 0.24 0.21 0.31 0.15 0.25 v/c Ratio 0.93 0.51 0.39 0.99 0.79 0.52 1.10 1.29 1.08 0.81 Control Delay 103.9 37.9 6.4 127.5 49.4 7.3 122.9 171.4 129.3 45.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 103.9 37.9 6.4 127.5 49.4 7.3 122.9 171.4 129.3 45.4

LOS F D A F D A F F F D
Approach Delay 43.1 47.5 163.6 63.0
Approach LOS D D F E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 115.9
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.29
Intersection Signal Delay: 99.1 Intersection LOS: F
Intersection Capacity Utilization 100.2% ICU Level of Service G Analysis Period (min) 15
Splits and Phases: 3: Archibald Av. & Riverside Dr.

6.2-5
2871
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 3: Archibald Av. & Riverside Dr. 10/06/2022
OYC (2027) With 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) 164 439 210 131 612 289 352 1662 173 244 730 192 Future Volume (veh/h) 164 439 210 131 612 289 352 1662 173 244 730 192 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 171 457 161 136 638 237 367 1731 177 254 760 160 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 184 867 381 138 772 338 335 1371 140 236 1039 217 Arrive On Green 0.12 0.26 0.26 0.09 0.23 0.23 0.21 0.31 0.31 0.15 0.26 0.26 Sat Flow, veh/h 1594 3367 1478 1594 3367 1473 1594 4453 454 1594 3999 833 Grp Volume(v), veh/h 171 457 161 136 638 237 367 1252 656 254 611 309 Grp Sat Flow(s),veh/h/ln 1594 1683 1478 1594 1683 1473 1594 1612 1682 1594 1612 1608 Q Serve(g_s), s 12.4 13.6 10.6 9.9 20.9 11.5 24.4 35.8 35.8 17.2 20.1 20.4 Cycle Q Clear(g_c), s 12.4 13.6 10.6 9.9 20.9 11.5 24.4 35.8 35.8 17.2 20.1 20.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.27 1.00 0.52
Lane Grp Cap(c), veh/h 184 867 381 138 772 338 335 993 518 236 838 418 V/C Ratio(X) 0.93 0.53 0.42 0.98 0.83 0.70 1.10 1.26 1.27 1.08 0.73 0.74 Avail Cap(c_a), veh/h 184 1022 449 138 927 405 335 993 518 236 838 418 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 51.0 37.1 36.0 53.0 42.6 18.5 45.9 40.2 40.2 49.5 39.3 39.4 Incr Delay (d2), s/veh 46.3 0.5 0.7 70.6 5.3 4.2 77.8 125.5 134.7 80.6 3.3 6.8 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 7.1 5.4 3.7 6.5 8.9 4.0 16.4 30.6 33.3 11.8 8.0 8.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 97.2 37.6 36.7 123.6 47.9 22.7 123.7 165.7 174.9 130.1 42.5 46.2 LnGrp LOS F D D F D C F F F F D D
Approach Vol, veh/h 789 1011 2275 1174
Approach Delay, s/veh 50.3 52.2 161.6 62.5
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 36.1 29.0 36.4 18.0 32.8 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 11.9 15.6 26.4 22.4 14.4 22.9 Green Ext Time (p_c), s 0.0 0.0 0.0 3.0 0.0 2.7 0.0 3.1 Intersection Summary
HCM 6th Ctrl Delay 101.6
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

6.2-6
2872
Timings Rich Haven Specific Plan TA (JN:14822)
4: Archibald Av. & Chino Av. 10/06/2022
OYC (2027) With 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) 124 150 164 257 195 192 1745 62 901 Future Volume (vph) 124 150 164 257 195 192 1745 62 901 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) 17.0 24.0 21.0 28.0 28.0 23.4 63.4 11.6 51.6 Total Split (%) 14.2% 20.0% 17.5% 23.3% 23.3% 19.5% 52.8% 9.7% 43.0% 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) 12.4 19.1 16.0 22.7 22.7 18.4 57.6 7.0 46.2 Actuated g/C Ratio 0.10 0.16 0.14 0.19 0.19 0.16 0.49 0.06 0.39 v/c Ratio 0.88 0.93 0.90 0.89 0.57 0.91 0.88 0.78 0.84
Control Delay 97.6 84.0 91.3 75.0 23.4 89.3 32.1 102.7 39.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 97.6 84.0 91.3 75.0 23.4 89.3 32.1 102.7 39.5

LOS F F F E C F C F D
Approach Delay 88.9 63.0 37.3 43.3
Approach LOS F E D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 118.1
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.93
Intersection Signal Delay: 47.1 Intersection LOS: D
Intersection Capacity Utilization 82.4% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 4: Archibald Av. & Chino Av.

6.2-7
2873
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 4: Archibald Av. & Chino Av. 10/06/2022
OYC (2027) With 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) 124 150 76 164 257 195 192 1745 169 62 901 78 Future Volume (veh/h) 124 150 76 164 257 195 192 1745 169 62 901 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 146 176 81 193 302 135 226 2053 191 73 1060 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 169 190 88 217 347 294 250 2321 214 90 1244 99 Arrive On Green 0.11 0.17 0.17 0.14 0.20 0.20 0.16 0.48 0.48 0.06 0.38 0.38 Sat Flow, veh/h 1594 1148 528 1594 1772 1502 1594 4789 441 1594 3235 256 Grp Volume(v), veh/h 146 0 257 193 302 135 226 1514 730 73 580 564 Grp Sat Flow(s),veh/h/ln 1594 0 1677 1594 1772 1502 1594 1772 1686 1594 1772 1719 Q Serve(g_s), s 10.6 0.0 17.7 13.9 19.3 7.7 16.3 45.0 46.1 5.3 35.1 35.2 Cycle Q Clear(g_c), s 10.6 0.0 17.7 13.9 19.3 7.7 16.3 45.0 46.1 5.3 35.1 35.2 Prop In Lane 1.00 0.32 1.00 1.00 1.00 0.26 1.00 0.15
Lane Grp Cap(c), veh/h 169 0 278 217 347 294 250 1717 817 90 681 661 V/C Ratio(X) 0.87 0.00 0.93 0.89 0.87 0.46 0.91 0.88 0.89 0.81 0.85 0.85 Avail Cap(c_a), veh/h 169 0 278 223 354 300 256 1779 847 95 711 690 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.5 0.0 48.1 49.7 45.6 28.8 48.5 27.2 27.4 54.6 33.0 33.0 Incr Delay (d2), s/veh 34.4 0.0 34.8 32.1 20.0 1.1 32.1 5.4 11.7 37.5 9.5 9.8 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 5.8 0.0 9.9 7.4 10.2 2.8 8.4 18.1 19.1 3.0 15.8 15.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 85.9 0.0 82.9 81.8 65.6 29.9 80.7 32.6 39.1 92.1 42.4 42.8 LnGrp LOS F A F F E C F C D F D D
Approach Vol, veh/h 403 630 2470 1217
Approach Delay, s/veh 84.0 62.9 38.9 45.6
Approach LOS F E D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.2 61.3 20.5 24.0 22.9 49.6 17.0 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 7.0 58.8 16.4 19.4 18.8 47.0 12.4 23.4 Max Q Clear Time (g_c+I1), s 7.3 48.1 15.9 19.7 18.3 37.2 12.6 21.3 Green Ext Time (p_c), s 0.0 8.6 0.0 0.0 0.0 4.6 0.0 0.5 Intersection Summary
HCM 6th Ctrl Delay 47.7
HCM 6th LOS D

6.2-8
2874
Timings Rich Haven Specific Plan TA (JN:14822)
5: Archibald Av. & Schaefer Av. 10/06/2022
OYC (2027) With 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 79 25 68 1909 50 1166
Future Volume (vph) 17 23 79 25 68 1909 50 1166
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) 32.5 32.5 12.9 45.4 45.4 64.4 10.2 74.6 Total Split (%) 27.1% 27.1% 10.8% 37.8% 37.8% 53.7% 8.5% 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) 8.2 8.2 8.2 16.4 16.4 58.3 5.6 68.6 Actuated g/C Ratio 0.09 0.09 0.09 0.17 0.17 0.61 0.06 0.71 v/c Ratio 0.19 0.18 0.70 0.10 0.26 0.81 0.65 0.59
Control Delay 46.2 44.5 71.9 32.4 9.6 19.0 78.9 9.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 46.2 44.5 71.9 32.4 9.6 19.0 78.9 9.4

LOS D D E C A B E A
Approach Delay 45.3 41.5 19.0 12.2
Approach LOS D D B B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 96.2
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 18.0 Intersection LOS: B
Intersection Capacity Utilization 77.2% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 5: Archibald Av. & Schaefer Av.

6.2-9
2875
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 5: Archibald Av. & Schaefer Av. 10/06/2022
OYC (2027) With 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 79 25 68 0 1909 66 50 1166 19 Future Volume (veh/h) 17 23 0 79 25 68 0 1909 66 50 1166 19 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.81 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 94 30 81 0 2273 67 60 1388 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 136 100 0 116 324 256 83 2843 83 74 2333 39
Arrive On Green 0.06 0.06 0.00 0.07 0.18 0.18 0.00 0.59 0.59 0.05 0.69 0.69 Sat Flow, veh/h 928 1772 0 1594 1772 1398 341 4826 142 1594 3388 56 Grp Volume(v), veh/h 20 27 0 94 30 81 0 1516 824 60 689 722 Grp Sat Flow(s),veh/h/ln 928 1772 0 1594 1772 1398 341 1612 1743 1594 1683 1760 Q Serve(g_s), s 1.8 1.3 0.0 5.0 1.2 4.3 0.0 31.4 31.8 3.2 18.6 18.7 Cycle Q Clear(g_c), s 1.8 1.3 0.0 5.0 1.2 4.3 0.0 31.4 31.8 3.2 18.6 18.7 Prop In Lane 1.00 0.00 1.00 1.00 1.00 0.08 1.00 0.03
Lane Grp Cap(c), veh/h 136 100 0 116 324 256 83 1900 1027 74 1159 1212 V/C Ratio(X) 0.15 0.27 0.00 0.81 0.09 0.32 0.00 0.80 0.80 0.82 0.59 0.60 Avail Cap(c_a), veh/h 385 575 0 153 838 661 111 2164 1169 103 1329 1389 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 39.2 39.0 0.0 39.4 29.3 30.6 0.0 13.7 13.8 40.8 7.1 7.1 Incr Delay (d2), s/veh 0.5 1.4 0.0 16.0 0.1 0.7 0.0 1.9 3.7 19.9 0.6 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 0.6 0.0 2.4 0.5 1.4 0.0 8.9 10.2 1.6 4.2 4.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.7 40.4 0.0 55.4 29.4 31.3 0.0 15.7 17.5 60.7 7.6 7.6 LnGrp LOS D D A E C C A B B E A A
Approach Vol, veh/h 47 205 2340 1471
Approach Delay, s/veh 40.1 42.1 16.3 9.8
Approach LOS D D B A
Timer - Assigned Phs 1 2 3 4 6 8
Phs Duration (G+Y+Rc), s 8.6 57.3 10.9 9.5 65.9 20.4
Change Period (Y+Rc), s 4.6 6.5 4.6 * 4.6 6.5 4.6
Max Green Setting (Gmax), s 5.6 57.9 8.3 * 28 68.1 40.8 Max Q Clear Time (g_c+I1), s 5.2 33.8 7.0 3.8 20.7 6.3
Green Ext Time (p_c), s 0.0 17.0 0.0 0.1 11.2 0.4
Intersection Summary
HCM 6th Ctrl Delay 15.5
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

6.2-10
2876
Timings Rich Haven Specific Plan TA (JN:14822)
6: Archibald Av. & Edison Av./Ontario Ranch Rd. 10/06/2022 OYC (2027) With 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) 38 550 72 507 787 353 184 1400 484 282 700 68 Future Volume (vph) 38 550 72 507 787 353 184 1400 484 282 700 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 40.4 15.4 46.2 46.2 17.7 50.0 14.2 46.5 46.5 Total Split (%) 8.0% 33.7% 12.8% 38.5% 38.5% 14.8% 41.7% 11.8% 38.8% 38.8% 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 32.2 118.1 10.8 40.1 40.1 13.1 43.6 118.1 9.6 40.1 40.1 Actuated g/C Ratio 0.04 0.27 1.00 0.09 0.34 0.34 0.11 0.37 1.00 0.08 0.34 0.34 v/c Ratio 0.33 0.63 0.05 2.04 1.45 0.60 1.15 1.18 0.36 2.42 0.64 0.12 Control Delay 63.3 40.9 0.1 509.9 241.4 17.9 162.5 124.6 0.7 685.1 36.4 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 40.9 0.1 509.9 241.4 17.9 162.5 124.6 0.7 685.1 36.4 0.4

LOS E D A F F B F F A F D A
Approach Delay 37.7 276.1 99.0 208.3
Approach LOS D F F F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 118.1
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 2.42
Intersection Signal Delay: 166.5 Intersection LOS: F
Intersection Capacity Utilization 124.4% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 6: Archibald Av. & Edison Av./Ontario Ranch Rd.

6.2-11
2877
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) With 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) 38 550 72 507 787 353 184 1400 484 282 700 68 Future Volume (veh/h) 38 550 72 507 787 353 184 1400 484 282 700 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 42 604 0 557 865 365 202 1538 0 310 769 64 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 95 983 273 597 499 176 1298 129 1194 495
Arrive On Green 0.03 0.28 0.00 0.09 0.34 0.34 0.11 0.37 0.00 0.08 0.34 0.34 Sat Flow, veh/h 3000 3544 1502 3000 1772 1483 1594 3544 1502 1594 3544 1468 Grp Volume(v), veh/h 42 604 0 557 865 365 202 1538 0 310 769 64 Grp Sat Flow(s),veh/h/ln 1500 1772 1502 1500 1772 1483 1594 1772 1502 1594 1772 1468 Q Serve(g_s), s 1.6 17.6 0.0 10.8 40.0 25.7 13.1 43.5 0.0 9.6 21.8 3.6 Cycle Q Clear(g_c), s 1.6 17.6 0.0 10.8 40.0 25.7 13.1 43.5 0.0 9.6 21.8 3.6 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 95 983 273 597 499 176 1298 129 1194 495 V/C Ratio(X) 0.44 0.61 2.04 1.45 0.73 1.15 1.18 2.41 0.64 0.13 Avail Cap(c_a), veh/h 126 1021 273 597 499 176 1298 129 1194 495 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 56.5 37.4 0.0 54.0 39.4 34.6 52.8 37.6 0.0 54.6 33.3 27.3 Incr Delay (d2), s/veh 1.2 1.0 0.0 481.2 211.5 5.4 113.6 91.2 0.0 655.7 1.2 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 0.6 7.4 0.0 22.2 51.3 9.5 10.6 33.8 0.0 27.2 9.0 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.7 38.4 0.0 535.2 250.8 40.1 166.4 128.9 0.0 710.3 34.5 27.4 LnGrp LOS E D F F D F F F C C
Approach Vol, veh/h 646 A 1787 1740 A 1143
Approach Delay, s/veh 39.7 296.4 133.2 217.4
Approach LOS D F F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 14.2 50.0 15.4 39.1 17.7 46.5 8.3 46.2 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 9.6 43.5 10.8 34.2 13.1 40.0 5.0 40.0 Max Q Clear Time (g_c+I1), s 11.6 45.5 12.8 19.6 15.1 23.8 3.6 42.0 Green Ext Time (p_c), s 0.0 0.0 0.0 3.1 0.0 4.3 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 194.8
HCM 6th LOS F
Notes
Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay.

6.2-12
2878
Timings Rich Haven Specific Plan TA (JN:14822)
7: Turner Av. & Riverside Dr. 10/06/2022
OYC (2027) With 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) 131 576 93 675 305 246 122 187
Future Volume (vph) 131 576 93 675 305 246 122 187
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) 17.2 42.8 14.6 40.2 32.4 42.0 20.6 30.2 Total Split (%) 14.3% 35.7% 12.2% 33.5% 27.0% 35.0% 17.2% 25.2% 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) 12.6 36.7 10.0 34.1 27.9 29.8 13.9 15.8 Actuated g/C Ratio 0.11 0.33 0.09 0.31 0.25 0.27 0.12 0.14 v/c Ratio 0.93 0.87 0.84 1.03 0.98 0.65 0.78 0.73
Control Delay 101.6 44.7 93.6 74.1 83.0 26.9 74.1 40.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 101.6 44.7 93.6 74.1 83.0 26.9 74.1 40.5

LOS F D F E F C E D
Approach Delay 53.3 76.1 48.5 50.0
Approach LOS D E D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 111.6
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.03
Intersection Signal Delay: 58.4 Intersection LOS: E
Intersection Capacity Utilization 82.2% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 7: Turner Av. & Riverside Dr.

6.2-13
2879
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 7: Turner Av. & Riverside Dr. 10/06/2022
OYC (2027) With 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) 131 576 165 93 675 142 305 246 242 122 187 121 Future Volume (veh/h) 131 576 165 93 675 142 305 246 242 122 187 121 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 0.94 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 166 729 108 118 854 91 386 311 179 154 237 90 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 180 941 139 141 911 97 396 587 327 179 364 134 Arrive On Green 0.11 0.32 0.32 0.09 0.30 0.30 0.25 0.29 0.29 0.11 0.15 0.15 Sat Flow, veh/h 1594 2927 433 1594 3065 327 1594 2038 1135 1594 2394 880 Grp Volume(v), veh/h 166 419 418 118 469 476 386 255 235 154 164 163 Grp Sat Flow(s),veh/h/ln 1594 1683 1677 1594 1683 1708 1594 1683 1490 1594 1683 1590 Q Serve(g_s), s 11.5 25.2 25.2 8.2 30.4 30.4 26.9 14.2 14.9 10.6 10.3 10.8 Cycle Q Clear(g_c), s 11.5 25.2 25.2 8.2 30.4 30.4 26.9 14.2 14.9 10.6 10.3 10.8 Prop In Lane 1.00 0.26 1.00 0.19 1.00 0.76 1.00 0.55
Lane Grp Cap(c), veh/h 180 541 539 141 500 508 396 485 429 179 256 242 V/C Ratio(X) 0.92 0.77 0.78 0.84 0.94 0.94 0.97 0.53 0.55 0.86 0.64 0.67 Avail Cap(c_a), veh/h 180 551 549 142 512 519 396 545 482 228 367 347 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 49.2 34.3 34.3 50.2 38.3 38.3 41.7 33.4 33.6 48.8 44.6 44.8 Incr Delay (d2), s/veh 45.3 6.7 6.8 31.4 24.8 24.6 38.2 0.9 1.1 19.1 2.7 3.2 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 6.7 10.6 10.6 4.4 15.2 15.4 14.3 5.7 5.3 5.0 4.3 4.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 94.5 41.0 41.1 81.6 63.1 62.9 79.9 34.3 34.7 67.8 47.3 48.0 LnGrp LOS F D D F E E E C C E D D
Approach Vol, veh/h 1003 1063 876 481
Approach Delay, s/veh 49.9 65.1 54.5 54.1
Approach LOS D E D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 17.2 38.0 14.5 42.2 32.4 22.8 17.2 39.4 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 16.0 36.2 10.0 36.6 27.8 24.4 12.6 34.0 Max Q Clear Time (g_c+I1), s 12.6 16.9 10.2 27.2 28.9 12.8 13.5 32.4 Green Ext Time (p_c), s 0.1 2.6 0.0 3.2 0.0 1.3 0.0 0.9 Intersection Summary
HCM 6th Ctrl Delay 56.4
HCM 6th LOS E

6.2-14
2880
HCM 6th AWSC Rich Haven Specific Plan TA (JN:14822)
8: Turner Av. & Chino Av. 10/06/2022
OYC (2027) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 15
Intersection
Intersection Delay, s/veh 84
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 107 199 107 67 318 157 142 448 57 93 209 82 Future Vol, veh/h 107 199 107 67 318 157 142 448 57 93 209 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 145 269 145 91 430 212 192 605 77 126 282 111 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 39.9 101.9 125.7 35.9

HCM LOS E F F E

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% 72% 0% 100% 38% 0% 100% 40% 0% 100% 46% Vol Right, % 0% 0% 28% 0% 0% 62% 0% 0% 60% 0% 0% 54%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 142 299 206 107 133 173 67 212 263 93 139 152 LT Vol 142 0 0 107 0 0 67 0 0 93 0 0
Through Vol 0 299 149 0 133 66 0 212 106 0 139 70
RT Vol 0 0 57 0 0 107 0 0 157 0 0 82
Lane Flow Rate 192 404 279 145 179 234 91 286 355 126 188 205 Geometry Grp 8 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.664 1.343 0.914 0.527 0.629 0.795 0.318 0.968 1.161 0.46 0.664 0.702 Departure Headway (Hd) 12.691 12.191 11.997 13.302 12.802 12.37 12.985 12.485 12.067 13.313 12.813 12.435 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 286 303 304 273 283 295 279 292 302 273 284 293
Service Time 10.391 9.891 9.697 11.002 10.502 10.07 10.685 10.185 9.767 11.013 10.513 10.135 HCM Lane V/C Ratio 0.671 1.333 0.918 0.531 0.633 0.793 0.326 0.979 1.175 0.462 0.662 0.7 HCM Control Delay 37.3 207.5 68.2 29.9 34.9 49.9 21.6 82.1 138.3 26.9 37.6 39.9 HCM Lane LOS E F F D D E C F F D E E
HCM 95th-tile Q 4.3 20.1 8.7 2.8 3.9 6.3 1.3 9.7 14.8 2.3 4.3 4.9

6.2-15
2881
Timings Rich Haven Specific Plan TA (JN:14822)
9: S Turner Av. & Ontario Ranch Rd. 10/06/2022
OYC (2027) With 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 1309 17 103 1697 92 37 142 100 70 Future Volume (vph) 35 1309 17 103 1697 92 37 142 100 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) 6.9 43.7 43.7 10.4 51.6 51.6 7.0 17.0 10.3 24.8 Actuated g/C Ratio 0.07 0.43 0.43 0.10 0.50 0.50 0.07 0.17 0.10 0.24 v/c Ratio 0.33 0.96 0.03 0.63 1.06 0.12 0.34 0.71 0.62 0.23 Control Delay 55.9 46.9 0.1 62.2 66.5 3.9 56.1 51.0 61.7 31.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 55.9 46.9 0.1 62.2 66.5 3.9 56.1 51.0 61.7 31.0

LOS E D A E E A E D E C
Approach Delay 46.6 63.2 51.8 47.1
Approach LOS D E D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 102.5
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.06
Intersection Signal Delay: 55.5 Intersection LOS: E
Intersection Capacity Utilization 84.7% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 9: S Turner Av. & Ontario Ranch Rd.

6.2-16
2882
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 9: S Turner Av. & Ontario Ranch Rd. 10/06/2022
OYC (2027) With 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 1309 17 103 1697 92 37 142 54 100 70 21 Future Volume (veh/h) 35 1309 17 103 1697 92 37 142 54 100 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 1454 15 114 1886 94 41 158 54 111 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 61 1649 735 144 1813 808 63 196 67 140 301 46 Arrive On Green 0.03 0.46 0.46 0.08 0.51 0.51 0.04 0.15 0.15 0.08 0.19 0.19 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 1333 456 1781 1583 244 Grp Volume(v), veh/h 39 1454 15 114 1886 94 41 0 212 111 0 90 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 0 1788 1781 0 1827 Q Serve(g_s), s 2.0 33.6 0.5 5.7 46.2 2.8 2.1 0.0 10.4 5.5 0.0 3.8 Cycle Q Clear(g_c), s 2.0 33.6 0.5 5.7 46.2 2.8 2.1 0.0 10.4 5.5 0.0 3.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.25 1.00 0.13
Lane Grp Cap(c), veh/h 61 1649 735 144 1813 808 63 0 263 140 0 348 V/C Ratio(X) 0.63 0.88 0.02 0.79 1.04 0.12 0.65 0.00 0.81 0.79 0.00 0.26 Avail Cap(c_a), veh/h 205 1695 756 264 1813 808 205 0 577 264 0 649 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 43.2 22.0 13.1 40.9 22.2 11.6 43.1 0.0 37.4 41.0 0.0 31.2 Incr Delay (d2), s/veh 4.0 5.7 0.0 3.7 32.5 0.1 4.1 0.0 5.8 3.7 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 0.9 13.2 0.1 2.5 24.0 0.9 0.9 0.0 4.7 2.5 0.0 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 47.1 27.8 13.2 44.6 54.7 11.6 47.2 0.0 43.2 44.7 0.0 31.6 LnGrp LOS D C B D F B D A D D A C
Approach Vol, veh/h 1508 2094 253 201
Approach Delay, s/veh 28.1 52.2 43.8 38.9
Approach LOS C D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.7 19.1 11.9 47.8 7.8 23.0 7.7 52.0 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 13.4 29.2 13.4 43.2 10.4 32.2 10.4 46.2 Max Q Clear Time (g_c+I1), s 7.5 12.4 7.7 35.6 4.1 5.8 4.0 48.2 Green Ext Time (p_c), s 0.1 0.9 0.1 5.1 0.0 0.4 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 42.1
HCM 6th LOS D

6.2-17
2883
Timings Rich Haven Specific Plan TA (JN:14822)
10: Haven Av. & SR-60 WB Ramps 10/06/2022
OYC (2027) With 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 4 790 864 1947 1099 449
Future Volume (vph) 251 4 790 864 1947 1099 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) 25.0 25.0 21.0 50.0 29.0 29.0
Total Split (%) 33.3% 33.3% 28.0% 66.7% 38.7% 38.7%
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) 19.2 19.2 75.0 16.0 43.8 22.8 22.8
Actuated g/C Ratio 0.26 0.26 1.00 0.21 0.58 0.30 0.30
v/c Ratio 1.17 1.17 0.52 1.23 0.68 0.74 0.58
Control Delay 126.8 129.2 1.2 137.4 11.8 27.0 5.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 126.8 129.2 1.2 137.4 11.8 27.0 5.6

LOS F F A F B C A
Approach Delay 71.0 50.4 20.8
Approach LOS E D C
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: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.23
Intersection Signal Delay: 48.8 Intersection LOS: D
Intersection Capacity Utilization 94.1% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 10: Haven Av. & SR-60 WB Ramps

6.2-18
2884
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 10: Haven Av. & SR-60 WB Ramps 10/06/2022
OYC (2027) With 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 4 790 864 1947 0 0 1099 449 Future Volume (veh/h) 0 0 0 251 4 790 864 1947 0 0 1099 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 0 900 2028 0 0 1145 239
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 912 0 737 2982 0 0 1552 475
Arrive On Green 0.26 0.00 0.00 0.43 1.00 0.00 0.00 0.30 0.30 Sat Flow, veh/h 3563 0 1585 3456 5274 0 0 5274 1563
Grp Volume(v), veh/h 1007 0 0 900 2028 0 0 1145 239
Grp Sat Flow(s),veh/h/ln 1781 0 1585 1728 1702 0 0 1702 1563 Q Serve(g_s), s 19.2 0.0 0.0 16.0 0.0 0.0 0.0 15.1 9.4
Cycle Q Clear(g_c), s 19.2 0.0 0.0 16.0 0.0 0.0 0.0 15.1 9.4 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 912 0 737 2982 0 0 1552 475
V/C Ratio(X) 1.10 0.00 1.22 0.68 0.00 0.00 0.74 0.50
Avail Cap(c_a), veh/h 912 0 737 2982 0 0 1552 475
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 27.9 0.0 0.0 21.5 0.0 0.0 0.0 23.4 21.4 Incr Delay (d2), s/veh 62.5 0.0 0.0 100.6 0.1 0.0 0.0 3.2 3.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 15.2 0.0 0.0 14.4 0.0 0.0 0.0 5.8 3.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 90.4 0.0 0.0 122.1 0.1 0.0 0.0 26.6 25.2 LnGrp LOS F A F A A A C C
Approach Vol, veh/h 1007 A 2928 1384
Approach Delay, s/veh 90.4 37.6 26.4
Approach LOS F D C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 50.0 21.0 29.0 25.0
Change Period (Y+Rc), s 6.2 5.0 6.2 5.8
Max Green Setting (Gmax), s 43.8 16.0 22.8 19.2
Max Q Clear Time (g_c+I1), s 2.0 18.0 17.1 21.2
Green Ext Time (p_c), s 13.9 0.0 2.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 44.7
HCM 6th LOS D
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.

6.2-19
2885
Timings Rich Haven Specific Plan TA (JN:14822)
11: Haven Av. & SR-60 EB Ramps 10/06/2022
OYC (2027) With 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 5 510 2001 357 1024
Future Volume (vph) 792 5 510 2001 357 1024
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) 23.0 23.0 23.0 41.0 11.0 52.0
Total Split (%) 30.7% 30.7% 30.7% 54.7% 14.7% 69.3%
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) 17.2 17.2 17.2 34.8 6.0 45.8
Actuated g/C Ratio 0.23 0.23 0.23 0.46 0.08 0.61
v/c Ratio 1.08 1.09 1.18 1.08 1.37 0.35
Control Delay 101.0 104.2 126.9 67.2 202.1 7.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 101.0 104.2 126.9 67.2 202.1 7.8

LOS F F F E F A
Approach Delay 112.1 67.2 58.1
Approach LOS F E E
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: 110
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.37
Intersection Signal Delay: 76.2 Intersection LOS: E
Intersection Capacity Utilization 94.1% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 11: Haven Av. & SR-60 EB Ramps

6.2-20
2886
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 11: Haven Av. & SR-60 EB Ramps 10/06/2022
OYC (2027) With 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 5 510 0 0 0 0 2001 405 357 1024 0 Future Volume (veh/h) 792 5 510 0 0 0 0 2001 405 357 1024 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 0 305 0 2106 215 376 1078 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 817 0 364 0 2184 220 276 3118 0
Arrive On Green 0.23 0.00 0.23 0.00 0.46 0.46 0.16 1.00 0.00 Sat Flow, veh/h 3563 0 1585 0 4875 474 3456 5274 0
Grp Volume(v), veh/h 838 0 305 0 1516 805 376 1078 0
Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1777 1728 1702 0 Q Serve(g_s), s 17.2 0.0 13.8 0.0 32.3 33.3 6.0 0.0 0.0 Cycle Q Clear(g_c), s 17.2 0.0 13.8 0.0 32.3 33.3 6.0 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 817 0 364 0 1579 825 276 3118 0
V/C Ratio(X) 1.03 0.00 0.84 0.00 0.96 0.98 1.36 0.35 0.00 Avail Cap(c_a), veh/h 817 0 364 0 1579 825 276 3118 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 0.37 0.37 0.00 Uniform Delay (d), s/veh 28.9 0.0 27.6 0.0 19.4 19.7 31.5 0.0 0.0 Incr Delay (d2), s/veh 38.2 0.0 15.8 0.0 14.9 26.1 170.7 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 10.9 0.0 6.3 0.0 13.6 17.2 8.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.1 0.0 43.4 0.0 34.3 45.8 202.2 0.1 0.0 LnGrp LOS F A D A C D F A A
Approach Vol, veh/h 1143 2321 1454
Approach Delay, s/veh 60.8 38.3 52.4
Approach LOS E D D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 11.0 41.0 23.0 52.0
Change Period (Y+Rc), s 5.0 6.2 5.8 6.2
Max Green Setting (Gmax), s 6.0 34.8 17.2 45.8
Max Q Clear Time (g_c+I1), s 8.0 35.3 19.2 2.0
Green Ext Time (p_c), s 0.0 0.0 0.0 5.2
Intersection Summary
HCM 6th Ctrl Delay 47.7
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

6.2-21
2887
Timings Rich Haven Specific Plan TA (JN:14822)
12: Haven Av. & Riverside Dr. 10/06/2022
OYC (2027) With 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) 388 624 251 467 67 1245 320 835 281 Future Volume (vph) 388 624 251 467 67 1245 320 835 281 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 1.54 3.18 1.06 22.94 1.34 3.15 0.83
Control Delay 576.3 287.5 1029.2 94.8 9903.6 218.2 994.4 42.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 576.3 287.5 1029.2 94.8 9903.6 218.2 994.4 42.9

LOS F F F F F F F D
Approach Delay 393.2 349.4 9903.6 635.2
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: 22.94
Intersection Signal Delay: 3426.7 Intersection LOS: F
Intersection Capacity Utilization 206.4% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 12: Haven Av. & Riverside Dr.

6.2-22
2888
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 12: Haven Av. & Riverside Dr. 10/06/2022
OYC (2027) With 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) 388 624 48 251 467 203 67 1245 242 320 835 281 Future Volume (veh/h) 388 624 48 251 467 203 67 1245 242 320 835 281 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 413 664 48 267 497 180 71 1324 240 340 888 123 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 191 432 31 85 478 172 26 477 86 255 284 235
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 1622 117 1594 2392 860 75 1392 252 1594 1772 1468 Grp Volume(v), veh/h 413 0 712 267 349 328 1635 0 0 340 888 123 Grp Sat Flow(s),veh/h/ln 1594 0 1739 1594 1683 1569 1718 0 0 1594 1772 1468 Q Serve(g_s), s 14.4 0.0 32.0 6.4 24.0 24.0 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 24.0 24.0 41.1 0.0 0.0 19.2 19.2 9.2 Prop In Lane 1.00 0.07 1.00 0.55 0.04 0.15 1.00 1.00
Lane Grp Cap(c), veh/h 191 0 464 85 337 314 589 0 0 255 284 235 V/C Ratio(X) 2.16 0.00 1.54 3.14 1.04 1.05 2.78 0.00 0.00 1.33 3.13 0.52 Avail Cap(c_a), veh/h 191 0 464 85 337 314 589 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 48.0 48.0 39.5 0.0 0.0 50.4 50.4 46.2 Incr Delay (d2), s/veh 538.7 0.0 251.6 993.6 58.5 63.5 804.9 0.0 0.0 174.3 968.7 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 45.5 26.0 15.1 14.5 148.6 0.0 0.0 19.8 84.5 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 591.5 0.0 295.6 1050.4 106.5 111.5 844.3 0.0 0.0 224.7 1019.1 48.3 LnGrp LOS F A F F F F F A A F F D
Approach Vol, veh/h 1125 944 1635 1351
Approach Delay, s/veh 404.2 375.2 844.3 730.8
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 26.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 628.4
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

6.2-23
2889
Timings Rich Haven Specific Plan TA (JN:14822)
13: Haven Av. & Chino Av. 10/06/2022
OYC (2027) With Project 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) 174 98 156 121 201 1397 922
Future Volume (vph) 174 98 156 121 201 1397 922
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 24.8 12.0 22.8 15.0 73.6 68.2 9.6
Total Split (%) 11.7% 20.7% 10.0% 19.0% 12.5% 61.3% 56.8% 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) 9.4 16.9 7.4 14.5 10.4 77.4 63.5
Actuated g/C Ratio 0.08 0.14 0.06 0.12 0.09 0.66 0.54
v/c Ratio 1.47 0.79 1.53 0.58 1.53 1.74 1.28
Control Delay 285.0 60.7 315.2 59.0 308.0 356.1 161.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 285.0 60.7 315.2 59.0 308.0 356.1 161.4

LOS F E F E F F F
Approach Delay 162.9 203.2 351.4 161.4
Approach LOS F F F F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 117.5
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.74
Intersection Signal Delay: 265.9 Intersection LOS: F
Intersection Capacity Utilization 147.0% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 13: Haven Av. & Chino Av.

6.2-24
2890
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 13: Haven Av. & Chino Av. 10/06/2022
OYC (2027) With Project 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) 174 98 107 156 121 0 201 1397 434 0 922 203 Future Volume (veh/h) 174 98 107 156 121 0 201 1397 434 0 922 203 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 185 107 61 170 132 0 214 1486 255 0 981 110 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 130 127 72 114 180 0 144 1004 172 2 863 97
Arrive On Green 0.12 0.17 0.17 0.10 0.14 0.00 0.14 1.00 1.00 0.00 0.83 0.83 Sat Flow, veh/h 1594 1118 637 1781 1870 0 1594 1474 253 1781 1565 175 Grp Volume(v), veh/h 185 0 168 170 132 0 214 0 1741 0 0 1091 Grp Sat Flow(s),veh/h/ln 1594 0 1756 1781 1870 0 1594 0 1726 1781 0 1740 Q Serve(g_s), s 9.4 0.0 10.7 7.4 7.8 0.0 10.4 0.0 75.2 0.0 0.0 63.5 Cycle Q Clear(g_c), s 9.4 0.0 10.7 7.4 7.8 0.0 10.4 0.0 75.2 0.0 0.0 63.5 Prop In Lane 1.00 0.36 1.00 0.00 1.00 0.15 1.00 0.10
Lane Grp Cap(c), veh/h 130 0 199 114 180 0 144 0 1177 2 0 959 V/C Ratio(X) 1.42 0.00 0.84 1.49 0.73 0.00 1.49 0.00 1.48 0.00 0.00 1.14 Avail Cap(c_a), veh/h 130 0 296 114 276 0 144 0 1177 77 0 959 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 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 50.5 0.0 46.8 52.0 47.9 0.0 49.8 0.0 0.0 0.0 0.0 10.0 Incr Delay (d2), s/veh 228.8 0.0 13.2 259.0 5.7 0.0 252.4 0.0 220.5 0.0 0.0 74.6 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 11.8 0.0 5.0 11.3 3.7 0.0 13.9 0.0 72.1 0.0 0.0 26.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 279.3 0.0 59.9 311.1 53.5 0.0 302.1 0.0 220.5 0.0 0.0 84.5 LnGrp LOS F A E F D A F A F A A F
Approach Vol, veh/h 353 302 1955 1091
Approach Delay, s/veh 174.9 198.5 229.4 84.5
Approach LOS F F F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 0.0 84.3 12.0 18.9 15.0 69.3 14.0 16.9 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 67.8 7.4 * 19 10.4 * 64 9.4 17.0 Max Q Clear Time (g_c+I1), s 0.0 77.2 9.4 12.7 12.4 65.5 11.4 9.8 Green Ext Time (p_c), s 0.0 0.0 0.0 0.4 0.0 0.0 0.0 0.3 Intersection Summary
HCM 6th Ctrl Delay 179.0
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

6.2-25
2891
Timings Rich Haven Specific Plan TA (JN:14822)
14: Haven Av. & Schaefer av. 10/06/2022
OYC (2027) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 26
Lane Group EBL EBR NBL NBT SBT
Lane Configurations
Traffic Volume (vph) 81 142 157 1854 1095
Future Volume (vph) 81 142 157 1854 1095
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 26.1 90.0 63.9
Total Split (%) 25.0% 25.0% 21.8% 75.0% 53.3%
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) 13.1 13.1 15.5 84.4 64.2
Actuated g/C Ratio 0.12 0.12 0.14 0.77 0.59
v/c Ratio 0.46 0.49 0.76 1.48 0.61
Control Delay 52.4 12.3 66.1 237.5 17.4
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 52.4 12.3 66.1 237.5 17.4

LOS D B E F B
Approach Delay 26.9 224.1 17.4
Approach LOS C F B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 109.1
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.48
Intersection Signal Delay: 140.8 Intersection LOS: F
Intersection Capacity Utilization 121.3% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 14: Haven Av. & Schaefer av.

6.2-26
2892
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 14: Haven Av. & Schaefer av. 10/06/2022
OYC (2027) With Project 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) 81 142 157 1854 1095 58
Future Volume (veh/h) 81 142 157 1854 1095 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 78 171 2015 1190 36
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 150 141 197 1410 2150 65
Arrive On Green 0.14 0.14 0.19 1.00 0.94 0.94
Sat Flow, veh/h 1594 1502 1594 1772 3419 103
Grp Volume(v), veh/h 88 78 171 2015 616 610
Grp Sat Flow(s),veh/h/ln 1594 1502 1594 1772 1772 1751
Q Serve(g_s), s 5.4 5.1 11.0 83.9 4.4 4.4
Cycle Q Clear(g_c), s 5.4 5.1 11.0 83.9 4.4 4.4
Prop In Lane 1.00 1.00 1.00 0.06
Lane Grp Cap(c), veh/h 150 141 197 1410 1114 1101
V/C Ratio(X) 0.59 0.55 0.87 1.43 0.55 0.55
Avail Cap(c_a), veh/h 366 345 325 1415 1114 1101
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 43.3 43.2 42.1 0.0 1.2 1.2
Incr Delay (d2), s/veh 3.6 3.3 7.0 197.2 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 2.2 0.1 4.3 77.2 0.9 0.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 47.0 46.5 49.1 197.2 1.8 1.8
LnGrp LOS D D D F A A
Approach Vol, veh/h 166 2186 1226
Approach Delay, s/veh 46.8 185.6 1.8
Approach LOS D F A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 89.8 15.7 17.6 72.2
Change Period (Y+Rc), s 5.8 5.8 4.6 5.8
Max Green Setting (Gmax), s 84.2 24.2 21.5 58.1
Max Q Clear Time (g_c+I1), s 85.9 7.4 13.0 6.4
Green Ext Time (p_c), s 0.0 0.4 0.1 9.7
Intersection Summary
HCM 6th Ctrl Delay 116.2
HCM 6th LOS F

6.2-27
2893
Timings Rich Haven Specific Plan TA (JN:14822)
15: Haven Av. & Ontario Ranch Rd. 10/06/2022
OYC (2027) With Project 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) 320 1311 19 83 1346 723 40 585 130 726 326 382 Future Volume (vph) 320 1311 19 83 1346 723 40 585 130 726 326 382 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 32.1 32.1 6.6 28.0 28.0 6.5 42.7 42.7 17.4 55.5 55.5 Actuated g/C Ratio 0.09 0.27 0.27 0.06 0.23 0.23 0.05 0.36 0.36 0.14 0.46 0.46 v/c Ratio 2.51 1.00 0.04 0.54 0.88 1.35 0.51 1.00 0.22 3.41 0.43 0.50 Control Delay 724.2 67.1 0.2 67.8 51.6 192.1 75.4 75.4 3.9 1112.6 24.5 11.0 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 724.2 67.1 0.2 67.8 51.6 192.1 75.4 75.4 3.9 1112.6 24.5 11.0

LOS F E A E D F E E A F C B
Approach Delay 193.8 99.4 63.1 571.7
Approach LOS F F E F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 3.41
Intersection Signal Delay: 233.9 Intersection LOS: F
Intersection Capacity Utilization 135.9% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 15: Haven Av. & Ontario Ranch Rd.

6.2-28
2894
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 15: Haven Av. & Ontario Ranch Rd. 10/06/2022
OYC (2027) With Project 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) 320 1311 19 83 1346 723 40 585 130 726 326 382 Future Volume (veh/h) 320 1311 19 83 1346 723 40 585 130 726 326 382 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 344 1410 9 89 1447 725 43 629 89 781 351 388 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 138 1469 415 131 1654 350 53 631 534 231 829 700 Arrive On Green 0.09 0.28 0.28 0.04 0.23 0.23 0.03 0.36 0.36 0.14 0.47 0.47 Sat Flow, veh/h 1594 5316 1500 3000 7088 1502 1594 1772 1500 1594 1772 1497 Grp Volume(v), veh/h 344 1410 9 89 1447 725 43 629 89 781 351 388 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 31.3 0.5 3.5 23.6 28.0 3.2 42.5 4.9 17.4 15.8 22.4 Cycle Q Clear(g_c), s 10.4 31.3 0.5 3.5 23.6 28.0 3.2 42.5 4.9 17.4 15.8 22.4 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 138 1469 415 131 1654 350 53 631 534 231 829 700 V/C Ratio(X) 2.49 0.96 0.02 0.68 0.87 2.07 0.81 1.00 0.17 3.38 0.42 0.55 Avail Cap(c_a), veh/h 138 1469 415 173 1654 350 94 631 534 231 829 700 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 54.8 42.8 31.6 56.6 44.3 46.0 57.6 38.6 26.5 51.3 21.2 22.9 Incr Delay (d2), s/veh 691.8 15.7 0.1 3.1 6.8 490.9 10.6 35.2 0.1 1081.7 0.3 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 30.6 15.1 0.2 1.3 10.6 57.6 1.4 23.6 1.7 76.2 6.3 7.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 746.6 58.4 31.7 59.7 51.1 536.9 68.3 73.8 26.6 1133.0 21.5 23.9 LnGrp LOS F E C E D F E E C F C C
Approach Vol, veh/h 1763 2261 761 1520
Approach Delay, s/veh 192.6 207.2 68.0 593.2
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 48.5 9.8 39.7 8.6 61.9 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 44.5 5.5 33.3 5.2 24.4 12.4 30.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 3.4 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 279.4
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

6.2-29
2895
HCM 6th Roundabout Rich Haven Specific Plan TA (JN:14822) 16: Twinkle Av. & Chino Av. 10/06/2022
OYC (2027) With Project 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

6.2-30
2896
Timings Rich Haven Specific Plan TA (JN:14822)
17: Mill Creek Av. & Riverside Dr. 10/06/2022
OYC (2027) With Project 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) 374 392 241 351 226 83 404 91 171
Future Volume (vph) 374 392 241 351 226 83 404 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) 37.0 34.0 27.0 24.0 31.0 31.0 31.0 28.0 28.0 Total Split (%) 30.8% 28.3% 22.5% 20.0% 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) 33.0 28.0 23.0 18.0 24.2 24.2 24.2 24.0 24.0 Actuated g/C Ratio 0.28 0.24 0.19 0.15 0.20 0.20 0.20 0.20 0.20 v/c Ratio 1.08 1.02 1.00 1.06 0.89 0.29 0.72 0.36 1.10
Control Delay 106.9 73.7 99.7 103.0 75.7 42.6 10.2 45.1 121.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 106.9 73.7 99.7 103.0 75.7 42.6 10.2 45.1 121.6

LOS F E F F E D B D F
Approach Delay 85.1 101.9 34.7 103.5
Approach LOS F F C F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 119
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.10
Intersection Signal Delay: 79.1 Intersection LOS: E
Intersection Capacity Utilization 87.7% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 17: Mill Creek Av. & Riverside Dr.

6.2-31
2897
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 17: Mill Creek Av. & Riverside Dr. 10/06/2022
OYC (2027) With Project 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) 374 392 324 241 351 99 226 83 404 91 171 124 Future Volume (veh/h) 374 392 324 241 351 99 226 83 404 91 171 124 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 473 496 258 305 444 74 286 105 258 115 216 106 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 446 520 269 311 451 75 313 348 294 324 219 107 Arrive On Green 0.42 0.36 0.36 0.29 0.23 0.23 0.29 0.29 0.29 0.31 0.31 0.31 Sat Flow, veh/h 1594 2190 1133 1594 2954 489 1594 1772 1492 1594 1075 527 Grp Volume(v), veh/h 473 401 353 305 265 253 286 105 258 115 0 322 Grp Sat Flow(s),veh/h/ln 1594 1772 1551 1594 1772 1670 1594 1772 1492 1594 0 1602 Q Serve(g_s), s 33.0 26.0 26.3 22.4 17.5 17.8 20.4 5.4 19.4 6.6 0.0 23.6 Cycle Q Clear(g_c), s 33.0 26.0 26.3 22.4 17.5 17.8 20.4 5.4 19.4 6.6 0.0 23.6 Prop In Lane 1.00 0.73 1.00 0.29 1.00 1.00 1.00 0.33
Lane Grp Cap(c), veh/h 446 420 368 311 270 255 313 348 294 324 0 326 V/C Ratio(X) 1.06 0.95 0.96 0.98 0.98 0.99 0.91 0.30 0.88 0.35 0.00 0.99 Avail Cap(c_a), veh/h 446 420 368 311 270 255 340 378 319 324 0 326 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 0.00 1.00 Uniform Delay (d), s/veh 34.3 37.4 37.5 41.5 45.3 45.4 40.6 35.3 40.3 35.0 0.0 40.9 Incr Delay (d2), s/veh 59.8 32.1 36.3 45.8 49.2 54.3 26.7 0.5 22.2 0.7 0.0 46.6 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 17.7 13.1 12.0 11.4 10.4 10.3 9.3 2.3 7.9 2.5 0.0 12.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 94.1 69.5 73.8 87.4 94.5 99.7 67.4 35.8 62.5 35.6 0.0 87.4 LnGrp LOS F E E F F F E D E D A F
Approach Vol, veh/h 1227 823 649 437
Approach Delay, s/veh 80.2 93.5 60.3 73.8
Approach LOS F F E E
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 29.0 27.0 34.0 28.0 37.0 24.0
Change Period (Y+Rc), s 5.8 4.0 6.0 4.0 4.0 6.0
Max Green Setting (Gmax), s 25.2 23.0 28.0 24.0 33.0 18.0 Max Q Clear Time (g_c+I1), s 22.4 24.4 28.3 25.6 35.0 19.8 Green Ext Time (p_c), s 0.7 0.0 0.0 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 78.7
HCM 6th LOS E

6.2-32
2898
Timings Rich Haven Specific Plan TA (JN:14822)
18: Mill Creek Av. & Chino Av. 10/06/2022
OYC (2027) With Project 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.

6.2-33
2899
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 18: Mill Creek Av. & Chino Av. 10/06/2022
OYC (2027) With Project 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

6.2-34
2900
Timings Rich Haven Specific Plan TA (JN:14822)
19: Mill Creek Av. & Cantu Galleano Ranch Rd. 10/06/2022 OYC (2027) With Project 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) 121 934 274 644 462 67 115 22
Future Volume (vph) 121 934 274 644 462 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 34.0 22.0 38.8 34.0 47.2 16.8 30.0 Total Split (%) 14.3% 28.3% 18.3% 32.3% 28.3% 39.3% 14.0% 25.0% 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) 11.3 27.6 17.4 33.7 29.5 30.8 10.9 12.2 Actuated g/C Ratio 0.10 0.26 0.16 0.31 0.27 0.28 0.10 0.11 v/c Ratio 0.72 1.06 1.05 0.66 1.04 0.63 0.70 0.47
Control Delay 69.1 81.0 110.7 32.1 92.3 21.3 68.7 18.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 69.1 81.0 110.7 32.1 92.3 21.3 68.7 18.0

LOS E F F C F C E B
Approach Delay 79.9 49.7 61.7 42.8
Approach LOS E D E D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 108.2
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.06
Intersection Signal Delay: 63.4 Intersection LOS: E
Intersection Capacity Utilization 92.5% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 19: Mill Creek Av. & Cantu Galleano Ranch Rd.

6.2-35
2901
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 19: Mill Creek Av. & Cantu Galleano Ranch Rd. 10/06/2022 OYC (2027) With Project 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) 121 934 333 274 644 308 462 67 282 115 22 98 Future Volume (veh/h) 121 934 333 274 644 308 462 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 1015 199 298 700 172 502 73 177 125 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 1103 216 294 1362 330 497 139 338 153 43 114 Arrive On Green 0.09 0.26 0.26 0.17 0.33 0.33 0.28 0.29 0.29 0.09 0.09 0.09 Sat Flow, veh/h 1781 4285 839 1781 4101 995 1781 484 1175 1781 451 1203 Grp Volume(v), veh/h 132 806 408 298 580 292 502 0 250 125 0 88 Grp Sat Flow(s),veh/h/ln 1781 1702 1719 1781 1702 1691 1781 0 1659 1781 0 1654 Q Serve(g_s), s 7.7 24.3 24.4 17.4 14.4 14.7 29.4 0.0 13.3 7.3 0.0 5.4 Cycle Q Clear(g_c), s 7.7 24.3 24.4 17.4 14.4 14.7 29.4 0.0 13.3 7.3 0.0 5.4 Prop In Lane 1.00 0.49 1.00 0.59 1.00 0.71 1.00 0.73
Lane Grp Cap(c), veh/h 161 876 442 294 1131 562 497 0 477 153 0 157 V/C Ratio(X) 0.82 0.92 0.92 1.01 0.51 0.52 1.01 0.00 0.52 0.82 0.00 0.56 Avail Cap(c_a), veh/h 213 888 448 294 1131 562 497 0 651 206 0 380 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 47.1 38.1 38.1 44.0 28.3 28.4 38.0 0.0 31.5 47.4 0.0 45.6 Incr Delay (d2), s/veh 13.3 14.4 24.4 56.0 0.4 0.9 43.1 0.0 0.9 12.5 0.0 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 3.8 11.1 12.5 11.8 5.5 5.6 18.0 0.0 5.2 3.6 0.0 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.4 52.5 62.5 100.0 28.7 29.3 81.1 0.0 32.4 59.8 0.0 48.7 LnGrp LOS E D E F C C F A C E A D
Approach Vol, veh/h 1346 1170 752 213
Approach Delay, s/veh 56.3 47.0 64.9 55.2
Approach LOS E D E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 13.7 36.1 22.0 33.6 34.0 15.8 14.1 41.5 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 12.2 41.4 17.4 27.5 29.4 24.2 12.6 32.3 Max Q Clear Time (g_c+I1), s 9.3 15.3 19.4 26.4 31.4 7.4 9.7 16.7 Green Ext Time (p_c), s 0.0 1.4 0.0 0.8 0.0 0.3 0.0 4.4 Intersection Summary
HCM 6th Ctrl Delay 55.0
HCM 6th LOS D

6.2-36
2902
Timings Rich Haven Specific Plan TA (JN:14822)
20: Milliken Av. & SR-60 WB Ramps 10/06/2022
OYC (2027) With Project 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) 4 580 442 1577 626 289
Future Volume (vph) 4 580 442 1577 626 289
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) 30.8 30.8 23.4 46.4 18.4 18.4
Actuated g/C Ratio 0.34 0.34 0.26 0.52 0.21 0.21
v/c Ratio 0.72 0.98 0.98 0.83 0.84 0.53
Control Delay 33.5 57.5 71.2 23.2 45.4 7.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 33.5 57.5 71.2 23.3 45.4 7.7

LOS C E E C D A
Approach Delay 47.3 33.7 33.5
Approach LOS D C C
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 89.6
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.98
Intersection Signal Delay: 37.2 Intersection LOS: D
Intersection Capacity Utilization 104.5% ICU Level of Service G Analysis Period (min) 15
Splits and Phases: 20: Milliken Av. & SR-60 WB Ramps

6.2-37
2903
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 20: Milliken Av. & SR-60 WB Ramps 10/06/2022
OYC (2027) With Project 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 0 424 4 580 442 1577 0 0 626 289 Future Volume (veh/h) 0 0 0 424 4 580 442 1577 0 0 626 289 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 433 4 337 451 1609 0 0 639 152
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 518 5 465 489 2040 0 0 789 334
Arrive On Green 0.29 0.29 0.29 0.27 0.55 0.00 0.00 0.21 0.21 Sat Flow, veh/h 1766 16 1585 1781 3741 0 0 3741 1585
Grp Volume(v), veh/h 437 0 337 451 1609 0 0 639 152
Grp Sat Flow(s),veh/h/ln 1782 0 1585 1781 1870 0 0 1870 1585 Q Serve(g_s), s 17.7 0.0 14.7 18.9 26.4 0.0 0.0 12.5 6.4 Cycle Q Clear(g_c), s 17.7 0.0 14.7 18.9 26.4 0.0 0.0 12.5 6.4 Prop In Lane 0.99 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 523 0 465 489 2040 0 0 789 334
V/C Ratio(X) 0.84 0.00 0.73 0.92 0.79 0.00 0.00 0.81 0.45 Avail Cap(c_a), veh/h 714 0 635 542 2277 0 0 915 388
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 25.4 0.0 24.4 27.1 13.9 0.0 0.0 28.9 26.5 Incr Delay (d2), s/veh 6.3 0.0 2.6 19.3 1.7 0.0 0.0 4.8 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 %ile BackOfQ(50%),veh/ln 7.6 0.0 5.3 9.7 8.9 0.0 0.0 5.6 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.8 0.0 27.0 46.4 15.7 0.0 0.0 33.7 27.4 LnGrp LOS C A C D B A A C C
Approach Vol, veh/h 774 2060 791
Approach Delay, s/veh 29.7 22.4 32.5
Approach LOS C C C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 48.1 25.7 22.4 28.7
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 28.4 20.9 14.5 19.7
Green Ext Time (p_c), s 10.7 0.2 1.7 2.9
Intersection Summary
HCM 6th Ctrl Delay 26.2
HCM 6th LOS C

6.2-38
2904
Timings Rich Haven Specific Plan TA (JN:14822)
21: Milliken Av. & SR-60 EB Ramps 10/06/2022
OYC (2027) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 39
Lane Group EBL EBT NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 481 3 1600 93 933
Future Volume (vph) 481 3 1600 93 933
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) 27.0 27.0 53.4 9.6 63.0
Total Split (%) 30.0% 30.0% 59.3% 10.7% 70.0%
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) 20.8 20.8 47.2 5.0 56.8
Actuated g/C Ratio 0.23 0.23 0.52 0.06 0.63
v/c Ratio 1.09 0.94 1.12 0.98 0.41
Control Delay 106.0 53.6 84.4 131.7 8.9
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 106.0 53.6 84.4 131.7 8.9

LOS F D F F A
Approach Delay 79.5 84.4 20.0
Approach LOS E F C
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.12
Intersection Signal Delay: 66.7 Intersection LOS: E
Intersection Capacity Utilization 104.5% ICU Level of Service G Analysis Period (min) 15
Splits and Phases: 21: Milliken Av. & SR-60 EB Ramps

6.2-39
2905
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 21: Milliken Av. & SR-60 EB Ramps 10/06/2022
OYC (2027) With 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) 481 3 391 0 0 0 0 1600 488 93 933 0 Future Volume (veh/h) 481 3 391 0 0 0 0 1600 488 93 933 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 353 203 207 0 1649 256 96 962 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 412 196 200 0 1665 252 99 2361 0
Arrive On Green 0.23 0.23 0.23 0.00 0.68 0.68 0.07 0.82 0.00 Sat Flow, veh/h 1781 849 866 0 3174 480 1781 3741 0
Grp Volume(v), veh/h 353 0 410 0 954 951 96 962 0
Grp Sat Flow(s),veh/h/ln 1781 0 1715 0 1870 1784 1781 1870 0 Q Serve(g_s), s 17.1 0.0 20.8 0.0 43.4 47.2 4.8 6.2 0.0 Cycle Q Clear(g_c), s 17.1 0.0 20.8 0.0 43.4 47.2 4.8 6.2 0.0 Prop In Lane 1.00 0.50 0.00 0.27 1.00 0.00
Lane Grp Cap(c), veh/h 412 0 396 0 981 936 99 2361 0
V/C Ratio(X) 0.86 0.00 1.03 0.00 0.97 1.02 0.97 0.41 0.00 Avail Cap(c_a), veh/h 412 0 396 0 981 936 99 2361 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.30 1.30 1.30 1.30 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 33.2 0.0 34.6 0.0 13.7 14.3 41.7 3.5 0.0 Incr Delay (d2), s/veh 16.3 0.0 54.5 0.0 22.3 33.5 80.1 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.8 0.0 14.1 0.0 14.7 17.6 4.2 1.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.5 0.0 89.1 0.0 36.0 47.8 121.8 3.7 0.0 LnGrp LOS D A F A D F F A A
Approach Vol, veh/h 763 1905 1058
Approach Delay, s/veh 70.7 41.9 14.4
Approach LOS E D B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 9.6 53.4 27.0 63.0
Change Period (Y+Rc), s 4.6 6.2 6.2 6.2
Max Green Setting (Gmax), s 5.0 47.2 20.8 56.8
Max Q Clear Time (g_c+I1), s 6.8 49.2 22.8 8.2
Green Ext Time (p_c), s 0.0 0.0 0.0 7.3
Intersection Summary
HCM 6th Ctrl Delay 40.0
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

6.2-40
2906
Timings Rich Haven Specific Plan TA (JN:14822)
22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
OYC (2027) With Project 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) 420 294 31 205 268 181 1351 64 269 809 Future Volume (vph) 420 294 31 205 268 181 1351 64 269 809 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) 21.4 31.2 6.0 11.8 11.8 19.0 43.8 43.8 21.4 46.2 Actuated g/C Ratio 0.18 0.26 0.05 0.10 0.10 0.16 0.36 0.36 0.18 0.38 v/c Ratio 1.71 1.22 0.46 1.36 0.75 0.83 1.27 0.11 1.10 0.96 Control Delay 366.8 155.9 73.7 237.2 19.0 75.1 161.6 0.4 127.7 53.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 366.8 155.9 73.7 237.2 19.0 75.1 161.6 0.4 127.7 53.6

LOS F F E F B E F A F D
Approach Delay 254.6 111.2 145.3 68.5
Approach LOS F F F E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.71
Intersection Signal Delay: 140.4 Intersection LOS: F
Intersection Capacity Utilization 111.5% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 22: Hamner Av./Milliken Av. & Riverside Dr.

6.2-41
2907
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
OYC (2027) With Project 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) 420 294 184 31 205 268 181 1351 64 269 809 252 Future Volume (veh/h) 420 294 184 31 205 268 181 1351 64 269 809 252 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 483 338 158 36 236 274 208 1553 63 309 930 268 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 284 283 132 46 174 148 232 1229 548 284 1026 295 Arrive On Green 0.18 0.25 0.25 0.03 0.10 0.10 0.15 0.37 0.37 0.18 0.40 0.40 Sat Flow, veh/h 1594 1142 534 1594 1772 1502 1594 3367 1502 1594 2580 742 Grp Volume(v), veh/h 483 0 496 36 236 274 208 1553 63 309 606 592 Grp Sat Flow(s),veh/h/ln 1594 0 1676 1594 1772 1502 1594 1683 1502 1594 1683 1638 Q Serve(g_s), s 21.4 0.0 29.7 2.7 11.8 11.8 15.4 43.8 3.3 21.4 40.7 40.9 Cycle Q Clear(g_c), s 21.4 0.0 29.7 2.7 11.8 11.8 15.4 43.8 3.3 21.4 40.7 40.9 Prop In Lane 1.00 0.32 1.00 1.00 1.00 1.00 1.00 0.45
Lane Grp Cap(c), veh/h 284 0 415 46 174 148 232 1229 548 284 669 651 V/C Ratio(X) 1.70 0.00 1.20 0.78 1.35 1.86 0.90 1.26 0.11 1.09 0.91 0.91 Avail Cap(c_a), veh/h 284 0 415 85 174 148 298 1229 548 284 669 651 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 49.3 0.0 45.1 57.9 54.1 54.1 50.4 38.1 25.3 49.3 34.0 34.1 Incr Delay (d2), s/veh 329.4 0.0 109.4 9.8 192.3 409.9 20.6 125.4 0.1 78.6 15.9 16.8 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 34.2 0.0 24.3 1.2 14.4 21.1 7.2 38.2 1.2 14.4 18.4 18.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 378.7 0.0 154.5 67.7 246.4 464.0 71.0 163.5 25.3 127.9 50.0 50.9 LnGrp LOS F A F E F F E F C F D D
Approach Vol, veh/h 979 546 1824 1507
Approach Delay, s/veh 265.1 343.8 148.1 66.3
Approach LOS F F F E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 26.0 50.0 8.1 35.9 22.1 53.9 26.0 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 45.8 4.7 31.7 17.4 42.9 23.4 13.8 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 168.3
HCM 6th LOS F

6.2-42
2908
HCM 6th TWSC Rich Haven Specific Plan TA (JN:14822)
23: Hamner Av. & Chino Av. 10/06/2022
OYC (2027) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 43
Intersection
Int Delay, s/veh 24.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 166 139 57 1450 909 68
Future Vol, veh/h 166 139 57 1450 909 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 1648 1033 77
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 2026 1072 1110 0 - 0
Stage 1 1072 - - - - -
Stage 2 954 - - - - -
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 ~ 56 267 627 - - -
Stage 1 328 - - - - -
Stage 2 336 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 0 267 627 - - -
Mov Cap-2 Maneuver 0 - - - - -
Stage 1 0 - - - - -
Stage 2 336 - - - - -
Approach EB NB SB
HCM Control Delay, s 196.8 5.5 0

HCM LOS F
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 627 - 267 - -
HCM Lane V/C Ratio 0.103 - 1.298 - -
HCM Control Delay (s) 11.4 5.3 196.8 - -
HCM Lane LOS B A F - -
HCM 95th %tile Q(veh) 0.3 - 17.4 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

6.2-43
2909
Timings Rich Haven Specific Plan TA (JN:14822)
24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
OYC (2027) With Project 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) 471 1721 336 2085 312 405 697 451 248 298 477 Future Volume (vph) 471 1721 336 2085 312 405 697 451 248 298 477 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 52.0 10.0 51.0 51.0 10.0 48.0 48.0 10.0 48.0 48.0 Total Split (%) 9.2% 43.3% 8.3% 42.5% 42.5% 8.3% 40.0% 40.0% 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 45.8 5.4 44.8 44.8 5.4 33.7 33.7 5.4 33.7 33.7 Actuated g/C Ratio 0.06 0.41 0.05 0.40 0.40 0.05 0.30 0.30 0.05 0.30 0.30 v/c Ratio 2.49 0.80 2.11 1.54 0.45 2.54 0.48 0.85 1.55 0.29 0.90 Control Delay 711.6 32.7 547.8 274.6 16.3 736.7 32.7 42.2 314.4 30.3 48.3 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 711.6 32.7 547.8 274.6 16.3 736.7 32.7 42.2 314.4 30.3 48.3

LOS F C F F B F C D F C D
Approach Delay 162.8 278.7 219.1 107.5
Approach LOS F F F F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 112.3
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 2.54
Intersection Signal Delay: 207.5 Intersection LOS: F
Intersection Capacity Utilization 113.1% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 24: Hamner Av. & Cantu Galleano Ranch Rd.

6.2-44
2910
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
OYC (2027) With Project 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) 471 1721 268 336 2085 312 405 697 451 248 298 477 Future Volume (veh/h) 471 1721 268 336 2085 312 405 697 451 248 298 477 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 491 1793 154 350 2172 190 422 726 262 258 310 289 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 218 2732 235 184 1562 697 184 1162 361 184 809 361 Arrive On Green 0.06 0.45 0.45 0.05 0.44 0.44 0.05 0.23 0.23 0.05 0.23 0.23 Sat Flow, veh/h 3456 6080 522 3456 3554 1585 3456 5106 1585 3456 3554 1585 Grp Volume(v), veh/h 491 1423 524 350 2172 190 422 726 262 258 310 289 Grp Sat Flow(s),veh/h/ln 1728 1609 1776 1728 1777 1585 1728 1702 1585 1728 1777 1585 Q Serve(g_s), s 6.4 23.3 23.3 5.4 44.5 7.7 5.4 13.0 15.5 5.4 7.5 17.4 Cycle Q Clear(g_c), s 6.4 23.3 23.3 5.4 44.5 7.7 5.4 13.0 15.5 5.4 7.5 17.4 Prop In Lane 1.00 0.29 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 218 2169 798 184 1562 697 184 1162 361 184 809 361 V/C Ratio(X) 2.25 0.66 0.66 1.90 1.39 0.27 2.29 0.62 0.73 1.40 0.38 0.80 Avail Cap(c_a), veh/h 218 2169 798 184 1562 697 184 2108 654 184 1467 654 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 47.4 21.8 21.8 47.9 28.4 18.1 47.9 35.2 36.2 47.9 33.1 36.9 Incr Delay (d2), s/veh 576.0 0.7 2.0 424.2 179.8 0.2 597.2 0.6 2.8 209.3 0.3 4.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 20.1 7.9 9.0 13.1 55.4 2.6 17.5 5.1 5.8 7.6 3.1 6.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 623.4 22.5 23.7 472.2 208.2 18.3 645.1 35.8 39.0 257.2 33.4 41.1 LnGrp LOS F C C F F B F D D F C D
Approach Vol, veh/h 2438 2712 1410 857
Approach Delay, s/veh 143.8 228.9 218.7 103.4
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 29.2 10.0 52.0 10.0 29.2 11.0 51.0 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 41.8 5.4 45.5 5.4 41.8 6.4 44.5 Max Q Clear Time (g_c+I1), s 7.4 17.5 7.4 25.3 7.4 19.4 8.4 46.5 Green Ext Time (p_c), s 0.0 5.6 0.0 12.2 0.0 2.7 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 184.5
HCM 6th LOS F

6.2-45
2911
Timings Rich Haven Specific Plan TA (JN:14822)
25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 OYC (2027) With Project 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) 1594 867 1446 185 285 0 1829
Future Volume (vph) 1594 867 1446 185 285 0 1829
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) 51.0 51.0 51.0 69.0 69.0 69.0
Total Split (%) 42.5% 42.5% 42.5% 57.5% 57.5% 57.5%
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) 44.2 44.2 44.2 120.0 63.5 63.5 63.5 Actuated g/C Ratio 0.37 0.37 0.37 1.00 0.53 0.53 0.53
v/c Ratio 0.93 0.88 1.21 0.07 0.31 1.29 1.25
Control Delay 46.0 17.1 139.3 0.0 17.2 165.3 149.0
Queue Delay 0.0 0.0 0.0 0.0 0.1 0.4 0.0
Total Delay 46.0 17.1 139.3 0.0 17.2 165.8 149.0

LOS D B F A B F F
Approach Delay 35.8 123.5 140.4
Approach LOS D F F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:EBT, Start of Yellow Natural Cycle: 120
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.29
Intersection Signal Delay: 94.5 Intersection LOS: F
Intersection Capacity Utilization 125.7% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 25: I-15 SB Ramps & Cantu Galleano Ranch Rd.

6.2-46
2912
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 OYC (2027) With Project 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 1594 867 0 1446 185 0 0 0 285 0 1829 Future Volume (veh/h) 0 1594 867 0 1446 185 0 0 0 285 0 1829 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 1733 0 0 1572 0 207 0 1229
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 2390 0 1664 765 0 1361
Arrive On Green 0.00 0.47 0.00 0.00 0.94 0.00 0.43 0.00 0.43 Sat Flow, veh/h 0 5274 1585 0 3647 2790 1781 0 3170
Grp Volume(v), veh/h 0 1733 0 0 1572 0 207 0 1229
Grp Sat Flow(s),veh/h/ln 0 1702 1585 0 1777 1395 1781 0 1585 Q Serve(g_s), s 0.0 32.8 0.0 0.0 29.4 0.0 9.0 0.0 43.4
Cycle Q Clear(g_c), s 0.0 32.8 0.0 0.0 29.4 0.0 9.0 0.0 43.4 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2390 0 1664 765 0 1361
V/C Ratio(X) 0.00 0.73 0.00 0.94 0.27 0.00 0.90
Avail Cap(c_a), veh/h 0 2390 0 1664 943 0 1678
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 0.36 0.00 0.00 0.41 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 25.7 0.0 0.0 3.0 0.0 22.1 0.0 31.9 Incr Delay (d2), s/veh 0.0 0.7 0.0 0.0 5.7 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 12.2 0.0 0.0 2.7 0.0 3.7 0.0 16.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 26.4 0.0 0.0 8.6 0.0 22.3 0.0 38.2 LnGrp LOS A C A A C A D
Approach Vol, veh/h 1733 A 1572 A 1436
Approach Delay, s/veh 26.4 8.6 35.9
Approach LOS C A D
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 63.0 57.0 63.0
Change Period (Y+Rc), s 6.8 5.5 6.8
Max Green Setting (Gmax), s 44.2 63.5 44.2
Max Q Clear Time (g_c+I1), s 34.8 45.4 31.4
Green Ext Time (p_c), s 6.6 6.2 8.0
Intersection Summary
HCM 6th Ctrl Delay 23.4
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.

6.2-47
2913
Timings Rich Haven Specific Plan TA (JN:14822)
26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 OYC (2027) With Project 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) 620 1273 214 579 1053 416
Future Volume (vph) 620 1273 214 579 1053 416
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) 66.0 66.0 13.0 79.0 41.0 41.0
Total Split (%) 55.0% 55.0% 10.8% 65.8% 34.2% 34.2%
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) 58.7 58.7 7.0 71.7 35.0 35.0
Actuated g/C Ratio 0.49 0.49 0.06 0.60 0.29 0.29
v/c Ratio 0.27 1.12 1.17 0.21 1.19 0.66
Control Delay 14.2 88.9 164.2 11.3 133.1 17.5
Queue Delay 0.0 0.3 0.0 0.0 0.0 0.0
Total Delay 14.2 89.2 164.2 11.3 133.1 17.5

LOS B F F B F B
Approach Delay 64.6 52.6 103.6
Approach LOS E D F
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: 1.19
Intersection Signal Delay: 76.1 Intersection LOS: E
Intersection Capacity Utilization 96.0% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 26: I-15 NB Ramps & Cantu Galleano Ranch Rd.

6.2-48
2914
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 OYC (2027) With Project 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) 620 1273 214 579 1053 416
Future Volume (veh/h) 620 1273 214 579 1053 416
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 674 705 233 629 1145 235
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 2498 775 202 3051 1039 462
Arrive On Green 0.82 0.82 0.06 0.60 0.29 0.29
Sat Flow, veh/h 5274 1585 3456 5274 3563 1585
Grp Volume(v), veh/h 674 705 233 629 1145 235
Grp Sat Flow(s),veh/h/ln 1702 1585 1728 1702 1781 1585
Q Serve(g_s), s 3.7 38.0 7.0 6.8 35.0 14.8
Cycle Q Clear(g_c), s 3.7 38.0 7.0 6.8 35.0 14.8
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 2498 775 202 3051 1039 462
V/C Ratio(X) 0.27 0.91 1.16 0.21 1.10 0.51
Avail Cap(c_a), veh/h 2498 775 202 3051 1039 462
HCM Platoon Ratio 1.67 1.67 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.43 0.43 0.85 0.85 1.00 1.00
Uniform Delay (d), s/veh 6.0 9.1 56.5 11.1 42.5 35.3
Incr Delay (d2), s/veh 0.1 8.3 107.0 0.1 60.1 0.9
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 5.7 5.9 2.3 23.4 5.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 6.1 17.4 163.5 11.2 102.6 36.3
LnGrp LOS A B F B F D
Approach Vol, veh/h 1379 862 1380
Approach Delay, s/veh 11.9 52.4 91.3
Approach LOS B D F
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 13.0 66.0 79.0 41.0
Change Period (Y+Rc), s 6.0 7.3 7.3 6.0
Max Green Setting (Gmax), s 7.0 58.7 71.7 35.0
Max Q Clear Time (g_c+I1), s 9.0 40.0 8.8 37.0
Green Ext Time (p_c), s 0.0 6.7 4.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 51.8
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

6.2-49
2915
Timings Rich Haven Specific Plan TA (JN:14822)
27: Wineville Av. & Cantu Galleano Ranch Rd. 10/06/2022 OYC (2027) With Project 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) 439 398 305 30 308 275 315 18 22 61 155 Future Volume (vph) 439 398 305 30 308 275 315 18 22 61 155 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) 13.4 28.1 28.1 5.4 13.1 9.1 24.7 24.7 5.7 11.9 11.9 Actuated g/C Ratio 0.19 0.39 0.39 0.08 0.18 0.13 0.35 0.35 0.08 0.17 0.17 v/c Ratio 0.74 0.17 0.40 0.13 0.41 0.69 0.28 0.03 0.17 0.21 0.42 Control Delay 38.7 16.6 4.5 39.9 25.6 42.5 18.5 0.1 42.0 26.7 7.8 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 38.7 16.6 4.5 39.9 25.6 42.5 18.5 0.1 42.0 26.7 7.8

LOS D B A D C D B A D C A
Approach Delay 21.9 26.8 28.8 15.8
Approach LOS C C C B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 71.4
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.74
Intersection Signal Delay: 23.8 Intersection LOS: C
Intersection Capacity Utilization 50.9% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 27: Wineville Av. & Cantu Galleano Ranch Rd.

6.2-50
2916
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 27: Wineville Av. & Cantu Galleano Ranch Rd. 10/06/2022 OYC (2027) With Project 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) 439 398 305 30 308 46 275 315 18 22 61 155 Future Volume (veh/h) 439 398 305 30 308 46 275 315 18 22 61 155 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 477 433 222 33 335 30 299 342 10 24 66 141 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 611 1810 446 126 674 59 422 821 366 50 256 217 Arrive On Green 0.18 0.28 0.28 0.04 0.14 0.14 0.12 0.23 0.23 0.03 0.14 0.14 Sat Flow, veh/h 3456 6434 1585 3456 4778 421 3456 3554 1585 1781 1870 1585 Grp Volume(v), veh/h 477 433 222 33 237 128 299 342 10 24 66 141 Grp Sat Flow(s),veh/h/ln 1728 1609 1585 1728 1702 1795 1728 1777 1585 1781 1870 1585 Q Serve(g_s), s 6.9 2.7 6.1 0.5 3.4 3.5 4.4 4.3 0.3 0.7 1.7 4.4 Cycle Q Clear(g_c), s 6.9 2.7 6.1 0.5 3.4 3.5 4.4 4.3 0.3 0.7 1.7 4.4 Prop In Lane 1.00 1.00 1.00 0.23 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 611 1810 446 126 480 253 422 821 366 50 256 217 V/C Ratio(X) 0.78 0.24 0.50 0.26 0.49 0.51 0.71 0.42 0.03 0.48 0.26 0.65 Avail Cap(c_a), veh/h 817 5077 1251 329 2206 1163 553 3095 1381 194 1533 1299 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 14.5 15.8 24.6 20.8 20.8 22.1 17.2 15.6 25.1 20.3 21.4 Incr Delay (d2), s/veh 2.4 0.1 0.9 0.4 0.8 1.6 1.6 0.3 0.0 2.6 0.5 3.2 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 2.4 0.8 1.8 0.2 1.1 1.3 1.6 1.5 0.1 0.3 0.7 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.0 14.6 16.6 25.0 21.6 22.4 23.7 17.5 15.6 27.7 20.8 24.7 LnGrp LOS C B B C C C C B B C C C
Approach Vol, veh/h 1132 398 651 231
Approach Delay, s/veh 18.5 22.1 20.3 23.9
Approach LOS B C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.1 18.6 6.5 21.3 11.0 13.7 13.9 13.9 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 2.7 6.3 2.5 8.1 6.4 6.4 8.9 5.5 Green Ext Time (p_c), s 0.0 2.2 0.0 3.4 0.1 0.8 0.4 1.9 Intersection Summary
HCM 6th Ctrl Delay 20.1
HCM 6th LOS C

6.2-51
2917
Timings Rich Haven Specific Plan TA (JN:14822)
1: Archibald Av. & SR-60 WB Ramps 10/06/2022
OYC (2027) With Project 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) 450 1 194 592 695 1559 354
Future Volume (vph) 450 1 194 592 695 1559 354
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) 16.5 16.5 16.5 18.2 61.9 38.8 38.8
Actuated g/C Ratio 0.18 0.18 0.18 0.20 0.69 0.43 0.43
v/c Ratio 0.79 0.80 0.42 0.87 0.20 0.58 0.43
Control Delay 54.1 54.8 8.3 44.1 0.6 21.0 5.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 54.1 54.8 8.3 44.1 0.6 21.0 5.2

LOS D D A D A C A
Approach Delay 42.0 20.6 18.1
Approach LOS D C 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: 80
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.87
Intersection Signal Delay: 22.9 Intersection LOS: C
Intersection Capacity Utilization 74.6% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 1: Archibald Av. & SR-60 WB Ramps

6.2-52
2918
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 1: Archibald Av. & SR-60 WB Ramps 10/06/2022
OYC (2027) With Project 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 0 450 1 194 592 695 0 0 1559 354 Future Volume (veh/h) 0 0 0 450 1 194 592 695 0 0 1559 354 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 487 0 60 604 709 0 0 1591 261
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 584 0 260 1028 3610 0 0 2221 533
Arrive On Green 0.16 0.00 0.16 0.10 0.23 0.00 0.00 0.35 0.35 Sat Flow, veh/h 3563 0 1585 3456 5274 0 0 6696 1544
Grp Volume(v), veh/h 487 0 60 604 709 0 0 1591 261
Grp Sat Flow(s),veh/h/ln 1781 0 1585 1728 1702 0 0 1609 1544 Q Serve(g_s), s 11.9 0.0 3.0 15.1 10.0 0.0 0.0 19.4 12.0 Cycle Q Clear(g_c), s 11.9 0.0 3.0 15.1 10.0 0.0 0.0 19.4 12.0 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 584 0 260 1028 3610 0 0 2221 533 V/C Ratio(X) 0.83 0.00 0.23 0.59 0.20 0.00 0.00 0.72 0.49 Avail Cap(c_a), veh/h 720 0 321 1028 3610 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 0.92 0.92 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 36.4 0.0 32.7 35.3 14.0 0.0 0.0 25.6 23.2 Incr Delay (d2), s/veh 6.9 0.0 0.4 0.6 0.1 0.0 0.0 2.0 3.2 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 5.5 0.0 2.8 6.9 3.7 0.0 0.0 7.1 4.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.4 0.0 33.1 35.9 14.1 0.0 0.0 27.6 26.4 LnGrp LOS D A C D B A A C C
Approach Vol, veh/h 547 1313 1852
Approach Delay, s/veh 42.2 24.1 27.5
Approach LOS D C C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 69.4 20.6 32.6 36.9
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 12.0 13.9 17.1 21.4
Green Ext Time (p_c), s 5.1 0.9 0.3 9.7
Intersection Summary
HCM 6th Ctrl Delay 28.5
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.

6.2-53
2919
Timings Rich Haven Specific Plan TA (JN:14822)
2: Archibald Av. & SR-60 EB Ramps 10/06/2022
OYC (2027) With Project 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) 124 1 524 1165 607 527 1482
Future Volume (vph) 124 1 524 1165 607 527 1482
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) 16.7 16.7 16.7 40.1 40.1 17.6 61.7
Actuated g/C Ratio 0.19 0.19 0.19 0.45 0.45 0.20 0.69
v/c Ratio 0.36 0.87 0.78 0.41 0.62 0.80 0.43
Control Delay 34.9 56.1 40.5 18.2 6.2 53.4 1.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 34.9 56.1 40.5 18.2 6.2 53.4 1.5

LOS C E D B A D A
Approach Delay 46.0 14.1 15.1
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, Master Intersection Natural Cycle: 70
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.87
Intersection Signal Delay: 19.2 Intersection LOS: B
Intersection Capacity Utilization 74.6% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 2: Archibald Av. & SR-60 EB Ramps

6.2-54
2920
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 2: Archibald Av. & SR-60 EB Ramps 10/06/2022
OYC (2027) With Project 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) 124 1 524 0 0 0 0 1165 607 527 1482 0 Future Volume (veh/h) 124 1 524 0 0 0 0 1165 607 527 1482 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 84 0 340 0 1177 437 532 1497 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 243 0 432 0 3327 802 600 3753 0
Arrive On Green 0.14 0.00 0.14 0.00 0.52 0.52 0.35 1.00 0.00 Sat Flow, veh/h 1781 0 3170 0 6696 1551 3456 5274 0
Grp Volume(v), veh/h 84 0 340 0 1177 437 532 1497 0
Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1609 1551 1728 1702 0 Q Serve(g_s), s 3.8 0.0 9.3 0.0 9.7 17.1 13.1 0.0 0.0
Cycle Q Clear(g_c), s 3.8 0.0 9.3 0.0 9.7 17.1 13.1 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 243 0 432 0 3327 802 600 3753 0
V/C Ratio(X) 0.35 0.00 0.79 0.00 0.35 0.55 0.89 0.40 0.00 Avail Cap(c_a), veh/h 360 0 641 0 3327 802 768 3753 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 0.76 0.76 0.00 Uniform Delay (d), s/veh 35.2 0.0 37.6 0.0 12.8 14.6 28.6 0.0 0.0 Incr Delay (d2), s/veh 0.8 0.0 3.9 0.0 0.3 2.7 6.9 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 3.7 0.0 3.0 5.6 4.6 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.1 0.0 41.5 0.0 13.1 17.3 35.4 0.2 0.0 LnGrp LOS D A D A B B D A A
Approach Vol, veh/h 424 1614 2029
Approach Delay, s/veh 40.5 14.3 9.5
Approach LOS D B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 19.6 52.3 71.9 18.1
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 15.1 19.1 2.0 11.3
Green Ext Time (p_c), s 0.5 8.6 14.2 0.9
Intersection Summary
HCM 6th Ctrl Delay 14.6
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

6.2-55
2921
Timings Rich Haven Specific Plan TA (JN:14822)
3: Archibald Av. & Riverside Dr. 10/06/2022
OYC (2027) With Project 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) 183 692 370 222 517 204 303 1114 323 1145 Future Volume (vph) 183 692 370 222 517 204 303 1114 323 1145 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) 15.6 30.6 30.6 12.4 27.5 27.5 22.4 26.6 23.4 27.7 Actuated g/C Ratio 0.14 0.27 0.27 0.11 0.24 0.24 0.20 0.23 0.20 0.24 v/c Ratio 0.87 0.79 0.57 1.33 0.66 0.41 1.00 1.15 1.02 1.21 Control Delay 85.7 46.0 6.8 223.7 43.7 7.2 98.7 119.7 102.1 139.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 85.7 46.0 6.8 223.7 43.7 7.2 98.7 119.7 102.1 139.1

LOS F D A F D A F F F F
Approach Delay 40.2 78.2 115.6 132.0
Approach LOS D E F F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 114.8
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.33
Intersection Signal Delay: 96.9 Intersection LOS: F
Intersection Capacity Utilization 101.1% ICU Level of Service G Analysis Period (min) 15
Splits and Phases: 3: Archibald Av. & Riverside Dr.

6.2-56
2922
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 3: Archibald Av. & Riverside Dr. 10/06/2022
OYC (2027) With Project 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) 183 692 370 222 517 204 303 1114 141 323 1145 216 Future Volume (veh/h) 183 692 370 222 517 204 303 1114 141 323 1145 216 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 187 706 309 227 528 159 309 1137 137 330 1168 187 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 211 865 376 172 781 346 310 1008 121 324 1063 170 Arrive On Green 0.13 0.26 0.26 0.11 0.23 0.23 0.19 0.23 0.23 0.20 0.25 0.25 Sat Flow, veh/h 1594 3367 1465 1594 3367 1494 1594 4365 526 1594 4195 671 Grp Volume(v), veh/h 187 706 309 227 528 159 309 840 434 330 898 457 Grp Sat Flow(s),veh/h/ln 1594 1683 1465 1594 1683 1494 1594 1612 1666 1594 1612 1642 Q Serve(g_s), s 13.3 22.7 22.9 12.4 16.5 6.3 22.3 26.6 26.6 23.4 29.2 29.2 Cycle Q Clear(g_c), s 13.3 22.7 22.9 12.4 16.5 6.3 22.3 26.6 26.6 23.4 29.2 29.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.32 1.00 0.41
Lane Grp Cap(c), veh/h 211 865 376 172 781 346 310 745 385 324 818 416 V/C Ratio(X) 0.88 0.82 0.82 1.32 0.68 0.46 1.00 1.13 1.13 1.02 1.10 1.10 Avail Cap(c_a), veh/h 227 1052 458 172 935 415 310 745 385 324 818 416 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 49.1 40.2 40.3 51.4 40.3 13.5 46.4 44.3 44.3 45.9 43.0 43.0 Incr Delay (d2), s/veh 28.6 4.3 9.6 180.1 1.5 0.9 50.2 74.0 85.6 55.0 61.8 73.5 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 6.8 9.4 8.8 13.3 6.7 3.6 12.8 17.7 19.6 13.8 18.0 19.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 77.7 44.5 49.9 231.5 41.8 14.4 96.6 118.3 129.9 100.9 104.8 116.5 LnGrp LOS E D D F D B F F F F F F
Approach Vol, veh/h 1202 914 1583 1685
Approach Delay, s/veh 51.1 84.1 117.2 107.2
Approach LOS D F F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 29.6 32.8 17.0 35.8 27.0 35.4 19.9 32.9 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 25.4 28.6 14.4 24.9 24.3 31.2 15.3 18.5 Green Ext Time (p_c), s 0.0 0.0 0.0 4.1 0.0 0.0 0.0 3.0 Intersection Summary
HCM 6th Ctrl Delay 93.7
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

6.2-57
2923
Timings Rich Haven Specific Plan TA (JN:14822)
4: Archibald Av. & Chino Av. 10/06/2022
OYC (2027) With Project 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) 178 400 86 159 70 118 1376 81 1453 Future Volume (vph) 178 400 86 159 70 118 1376 81 1453
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) 23.2 39.0 11.0 26.8 26.8 13.0 55.4 14.6 57.0 Total Split (%) 19.3% 32.5% 9.2% 22.3% 22.3% 10.8% 46.2% 12.2% 47.5% 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) 17.1 34.4 6.4 23.7 23.7 8.4 50.5 12.6 52.4 Actuated g/C Ratio 0.14 0.29 0.05 0.20 0.20 0.07 0.42 0.10 0.44 v/c Ratio 0.82 1.18 1.07 0.48 0.17 1.12 0.69 0.51 1.04
Control Delay 77.8 139.4 172.5 48.6 0.8 171.7 31.0 62.1 66.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 77.8 139.4 172.5 48.6 0.8 171.7 31.0 62.1 66.4

LOS E F F D A F C E E
Approach Delay 124.6 71.9 41.4 66.2
Approach LOS F E D E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.18
Intersection Signal Delay: 67.5 Intersection LOS: E
Intersection Capacity Utilization 105.4% ICU Level of Service G Analysis Period (min) 15
Splits and Phases: 4: Archibald Av. & Chino Av.

6.2-58
2924
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 4: Archibald Av. & Chino Av. 10/06/2022
OYC (2027) With Project 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) 178 400 161 86 159 70 118 1376 95 81 1453 71 Future Volume (veh/h) 178 400 161 86 159 70 118 1376 95 81 1453 71 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 185 417 143 90 166 41 123 1433 98 84 1514 70 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 210 360 123 85 369 313 112 1739 119 243 1468 68 Arrive On Green 0.13 0.29 0.29 0.05 0.21 0.21 0.07 0.35 0.35 0.15 0.44 0.44 Sat Flow, veh/h 1594 1256 431 1594 1772 1502 1594 4913 336 1594 3361 155 Grp Volume(v), veh/h 185 0 560 90 166 41 123 1034 497 84 796 788 Grp Sat Flow(s),veh/h/ln 1594 0 1687 1594 1772 1502 1594 1772 1705 1594 1772 1744 Q Serve(g_s), s 13.7 0.0 34.4 6.4 9.8 1.9 8.4 31.9 31.9 5.7 52.4 52.4 Cycle Q Clear(g_c), s 13.7 0.0 34.4 6.4 9.8 1.9 8.4 31.9 31.9 5.7 52.4 52.4 Prop In Lane 1.00 0.26 1.00 1.00 1.00 0.20 1.00 0.09
Lane Grp Cap(c), veh/h 210 0 484 85 369 313 112 1255 604 243 774 762 V/C Ratio(X) 0.88 0.00 1.16 1.06 0.45 0.13 1.10 0.82 0.82 0.35 1.03 1.03 Avail Cap(c_a), veh/h 247 0 484 85 369 313 112 1500 722 243 774 762 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.2 0.0 42.8 56.8 41.5 19.5 55.8 35.3 35.4 45.5 33.8 33.8 Incr Delay (d2), s/veh 26.2 0.0 92.2 114.5 0.9 0.2 115.5 3.3 6.6 0.8 39.9 42.0 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 6.9 0.0 26.2 5.2 4.3 1.0 6.8 13.4 13.4 2.2 29.1 29.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 77.4 0.0 135.0 171.3 42.3 19.7 171.3 38.7 42.0 46.3 73.7 75.8 LnGrp LOS E A F F D B F D D D F F
Approach Vol, veh/h 745 297 1654 1668
Approach Delay, s/veh 120.7 78.3 49.5 73.3
Approach LOS F E D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 22.9 47.1 11.0 39.0 13.0 57.0 20.4 29.6 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 10.0 50.8 6.4 34.4 8.4 52.4 18.6 22.2 Max Q Clear Time (g_c+I1), s 7.7 33.9 8.4 36.4 10.4 54.4 15.7 11.8 Green Ext Time (p_c), s 0.0 8.6 0.0 0.0 0.0 0.0 0.1 0.6 Intersection Summary
HCM 6th Ctrl Delay 72.7
HCM 6th LOS E

6.2-59
2925
Timings Rich Haven Specific Plan TA (JN:14822)
5: Archibald Av. & Schaefer Av. 10/06/2022
OYC (2027) With Project Conditions - PM 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) 18 25 53 23 17 1485 50 1641
Future Volume (vph) 18 25 53 23 17 1485 50 1641
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) 22.5 22.5 9.6 32.6 32.6 37.5 9.6 23.5 Total Split (s) 22.6 22.6 14.0 36.6 36.6 68.4 15.0 83.4 Total Split (%) 18.8% 18.8% 11.7% 30.5% 30.5% 57.0% 12.5% 69.5% 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) 9.4 9.4 8.9 15.3 15.3 50.9 9.0 57.0 Actuated g/C Ratio 0.13 0.13 0.12 0.21 0.21 0.71 0.12 0.79 v/c Ratio 0.09 0.12 0.29 0.06 0.05 0.48 0.27 0.67
Control Delay 43.3 43.3 46.3 31.2 0.2 13.1 45.8 10.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 43.3 43.3 46.3 31.2 0.2 13.1 45.8 10.9

LOS D D D C A B D B
Approach Delay 43.3 34.2 13.1 11.9
Approach LOS D C B B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 72.1
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.67
Intersection Signal Delay: 13.4 Intersection LOS: B
Intersection Capacity Utilization 70.1% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 5: Archibald Av. & Schaefer Av.

6.2-60
2926
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 5: Archibald Av. & Schaefer Av. 10/06/2022
OYC (2027) With Project 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) 18 25 0 53 23 17 0 1485 54 50 1641 17 Future Volume (veh/h) 18 25 0 53 23 17 0 1485 54 50 1641 17 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.97 1.00 1.00 0.99 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 19 27 0 56 24 12 0 1580 55 53 1746 18 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 178 104 0 77 312 262 108 2592 90 75 2241 23
Arrive On Green 0.06 0.06 0.00 0.05 0.18 0.18 0.00 0.54 0.54 0.05 0.66 0.66 Sat Flow, veh/h 1192 1772 0 1594 1772 1486 243 4795 167 1594 3413 35 Grp Volume(v), veh/h 19 27 0 56 24 12 0 1062 573 53 860 904 Grp Sat Flow(s),veh/h/ln 1192 1772 0 1594 1772 1486 243 1612 1737 1594 1683 1765 Q Serve(g_s), s 1.0 1.0 0.0 2.3 0.8 0.4 0.0 15.0 15.0 2.2 23.8 24.0 Cycle Q Clear(g_c), s 1.0 1.0 0.0 2.3 0.8 0.4 0.0 15.0 15.0 2.2 23.8 24.0 Prop In Lane 1.00 0.00 1.00 1.00 1.00 0.10 1.00 0.02
Lane Grp Cap(c), veh/h 178 104 0 77 312 262 108 1743 939 75 1105 1159 V/C Ratio(X) 0.11 0.26 0.00 0.72 0.08 0.05 0.00 0.61 0.61 0.71 0.78 0.78 Avail Cap(c_a), veh/h 433 483 0 225 853 716 203 3003 1618 249 1948 2042 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 29.9 29.9 0.0 31.2 22.9 22.7 0.0 10.5 10.5 31.2 8.0 8.0 Incr Delay (d2), s/veh 0.3 1.3 0.0 4.7 0.1 0.1 0.0 0.3 0.6 4.5 1.2 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.4 0.0 0.9 0.3 0.1 0.0 3.6 4.0 0.8 4.5 4.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.2 31.2 0.0 35.9 23.0 22.8 0.0 10.8 11.1 35.8 9.2 9.2 LnGrp LOS C C A D C C A B B D A A
Approach Vol, veh/h 46 92 1635 1817
Approach Delay, s/veh 30.8 30.8 10.9 10.0
Approach LOS C C B A
Timer - Assigned Phs 1 2 3 4 6 8
Phs Duration (G+Y+Rc), s 7.7 42.4 7.8 8.5 50.1 16.3
Change Period (Y+Rc), s 4.6 6.5 4.6 * 4.6 6.5 4.6
Max Green Setting (Gmax), s 10.4 61.9 9.4 * 18 76.9 32.0 Max Q Clear Time (g_c+I1), s 4.2 17.0 4.3 3.0 26.0 2.8
Green Ext Time (p_c), s 0.0 13.8 0.0 0.1 17.7 0.1
Intersection Summary
HCM 6th Ctrl Delay 11.2
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

6.2-61
2927
Timings Rich Haven Specific Plan TA (JN:14822)
6: Archibald Av. & Edison Av./Ontario Ranch Rd. 10/06/2022 OYC (2027) With Project 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) 105 1028 293 444 577 286 105 1047 561 394 1111 66 Future Volume (vph) 105 1028 293 444 577 286 105 1047 561 394 1111 66 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 34.2 120.0 11.4 40.0 40.0 10.7 36.1 120.0 16.4 41.8 41.8 Actuated g/C Ratio 0.05 0.28 1.00 0.10 0.33 0.33 0.09 0.30 1.00 0.14 0.35 0.35 v/c Ratio 0.80 1.08 0.21 1.65 1.03 0.46 0.79 1.04 0.39 1.92 0.95 0.11 Control Delay 93.6 92.4 0.3 342.2 85.4 9.2 89.3 79.3 0.8 460.3 54.9 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 93.6 92.4 0.3 342.2 85.4 9.2 89.3 79.3 0.8 460.3 54.9 0.4

LOS F F A F F A F E A F D A
Approach Delay 73.6 155.9 54.2 154.4
Approach LOS E F D F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.92
Intersection Signal Delay: 107.0 Intersection LOS: F
Intersection Capacity Utilization 118.2% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 6: Archibald Av. & Edison Av./Ontario Ranch Rd.

6.2-62
2928
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) With Project 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) 105 1028 293 444 577 286 105 1047 561 394 1111 66 Future Volume (veh/h) 105 1028 293 444 577 286 105 1047 561 394 1111 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 1575 1772 1772 1575 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 111 1082 0 467 607 259 111 1102 0 415 1169 50 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 140 1010 285 591 500 133 1066 218 1255 532
Arrive On Green 0.05 0.29 0.00 0.09 0.33 0.33 0.08 0.30 0.00 0.14 0.35 0.35 Sat Flow, veh/h 3000 3544 1502 3000 1772 1500 1594 3544 1502 1594 3544 1502 Grp Volume(v), veh/h 111 1082 0 467 607 259 111 1102 0 415 1169 50 Grp Sat Flow(s),veh/h/ln 1500 1772 1502 1500 1772 1500 1594 1772 1502 1594 1772 1502 Q Serve(g_s), s 4.4 34.2 0.0 11.4 40.0 16.7 8.2 36.1 0.0 16.4 38.1 2.7 Cycle Q Clear(g_c), s 4.4 34.2 0.0 11.4 40.0 16.7 8.2 36.1 0.0 16.4 38.1 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 140 1010 285 591 500 133 1066 218 1255 532 V/C Ratio(X) 0.79 1.07 1.64 1.03 0.52 0.84 1.03 1.91 0.93 0.09 Avail Cap(c_a), veh/h 140 1010 285 591 500 151 1066 218 1255 532 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 56.6 42.9 0.0 54.3 40.0 32.2 54.2 41.9 0.0 51.8 37.3 25.9 Incr Delay (d2), s/veh 24.2 49.5 0.0 302.7 44.3 0.9 26.0 36.6 0.0 424.1 12.4 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 21.1 0.0 16.1 23.6 5.9 4.1 20.1 0.0 31.9 17.4 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 80.8 92.4 0.0 357.0 84.3 33.2 80.2 78.6 0.0 475.9 49.7 26.0 LnGrp LOS F F F F C F F F D C
Approach Vol, veh/h 1193 A 1333 1213 A 1634
Approach Delay, s/veh 91.3 169.9 78.7 157.2
Approach LOS F F E F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 21.0 42.6 16.0 40.4 14.6 49.0 10.2 46.2 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 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 38.1 13.4 36.2 10.2 40.1 6.4 42.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.7 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 128.0
HCM 6th LOS F
Notes
Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay.

6.2-63
2929
Timings Rich Haven Specific Plan TA (JN:14822)
7: Turner Av. & Riverside Dr. 10/06/2022
OYC (2027) With Project 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) 96 726 127 841 187 63 25 62
Future Volume (vph) 96 726 127 841 187 63 25 62
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) 15.8 47.0 18.8 50.0 24.0 43.0 11.2 30.2 Total Split (%) 13.2% 39.2% 15.7% 41.7% 20.0% 35.8% 9.3% 25.2% 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) 9.8 35.7 11.9 37.9 16.0 27.1 5.9 12.4 Actuated g/C Ratio 0.10 0.37 0.12 0.39 0.16 0.28 0.06 0.13 v/c Ratio 0.63 0.84 0.68 0.70 0.75 0.23 0.27 0.28
Control Delay 64.4 35.6 62.5 29.3 59.9 11.5 57.0 24.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 64.4 35.6 62.5 29.3 59.9 11.5 57.0 24.6

LOS E D E C E B E C
Approach Delay 38.2 33.5 34.5 30.2
Approach LOS D C C C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 97.8
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.84
Intersection Signal Delay: 35.4 Intersection LOS: D
Intersection Capacity Utilization 75.6% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 7: Turner Av. & Riverside Dr.

6.2-64
2930
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 7: Turner Av. & Riverside Dr. 10/06/2022
OYC (2027) With Project 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) 96 726 248 127 841 38 187 63 145 25 62 59 Future Volume (veh/h) 96 726 248 127 841 38 187 63 145 25 62 59 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 0.99 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 99 748 153 131 867 26 193 65 77 26 64 35 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 123 935 191 161 1205 36 229 433 383 44 304 153 Arrive On Green 0.08 0.34 0.34 0.10 0.36 0.36 0.14 0.26 0.26 0.03 0.14 0.14 Sat Flow, veh/h 1594 2770 567 1594 3335 100 1594 1683 1487 1594 2151 1083 Grp Volume(v), veh/h 99 454 447 131 438 455 193 65 77 26 49 50 Grp Sat Flow(s),veh/h/ln 1594 1683 1654 1594 1683 1752 1594 1683 1487 1594 1683 1550 Q Serve(g_s), s 4.7 18.8 18.8 6.2 17.2 17.2 9.0 2.3 3.1 1.2 2.0 2.2 Cycle Q Clear(g_c), s 4.7 18.8 18.8 6.2 17.2 17.2 9.0 2.3 3.1 1.2 2.0 2.2 Prop In Lane 1.00 0.34 1.00 0.06 1.00 1.00 1.00 0.70
Lane Grp Cap(c), veh/h 123 568 558 161 608 633 229 433 383 44 238 219 V/C Ratio(X) 0.81 0.80 0.80 0.81 0.72 0.72 0.84 0.15 0.20 0.59 0.21 0.23 Avail Cap(c_a), veh/h 233 897 881 295 963 1002 404 818 722 137 536 494 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 34.8 23.0 23.0 33.7 21.1 21.1 31.9 22.0 22.3 36.8 29.1 29.2 Incr Delay (d2), s/veh 4.6 2.8 2.9 3.8 1.6 1.6 3.2 0.2 0.3 4.6 0.4 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 6.9 6.8 2.4 6.1 6.3 3.4 0.8 1.0 0.5 0.8 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.4 25.8 25.9 37.5 22.7 22.7 35.2 22.1 22.5 41.4 29.5 29.7 LnGrp LOS D C C D C C D C C D C C
Approach Vol, veh/h 1000 1024 335 125
Approach Delay, s/veh 27.2 24.6 29.7 32.1
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.7 25.5 12.3 32.0 15.6 16.6 10.5 33.9 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 6.6 37.2 14.2 40.8 19.4 24.4 11.2 43.8 Max Q Clear Time (g_c+I1), s 3.2 5.1 8.2 20.8 11.0 4.2 6.7 19.2 Green Ext Time (p_c), s 0.0 0.7 0.1 5.1 0.2 0.4 0.0 5.2 Intersection Summary
HCM 6th Ctrl Delay 26.7
HCM 6th LOS C

6.2-65
2931
HCM 6th AWSC Rich Haven Specific Plan TA (JN:14822)
8: Turner Av. & Chino Av. 10/06/2022
OYC (2027) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 15
Intersection
Intersection Delay, s/veh15.2
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 103 306 59 58 216 93 22 139 64 86 217 47 Future Vol, veh/h 103 306 59 58 216 93 22 139 64 86 217 47 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 112 333 64 63 235 101 24 151 70 93 236 51
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 16.2 15.1 13.9 14.7

HCM LOS C C 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% 42% 0% 100% 63% 0% 100% 44% 0% 100% 61% Vol Right, % 0% 0% 58% 0% 0% 37% 0% 0% 56% 0% 0% 39%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 22 93 110 103 204 161 58 144 165 86 145 119 LT Vol 22 0 0 103 0 0 58 0 0 86 0 0
Through Vol 0 93 46 0 204 102 0 144 72 0 145 72
RT Vol 0 0 64 0 0 59 0 0 93 0 0 47
Lane Flow Rate 24 101 120 112 222 175 63 157 179 93 157 130 Geometry Grp 8 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.061 0.241 0.273 0.262 0.488 0.373 0.152 0.355 0.388 0.227 0.36 0.287 Departure Headway (Hd) 9.114 8.614 8.208 8.424 7.924 7.668 8.673 8.173 7.779 8.75 8.25 7.975 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 392 415 435 425 452 467 412 438 461 408 434 449
Service Time 6.902 6.402 5.995 6.199 5.699 5.443 6.452 5.952 5.557 6.533 6.033 5.757 HCM Lane V/C Ratio 0.061 0.243 0.276 0.264 0.491 0.375 0.153 0.358 0.388 0.228 0.362 0.29 HCM Control Delay 12.5 14.1 14.1 14.2 18.1 15 13 15.4 15.5 14.1 15.6 14 HCM Lane LOS B B B B C B B C C B C B
HCM 95th-tile Q 0.2 0.9 1.1 1 2.6 1.7 0.5 1.6 1.8 0.9 1.6 1.2

6.2-66
2932
Timings Rich Haven Specific Plan TA (JN:14822)
9: S Turner Av. & Ontario Ranch Rd. 10/06/2022
OYC (2027) With Project 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) 18 1981 48 88 1441 73 18 12 110 30 Future Volume (vph) 18 1981 48 88 1441 73 18 12 110 30
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 9.5 64.2 64.2 5.8 8.4 9.8 18.6 Actuated g/C Ratio 0.06 0.55 0.55 0.09 0.62 0.62 0.06 0.08 0.10 0.18 v/c Ratio 0.19 1.09 0.06 0.58 0.70 0.08 0.19 0.46 0.71 0.13 Control Delay 54.4 75.4 0.1 61.7 17.2 1.3 54.4 20.7 70.4 32.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 54.4 75.4 0.1 61.7 17.2 1.3 54.4 20.7 70.4 32.7

LOS D E A E B A D C E C
Approach Delay 73.4 19.0 26.4 60.3
Approach LOS E B C E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 103
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.09
Intersection Signal Delay: 49.3 Intersection LOS: D
Intersection Capacity Utilization 85.9% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 9: S Turner Av. & Ontario Ranch Rd.

6.2-67
2933
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 9: S Turner Av. & Ontario Ranch Rd. 10/06/2022
OYC (2027) With Project 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) 18 1981 48 88 1441 73 18 12 75 110 30 10 Future Volume (veh/h) 18 1981 48 88 1441 73 18 12 75 110 30 10 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 19 2130 52 95 1549 78 19 13 81 118 32 11 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 37 1999 891 121 2166 966 37 18 111 146 188 65 Arrive On Green 0.02 0.56 0.56 0.07 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 224 1395 1781 1331 457 Grp Volume(v), veh/h 19 2130 52 95 1549 78 19 0 94 118 0 43 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 0 1619 1781 0 1788 Q Serve(g_s), s 1.1 56.2 1.5 5.2 30.1 2.0 1.1 0.0 5.7 6.5 0.0 2.1 Cycle Q Clear(g_c), s 1.1 56.2 1.5 5.2 30.1 2.0 1.1 0.0 5.7 6.5 0.0 2.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.86 1.00 0.26
Lane Grp Cap(c), veh/h 37 1999 891 121 2166 966 37 0 129 146 0 253 V/C Ratio(X) 0.52 1.07 0.06 0.79 0.72 0.08 0.52 0.00 0.73 0.81 0.00 0.17 Avail Cap(c_a), veh/h 132 1999 891 221 2176 971 132 0 327 185 0 415 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 48.5 21.9 9.9 45.9 13.5 8.0 48.5 0.0 44.9 45.1 0.0 37.8 Incr Delay (d2), s/veh 4.2 40.3 0.0 4.3 1.1 0.0 4.2 0.0 7.6 14.6 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 0.5 30.8 0.5 2.4 10.3 0.6 0.5 0.0 2.5 3.4 0.0 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.7 62.2 9.9 50.1 14.6 8.0 52.7 0.0 52.6 59.6 0.0 38.1 LnGrp LOS D F A D B A D A D E A D
Approach Vol, veh/h 2201 1722 113 161
Approach Delay, s/veh 60.9 16.3 52.6 53.9
Approach LOS E B D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.8 13.8 11.4 62.0 6.6 19.9 6.6 66.7 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 10.4 20.2 12.4 56.2 7.4 23.2 7.4 61.2 Max Q Clear Time (g_c+I1), s 8.5 7.7 7.2 58.2 3.1 4.1 3.1 32.1 Green Ext Time (p_c), s 0.0 0.3 0.0 0.0 0.0 0.1 0.0 13.9 Intersection Summary
HCM 6th Ctrl Delay 42.1
HCM 6th LOS D

6.2-68
2934
Timings Rich Haven Specific Plan TA (JN:14822)
10: Haven Av. & SR-60 WB Ramps 10/06/2022
OYC (2027) With Project 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) 349 10 620 522 1211 1864 767
Future Volume (vph) 349 10 620 522 1211 1864 767
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) 20.0 20.0 22.0 70.0 48.0 48.0
Total Split (%) 22.2% 22.2% 24.4% 77.8% 53.3% 53.3%
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) 13.2 13.2 90.0 16.4 64.8 43.4 43.4
Actuated g/C Ratio 0.15 0.15 1.00 0.18 0.72 0.48 0.48
v/c Ratio 0.76 0.76 0.41 0.87 0.34 0.79 0.80
Control Delay 57.1 57.5 0.8 40.6 8.0 22.9 15.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 57.1 57.5 0.8 40.6 8.0 22.9 15.5

LOS E E A D A C B
Approach Delay 21.5 17.8 20.8
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: 80
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.87
Intersection Signal Delay: 19.9 Intersection LOS: B
Intersection Capacity Utilization 87.1% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 10: Haven Av. & SR-60 WB Ramps

6.2-69
2935
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 10: Haven Av. & SR-60 WB Ramps 10/06/2022
OYC (2027) With Project 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 0 349 10 620 522 1211 0 0 1864 767 Future Volume (veh/h) 0 0 0 349 10 620 522 1211 0 0 1864 767 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 371 0 0 544 1261 0 0 1942 651
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 456 0 603 3771 0 0 2597 796
Arrive On Green 0.13 0.00 0.00 0.35 1.00 0.00 0.00 0.51 0.51 Sat Flow, veh/h 3563 0 1585 3456 5274 0 0 5274 1564
Grp Volume(v), veh/h 371 0 0 544 1261 0 0 1942 651
Grp Sat Flow(s),veh/h/ln 1781 0 1585 1728 1702 0 0 1702 1564 Q Serve(g_s), s 9.1 0.0 0.0 13.5 0.0 0.0 0.0 27.1 31.5
Cycle Q Clear(g_c), s 9.1 0.0 0.0 13.5 0.0 0.0 0.0 27.1 31.5 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 456 0 603 3771 0 0 2597 796
V/C Ratio(X) 0.81 0.00 0.90 0.33 0.00 0.00 0.75 0.82
Avail Cap(c_a), veh/h 562 0 653 3771 0 0 2597 796
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 0.14 0.14 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 38.2 0.0 0.0 28.6 0.0 0.0 0.0 17.5 18.6 Incr Delay (d2), s/veh 7.4 0.0 0.0 2.5 0.0 0.0 0.0 2.0 9.2 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 4.2 0.0 0.0 4.4 0.0 0.0 0.0 9.6 11.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.5 0.0 0.0 31.1 0.0 0.0 0.0 19.6 27.8 LnGrp LOS D A C A A A B C
Approach Vol, veh/h 371 A 1805 2593
Approach Delay, s/veh 45.5 9.4 21.6
Approach LOS D A C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 72.7 20.7 52.0 17.3
Change Period (Y+Rc), s 6.2 5.0 6.2 5.8
Max Green Setting (Gmax), s 63.8 17.0 41.8 14.2
Max Q Clear Time (g_c+I1), s 2.0 15.5 33.5 11.1
Green Ext Time (p_c), s 6.5 0.2 6.1 0.4
Intersection Summary
HCM 6th Ctrl Delay 18.9
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.

6.2-70
2936
Timings Rich Haven Specific Plan TA (JN:14822)
11: Haven Av. & SR-60 EB Ramps 10/06/2022
OYC (2027) With Project 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) 385 2 758 1339 672 1562
Future Volume (vph) 385 2 758 1339 672 1562
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) 37.0 37.0 37.0 34.0 19.0 53.0
Total Split (%) 41.1% 41.1% 41.1% 37.8% 21.1% 58.9%
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) 31.2 31.2 31.2 27.8 14.0 46.8
Actuated g/C Ratio 0.35 0.35 0.35 0.31 0.16 0.52
v/c Ratio 0.34 0.35 1.29 1.06 1.31 0.62
Control Delay 23.9 24.0 167.4 70.0 191.8 9.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 23.9 24.0 167.4 70.0 191.8 9.5

LOS C C F E F A
Approach Delay 118.9 70.0 64.3
Approach LOS F E E
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: 110
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.31
Intersection Signal Delay: 78.7 Intersection LOS: E
Intersection Capacity Utilization 87.1% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 11: Haven Av. & SR-60 EB Ramps

6.2-71
2937
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 11: Haven Av. & SR-60 EB Ramps 10/06/2022
OYC (2027) With Project 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) 385 2 758 0 0 0 0 1339 243 672 1562 0 Future Volume (veh/h) 385 2 758 0 0 0 0 1339 243 672 1562 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 402 0 405 0 1395 128 700 1627 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 1024 0 455 0 1752 161 538 2958 0
Arrive On Green 0.29 0.00 0.29 0.00 0.37 0.37 0.31 1.00 0.00 Sat Flow, veh/h 3563 0 1585 0 4927 437 3456 5274 0
Grp Volume(v), veh/h 402 0 405 0 998 525 700 1627 0
Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1791 1728 1702 0 Q Serve(g_s), s 8.2 0.0 22.0 0.0 23.6 23.6 14.0 0.0 0.0 Cycle Q Clear(g_c), s 8.2 0.0 22.0 0.0 23.6 23.6 14.0 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.24 1.00 0.00
Lane Grp Cap(c), veh/h 1024 0 455 0 1253 660 538 2958 0 V/C Ratio(X) 0.39 0.00 0.89 0.00 0.80 0.80 1.30 0.55 0.00 Avail Cap(c_a), veh/h 1235 0 549 0 1253 660 538 2958 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 0.52 0.52 0.00 Uniform Delay (d), s/veh 25.8 0.0 30.7 0.0 25.4 25.4 31.0 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.0 14.5 0.0 5.3 9.6 143.1 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.3 0.0 9.6 0.0 9.5 10.8 15.1 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.0 0.0 45.2 0.0 30.7 35.1 174.1 0.4 0.0 LnGrp LOS C A D A C D F A A
Approach Vol, veh/h 807 1523 2327
Approach Delay, s/veh 35.6 32.2 52.6
Approach LOS D C D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 19.0 39.3 31.7 58.3
Change Period (Y+Rc), s 5.0 6.2 5.8 6.2
Max Green Setting (Gmax), s 14.0 27.8 31.2 46.8
Max Q Clear Time (g_c+I1), s 16.0 25.6 24.0 2.0
Green Ext Time (p_c), s 0.0 1.4 1.8 9.5
Intersection Summary
HCM 6th Ctrl Delay 43.0
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

6.2-72
2938
Timings Rich Haven Specific Plan TA (JN:14822)
12: Haven Av. & Riverside Dr. 10/06/2022
OYC (2027) With Project 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) 349 460 197 455 57 1003 147 1293 399 Future Volume (vph) 349 460 197 455 57 1003 147 1293 399 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 2.43 1.32 3.15 0.90 12.58 0.58 4.54 1.10
Control Delay 685.6 196.3 1027.0 63.0 5235.7 55.5 1611.4 106.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 685.6 196.3 1027.0 63.0 5235.7 55.5 1611.4 106.7

LOS F F F E F E F F
Approach Delay 385.2 308.2 5235.7 1160.4
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: 12.58
Intersection Signal Delay: 1939.2 Intersection LOS: F
Intersection Capacity Utilization 174.4% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 12: Haven Av. & Riverside Dr.

6.2-73
2939
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 12: Haven Av. & Riverside Dr. 10/06/2022
OYC (2027) With Project 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) 349 460 96 197 455 122 57 1003 184 147 1293 399 Future Volume (veh/h) 349 460 96 197 455 122 57 1003 184 147 1293 399 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 364 479 99 205 474 107 59 1045 186 153 1347 190 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 151 359 74 66 544 122 28 501 89 268 298 252
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 1415 293 1594 2719 609 79 1396 248 1594 1772 1496 Grp Volume(v), veh/h 364 0 578 205 292 289 1290 0 0 153 1347 190 Grp Sat Flow(s),veh/h/ln 1594 0 1708 1594 1683 1645 1723 0 0 1594 1772 1496 Q Serve(g_s), s 11.4 0.0 30.4 5.0 20.2 20.4 43.1 0.0 0.0 10.6 20.2 14.5 Cycle Q Clear(g_c), s 11.4 0.0 30.4 5.0 20.2 20.4 43.1 0.0 0.0 10.6 20.2 14.5 Prop In Lane 1.00 0.17 1.00 0.37 0.05 0.14 1.00 1.00
Lane Grp Cap(c), veh/h 151 0 433 66 337 329 619 0 0 268 298 252 V/C Ratio(X) 2.40 0.00 1.34 3.09 0.87 0.88 2.08 0.00 0.00 0.57 4.52 0.75 Avail Cap(c_a), veh/h 151 0 433 66 337 329 619 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 46.5 46.6 38.5 0.0 0.0 45.9 49.9 47.5 Incr Delay (d2), s/veh 651.6 0.0 166.2 977.7 20.6 22.5 493.4 0.0 0.0 2.9 1589.9 12.2 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 31.8 0.0 32.2 20.0 10.0 10.1 102.7 0.0 0.0 4.3 140.4 6.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 705.9 0.0 211.0 1035.2 67.1 69.1 531.9 0.0 0.0 48.8 1639.8 59.7 LnGrp LOS F A F F E E F A A D F E
Approach Vol, veh/h 942 786 1290 1690
Approach Delay, s/veh 402.2 320.3 531.9 1318.1
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 22.4 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.5
Intersection Summary
HCM 6th Ctrl Delay 752.9
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

6.2-74
2940
Timings Rich Haven Specific Plan TA (JN:14822)
13: Haven Av. & Chino Av. 10/06/2022
OYC (2027) With Project 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) 196 125 432 116 113 1067 1453
Future Volume (vph) 196 125 432 116 113 1067 1453
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) 17.2 22.4 21.0 26.2 11.0 67.0 65.6 9.6
Total Split (%) 14.3% 18.7% 17.5% 21.8% 9.2% 55.8% 54.7% 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) 12.6 17.0 16.4 20.4 6.4 70.8 60.9
Actuated g/C Ratio 0.10 0.14 0.14 0.17 0.05 0.59 0.51
v/c Ratio 1.24 0.96 1.95 0.40 1.42 1.38 1.92
Control Delay 193.4 89.6 471.0 48.7 284.4 204.0 442.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 193.4 89.6 471.0 48.7 284.4 204.0 442.0

LOS F F F D F F F
Approach Delay 135.5 381.7 210.3 442.0
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: 1.95
Intersection Signal Delay: 317.9 Intersection LOS: F
Intersection Capacity Utilization 152.0% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 13: Haven Av. & Chino Av.

6.2-75
2941
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 13: Haven Av. & Chino Av. 10/06/2022
OYC (2027) With Project 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) 196 125 118 432 116 0 113 1067 261 0 1453 163 Future Volume (veh/h) 196 125 118 432 116 0 113 1067 261 0 1453 163 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 206 136 66 470 126 0 119 1123 143 0 1529 88 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 167 154 75 243 301 0 85 923 118 1 842 48
Arrive On Green 0.16 0.19 0.19 0.20 0.24 0.00 0.08 0.90 0.90 0.00 0.76 0.76 Sat Flow, veh/h 1594 1189 577 1781 1870 0 1594 1540 196 1781 1659 95 Grp Volume(v), veh/h 206 0 202 470 126 0 119 0 1266 0 0 1617 Grp Sat Flow(s),veh/h/ln 1594 0 1766 1781 1870 0 1594 0 1737 1781 0 1755 Q Serve(g_s), s 12.6 0.0 13.4 16.4 6.8 0.0 6.4 0.0 71.9 0.0 0.0 60.9 Cycle Q Clear(g_c), s 12.6 0.0 13.4 16.4 6.8 0.0 6.4 0.0 71.9 0.0 0.0 60.9 Prop In Lane 1.00 0.33 1.00 0.00 1.00 0.11 1.00 0.05
Lane Grp Cap(c), veh/h 167 0 228 243 301 0 85 0 1040 1 0 890 V/C Ratio(X) 1.23 0.00 0.88 1.93 0.42 0.00 1.40 0.00 1.22 0.00 0.00 1.82 Avail Cap(c_a), veh/h 167 0 250 243 318 0 85 0 1040 74 0 890 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 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 50.6 0.0 47.5 47.7 40.8 0.0 55.2 0.0 6.1 0.0 0.0 14.3 Incr Delay (d2), s/veh 145.1 0.0 27.6 433.7 0.9 0.0 236.5 0.0 106.5 0.0 0.0 371.6 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 11.4 0.0 7.1 35.8 3.0 0.0 8.0 0.0 33.8 0.0 0.0 105.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 195.6 0.0 75.1 481.4 41.7 0.0 291.7 0.0 112.5 0.0 0.0 385.9 LnGrp LOS F A E F D A F A F A A F
Approach Vol, veh/h 408 596 1385 1617
Approach Delay, s/veh 135.9 388.4 127.9 385.9
Approach LOS F F F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 0.0 77.7 21.0 21.3 11.0 66.7 17.2 25.1 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 61.2 16.4 * 17 6.4 * 61 12.6 20.4 Max Q Clear Time (g_c+I1), s 0.0 73.9 18.4 15.4 8.4 62.9 14.6 8.8 Green Ext Time (p_c), s 0.0 0.0 0.0 0.2 0.0 0.0 0.0 0.4 Intersection Summary
HCM 6th Ctrl Delay 271.6
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

6.2-76
2942
Timings Rich Haven Specific Plan TA (JN:14822)
14: Haven Av. & Schaefer av. 10/06/2022
OYC (2027) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 26
Lane Group EBL EBR NBL NBT SBT
Lane Configurations
Traffic Volume (vph) 58 132 176 1328 1868
Future Volume (vph) 58 132 176 1328 1868
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) 29.0 29.0 19.0 91.0 72.0
Total Split (%) 24.2% 24.2% 15.8% 75.8% 60.0%
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) 12.5 12.5 14.4 85.3 66.3
Actuated g/C Ratio 0.11 0.11 0.13 0.78 0.61
v/c Ratio 0.37 0.50 0.99 1.12 1.05
Control Delay 50.3 12.8 107.6 81.0 57.9
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 50.3 12.8 107.6 81.0 57.9

LOS D B F F E
Approach Delay 24.2 84.1 57.9
Approach LOS C F E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 109.5
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.12
Intersection Signal Delay: 67.1 Intersection LOS: E
Intersection Capacity Utilization 92.1% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 14: Haven Av. & Schaefer av.

6.2-77
2943
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 14: Haven Av. & Schaefer av. 10/06/2022
OYC (2027) With Project 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) 58 132 176 1328 1868 59
Future Volume (veh/h) 58 132 176 1328 1868 59
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 67 84 205 1544 2172 46
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 148 139 215 1415 2146 45
Arrive On Green 0.09 0.09 0.13 0.80 0.62 0.62
Sat Flow, veh/h 1594 1502 1594 1772 3458 73
Grp Volume(v), veh/h 67 84 205 1544 1109 1109
Grp Sat Flow(s),veh/h/ln 1594 1502 1594 1772 1772 1759
Q Serve(g_s), s 4.2 5.7 13.6 85.2 66.2 66.2
Cycle Q Clear(g_c), s 4.2 5.7 13.6 85.2 66.2 66.2
Prop In Lane 1.00 1.00 1.00 0.04
Lane Grp Cap(c), veh/h 148 139 215 1415 1099 1091
V/C Ratio(X) 0.45 0.60 0.95 1.09 1.01 1.02
Avail Cap(c_a), veh/h 347 327 215 1415 1099 1091
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 45.8 46.5 45.8 10.7 20.2 20.2
Incr Delay (d2), s/veh 2.2 4.2 47.6 52.8 29.3 31.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.7 4.9 8.0 37.7 31.2 31.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.0 50.7 93.4 63.6 49.5 51.6
LnGrp LOS D D F F F F
Approach Vol, veh/h 151 1749 2218
Approach Delay, s/veh 49.5 67.1 50.6
Approach LOS D E D
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 91.0 15.7 19.0 72.0
Change Period (Y+Rc), s 5.8 5.8 4.6 5.8
Max Green Setting (Gmax), s 85.2 23.2 14.4 66.2
Max Q Clear Time (g_c+I1), s 87.2 7.7 15.6 68.2
Green Ext Time (p_c), s 0.0 0.3 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 57.5
HCM 6th LOS E

6.2-78
2944
Timings Rich Haven Specific Plan TA (JN:14822)
15: Haven Av. & Ontario Ranch Rd. 10/06/2022
OYC (2027) With Project 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) 490 1657 38 249 1299 651 19 368 77 765 602 295 Future Volume (vph) 490 1657 38 249 1299 651 19 368 77 765 602 295 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) 12.4 39.1 39.1 6.2 32.6 32.6 6.1 32.7 32.7 10.4 43.3 43.3 Actuated g/C Ratio 0.11 0.36 0.36 0.06 0.30 0.30 0.06 0.30 0.30 0.09 0.39 0.39 v/c Ratio 2.91 0.93 0.07 1.58 0.66 0.98 0.23 0.74 0.15 5.43 0.92 0.42 Control Delay 894.1 45.1 0.2 319.6 36.1 48.5 57.6 44.0 0.6 2017.3 52.8 7.8 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 894.1 45.1 0.2 319.6 36.1 48.5 57.6 44.0 0.6 2017.3 52.8 7.8

LOS F D A F D D E D A F D A
Approach Delay 234.7 71.9 37.3 949.3
Approach LOS F E D F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 109.8
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 5.43
Intersection Signal Delay: 348.1 Intersection LOS: F
Intersection Capacity Utilization 135.9% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 15: Haven Av. & Ontario Ranch Rd.

6.2-79
2945
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 15: Haven Av. & Ontario Ranch Rd. 10/06/2022
OYC (2027) With Project 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) 490 1657 38 249 1299 651 19 368 77 765 602 295 Future Volume (veh/h) 490 1657 38 249 1299 651 19 368 77 765 602 295 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 521 1763 27 265 1382 648 20 391 32 814 640 281 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 178 1869 528 168 2096 444 33 540 458 149 670 568 Arrive On Green 0.11 0.35 0.35 0.06 0.30 0.30 0.02 0.30 0.30 0.09 0.38 0.38 Sat Flow, veh/h 1594 5316 1502 3000 7088 1502 1594 1772 1502 1594 1772 1502 Grp Volume(v), veh/h 521 1763 27 265 1382 648 20 391 32 814 640 281 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 35.7 1.3 6.2 18.9 32.8 1.4 21.8 1.7 10.4 39.0 15.9 Cycle Q Clear(g_c), s 12.4 35.7 1.3 6.2 18.9 32.8 1.4 21.8 1.7 10.4 39.0 15.9 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 178 1869 528 168 2096 444 33 540 458 149 670 568 V/C Ratio(X) 2.92 0.94 0.05 1.58 0.66 1.46 0.61 0.72 0.07 5.45 0.96 0.50 Avail Cap(c_a), veh/h 178 1869 528 168 2096 444 155 690 585 149 684 579 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 49.3 34.9 23.7 52.4 34.2 39.1 53.9 34.4 27.4 50.3 33.6 26.4 Incr Delay (d2), s/veh 881.0 11.1 0.2 287.7 1.6 218.9 6.5 2.7 0.1 2015.9 23.8 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 48.3 16.2 0.5 8.9 7.8 38.1 0.6 9.4 0.6 87.7 20.1 5.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 930.2 46.0 23.9 340.0 35.8 257.9 60.3 37.1 27.4 2066.2 57.4 27.1 LnGrp LOS F D C F D F E D C F E C
Approach Vol, veh/h 2311 2295 443 1735
Approach Delay, s/veh 245.1 133.7 37.5 994.9
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 39.6 10.8 45.5 6.9 47.7 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 23.8 8.2 37.7 3.4 41.0 14.4 34.8 Green Ext Time (p_c), s 0.0 2.1 0.0 1.1 0.0 0.9 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 385.6
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

6.2-80
2946
HCM 6th Roundabout Rich Haven Specific Plan TA (JN:14822) 16: Twinkle Av. & Chino Av. 10/06/2022
OYC (2027) With Project 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

6.2-81
2947
Timings Rich Haven Specific Plan TA (JN:14822)
17: Mill Creek Av. & Riverside Dr. 10/06/2022
OYC (2027) With Project 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) 137 450 339 511 136 20 241 63 15
Future Volume (vph) 137 450 339 511 136 20 241 63 15
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) 19.0 28.0 33.0 42.0 32.0 32.0 32.0 27.0 27.0 Total Split (%) 15.8% 23.3% 27.5% 35.0% 26.7% 26.7% 26.7% 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) 12.6 21.8 26.9 36.1 14.8 14.8 14.8 12.5 12.5 Actuated g/C Ratio 0.13 0.23 0.28 0.38 0.15 0.15 0.15 0.13 0.13 v/c Ratio 0.71 0.80 0.81 0.52 0.59 0.08 0.58 0.33 0.41
Control Delay 61.1 43.4 49.8 25.8 49.6 37.0 10.5 44.5 15.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 61.1 43.4 49.8 25.8 49.6 37.0 10.5 44.5 15.7

LOS E D D C D D B D B
Approach Delay 46.7 34.1 25.3 26.3
Approach LOS D C C C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 96.1
Natural Cycle: 105
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 36.0 Intersection LOS: D
Intersection Capacity Utilization 67.4% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 17: Mill Creek Av. & Riverside Dr.

6.2-82
2948
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 17: Mill Creek Av. & Riverside Dr. 10/06/2022
OYC (2027) With Project 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) 137 450 141 339 511 124 136 20 241 63 15 94 Future Volume (veh/h) 137 450 141 339 511 124 136 20 241 63 15 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 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 146 479 97 361 544 84 145 21 128 67 16 73 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 178 608 122 400 1055 162 213 237 200 227 39 176 Arrive On Green 0.11 0.21 0.21 0.25 0.35 0.35 0.13 0.13 0.13 0.14 0.14 0.14 Sat Flow, veh/h 1594 2860 575 1594 2999 462 1594 1772 1498 1594 271 1237 Grp Volume(v), veh/h 146 296 280 361 321 307 145 21 128 67 0 89 Grp Sat Flow(s),veh/h/ln 1594 1772 1664 1594 1772 1689 1594 1772 1498 1594 0 1508 Q Serve(g_s), s 6.8 12.0 12.1 16.7 10.9 11.0 6.6 0.8 6.1 2.9 0.0 4.1 Cycle Q Clear(g_c), s 6.8 12.0 12.1 16.7 10.9 11.0 6.6 0.8 6.1 2.9 0.0 4.1 Prop In Lane 1.00 0.35 1.00 0.27 1.00 1.00 1.00 0.82
Lane Grp Cap(c), veh/h 178 377 354 400 623 594 213 237 200 227 0 215 V/C Ratio(X) 0.82 0.78 0.79 0.90 0.51 0.52 0.68 0.09 0.64 0.30 0.00 0.41 Avail Cap(c_a), veh/h 315 513 482 609 840 800 550 611 517 483 0 457 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 33.0 28.3 28.3 27.6 19.5 19.5 31.4 28.8 31.2 29.2 0.0 29.7 Incr Delay (d2), s/veh 3.6 5.5 6.3 8.8 0.7 0.7 3.8 0.2 3.4 0.7 0.0 1.3 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 2.6 5.1 4.9 6.6 4.0 3.8 2.6 0.3 2.2 1.1 0.0 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.5 33.8 34.6 36.4 20.1 20.2 35.2 29.0 34.5 29.9 0.0 31.0 LnGrp LOS D C C D C C D C C C A C
Approach Vol, veh/h 722 989 294 156
Approach Delay, s/veh 34.7 26.1 34.4 30.5
Approach LOS C C C C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 15.9 23.0 22.2 14.8 12.5 32.7
Change Period (Y+Rc), s 5.8 4.0 6.0 4.0 4.0 6.0
Max Green Setting (Gmax), s 26.2 29.0 22.0 23.0 15.0 36.0 Max Q Clear Time (g_c+I1), s 8.6 18.7 14.1 6.1 8.8 13.0 Green Ext Time (p_c), s 0.8 0.4 1.9 0.6 0.1 3.4
Intersection Summary
HCM 6th Ctrl Delay 30.4
HCM 6th LOS C

6.2-83
2949
Timings Rich Haven Specific Plan TA (JN:14822)
18: Mill Creek Av. & Chino Av. 10/06/2022
OYC (2027) With Project 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.

6.2-84
2950
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 18: Mill Creek Av. & Chino Av. 10/06/2022
OYC (2027) With Project 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

6.2-85
2951
Timings Rich Haven Specific Plan TA (JN:14822)
19: Mill Creek Av. & Cantu Galleano Ranch Rd. 10/06/2022 OYC (2027) With Project 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) 85 674 279 748 351 39 299 67
Future Volume (vph) 85 674 279 748 351 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 34.0 25.6 42.2 31.0 32.5 27.9 29.4 Total Split (%) 14.5% 28.3% 21.3% 35.2% 25.8% 27.1% 23.3% 24.5% 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 27.6 21.0 38.8 26.4 19.3 22.7 15.5 Actuated g/C Ratio 0.09 0.25 0.19 0.35 0.24 0.17 0.20 0.14 v/c Ratio 0.60 1.02dr 0.91 0.58 0.92 0.64 0.91 0.73
Control Delay 66.0 56.5 77.7 31.1 70.6 16.7 74.1 44.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 66.0 56.5 77.7 31.1 70.6 16.7 74.1 44.8

LOS E E E C E B E D
Approach Delay 57.2 41.8 46.5 62.5
Approach LOS E D D E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 112.1
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.97
Intersection Signal Delay: 50.8 Intersection LOS: D
Intersection Capacity Utilization 90.5% 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.

6.2-86
2952
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 19: Mill Creek Av. & Cantu Galleano Ranch Rd. 10/06/2022 OYC (2027) With Project 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) 85 674 459 279 748 189 351 39 246 299 67 130 Future Volume (veh/h) 85 674 459 279 748 189 351 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 92 733 282 303 813 107 382 42 137 325 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 117 891 339 335 1676 219 414 58 188 357 91 109 Arrive On Green 0.07 0.24 0.24 0.19 0.37 0.37 0.23 0.15 0.15 0.20 0.12 0.12 Sat Flow, veh/h 1781 3641 1384 1781 4569 598 1781 386 1258 1781 777 926 Grp Volume(v), veh/h 92 685 330 303 604 316 382 0 179 325 0 160 Grp Sat Flow(s),veh/h/ln 1781 1702 1621 1781 1702 1763 1781 0 1644 1781 0 1704 Q Serve(g_s), s 5.0 18.8 19.1 16.4 13.5 13.6 20.7 0.0 10.3 17.6 0.0 9.0 Cycle Q Clear(g_c), s 5.0 18.8 19.1 16.4 13.5 13.6 20.7 0.0 10.3 17.6 0.0 9.0 Prop In Lane 1.00 0.85 1.00 0.34 1.00 0.77 1.00 0.54
Lane Grp Cap(c), veh/h 117 833 397 335 1248 646 414 0 245 357 0 200 V/C Ratio(X) 0.79 0.82 0.83 0.91 0.48 0.49 0.92 0.00 0.73 0.91 0.00 0.80 Avail Cap(c_a), veh/h 231 948 451 379 1248 646 476 0 444 420 0 407 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 45.4 35.3 35.4 39.2 24.1 24.1 37.1 0.0 40.1 38.6 0.0 42.4 Incr Delay (d2), s/veh 4.3 5.3 11.4 21.6 0.3 0.6 20.8 0.0 4.1 19.9 0.0 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 2.2 7.8 8.2 8.7 5.0 5.2 10.9 0.0 4.3 9.3 0.0 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.8 40.6 46.7 60.8 24.4 24.7 57.9 0.0 44.2 58.5 0.0 49.6 LnGrp LOS D D D E C C E A D E A D
Approach Vol, veh/h 1107 1223 561 485
Approach Delay, s/veh 43.2 33.5 53.5 55.6
Approach LOS D C D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 24.4 20.5 23.2 30.7 27.5 17.4 11.1 42.7 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 23.3 26.7 21.0 27.5 26.4 23.6 12.8 35.7 Max Q Clear Time (g_c+I1), s 19.6 12.3 18.4 21.1 22.7 11.0 7.0 15.6 Green Ext Time (p_c), s 0.2 0.7 0.1 3.1 0.2 0.6 0.0 5.2 Intersection Summary
HCM 6th Ctrl Delay 43.2
HCM 6th LOS D

6.2-87
2953
Timings Rich Haven Specific Plan TA (JN:14822)
20: Milliken Av. & SR-60 WB Ramps 10/06/2022
OYC (2027) With Project 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) 4 352 388 1020 1350 572
Future Volume (vph) 4 352 388 1020 1350 572
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) 27.0 27.0 23.0 63.0 40.0 40.0
Total Split (%) 30.0% 30.0% 25.6% 70.0% 44.4% 44.4%
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) 20.8 20.8 18.4 56.8 33.8 33.8
Actuated g/C Ratio 0.23 0.23 0.20 0.63 0.38 0.38
v/c Ratio 1.10 0.80 1.12 0.45 1.01 0.62
Control Delay 109.8 37.2 119.0 9.3 54.7 4.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 109.8 37.2 119.0 9.3 54.7 4.9

LOS F D F A D A
Approach Delay 77.3 39.5 39.9
Approach LOS E D D
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Natural Cycle: 100
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.12
Intersection Signal Delay: 46.9 Intersection LOS: D
Intersection Capacity Utilization 97.0% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 20: Milliken Av. & SR-60 WB Ramps

6.2-88
2954
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 20: Milliken Av. & SR-60 WB Ramps 10/06/2022
OYC (2027) With Project 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 0 430 4 352 388 1020 0 0 1350 572 Future Volume (veh/h) 0 0 0 430 4 352 388 1020 0 0 1350 572 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 448 4 191 404 1062 0 0 1406 304
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 408 4 366 364 2361 0 0 1405 595
Arrive On Green 0.23 0.23 0.23 0.20 0.63 0.00 0.00 0.38 0.38 Sat Flow, veh/h 1766 16 1585 1781 3741 0 0 3741 1585
Grp Volume(v), veh/h 452 0 191 404 1062 0 0 1406 304
Grp Sat Flow(s),veh/h/ln 1782 0 1585 1781 1870 0 0 1870 1585 Q Serve(g_s), s 20.8 0.0 9.5 18.4 13.2 0.0 0.0 33.8 13.3 Cycle Q Clear(g_c), s 20.8 0.0 9.5 18.4 13.2 0.0 0.0 33.8 13.3 Prop In Lane 0.99 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 412 0 366 364 2361 0 0 1405 595
V/C Ratio(X) 1.10 0.00 0.52 1.11 0.45 0.00 0.00 1.00 0.51 Avail Cap(c_a), veh/h 412 0 366 364 2361 0 0 1405 595
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 34.6 0.0 30.2 35.8 8.6 0.0 0.0 28.1 21.7 Incr Delay (d2), s/veh 73.3 0.0 1.3 80.0 0.1 0.0 0.0 24.2 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 %ile BackOfQ(50%),veh/ln 16.8 0.0 3.5 15.5 4.1 0.0 0.0 18.0 4.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 107.9 0.0 31.6 115.8 8.7 0.0 0.0 52.3 22.4 LnGrp LOS F A C F A A A F C
Approach Vol, veh/h 643 1466 1710
Approach Delay, s/veh 85.2 38.2 47.0
Approach LOS F D D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 63.0 23.0 40.0 27.0
Change Period (Y+Rc), s 6.2 4.6 6.2 6.2
Max Green Setting (Gmax), s 56.8 18.4 33.8 20.8
Max Q Clear Time (g_c+I1), s 15.2 20.4 35.8 22.8
Green Ext Time (p_c), s 8.3 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 50.1
HCM 6th LOS D

6.2-89
2955
Timings Rich Haven Specific Plan TA (JN:14822)
21: Milliken Av. & SR-60 EB Ramps 10/06/2022
OYC (2027) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 39
Lane Group EBL EBT NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 290 4 1108 246 1534
Future Volume (vph) 290 4 1108 246 1534
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) 29.0 29.0 37.0 24.0 61.0
Total Split (%) 32.2% 32.2% 41.1% 26.7% 67.8%
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) 22.8 22.8 30.9 15.8 51.3
Actuated g/C Ratio 0.26 0.26 0.36 0.18 0.59
v/c Ratio 0.58 0.95 1.20 0.79 0.72
Control Delay 34.4 62.7 123.3 51.8 14.8
Queue Delay 0.0 0.0 0.0 0.0 0.2
Total Delay 34.4 62.7 123.3 51.8 15.0

LOS C E F D B
Approach Delay 51.6 123.3 20.1
Approach LOS D F C
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 86.6
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.20
Intersection Signal Delay: 64.9 Intersection LOS: E
Intersection Capacity Utilization 97.0% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 21: Milliken Av. & SR-60 EB Ramps

6.2-90
2956
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 21: Milliken Av. & SR-60 EB Ramps 10/06/2022
OYC (2027) With Project 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) 290 4 371 0 0 0 0 1108 409 246 1534 0 Future Volume (veh/h) 290 4 371 0 0 0 0 1108 409 246 1534 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 252 74 198 0 1154 218 256 1598 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 363 92 246 0 1234 232 299 2364 0
Arrive On Green 0.20 0.20 0.20 0.00 0.40 0.40 0.17 0.63 0.00 Sat Flow, veh/h 1781 450 1204 0 3062 575 1781 3741 0
Grp Volume(v), veh/h 252 0 272 0 702 670 256 1598 0
Grp Sat Flow(s),veh/h/ln 1781 0 1654 0 1870 1767 1781 1870 0 Q Serve(g_s), s 9.9 0.0 11.8 0.0 27.1 27.5 10.6 20.7 0.0 Cycle Q Clear(g_c), s 9.9 0.0 11.8 0.0 27.1 27.5 10.6 20.7 0.0 Prop In Lane 1.00 0.73 0.00 0.33 1.00 0.00
Lane Grp Cap(c), veh/h 363 0 337 0 754 712 299 2364 0
V/C Ratio(X) 0.69 0.00 0.81 0.00 0.93 0.94 0.86 0.68 0.00 Avail Cap(c_a), veh/h 537 0 499 0 762 720 457 2712 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 27.9 0.0 28.7 0.0 21.6 21.7 30.6 8.9 0.0 Incr Delay (d2), s/veh 2.4 0.0 6.0 0.0 18.0 20.2 6.2 0.6 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 4.1 0.0 4.8 0.0 13.6 13.4 4.6 5.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.3 0.0 34.6 0.0 39.5 41.9 36.8 9.5 0.0 LnGrp LOS C A C A D D D A A
Approach Vol, veh/h 524 1372 1854
Approach Delay, s/veh 32.5 40.7 13.3
Approach LOS C D B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 17.3 36.7 21.6 54.0
Change Period (Y+Rc), s 4.6 6.2 6.2 6.2
Max Green Setting (Gmax), s 19.4 30.8 22.8 54.8
Max Q Clear Time (g_c+I1), s 12.6 29.5 13.8 22.7
Green Ext Time (p_c), s 0.2 0.9 1.6 14.3
Intersection Summary
HCM 6th Ctrl Delay 26.0
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

6.2-91
2957
Timings Rich Haven Specific Plan TA (JN:14822)
22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
OYC (2027) With Project 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) 313 253 88 316 176 189 946 54 234 1236 Future Volume (vph) 313 253 88 316 176 189 946 54 234 1236 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) 21.8 31.0 15.0 24.2 24.2 25.0 51.6 51.6 22.4 49.0 Total Split (%) 18.2% 25.8% 12.5% 20.2% 20.2% 20.8% 43.0% 43.0% 18.7% 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) 17.2 25.8 9.4 18.0 18.0 17.7 42.7 42.7 17.8 42.8 Actuated g/C Ratio 0.15 0.22 0.08 0.15 0.15 0.15 0.36 0.36 0.15 0.36 v/c Ratio 1.42 1.22 0.73 1.23 0.48 0.84 0.82 0.09 1.03 1.49 Control Delay 250.0 157.9 84.6 174.6 11.0 76.6 40.1 0.3 115.1 255.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 250.0 157.9 84.6 174.6 11.0 76.6 40.1 0.3 115.1 255.0

LOS F F F F B E D A F F
Approach Delay 196.2 111.3 44.1 238.1
Approach LOS F F D F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 117.4
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.49
Intersection Signal Delay: 162.8 Intersection LOS: F
Intersection Capacity Utilization 118.5% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 22: Hamner Av./Milliken Av. & Riverside Dr.

6.2-92
2958
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
OYC (2027) With Project 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) 313 253 186 88 316 176 189 946 54 234 1236 466 Future Volume (veh/h) 313 253 186 88 316 176 189 946 54 234 1236 466 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 329 266 155 93 333 147 199 996 52 246 1301 477 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 237 243 142 113 275 233 224 1199 534 245 899 315 Arrive On Green 0.15 0.23 0.23 0.07 0.16 0.16 0.14 0.36 0.36 0.15 0.37 0.37 Sat Flow, veh/h 1594 1044 609 1594 1772 1502 1594 3367 1500 1594 2435 853 Grp Volume(v), veh/h 329 0 421 93 333 147 199 996 52 246 881 897 Grp Sat Flow(s),veh/h/ln 1594 0 1653 1594 1772 1502 1594 1683 1500 1594 1683 1605 Q Serve(g_s), s 17.2 0.0 27.0 6.7 18.0 10.6 14.2 31.3 2.7 17.8 42.8 42.8 Cycle Q Clear(g_c), s 17.2 0.0 27.0 6.7 18.0 10.6 14.2 31.3 2.7 17.8 42.8 42.8 Prop In Lane 1.00 0.37 1.00 1.00 1.00 1.00 1.00 0.53
Lane Grp Cap(c), veh/h 237 0 384 113 275 233 224 1199 534 245 622 593 V/C Ratio(X) 1.39 0.00 1.10 0.82 1.21 0.63 0.89 0.83 0.10 1.00 1.42 1.51 Avail Cap(c_a), veh/h 237 0 384 143 275 233 281 1319 587 245 622 593 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 49.3 0.0 44.5 53.1 48.9 45.8 48.9 34.1 24.9 49.0 36.5 36.5 Incr Delay (d2), s/veh 199.7 0.0 74.0 20.5 123.3 5.4 21.0 4.3 0.1 58.8 196.7 240.0 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 19.7 0.0 18.4 3.2 17.1 4.2 6.7 12.7 0.9 10.8 50.3 55.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 249.0 0.0 118.4 73.6 172.3 51.2 69.9 38.4 25.0 107.8 233.3 276.5 LnGrp LOS F A F E F D E D C F F F
Approach Vol, veh/h 750 573 1247 2024
Approach Delay, s/veh 175.7 125.2 42.9 237.2
Approach LOS F F D F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 22.4 47.5 12.8 33.2 20.9 49.0 21.8 24.2 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 17.8 45.4 10.4 24.8 20.4 42.8 17.2 18.0 Max Q Clear Time (g_c+I1), s 19.8 33.3 8.7 29.0 16.2 44.8 19.2 20.0 Green Ext Time (p_c), s 0.0 5.0 0.0 0.0 0.1 0.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 160.4
HCM 6th LOS F

6.2-93
2959
HCM 6th TWSC Rich Haven Specific Plan TA (JN:14822)
23: Hamner Av. & Chino Av. 10/06/2022
OYC (2027) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 43
Intersection
Int Delay, s/veh 26
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 109 86 129 1061 1327 164
Future Vol, veh/h 109 86 129 1061 1327 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 1166 1458 180
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 2415 1548 1638 0 - 0
Stage 1 1548 - - - - -
Stage 2 867 - - - - -
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 ~ 31 140 394 - - -
Stage 1 192 - - - - -
Stage 2 373 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 0 140 394 - - -
Mov Cap-2 Maneuver 0 - - - - -
Stage 1 0 - - - - -
Stage 2 373 - - - - -
Approach EB NB SB
HCM Control Delay, s$ 328.9 8.9 0

HCM LOS F
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 394 - 140 - -
HCM Lane V/C Ratio 0.36 - 1.531 - -
HCM Control Delay (s) 19.2 7.7$ 328.9 - -
HCM Lane LOS C A F - -
HCM 95th %tile Q(veh) 1.6 - 14.7 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

6.2-94
2960
Timings Rich Haven Specific Plan TA (JN:14822)
24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
OYC (2027) With Project 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) 433 2047 517 1915 231 513 491 397 321 621 411 Future Volume (vph) 433 2047 517 1915 231 513 491 397 321 621 411 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 11.0 51.0 51.0 11.0 48.0 48.0 10.0 47.0 47.0 Total Split (%) 9.2% 42.5% 9.2% 42.5% 42.5% 9.2% 40.0% 40.0% 8.3% 39.2% 39.2% 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 44.7 6.4 44.7 44.7 6.4 30.6 30.6 5.4 29.6 29.6 Actuated g/C Ratio 0.06 0.41 0.06 0.41 0.41 0.06 0.28 0.28 0.05 0.27 0.27 v/c Ratio 2.23 1.01 2.67 1.38 0.34 2.64 0.36 0.78 1.96 0.68 0.82 Control Delay 596.4 51.8 787.1 202.6 13.3 776.2 31.6 35.3 483.0 38.8 39.8 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 596.4 51.8 787.1 202.6 13.3 776.2 31.6 35.3 483.0 38.8 39.8

LOS F D F F B F C D F D D
Approach Delay 132.2 299.7 305.2 144.4
Approach LOS F F F F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 109.2
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 2.67
Intersection Signal Delay: 216.7 Intersection LOS: F
Intersection Capacity Utilization 115.3% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 24: Hamner Av. & Cantu Galleano Ranch Rd.

6.2-95
2961
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
OYC (2027) With Project 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) 433 2047 451 517 1915 231 513 491 397 321 621 411 Future Volume (veh/h) 433 2047 451 517 1915 231 513 491 397 321 621 411 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 451 2132 262 539 1995 137 534 511 232 334 647 246 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 214 2515 308 214 1528 681 214 1249 388 180 835 372 Arrive On Green 0.06 0.43 0.43 0.06 0.43 0.43 0.06 0.24 0.24 0.05 0.23 0.23 Sat Flow, veh/h 3456 5850 717 3456 3554 1585 3456 5106 1585 3456 3554 1585 Grp Volume(v), veh/h 451 1757 637 539 1995 137 534 511 232 334 647 246 Grp Sat Flow(s),veh/h/ln 1728 1609 1741 1728 1777 1585 1728 1702 1585 1728 1777 1585 Q Serve(g_s), s 6.4 33.8 34.0 6.4 44.5 5.6 6.4 8.7 13.4 5.4 17.6 14.6 Cycle Q Clear(g_c), s 6.4 33.8 34.0 6.4 44.5 5.6 6.4 8.7 13.4 5.4 17.6 14.6 Prop In Lane 1.00 0.41 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 214 2074 749 214 1528 681 214 1249 388 180 835 372 V/C Ratio(X) 2.11 0.85 0.85 2.52 1.31 0.20 2.50 0.41 0.60 1.85 0.77 0.66 Avail Cap(c_a), veh/h 214 2074 749 214 1528 681 214 2062 640 180 1401 625 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 26.5 26.5 48.6 29.5 18.4 48.6 32.8 34.6 49.1 37.0 35.9 Incr Delay (d2), s/veh 515.5 3.5 9.2 699.0 142.6 0.1 688.6 0.2 1.5 404.4 1.6 2.0 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 17.9 12.1 14.3 23.4 46.8 1.9 23.1 3.4 5.0 12.4 7.4 5.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 564.1 30.0 35.7 747.6 172.1 18.6 737.1 33.0 36.1 453.5 38.6 37.9 LnGrp LOS F C D F F B F C D F D D
Approach Vol, veh/h 2845 2671 1277 1227
Approach Delay, s/veh 115.9 280.3 328.0 151.4
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 31.5 11.0 51.0 11.0 30.5 11.0 51.0 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 41.8 6.4 44.5 6.4 40.8 6.4 44.5 Max Q Clear Time (g_c+I1), s 7.4 15.4 8.4 36.0 8.4 19.6 8.4 46.5 Green Ext Time (p_c), s 0.0 4.0 0.0 7.2 0.0 4.7 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 209.9
HCM 6th LOS F

6.2-96
2962
Timings Rich Haven Specific Plan TA (JN:14822)
25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 OYC (2027) With Project 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) 2163 859 1393 151 320 1 1891
Future Volume (vph) 2163 859 1393 151 320 1 1891
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) 42.0 42.0 42.0 78.0 78.0 78.0
Total Split (%) 35.0% 35.0% 35.0% 65.0% 65.0% 65.0%
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) 35.2 35.2 35.2 120.0 72.5 72.5 72.5 Actuated g/C Ratio 0.29 0.29 0.29 1.00 0.60 0.60 0.60
v/c Ratio 1.58 1.14 1.46 0.06 0.31 1.19 1.14
Control Delay 293.8 95.1 246.3 0.0 12.6 123.1 99.0
Queue Delay 0.1 0.0 0.0 0.0 0.2 1.5 0.0
Total Delay 293.9 95.1 246.3 0.0 12.8 124.6 99.0

LOS F F F A B F F
Approach Delay 237.3 222.2 98.9
Approach LOS F 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: 1.58
Intersection Signal Delay: 188.7 Intersection LOS: F
Intersection Capacity Utilization 126.8% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 25: I-15 SB Ramps & Cantu Galleano Ranch Rd.

6.2-97
2963
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 OYC (2027) With Project 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 2163 859 0 1393 151 0 0 0 320 1 1891 Future Volume (veh/h) 0 2163 859 0 1393 151 0 0 0 320 1 1891 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 2351 0 0 1514 0 232 0 1152
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 2493 0 1735 729 0 1297
Arrive On Green 0.00 0.49 0.00 0.00 0.98 0.00 0.41 0.00 0.41 Sat Flow, veh/h 0 5274 1585 0 3647 2790 1781 0 3170
Grp Volume(v), veh/h 0 2351 0 0 1514 0 232 0 1152
Grp Sat Flow(s),veh/h/ln 0 1702 1585 0 1777 1395 1781 0 1585 Q Serve(g_s), s 0.0 52.4 0.0 0.0 8.1 0.0 10.6 0.0 40.5
Cycle Q Clear(g_c), s 0.0 52.4 0.0 0.0 8.1 0.0 10.6 0.0 40.5 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2493 0 1735 729 0 1297
V/C Ratio(X) 0.00 0.94 0.00 0.87 0.32 0.00 0.89
Avail Cap(c_a), veh/h 0 2493 0 1735 1076 0 1915
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 0.09 0.00 0.00 0.55 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 29.1 0.0 0.0 0.8 0.0 24.1 0.0 32.9 Incr Delay (d2), s/veh 0.0 1.0 0.0 0.0 3.7 0.0 0.2 0.0 3.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 19.2 0.0 0.0 1.3 0.0 4.4 0.0 15.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 30.2 0.0 0.0 4.5 0.0 24.3 0.0 36.7 LnGrp LOS A C A A C A D
Approach Vol, veh/h 2351 A 1514 A 1384
Approach Delay, s/veh 30.2 4.5 34.7
Approach LOS C A C
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 65.4 54.6 65.4
Change Period (Y+Rc), s 6.8 5.5 6.8
Max Green Setting (Gmax), s 35.2 72.5 35.2
Max Q Clear Time (g_c+I1), s 54.4 42.5 10.1
Green Ext Time (p_c), s 0.0 6.6 11.5
Intersection Summary
HCM 6th Ctrl Delay 23.9
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.

6.2-98
2964
Timings Rich Haven Specific Plan TA (JN:14822)
26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 OYC (2027) With Project 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) 938 1581 241 608 914 169
Future Volume (vph) 938 1581 241 608 914 169
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) 71.0 71.0 12.0 83.0 37.0 37.0
Total Split (%) 59.2% 59.2% 10.0% 69.2% 30.8% 30.8%
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) 63.7 63.7 6.0 75.7 31.0 31.0
Actuated g/C Ratio 0.53 0.53 0.05 0.63 0.26 0.26
v/c Ratio 0.38 1.35 1.53 0.21 1.14 0.35
Control Delay 9.9 190.8 304.6 9.6 117.2 9.8
Queue Delay 0.0 0.3 0.0 0.0 0.0 0.0
Total Delay 9.9 191.1 304.6 9.6 117.2 9.8

LOS A F F A F A
Approach Delay 123.6 93.3 102.0
Approach LOS F F F
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: 1.53
Intersection Signal Delay: 112.6 Intersection LOS: F
Intersection Capacity Utilization 115.9% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 26: I-15 NB Ramps & Cantu Galleano Ranch Rd.

6.2-99
2965
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 OYC (2027) With Project 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) 938 1581 241 608 914 169
Future Volume (veh/h) 938 1581 241 608 914 169
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 1020 859 262 661 993 102
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 2710 841 173 3221 920 409
Arrive On Green 0.89 0.89 0.05 0.63 0.26 0.26
Sat Flow, veh/h 5274 1585 3456 5274 3563 1585
Grp Volume(v), veh/h 1020 859 262 661 993 102
Grp Sat Flow(s),veh/h/ln 1702 1585 1728 1702 1781 1585
Q Serve(g_s), s 4.1 63.7 6.0 6.6 31.0 6.1
Cycle Q Clear(g_c), s 4.1 63.7 6.0 6.6 31.0 6.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 2710 841 173 3221 920 409
V/C Ratio(X) 0.38 1.02 1.52 0.21 1.08 0.25
Avail Cap(c_a), veh/h 2710 841 173 3221 920 409
HCM Platoon Ratio 1.67 1.67 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.09 0.09 0.87 0.87 1.00 1.00
Uniform Delay (d), s/veh 3.4 6.8 57.0 9.4 44.5 35.3
Incr Delay (d2), s/veh 0.0 15.2 256.5 0.1 53.3 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 6.3 8.7 2.1 19.9 2.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 3.5 22.0 313.5 9.5 97.8 35.6
LnGrp LOS A F F A F D
Approach Vol, veh/h 1879 923 1095
Approach Delay, s/veh 12.0 95.8 92.0
Approach LOS B F F
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 12.0 71.0 83.0 37.0
Change Period (Y+Rc), s 6.0 7.3 7.3 6.0
Max Green Setting (Gmax), s 6.0 63.7 75.7 31.0
Max Q Clear Time (g_c+I1), s 8.0 65.7 8.6 33.0
Green Ext Time (p_c), s 0.0 0.0 4.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 54.3
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

6.2-100
2966
Timings Rich Haven Specific Plan TA (JN:14822)
27: Wineville Av. & Cantu Galleano Ranch Rd. 10/06/2022 OYC (2027) With Project 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) 143 486 367 29 383 237 102 51 32 186 235 Future Volume (vph) 143 486 367 29 383 237 102 51 32 186 235 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) 7.7 23.7 23.7 5.4 14.1 10.0 27.4 27.4 6.1 16.1 16.1 Actuated g/C Ratio 0.11 0.33 0.33 0.07 0.20 0.14 0.38 0.38 0.08 0.22 0.22 v/c Ratio 0.42 0.25 0.51 0.12 0.44 0.54 0.08 0.08 0.23 0.49 0.47 Control Delay 39.4 20.4 5.5 41.2 27.1 37.5 17.2 0.2 43.2 28.9 7.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.4 20.4 5.5 41.2 27.1 37.5 17.2 0.2 43.2 28.9 7.7

LOS D C A D C D B A D C A
Approach Delay 17.6 28.1 27.4 19.0
Approach LOS B C C B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 72.1
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.54
Intersection Signal Delay: 21.6 Intersection LOS: C
Intersection Capacity Utilization 51.3% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 27: Wineville Av. & Cantu Galleano Ranch Rd.

6.2-101
2967
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 27: Wineville Av. & Cantu Galleano Ranch Rd. 10/06/2022 OYC (2027) With Project 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) 143 486 367 29 383 23 237 102 51 32 186 235 Future Volume (veh/h) 143 486 367 29 383 23 237 102 51 32 186 235 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 155 528 261 32 416 15 258 111 29 35 202 190 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 290 1669 411 122 1067 38 385 902 402 67 337 286 Arrive On Green 0.08 0.26 0.26 0.04 0.21 0.21 0.11 0.25 0.25 0.04 0.18 0.18 Sat Flow, veh/h 3456 6434 1585 3456 5060 181 3456 3554 1585 1781 1870 1585 Grp Volume(v), veh/h 155 528 261 32 279 152 258 111 29 35 202 190 Grp Sat Flow(s),veh/h/ln 1728 1609 1585 1728 1702 1838 1728 1777 1585 1781 1870 1585 Q Serve(g_s), s 2.3 3.6 7.8 0.5 3.8 3.8 3.8 1.3 0.7 1.0 5.3 6.0 Cycle Q Clear(g_c), s 2.3 3.6 7.8 0.5 3.8 3.8 3.8 1.3 0.7 1.0 5.3 6.0 Prop In Lane 1.00 1.00 1.00 0.10 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 290 1669 411 122 718 388 385 902 402 67 337 286 V/C Ratio(X) 0.53 0.32 0.63 0.26 0.39 0.39 0.67 0.12 0.07 0.52 0.60 0.66 Avail Cap(c_a), veh/h 528 4457 1098 322 2155 1164 817 3256 1452 212 1494 1266 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 23.6 16.0 17.6 25.2 18.2 18.2 22.9 15.4 15.2 25.4 20.2 20.5 Incr Delay (d2), s/veh 0.6 0.1 1.6 0.4 0.3 0.6 0.8 0.1 0.1 2.3 1.7 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 0.8 1.0 2.4 0.2 1.2 1.4 1.4 0.4 0.2 0.4 2.1 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.2 16.1 19.3 25.6 18.6 18.9 23.7 15.5 15.3 27.6 21.9 23.1 LnGrp LOS C B B C B B C B B C C C
Approach Vol, veh/h 944 463 398 427
Approach Delay, s/veh 18.3 19.1 20.8 22.9
Approach LOS B B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.6 20.1 6.5 20.4 10.6 16.2 9.1 17.8 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 3.0 3.3 2.5 9.8 5.8 8.0 4.3 5.8 Green Ext Time (p_c), s 0.0 0.7 0.0 4.1 0.3 1.7 0.1 2.3 Intersection Summary
HCM 6th Ctrl Delay 19.8
HCM 6th LOS B

6.2-102
2968
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report REV
APPENDIX 6.3: OPENING YEAR CUMULATIVE (2027) WITHOUT

PROJECT CONDITIONS OFF-RAMP QUEUING ANALYSIS WORKSHEETS 2969
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report REV
This Page Intentionally Left Blank
2970
Queues West Haven Specific Plan TA (JN:14574)
1: Archibald Av. & SR-60 WB Ramps 09/16/2022
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 Group Flow (vph) 322 309 299 907 1212 523 180
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
Queue Length 50th (ft) 161 112 92 266 43 80 0
Queue Length 95th (ft) #373 #300 #257 #412 26 79 41
Internal Link Dist (ft) 1312 387 822
Turn Bay Length (ft) 360 360 125
Base Capacity (vph) 455 469 477 1143 3457 2435 713
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 0.71 0.66 0.63 0.79 0.35 0.21 0.25
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

6.4-1
2971
Queues West Haven Specific Plan TA (JN:14574)
2: Archibald Av. & SR-60 EB Ramps 09/16/2022
OYC (2027) Without Project 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) 336 319 312 1812 685 178 844
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
Queue Length 50th (ft) 180 89 81 224 0 47 38
Queue Length 95th (ft) 269 180 164 275 63 m70 16
Internal Link Dist (ft) 1366 1177 387
Turn Bay Length (ft) 325 325 250
Base Capacity (vph) 526 563 566 3050 1102 313 3088
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 0.64 0.57 0.55 0.59 0.62 0.57 0.27
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

6.4-2
2972
Queues West Haven Specific Plan TA (JN:14574)
10: Haven Av. & SR-60 WB Ramps 09/16/2022
OYC (2027) Without Project 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) 502 506 823 349 1796 948 468
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
Queue Length 50th (ft) 233 235 0 92 216 137 0
Queue Length 95th (ft) 69 #427 0 m101 m250 179 64
Internal Link Dist (ft) 1155 514 1331
Turn Bay Length (ft) 240 150
Base Capacity (vph) 546 548 1583 503 2637 1594 810
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 0.92 0.92 0.52 0.69 0.68 0.59 0.58
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.

6.4-3
2973
Queues West Haven Specific Plan TA (JN:14574)
11: Haven Av. & SR-60 EB Ramps 09/16/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4
Lane Group EBL EBT EBR NBT SBL SBT
Lane Group Flow (vph) 417 422 193 1741 376 879
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
Queue Length 50th (ft) 189 192 22 260 ~103 91
Queue Length 95th (ft) #349 #353 69 #366 m#154 m108
Internal Link Dist (ft) 944 581 514
Turn Bay Length (ft) 620 285 125
Base Capacity (vph) 497 499 559 1886 410 2831
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 0.84 0.85 0.35 0.92 0.92 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.
m Volume for 95th percentile queue is metered by upstream signal.

6.4-4
2974
Queues West Haven Specific Plan TA (JN:14574)
20: Milliken Av. & SR-60 WB Ramps 09/16/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 5
Lane Group WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 143 592 423 1313 454 295
v/c Ratio 0.23 0.95 0.92 0.74 0.68 0.55
Control Delay 21.8 51.2 59.7 20.1 38.5 8.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 21.8 51.2 59.7 20.1 38.5 8.2
Queue Length 50th (ft) 56 279 228 283 124 0
Queue Length 95th (ft) 103 #514 #410 362 175 65
Internal Link Dist (ft) 1742 616 1566
Turn Bay Length (ft) 75
Base Capacity (vph) 636 627 481 1924 773 576
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 0.22 0.94 0.88 0.68 0.59 0.51
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

6.4-5
2975
Queues West Haven Specific Plan TA (JN:14574)
21: Milliken Av. & SR-60 EB Ramps 09/16/2022
OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 6
Lane Group EBL EBT NBT SBL SBT
Lane Group Flow (vph) 432 393 1467 96 478
v/c Ratio 0.87 0.61 0.93 0.65 0.24
Control Delay 49.4 12.8 35.8 62.1 10.1
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 49.4 12.8 35.8 62.1 10.1
Queue Length 50th (ft) 243 52 413 54 67
Queue Length 95th (ft) #418 150 #580 #126 93
Internal Link Dist (ft) 1522 1450 616
Turn Bay Length (ft) 95
Base Capacity (vph) 545 685 1644 158 2175
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 0.79 0.57 0.89 0.61 0.22
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

6.4-6
2976
Queues West Haven Specific Plan TA (JN:14574)
25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 09/16/2022 OYC (2027) Without Project 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) 1125 370 865 201 279 783 782
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
Queue Length 50th (ft) 304 0 365 0 184 236 215
Queue Length 95th (ft) 361 77 #457 m0 276 #568 #526
Internal Link Dist (ft) 1972 847 2051
Turn Bay Length (ft) 180
Base Capacity (vph) 1458 718 920 2787 539 838 856
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 0.77 0.52 0.94 0.07 0.52 0.93 0.91
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.

6.4-7
2977
Queues West Haven Specific Plan TA (JN:14574)
26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 09/16/2022 OYC (2027) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 8
Lane Group EBT EBR WBL WBT NBL NBR
Lane Group Flow (vph) 551 924 233 533 675 312
v/c Ratio 0.21 0.78 0.66 0.16 0.84 0.54
Control Delay 28.2 29.9 61.1 8.2 52.8 7.9
Queue Delay 0.0 2.1 0.0 0.0 0.0 0.0
Total Delay 28.2 32.0 61.1 8.2 52.8 7.9
Queue Length 50th (ft) 134 468 90 55 245 0
Queue Length 95th (ft) m65 m425 135 68 #328 83
Internal Link Dist (ft) 847 2104 1664
Turn Bay Length (ft) 255
Base Capacity (vph) 2649 1197 368 3391 838 586
Starvation Cap Reductn 0 149 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 0.21 0.88 0.63 0.16 0.81 0.53
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.

6.4-8
2978
Queues West Haven Specific Plan TA (JN:14574)
1: Archibald Av. & SR-60 WB Ramps 09/16/2022
OYC (2027) Without Project 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) 243 237 178 604 636 1479 361
v/c Ratio 0.79 0.80 0.42 0.87 0.18 0.54 0.42
Control Delay 54.1 54.8 8.3 43.3 0.6 20.5 4.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 54.1 54.8 8.3 43.3 0.6 20.5 4.4
Queue Length 50th (ft) 136 136 0 179 1 188 8
Queue Length 95th (ft) #245 #251 55 m#260 2 221 62
Internal Link Dist (ft) 1312 387 822
Turn Bay Length (ft) 360 360 125
Base Capacity (vph) 339 327 446 729 3498 2759 863
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 0.72 0.40 0.83 0.18 0.54 0.42
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.

6.4-9
2979
Queues West Haven Specific Plan TA (JN:14574)
2: Archibald Av. & SR-60 EB Ramps 09/16/2022
OYC (2027) Without Project 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) 112 273 270 1104 613 532 1386
v/c Ratio 0.37 0.86 0.80 0.38 0.61 0.80 0.39
Control Delay 35.3 52.1 42.4 17.7 6.1 53.6 1.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 35.3 52.1 42.4 17.7 6.1 53.6 1.4
Queue Length 50th (ft) 57 121 106 124 25 135 15
Queue Length 95th (ft) 109 #261 #225 158 119 194 20
Internal Link Dist (ft) 1366 1177 387
Turn Bay Length (ft) 325 325 250
Base Capacity (vph) 339 348 369 2890 1000 762 3512
Starvation Cap Reductn 0 0 0 0 0 0 153
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.33 0.78 0.73 0.38 0.61 0.70 0.41
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

6.4-10
2980
Queues West Haven Specific Plan TA (JN:14574)
10: Haven Av. & SR-60 WB Ramps 09/16/2022
OYC (2027) Without Project 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) 186 188 646 164 1068 1706 799
v/c Ratio 0.69 0.69 0.41 0.53 0.30 0.60 0.67
Control Delay 48.8 49.0 0.8 36.2 5.9 14.8 5.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 48.8 49.0 0.8 36.2 5.9 14.8 5.2
Queue Length 50th (ft) 105 106 0 51 97 228 22
Queue Length 95th (ft) 174 176 0 81 134 292 110
Internal Link Dist (ft) 1155 514 1331
Turn Bay Length (ft) 240 150
Base Capacity (vph) 321 322 1583 343 3589 2851 1189
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 0.58 0.58 0.41 0.48 0.30 0.60 0.67
Intersection Summary

6.4-11
2981
Queues West Haven Specific Plan TA (JN:14574)
11: Haven Av. & SR-60 EB Ramps 09/16/2022
OYC (2027) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4
Lane Group EBL EBT EBR NBT SBL SBT
Lane Group Flow (vph) 200 203 244 1074 700 1392
v/c Ratio 0.66 0.67 0.67 0.56 0.82 0.40
Control Delay 44.7 45.1 28.9 22.5 53.4 4.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 44.7 45.1 28.9 22.5 53.4 4.6
Queue Length 50th (ft) 111 113 75 162 211 82
Queue Length 95th (ft) 178 181 149 227 250 95
Internal Link Dist (ft) 944 581 514
Turn Bay Length (ft) 620 285 125
Base Capacity (vph) 377 378 432 1921 954 3494
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 0.53 0.54 0.56 0.56 0.73 0.40
Intersection Summary

6.4-12
2982
Queues West Haven Specific Plan TA (JN:14574)
20: Milliken Av. & SR-60 WB Ramps 09/16/2022
OYC (2027) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 5
Lane Group WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 95 367 322 846 1106 596
v/c Ratio 0.30 0.81 0.81 0.36 0.82 0.62
Control Delay 33.4 30.5 47.6 6.6 29.5 5.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 33.4 30.5 47.6 6.6 29.5 5.3
Queue Length 50th (ft) 45 82 163 90 276 4
Queue Length 95th (ft) 90 #220 #284 129 #396 78
Internal Link Dist (ft) 1742 616 1566
Turn Bay Length (ft) 75
Base Capacity (vph) 397 514 498 2661 1459 995
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 0.24 0.71 0.65 0.32 0.76 0.60
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

6.4-13
2983
Queues West Haven Specific Plan TA (JN:14574)
21: Milliken Av. & SR-60 EB Ramps 09/16/2022
OYC (2027) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 6
Lane Group EBL EBT NBT SBL SBT
Lane Group Flow (vph) 272 375 1003 256 940
v/c Ratio 0.70 0.81 0.82 0.74 0.44
Control Delay 39.5 33.6 30.6 45.4 9.3
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 39.5 33.6 30.6 45.4 9.3
Queue Length 50th (ft) 138 123 243 130 127
Queue Length 95th (ft) 234 #272 349 217 177
Internal Link Dist (ft) 1522 1450 616
Turn Bay Length (ft) 95
Base Capacity (vph) 512 563 1438 459 2581
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 0.67 0.70 0.56 0.36
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

6.4-14
2984
Queues West Haven Specific Plan TA (JN:14574)
25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 09/16/2022 OYC (2027) Without Project 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) 1808 395 796 164 313 797 792
v/c Ratio 1.16 0.58 0.73 0.06 0.32 0.92 0.88
Control Delay 118.1 14.4 50.4 0.0 13.1 38.0 32.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 3.5 0.0
Total Delay 118.1 14.4 50.4 0.0 13.1 41.5 32.3
Queue Length 50th (ft) ~627 69 321 0 116 538 482
Queue Length 95th (ft) #723 176 393 m0 172 #881 #802
Internal Link Dist (ft) 1972 847 2051
Turn Bay Length (ft) 180
Base Capacity (vph) 1557 678 1084 2787 1015 887 922
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 53 45 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 1.16 0.58 0.73 0.06 0.33 0.95 0.86
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.

6.4-15
2985
Queues West Haven Specific Plan TA (JN:14574)
26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 09/16/2022 OYC (2027) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 8
Lane Group EBT EBR WBL WBT NBL NBR
Lane Group Flow (vph) 917 1290 262 534 420 166
v/c Ratio 0.31 1.08 0.70 0.14 0.78 0.45
Control Delay 8.9 70.2 61.8 5.1 58.6 10.7
Queue Delay 0.0 8.5 0.0 0.0 0.0 0.0
Total Delay 8.9 78.7 61.8 5.1 58.6 10.7
Queue Length 50th (ft) 65 ~788 101 41 160 0
Queue Length 95th (ft) m59 m#570 146 55 214 67
Internal Link Dist (ft) 847 2104 1664
Turn Bay Length (ft) 255
Base Capacity (vph) 2912 1195 402 3723 602 389
Starvation Cap Reductn 0 26 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 1.10 0.65 0.14 0.70 0.43
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.

6.4-16
2986
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report REV
APPENDIX 6.4: OPENING YEAR CUMULATIVE (2027) WITH PROJECT

CONDITIONS OFF-RAMP QUEUING ANALYSIS WORKSHEETS
2987
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report REV
This Page Intentionally Left Blank
2988
Queues West Haven Specific Plan TA (JN:14574)
1: Archibald Av. & SR-60 WB Ramps 09/29/2022
OYC (2027) With Project 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) 322 309 299 907 1326 581 180
v/c Ratio 0.72 0.68 0.63 0.79 0.43 0.42 0.37
Control Delay 42.0 31.5 26.9 30.1 4.5 30.8 6.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 42.0 31.5 26.9 30.1 4.5 30.8 6.1
Queue Length 50th (ft) 164 119 94 267 40 88 0
Queue Length 95th (ft) #373 #308 #257 #413 27 87 41
Internal Link Dist (ft) 1312 387 822
Turn Bay Length (ft) 360 360 125
Base Capacity (vph) 447 457 471 1143 3457 2435 713
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 0.68 0.63 0.79 0.38 0.24 0.25
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

6.5-1
2989
Queues West Haven Specific Plan TA (JN:14574)
2: Archibald Av. & SR-60 EB Ramps 09/29/2022
OYC (2027) With Project 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) 336 319 312 1931 685 178 904
v/c Ratio 0.76 0.66 0.64 0.63 0.62 0.60 0.29
Control Delay 41.5 23.5 22.6 19.8 4.3 54.3 2.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 41.5 23.5 22.6 19.8 4.3 54.3 2.2
Queue Length 50th (ft) 180 101 92 245 0 45 26
Queue Length 95th (ft) 269 193 177 299 63 m71 16
Internal Link Dist (ft) 1366 1177 387
Turn Bay Length (ft) 325 325 250
Base Capacity (vph) 526 549 552 3050 1102 313 3088
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 0.64 0.58 0.57 0.63 0.62 0.57 0.29
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

6.5-2
2990
Queues West Haven Specific Plan TA (JN:14574)
10: Haven Av. & SR-60 WB Ramps 09/29/2022
OYC (2027) With Project 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) 502 506 823 900 2028 1145 468
v/c Ratio 0.93 0.94 0.52 1.74 0.77 0.75 0.59
Control Delay 51.8 52.5 1.2 360.6 17.2 27.3 5.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 51.8 52.5 1.2 360.6 17.2 27.3 5.6
Queue Length 50th (ft) 233 235 0 ~347 231 174 0
Queue Length 95th (ft) 69 #427 0 m#284 m196 223 64
Internal Link Dist (ft) 1155 514 1331
Turn Bay Length (ft) 240 150
Base Capacity (vph) 546 548 1583 517 2637 1532 797
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 0.92 0.92 0.52 1.74 0.77 0.75 0.59
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.

6.5-3
2991
Queues West Haven Specific Plan TA (JN:14574)
11: Haven Av. & SR-60 EB Ramps 09/29/2022
OYC (2027) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4
Lane Group EBL EBT EBR NBT SBL SBT
Lane Group Flow (vph) 417 422 537 2532 376 1078
v/c Ratio 0.84 0.85 0.97 1.35 1.03 0.39
Control Delay 42.1 42.7 55.2 185.6 75.8 9.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 42.1 42.7 55.2 185.6 75.8 9.9
Queue Length 50th (ft) 189 192 198 ~575 ~103 104
Queue Length 95th (ft) #349 #353 #400 #672 m#148 m138
Internal Link Dist (ft) 944 581 514
Turn Bay Length (ft) 620 285 125
Base Capacity (vph) 497 499 552 1874 366 2766
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 0.84 0.85 0.97 1.35 1.03 0.39
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.

6.5-4
2992
Queues West Haven Specific Plan TA (JN:14574)
20: Milliken Av. & SR-60 WB Ramps 09/29/2022
OYC (2027) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 5
Lane Group WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 437 592 451 1609 639 295
v/c Ratio 0.72 0.98 0.98 0.88 0.87 0.53
Control Delay 33.7 58.0 71.8 26.0 49.0 7.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 33.7 58.0 71.8 26.0 49.0 7.6
Queue Length 50th (ft) 214 287 255 401 185 0
Queue Length 95th (ft) 325 #514 #448 511 #278 65
Internal Link Dist (ft) 1742 616 1566
Turn Bay Length (ft) 75
Base Capacity (vph) 609 605 461 1845 741 565
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 0.72 0.98 0.98 0.87 0.86 0.52
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

6.5-5
2993
Queues West Haven Specific Plan TA (JN:14574)
21: Milliken Av. & SR-60 EB Ramps 09/29/2022
OYC (2027) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 6
Lane Group EBL EBT NBT SBL SBT
Lane Group Flow (vph) 446 456 2152 96 962
v/c Ratio 0.90 0.86 1.36 0.67 0.48
Control Delay 53.9 40.0 190.6 63.8 12.5
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 53.9 40.0 190.6 63.8 12.5
Queue Length 50th (ft) 253 196 ~879 54 160
Queue Length 95th (ft) #438 #381 #1021 #126 208
Internal Link Dist (ft) 1522 1450 616
Turn Bay Length (ft) 95
Base Capacity (vph) 527 557 1581 153 2104
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 0.85 0.82 1.36 0.63 0.46
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.

6.5-6
2994
Queues West Haven Specific Plan TA (JN:14574)
25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 09/29/2022 OYC (2027) With Project 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) 1733 942 1572 201 279 1005 1014
v/c Ratio 0.93 0.88 1.21 0.07 0.31 1.29 1.25
Control Delay 46.0 17.1 139.3 0.0 17.2 165.3 149.0
Queue Delay 0.0 0.0 0.0 0.0 0.1 0.4 0.0
Total Delay 46.0 17.1 139.3 0.0 17.2 165.8 149.0
Queue Length 50th (ft) 466 121 ~799 0 123 ~1079 ~1023
Queue Length 95th (ft) #548 #496 m#626 m0 185 #1362 #1293 Internal Link Dist (ft) 1972 847 2051
Turn Bay Length (ft) 180
Base Capacity (vph) 1872 1072 1303 2787 889 781 812
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 59 51 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.93 0.88 1.21 0.07 0.34 1.38 1.25
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.

6.5-7
2995
Queues West Haven Specific Plan TA (JN:14574)
26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 09/29/2022 OYC (2027) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 8
Lane Group EBT EBR WBL WBT NBL NBR
Lane Group Flow (vph) 674 1384 233 629 1190 407
v/c Ratio 0.28 1.18 0.67 0.20 1.34 0.67
Control Delay 14.6 117.0 62.0 9.5 197.3 15.2
Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0
Total Delay 14.6 117.1 62.0 9.5 197.3 15.2
Queue Length 50th (ft) 60 ~916 90 69 ~623 59
Queue Length 95th (ft) m78 m#654 134 88 #759 189
Internal Link Dist (ft) 847 2104 1664
Turn Bay Length (ft) 255
Base Capacity (vph) 2439 1169 371 3207 887 608
Starvation Cap Reductn 0 29 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 0.28 1.21 0.63 0.20 1.34 0.67
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.

6.5-8
2996
Queues West Haven Specific Plan TA (JN:14574)
1: Archibald Av. & SR-60 WB Ramps 09/29/2022
OYC (2027) With Project 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) 243 237 178 604 709 1591 361
v/c Ratio 0.79 0.80 0.42 0.87 0.20 0.58 0.43
Control Delay 54.1 54.8 8.3 44.1 0.6 21.0 5.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 54.1 54.8 8.3 44.1 0.6 21.0 5.2
Queue Length 50th (ft) 136 136 0 184 1 204 16
Queue Length 95th (ft) #245 #251 55 #261 2 242 74
Internal Link Dist (ft) 1312 387 822
Turn Bay Length (ft) 360 360 125
Base Capacity (vph) 339 327 446 724 3498 2759 849
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 0.72 0.40 0.83 0.20 0.58 0.43
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

6.5-9
2997
Queues West Haven Specific Plan TA (JN:14574)
2: Archibald Av. & SR-60 EB Ramps 09/29/2022
OYC (2027) With Project 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) 112 273 270 1177 613 532 1497
v/c Ratio 0.36 0.87 0.78 0.41 0.62 0.80 0.43
Control Delay 34.9 56.1 40.5 18.2 6.2 53.4 1.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 34.9 56.1 40.5 18.2 6.2 53.4 1.5
Queue Length 50th (ft) 57 132 106 134 25 137 19
Queue Length 95th (ft) 109 #278 #225 170 119 195 21
Internal Link Dist (ft) 1366 1177 387
Turn Bay Length (ft) 325 325 250
Base Capacity (vph) 339 336 369 2855 994 762 3483
Starvation Cap Reductn 0 0 0 0 0 0 123
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.33 0.81 0.73 0.41 0.62 0.70 0.45
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

6.5-10
2998
Queues West Haven Specific Plan TA (JN:14574)
10: Haven Av. & SR-60 WB Ramps 09/29/2022
OYC (2027) With Project 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) 186 188 646 544 1261 1942 799
v/c Ratio 0.69 0.69 0.41 1.22 0.35 0.73 0.70
Control Delay 48.8 49.0 0.8 141.1 8.1 18.9 6.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 48.8 49.0 0.8 141.1 8.1 18.9 6.5
Queue Length 50th (ft) 105 106 0 ~214 129 297 36
Queue Length 95th (ft) 174 176 0 m#271 m144 355 144
Internal Link Dist (ft) 1155 514 1331
Turn Bay Length (ft) 240 150
Base Capacity (vph) 321 322 1583 447 3589 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 0.58 0.58 0.41 1.22 0.35 0.73 0.70
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.

6.5-11
2999
Queues West Haven Specific Plan TA (JN:14574)
11: Haven Av. & SR-60 EB Ramps 09/29/2022
OYC (2027) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4
Lane Group EBL EBT EBR NBT SBL SBT
Lane Group Flow (vph) 200 203 790 1648 700 1627
v/c Ratio 0.53 0.54 1.83 0.97 0.82 0.50
Control Delay 36.7 36.9 404.8 46.3 53.8 5.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 36.7 36.9 404.8 46.3 53.8 5.4
Queue Length 50th (ft) 106 107 ~648 332 207 90
Queue Length 95th (ft) 178 181 #873 #470 253 102
Internal Link Dist (ft) 944 581 514
Turn Bay Length (ft) 620 285 125
Base Capacity (vph) 377 378 432 1698 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 0.53 0.54 1.83 0.97 0.73 0.50
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.

6.5-12
3000
Queues West Haven Specific Plan TA (JN:14574)
20: Milliken Av. & SR-60 WB Ramps 09/29/2022
OYC (2027) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 5
Lane Group WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 452 367 404 1063 1406 596
v/c Ratio 1.28 0.87 0.94 0.45 1.08 0.65
Control Delay 178.0 45.3 65.5 8.0 79.5 6.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 178.0 45.3 65.5 8.0 79.5 6.8
Queue Length 50th (ft) ~330 134 224 134 ~478 20
Queue Length 95th (ft) #514 #294 #396 173 #611 110
Internal Link Dist (ft) 1742 616 1566
Turn Bay Length (ft) 75
Base Capacity (vph) 354 420 443 2369 1299 924
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 1.28 0.87 0.91 0.45 1.08 0.65
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.

6.5-13
3001
Queues West Haven Specific Plan TA (JN:14574)
21: Milliken Av. & SR-60 EB Ramps 09/29/2022
OYC (2027) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 6
Lane Group EBL EBT NBT SBL SBT
Lane Group Flow (vph) 272 420 1580 256 1598
v/c Ratio 0.61 0.99 1.26 0.79 0.76
Control Delay 35.7 74.5 151.2 51.8 16.0
Queue Delay 0.0 0.0 0.0 0.0 0.1
Total Delay 35.7 74.5 151.2 51.8 16.1
Queue Length 50th (ft) 138 ~230 ~578 134 311
Queue Length 95th (ft) 234 #449 #744 217 396
Internal Link Dist (ft) 1522 1450 616
Turn Bay Length (ft) 95
Base Capacity (vph) 443 423 1252 397 2244
Starvation Cap Reductn 0 0 0 0 87
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.61 0.99 1.26 0.64 0.74
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.

6.5-14
3002
Queues West Haven Specific Plan TA (JN:14574)
25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 09/29/2022 OYC (2027) With Project 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) 2351 934 1514 164 313 1043 1048
v/c Ratio 1.58 1.14 1.46 0.06 0.31 1.19 1.14
Control Delay 293.8 95.1 246.3 0.0 12.6 123.1 99.0
Queue Delay 0.1 0.0 0.0 0.0 0.2 1.5 0.0
Total Delay 293.9 95.1 246.3 0.0 12.8 124.6 99.0
Queue Length 50th (ft) ~947 ~547 ~865 0 116 ~1078 ~987
Queue Length 95th (ft) #1041 #799 m#828 m0 172 #1362 #1260 Internal Link Dist (ft) 1972 847 2051
Turn Bay Length (ft) 180
Base Capacity (vph) 1491 822 1038 2787 1015 874 922
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 39 0 0 0 222 191 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 1.62 1.14 1.46 0.06 0.39 1.53 1.14
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.

6.5-15
3003
Queues West Haven Specific Plan TA (JN:14574)
26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 09/29/2022 OYC (2027) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 8
Lane Group EBT EBR WBL WBT NBL NBR
Lane Group Flow (vph) 1020 1718 262 661 1011 166
v/c Ratio 0.38 1.35 1.53 0.21 1.14 0.35
Control Delay 9.9 190.8 304.6 9.6 117.2 9.8
Queue Delay 0.0 0.3 0.0 0.0 0.0 0.0
Total Delay 9.9 191.1 304.6 9.6 117.2 9.8
Queue Length 50th (ft) 67 ~659 ~146 73 ~472 12
Queue Length 95th (ft) m46 m619 #233 93 #604 73
Internal Link Dist (ft) 847 2104 1664
Turn Bay Length (ft) 255
Base Capacity (vph) 2699 1269 171 3207 887 481
Starvation Cap Reductn 0 91 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 0.38 1.46 1.53 0.21 1.14 0.35
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.

6.5-16
3004
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report REV
APPENDIX 6.5: OPENING YEAR CUMULATIVE (2027) WITHOUT

PROJECT CONDITIONS INTERSECTION OPERATIONS ANALYSIS

WORKSHEETS WITH IMPROVEMENTS
3005
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report REV
This Page Intentionally Left Blank
3006
Timings Rich Haven Specific Plan TA (JN:14822)
3: Archibald Av. & Riverside Dr. 10/06/2022
OYC (2027) Without Project Conditions With Improvements - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
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 5216
Permitted Phases 4 8
Detector Phase 7443885216
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) 17.0 38.8 38.8 16.4 38.2 38.2 22.5 50.8 14.0 42.3 Total Split (%) 14.2% 32.3% 32.3% 13.7% 31.8% 31.8% 18.8% 42.3% 11.7% 35.3% 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) 12.4 25.3 25.3 11.5 24.4 24.4 14.7 44.7 9.4 39.4 Actuated g/C Ratio 0.11 0.22 0.22 0.10 0.22 0.22 0.13 0.40 0.08 0.35 v/c Ratio 0.98 0.52 0.35 0.84 0.74 0.67 0.75 0.95 0.98 0.54 Control Delay 115.2 40.7 6.6 90.5 47.5 24.6 59.7 45.2 104.5 29.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 115.2 40.7 6.6 90.5 47.5 24.6 59.7 45.2 104.5 29.9

LOS FDAFDCEDFC
Approach Delay 50.8 46.4 47.3 46.2
Approach LOS D D D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 112.6
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.98
Intersection Signal Delay: 47.4 Intersection LOS: D
Intersection Capacity Utilization 88.1% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 3: Archibald Av. & Riverside Dr.

6.6-1
3007
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 With Improvements - 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) 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 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.99 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 56 136 535 155 300 1616 91 252 704 106 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 179 729 320 160 689 301 357 1813 102 264 1575 235 Arrive On Green 0.11 0.22 0.22 0.10 0.20 0.20 0.12 0.39 0.39 0.09 0.37 0.37 Sat Flow, veh/h 1594 3367 1476 1594 3367 1472 3092 4681 263 3092 4241 632 Grp Volume(v), veh/h 171 393 56 136 535 155 300 1113 594 252 534 276 Grp Sat Flow(s),veh/h/ln 1594 1683 1476 1594 1683 1472 1546 1612 1720 1546 1612 1648 Q Serve(g_s), s 11.8 11.4 3.4 9.3 16.6 7.8 10.5 35.6 35.6 8.9 13.7 14.0 Cycle Q Clear(g_c), s 11.8 11.4 3.4 9.3 16.6 7.8 10.5 35.6 35.6 8.9 13.7 14.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.15 1.00 0.38
Lane Grp Cap(c), veh/h 179 729 320 160 689 301 357 1249 666 264 1198 612 V/C Ratio(X) 0.95 0.54 0.18 0.85 0.78 0.51 0.84 0.89 0.89 0.96 0.45 0.45 Avail Cap(c_a), veh/h 179 995 437 171 977 427 502 1305 696 264 1198 612 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 38.3 35.2 48.8 41.5 22.0 47.7 31.6 31.6 50.2 26.1 26.2 Incr Delay (d2), s/veh 53.3 0.6 0.3 28.0 2.6 1.4 6.3 7.8 13.5 43.0 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 7.1 4.6 1.2 4.8 6.8 3.6 4.2 14.1 16.1 4.9 5.0 5.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 101.9 38.9 35.4 76.8 44.0 23.4 54.0 39.4 45.1 93.2 26.4 26.7 LnGrp LOS F D D E DCDDDFCC
Approach Vol, veh/h 620 826 2007 1062
Approach Delay, s/veh 56.0 45.5 43.3 42.3
Approach LOS E D D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.6 48.9 15.7 30.1 17.3 47.1 17.0 28.8 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 9.4 * 45 11.8 32.6 17.9 36.1 12.4 32.0 Max Q Clear Time (g_c+I1), s 10.9 37.6 11.3 13.4 12.5 16.0 13.8 18.6 Green Ext Time (p_c), s 0.0 5.0 0.0 2.3 0.3 4.6 0.0 3.1 Intersection Summary
HCM 6th Ctrl Delay 45.2
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

6.6-2
3008
Timings Rich Haven Specific Plan TA (JN:14822)
6: Archibald Av. & Edison Av./Ontario Ranch Rd. 10/06/2022 OYC (2027) Without Project Conditions With Improvements - 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) 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 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 20.0 49.6 49.6 11.0 46.8 14.0 49.8 49.8 Total Split (%) 8.0% 32.7% 16.7% 41.3% 41.3% 9.2% 39.0% 11.7% 41.5% 41.5% 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) 5.1 14.1 92.8 13.3 26.8 26.8 6.6 35.3 92.8 7.6 36.3 36.3 Actuated g/C Ratio 0.05 0.15 1.00 0.14 0.29 0.29 0.07 0.38 1.00 0.08 0.39 0.39 v/c Ratio 0.25 0.32 0.05 0.69 0.49 0.25 0.90 0.76 0.23 0.43 0.37 0.11 Control Delay 51.9 36.6 0.1 49.3 30.6 6.3 86.0 29.3 0.4 49.9 21.4 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 51.9 36.6 0.1 49.3 30.6 6.3 86.0 29.3 0.4 49.9 21.4 0.3

LOS DDADCAFCADCA
Approach Delay 30.7 33.1 30.0 23.0
Approach LOS CCCC
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 92.8
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.90
Intersection Signal Delay: 29.2 Intersection LOS: C
Intersection Capacity Utilization 68.4% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 6: Archibald Av. & Edison Av./Ontario Ranch Rd.

6.6-3
3009
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 With Improvements - 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) 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 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 42 256 0 293 499 106 202 1538 0 109 769 64 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 116 695 373 768 321 267 2123 182 1991 555
Arrive On Green 0.04 0.13 0.00 0.12 0.22 0.22 0.08 0.40 0.00 0.06 0.37 0.37 Sat Flow, veh/h 3000 5316 1502 3000 3544 1482 3188 5316 1502 3092 5316 1482 Grp Volume(v), veh/h 42 256 0 293 499 106 202 1538 0 109 769 64 Grp Sat Flow(s),veh/h/ln 1500 1772 1502 1500 1772 1482 1594 1772 1502 1546 1772 1482 Q Serve(g_s), s 1.0 3.4 0.0 7.2 9.8 4.6 4.7 18.7 0.0 2.6 8.1 2.2 Cycle Q Clear(g_c), s 1.0 3.4 0.0 7.2 9.8 4.6 4.7 18.7 0.0 2.6 8.1 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 116 695 373 768 321 267 2123 182 1991 555 V/C Ratio(X) 0.36 0.37 0.78 0.65 0.33 0.76 0.72 0.60 0.39 0.12 Avail Cap(c_a), veh/h 196 2294 604 2012 841 267 2802 380 3011 839 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 35.8 30.3 0.0 32.5 27.3 25.3 34.3 19.4 0.0 35.1 17.5 15.6 Incr Delay (d2), s/veh 0.7 0.3 0.0 1.4 0.9 0.6 10.6 0.6 0.0 1.2 0.1 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 0.4 1.3 0.0 2.5 3.8 1.5 2.1 6.4 0.0 0.9 2.8 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.5 30.7 0.0 33.9 28.2 25.9 44.9 20.1 0.0 36.3 17.6 15.7 LnGrp LOS D C CCCDC DBB
Approach Vol, veh/h 298 898 1740 942
Approach Delay, s/veh 31.5 29.8 22.9 19.6
Approach LOS C C C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.1 37.0 14.1 16.2 11.0 35.1 7.6 22.8 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 9.4 40.3 15.4 33.0 6.4 43.3 5.0 43.4 Max Q Clear Time (g_c+I1), s 4.6 20.7 9.2 5.4 6.7 10.1 3.0 11.8 Green Ext Time (p_c), s 0.1 9.8 0.3 1.5 0.0 5.3 0.0 3.4 Intersection Summary
HCM 6th Ctrl Delay 24.4
HCM 6th LOS C
Notes
Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay.

6.6-4
3010
Timings Rich Haven Specific Plan TA (JN:14822)
8: Turner Av. & Chino Av. 10/06/2022
OYC (2027) Without Project Conditions With Improvements - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 7
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 107 154 44 203 142 448 84 209
Future Volume (vph) 107 154 44 203 142 448 84 209
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 4826
Permitted Phases 4826
Detector Phase 44882266
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) 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 Total Split (%) 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 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) 22.6 22.6 22.6 22.6 23.3 23.3 23.3 23.3 Actuated g/C Ratio 0.40 0.40 0.40 0.40 0.41 0.41 0.41 0.41 v/c Ratio 0.46 0.26 0.16 0.34 0.54 0.49 0.49 0.29
Control Delay 19.6 7.7 14.0 8.2 21.8 14.5 23.5 10.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 19.6 7.7 14.0 8.2 21.8 14.5 23.5 10.9

LOS BABACBCB
Approach Delay 11.2 8.9 16.1 13.8
Approach LOS BABB
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 56.9
Natural Cycle: 50
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.54
Intersection Signal Delay: 13.0 Intersection LOS: B
Intersection Capacity Utilization 52.4% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 8: Turner Av. & Chino Av.

6.6-5
3011
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 8: Turner Av. & Chino Av. 10/06/2022
OYC (2027) Without Project Conditions With Improvements - 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) 107 154 107 44 203 134 142 448 46 84 209 82 Future Volume (veh/h) 107 154 107 44 203 134 142 448 46 84 209 82 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.97 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 145 208 145 59 274 181 192 605 62 114 282 111 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 Percent Heavy Veh, % 222222222222
Cap, veh/h 384 725 482 431 733 468 467 1310 134 356 1010 387 Arrive On Green 0.37 0.37 0.37 0.37 0.37 0.37 0.43 0.43 0.43 0.43 0.43 0.43 Sat Flow, veh/h 837 1936 1287 920 1958 1250 886 3072 314 687 2368 908 Grp Volume(v), veh/h 145 180 173 59 234 221 192 331 336 114 198 195 Grp Sat Flow(s),veh/h/ln 837 1683 1540 920 1683 1525 886 1683 1703 687 1683 1593 Q Serve(g_s), s 6.9 3.4 3.6 2.2 4.6 4.8 8.2 6.3 6.4 6.4 3.5 3.6 Cycle Q Clear(g_c), s 11.7 3.4 3.6 5.8 4.6 4.8 11.8 6.3 6.4 12.8 3.5 3.6 Prop In Lane 1.00 0.84 1.00 0.82 1.00 0.18 1.00 0.57
Lane Grp Cap(c), veh/h 384 630 576 431 630 571 467 718 726 356 718 679 V/C Ratio(X) 0.38 0.28 0.30 0.14 0.37 0.39 0.41 0.46 0.46 0.32 0.28 0.29 Avail Cap(c_a), veh/h 1099 2069 1893 1217 2069 1874 1178 2069 2092 907 2069 1958 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 14.6 9.9 10.0 12.0 10.3 10.3 12.3 9.2 9.3 13.8 8.4 8.5 Incr Delay (d2), s/veh 0.6 0.2 0.3 0.1 0.4 0.4 0.6 0.5 0.5 0.5 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 1.1 0.9 0.9 0.4 1.3 1.2 1.2 1.6 1.6 0.8 0.9 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.2 10.1 10.3 12.1 10.6 10.8 12.9 9.7 9.7 14.3 8.6 8.7 LnGrp LOS BBBBBBBAABAA
Approach Vol, veh/h 498 514 859 507
Approach Delay, s/veh 11.7 10.9 10.4 9.9
Approach LOS BBBA
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 23.8 21.4 23.8 21.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 55.5 55.5 55.5 55.5
Max Q Clear Time (g_c+I1), s 13.8 13.7 14.8 7.8
Green Ext Time (p_c), s 5.5 3.2 3.4 3.2
Intersection Summary
HCM 6th Ctrl Delay 10.7
HCM 6th LOS B

6.6-6
3012
Timings Rich Haven Specific Plan TA (JN:14822)
12: Haven Av. & Riverside Dr. 10/06/2022
OYC (2027) Without Project Conditions With Improvements - 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) 388 575 202 414 22 481 201 289 326 281 Future Volume (vph) 388 575 202 414 22 481 201 289 326 281 Turn Type Prot NA Prot NA Prot NA Perm Prot NA Perm
Protected Phases 743852 16
Permitted Phases 2 6
Detector Phase 7438522166
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.6 25.2 9.6 30.2 9.5 23.7 23.7 15.8 24.8 24.8 Total Split (s) 18.0 32.2 16.0 30.2 13.0 43.8 43.8 28.0 58.8 58.8 Total Split (%) 15.0% 26.8% 13.3% 25.2% 10.8% 36.5% 36.5% 23.3% 49.0% 49.0% Yellow Time (s) 3.6 5.2 3.6 5.2 3.5 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 4.5 4.7 4.7 5.8 5.8 5.8 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min Min Min Min Min Act Effct Green (s) 13.5 25.5 10.3 22.4 6.9 21.4 21.4 22.3 43.7 43.7 Actuated g/C Ratio 0.13 0.25 0.10 0.22 0.07 0.21 0.21 0.22 0.43 0.43 v/c Ratio 0.98 0.73 0.67 0.82 0.21 0.68 0.45 0.88 0.23 0.38 Control Delay 84.3 40.9 55.3 44.0 51.5 41.7 7.7 66.3 19.8 4.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 84.3 40.9 55.3 44.0 51.5 41.7 7.7 66.3 19.8 4.1

LOS FDEDDDAEBA
Approach Delay 57.8 46.9 32.3 29.8
Approach LOS E D C C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 101
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.98
Intersection Signal Delay: 42.6 Intersection LOS: D
Intersection Capacity Utilization 82.2% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 12: Haven Av. & Riverside Dr.

6.6-7
3013
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 With Improvements - 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) 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 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.96 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 413 612 14 215 440 63 23 512 86 307 347 123 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, % 222222222222
Cap, veh/h 456 922 21 279 639 91 38 694 289 334 1401 588 Arrive On Green 0.21 0.40 0.40 0.13 0.32 0.32 0.04 0.29 0.29 0.31 0.59 0.59 Sat Flow, veh/h 3188 3446 79 3188 3015 428 1594 3544 1479 1594 3544 1488 Grp Volume(v), veh/h 413 314 312 215 257 246 23 512 86 307 347 123 Grp Sat Flow(s),veh/h/ln 1594 1772 1753 1594 1772 1672 1594 1772 1479 1594 1772 1488 Q Serve(g_s), s 11.8 13.5 13.6 6.1 11.8 12.0 1.3 12.2 4.2 17.4 4.4 3.6 Cycle Q Clear(g_c), s 11.8 13.5 13.6 6.1 11.8 12.0 1.3 12.2 4.2 17.4 4.4 3.6 Prop In Lane 1.00 0.04 1.00 0.26 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 456 474 469 279 375 354 38 694 289 334 1401 588 V/C Ratio(X) 0.90 0.66 0.66 0.77 0.68 0.69 0.60 0.74 0.30 0.92 0.25 0.21 Avail Cap(c_a), veh/h 456 492 487 388 454 429 145 1481 618 378 2007 843 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 36.1 24.6 24.6 39.7 29.2 29.3 44.7 30.9 28.1 31.3 12.4 12.2 Incr Delay (d2), s/veh 20.8 3.2 3.2 3.8 3.3 3.7 14.1 1.6 0.6 25.3 0.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.3 5.0 5.0 2.3 4.6 4.4 0.7 4.8 1.4 7.8 1.5 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.9 27.7 27.8 43.5 32.4 33.0 58.8 32.4 28.6 56.5 12.5 12.4 LnGrp LOS E CCDCCECCEBB
Approach Vol, veh/h 1039 718 621 777
Approach Delay, s/veh 39.4 35.9 32.9 29.9
Approach LOS DDCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 25.4 24.1 12.8 31.2 6.8 42.8 18.0 26.0 Change Period (Y+Rc), s 5.8 * 5.8 4.6 6.2 4.5 5.8 4.6 6.2 Max Green Setting (Gmax), s 22.2 * 39 11.4 26.0 8.5 53.0 13.4 24.0 Max Q Clear Time (g_c+I1), s 19.4 14.2 8.1 15.6 3.3 6.4 13.8 14.0 Green Ext Time (p_c), s 0.3 3.9 0.1 2.4 0.0 2.6 0.0 1.9 Intersection Summary
HCM 6th Ctrl Delay 35.0
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

6.6-8
3014
Timings Rich Haven Specific Plan TA (JN:14822)
13: Haven Av. & Chino Av. 10/06/2022
OYC (2027) Without Project Conditions With Improvements - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 11
Lane Group EBL EBT WBL WBT NBL NBT NBR SBT Ø1
Lane Configurations
Traffic Volume (vph) 152 62 23 50 158 569 25 357
Future Volume (vph) 152 62 23 50 158 569 25 357
Turn Type Prot NA Prot NA Prot NA Perm NA
Protected Phases 743852 61
Permitted Phases 2
Detector Phase 74385226
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 10.0 10.0 5.0 Minimum Split (s) 9.6 22.4 9.6 22.8 9.6 22.8 22.8 21.7 9.6 Total Split (s) 15.0 23.8 14.0 22.8 17.0 72.6 72.6 65.2 9.6 Total Split (%) 12.5% 19.8% 11.7% 19.0% 14.2% 60.5% 60.5% 54.3% 8% Yellow Time (s) 3.6 4.4 3.6 4.8 3.6 4.8 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 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 5.4 4.6 5.8 4.6 5.8 5.8 4.7
Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None Min Min Min None
Act Effct Green (s) 11.1 15.8 5.8 11.5 13.0 32.3 32.3 15.7 Actuated g/C Ratio 0.17 0.25 0.09 0.18 0.20 0.51 0.51 0.25 v/c Ratio 0.59 0.32 0.16 0.16 0.52 0.34 0.03 0.62
Control Delay 40.2 18.3 34.4 27.1 34.7 11.4 0.1 23.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 40.2 18.3 34.4 27.1 34.7 11.4 0.1 23.1

LOS D B C C C B A C
Approach Delay 29.8 29.4 15.9 23.1
Approach LOS C C B C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 63.6
Natural Cycle: 75
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.62
Intersection Signal Delay: 21.2 Intersection LOS: C
Intersection Capacity Utilization 56.5% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 13: Haven Av. & Chino Av.

6.6-9
3015
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 13: Haven Av. & Chino Av. 10/06/2022
OYC (2027) Without Project Conditions With Improvements - 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) 152 62 75 23 50 0 158 569 25 0 357 135 Future Volume (veh/h) 152 62 75 23 50 0 158 569 25 0 357 135 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 162 67 27 25 54 0 168 605 -207 0 380 38 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 197 336 136 52 319 0 205 1445 646 3 602 60
Arrive On Green 0.19 0.40 0.40 0.04 0.26 0.00 0.19 0.61 0.00 0.00 0.29 0.29 Sat Flow, veh/h 1594 1268 511 1781 1870 0 1594 3544 1585 1781 3092 308 Grp Volume(v), veh/h 162 0 94 25 54 0 168 605 -207 0 206 212 Grp Sat Flow(s),veh/h/ln 1594 0 1778 1781 1870 0 1594 1772 1585 1781 1683 1717 Q Serve(g_s), s 5.3 0.0 1.9 0.7 1.2 0.0 5.5 4.8 0.0 0.0 5.8 5.8 Cycle Q Clear(g_c), s 5.3 0.0 1.9 0.7 1.2 0.0 5.5 4.8 0.0 0.0 5.8 5.8 Prop In Lane 1.00 0.29 1.00 0.00 1.00 1.00 1.00 0.18
Lane Grp Cap(c), veh/h 197 0 472 52 319 0 205 1445 646 3 328 334 V/C Ratio(X) 0.82 0.00 0.20 0.49 0.17 0.00 0.82 0.42 -0.32 0.00 0.63 0.63 Avail Cap(c_a), veh/h 305 0 602 308 585 0 363 4354 1947 164 1873 1910 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 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 21.6 0.0 12.6 25.6 17.2 0.0 21.3 7.2 0.0 0.0 17.5 17.6 Incr Delay (d2), s/veh 5.4 0.0 0.2 2.6 0.2 0.0 3.1 0.2 0.0 0.0 2.0 2.0 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 1.9 0.0 0.7 0.3 0.5 0.0 1.8 1.2 0.0 0.0 2.1 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.0 0.0 12.8 28.2 17.5 0.0 24.5 7.4 0.0 0.0 19.5 19.6 LnGrp LOS C A B C B A C AAABB
Approach Vol, veh/h 256 79 566 418
Approach Delay, s/veh 21.8 20.9 15.2 19.5
Approach LOS C C B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 0.0 28.0 6.2 20.2 11.6 16.4 11.3 15.1 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 66.8 9.4 * 18 12.4 * 61 10.4 17.0 Max Q Clear Time (g_c+I1), s 0.0 6.8 2.7 3.9 7.5 7.8 7.3 3.2 Green Ext Time (p_c), s 0.0 4.2 0.0 0.3 0.1 2.8 0.1 0.1 Intersection Summary
HCM 6th Ctrl Delay 18.2
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

6.6-10
3016
Timings Rich Haven Specific Plan TA (JN:14822)
14: Haven Av. & Schaefer av. 10/06/2022
OYC (2027) Without Project Conditions With Improvements - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 13
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 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 27.3 92.2 64.9
Total Split (%) 23.2% 23.2% 22.8% 76.8% 54.1%
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 9.7 26.9 15.2
Actuated g/C Ratio 0.24 0.24 0.19 0.52 0.30
v/c Ratio 0.23 0.29 0.49 0.36 0.44
Control Delay 20.2 6.5 27.6 7.7 17.3
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 20.2 6.5 27.6 7.7 17.3

LOS CACAB
Approach Delay 12.1 11.5 17.3
Approach LOS B B B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 51.4
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.49
Intersection Signal Delay: 13.4 Intersection LOS: B
Intersection Capacity Utilization 43.5% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 14: Haven Av. & Schaefer av.

6.6-11
3017
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 With Improvements - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 14
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 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 88 74 148 627 398 60
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 222222
Cap, veh/h 337 318 185 1655 773 116
Arrive On Green 0.21 0.21 0.12 0.49 0.26 0.26
Sat Flow, veh/h 1594 1502 1594 3455 3001 448
Grp Volume(v), veh/h 88 74 148 627 234 224
Grp Sat Flow(s),veh/h/ln 1594 1502 1594 1683 1772 1678
Q Serve(g_s), s 1.8 1.6 3.5 4.5 4.4 4.5
Cycle Q Clear(g_c), s 1.8 1.6 3.5 4.5 4.4 4.5
Prop In Lane 1.00 1.00 1.00 0.27
Lane Grp Cap(c), veh/h 337 318 185 1655 457 432
V/C Ratio(X) 0.26 0.23 0.80 0.38 0.51 0.52
Avail Cap(c_a), veh/h 897 845 925 7438 2678 2535
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 6.2 12.4 12.4
Incr Delay (d2), s/veh 0.4 0.4 3.0 0.1 0.9 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 0.8 1.3 1.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.3 13.2 19.8 6.4 13.3 13.4
LnGrp LOS BBBABB
Approach Vol, veh/h 162 775 458
Approach Delay, s/veh 13.2 8.9 13.4
Approach LOS B A 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 86.4 22.0 22.7 59.1
Max Q Clear Time (g_c+I1), s 6.5 3.8 5.5 6.5
Green Ext Time (p_c), s 4.4 0.4 0.2 2.6
Intersection Summary
HCM 6th Ctrl Delay 10.9
HCM 6th LOS B

6.6-12
3018
Timings Rich Haven Specific Plan TA (JN:14822)
15: Haven Av. & Ontario Ranch Rd. 10/06/2022
OYC (2027) Without Project Conditions With Improvements - 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) 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 pm+ov Prot NA Perm Prot NA pm+ov Prot NA Perm Protected Phases 74538 52316
Permitted Phases 4826
Detector Phase 745388523166
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 5.0 10.0 10.0 5.0 10.0 5.0 5.0 10.0 10.0 Minimum Split (s) 9.6 29.2 9.6 9.6 34.5 34.5 9.6 47.8 9.6 9.6 45.8 45.8 Total Split (s) 13.0 41.3 12.5 9.7 38.0 38.0 12.5 49.0 9.7 20.0 56.5 56.5 Total Split (%) 10.8% 34.4% 10.4% 8.1% 31.7% 31.7% 10.4% 40.8% 8.1% 16.7% 47.1% 47.1% Yellow Time (s) 3.6 5.2 3.6 3.6 5.5 5.5 3.6 4.8 3.6 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 4.6 4.6 6.5 6.5 4.6 5.8 4.6 4.6 5.8 5.8 Lead/Lag Lead Lag Lead Lead Lag Lag Lead Lag Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min None None Min Min None None None None None None Act Effct Green (s) 8.9 19.7 28.1 5.4 15.9 15.9 6.6 16.5 23.2 10.7 25.5 25.5 Actuated g/C Ratio 0.12 0.26 0.38 0.07 0.21 0.21 0.09 0.22 0.31 0.14 0.34 0.34 v/c Ratio 0.56 0.51 0.03 0.41 0.47 0.43 0.31 0.46 0.25 0.57 0.19 0.21 Control Delay 42.2 26.0 0.1 45.5 27.7 7.7 44.5 27.0 6.1 38.2 19.3 5.0 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 42.2 26.0 0.1 45.5 27.7 7.7 44.5 27.0 6.1 38.2 19.3 5.0

LOS DCADCADCADBA
Approach Delay 29.1 25.2 23.1 24.3
Approach LOS CCCC
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 74.8
Natural Cycle: 105
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.57
Intersection Signal Delay: 25.9 Intersection LOS: C
Intersection Capacity Utilization 53.7% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 15: Haven Av. & Ontario Ranch Rd.

6.6-13
3019
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 With Improvements - 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) 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 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 213 715 9 88 710 -468 43 354 69 258 232 -79 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 312 1257 420 198 1450 307 69 718 403 371 977 414 Arrive On Green 0.10 0.24 0.24 0.07 0.20 0.00 0.04 0.20 0.20 0.12 0.28 0.00 Sat Flow, veh/h 3188 5316 1500 3000 7088 1502 1594 3544 1499 3188 3544 1502 Grp Volume(v), veh/h 213 715 9 88 710 -468 43 354 69 258 232 -79 Grp Sat Flow(s),veh/h/ln 1594 1772 1500 1500 1772 1502 1594 1772 1499 1594 1772 1502 Q Serve(g_s), s 3.7 6.7 0.2 1.6 5.0 0.0 1.5 5.0 2.0 4.4 2.9 0.0 Cycle Q Clear(g_c), s 3.7 6.7 0.2 1.6 5.0 0.0 1.5 5.0 2.0 4.4 2.9 0.0 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 312 1257 420 198 1450 307 69 718 403 371 977 414 V/C Ratio(X) 0.68 0.57 0.02 0.44 0.49 -1.52 0.62 0.49 0.17 0.70 0.24 -0.19 Avail Cap(c_a), veh/h 471 3285 992 269 3930 833 222 2695 1239 864 3163 1340 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 24.8 19.1 14.8 25.5 20.0 0.0 26.7 20.1 15.9 24.1 15.9 0.0 Incr Delay (d2), s/veh 1.0 0.4 0.0 0.6 0.3 0.0 3.4 0.5 0.2 0.9 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 2.3 0.1 0.5 1.7 0.0 0.6 1.8 0.6 1.5 1.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.7 19.5 14.8 26.1 20.2 0.0 30.1 20.6 16.1 25.0 16.1 0.0 LnGrp LOS C B B C C A C C B C B A
Approach Vol, veh/h 937 330 466 411
Approach Delay, s/veh 20.9 50.5 20.8 24.8
Approach LOS CDCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.2 17.3 8.4 19.9 7.1 21.5 10.2 18.1 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 43.2 5.1 * 35 7.9 50.7 8.4 31.5 Max Q Clear Time (g_c+I1), s 6.4 7.0 3.6 8.7 3.5 4.9 5.7 7.0 Green Ext Time (p_c), s 0.3 2.4 0.0 4.6 0.0 1.4 0.1 4.3 Intersection Summary
HCM 6th Ctrl Delay 26.2
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

6.6-14
3020
Timings Rich Haven Specific Plan TA (JN:14822)
22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
OYC (2027) Without Project Conditions With Improvements - 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) 212 136 184 31 128 268 181 895 64 269 351 165 Future Volume (vph) 212 136 184 31 128 268 181 895 64 269 351 165 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) 25.0 33.0 33.0 10.0 18.0 18.0 27.0 51.0 51.0 26.0 50.0 50.0 Total Split (%) 20.8% 27.5% 27.5% 8.3% 15.0% 15.0% 22.5% 42.5% 42.5% 21.7% 41.7% 41.7% 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) 12.1 23.1 23.1 5.4 11.6 11.6 11.1 34.8 34.8 14.1 37.9 37.9 Actuated g/C Ratio 0.13 0.24 0.24 0.06 0.12 0.12 0.12 0.37 0.37 0.15 0.40 0.40 v/c Ratio 0.60 0.36 0.40 0.40 0.68 0.68 0.57 0.79 0.11 0.66 0.29 0.27 Control Delay 47.7 37.4 7.9 62.3 60.6 13.9 48.1 32.6 0.4 46.9 20.2 4.0 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 47.7 37.4 7.9 62.3 60.6 13.9 48.1 32.6 0.4 46.9 20.2 4.0

LOS DDAEEBDCADCA
Approach Delay 31.3 31.4 33.2 25.9
Approach LOS CCCC
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 94.9
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay: 30.6 Intersection LOS: C
Intersection Capacity Utilization 67.8% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 22: Hamner Av./Milliken Av. & Riverside Dr.

6.6-15
3021
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 With Improvements - 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) 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 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 244 156 158 36 147 84 208 1029 63 309 403 46 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 332 353 300 56 231 196 294 1271 539 400 1389 588 Arrive On Green 0.10 0.20 0.20 0.03 0.13 0.13 0.09 0.54 0.36 0.13 0.59 0.39 Sat Flow, veh/h 3188 1772 1502 1594 1772 1502 3188 3544 1502 3188 3544 1502 Grp Volume(v), veh/h 244 156 158 36 147 84 208 1029 63 309 403 46 Grp Sat Flow(s),veh/h/ln 1594 1772 1502 1594 1772 1502 1594 1772 1502 1594 1772 1502 Q Serve(g_s), s 5.7 5.9 7.2 1.7 6.0 4.0 4.9 18.2 2.2 7.2 4.3 1.5 Cycle Q Clear(g_c), s 5.7 5.9 7.2 1.7 6.0 4.0 4.9 18.2 2.2 7.2 4.3 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 332 353 300 56 231 196 294 1271 539 400 1389 588 V/C Ratio(X) 0.74 0.44 0.53 0.65 0.64 0.43 0.71 0.81 0.12 0.77 0.29 0.08 Avail Cap(c_a), veh/h 848 619 525 112 273 231 931 2069 877 889 2023 857 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.50 1.00 1.00 1.50 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 33.3 27.0 27.5 36.6 31.6 30.7 33.8 15.6 16.5 32.5 10.5 14.6 Incr Delay (d2), s/veh 1.2 0.9 1.4 4.6 3.7 1.5 1.2 1.3 0.1 1.2 0.1 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 2.1 2.4 2.5 0.7 2.6 1.4 1.8 4.9 0.7 2.6 1.4 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.5 27.8 28.9 41.2 35.3 32.2 35.0 16.9 16.6 33.7 10.6 14.7 LnGrp LOS CCCDDCDBBCBB
Approach Vol, veh/h 558 267 1300 758
Approach Delay, s/veh 31.1 35.1 19.8 20.3
Approach LOS C D B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.2 33.7 7.3 21.5 11.7 36.3 12.6 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 44.8 5.4 26.8 22.4 43.8 20.4 11.8 Max Q Clear Time (g_c+I1), s 9.2 20.2 3.7 9.2 6.9 6.3 7.7 8.0 Green Ext Time (p_c), s 0.4 7.3 0.0 1.1 0.3 2.6 0.3 0.3 Intersection Summary
HCM 6th Ctrl Delay 23.5
HCM 6th LOS C

6.6-16
3022
Timings Rich Haven Specific Plan TA (JN:14822)
23: Hamner Av. & Chino Av. 10/06/2022
OYC (2027) Without Project Conditions With Improvements - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 21
Lane Group EBL NBT SBT
Lane Configurations
Traffic Volume (vph) 5 1155 517
Future Volume (vph) 5 1155 517
Turn Type Prot NA NA
Protected Phases 4 2 6
Permitted Phases
Detector Phase 4 2 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5
Total Split (s) 35.0 85.0 85.0
Total Split (%) 29.2% 70.8% 70.8%
Yellow Time (s) 3.5 3.5 3.5
All-Red Time (s) 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
Act Effct Green (s) 7.6 39.2 39.2
Actuated g/C Ratio 0.18 0.93 0.93
v/c Ratio 0.03 0.38 0.18
Control Delay 16.6 2.5 1.8
Queue Delay 0.0 0.0 0.0
Total Delay 16.6 2.5 1.8

LOS B A A
Approach Delay 16.6 2.5 1.8
Approach LOS B A A
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 42.2
Natural Cycle: 50
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.38
Intersection Signal Delay: 2.3 Intersection LOS: A
Intersection Capacity Utilization 43.6% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 23: Hamner Av. & Chino Av.

6.6-17
3023
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 23: Hamner Av. & Chino Av. 10/06/2022
OYC (2027) Without Project Conditions With Improvements - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 22
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 5 2 0 1155 517 3
Future Volume (veh/h) 5 2 0 1155 517 3
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 6 2 0 1312 588 3
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88
Percent Heavy Veh, % 222222
Cap, veh/h 14 5 0 2518 2440 12
Arrive On Green 0.01 0.01 0.00 0.67 0.67 0.67
Sat Flow, veh/h 1162 387 0 3741 3719 18
Grp Volume(v), veh/h 9 0 0 1312 288 303
Grp Sat Flow(s),veh/h/ln 1743 0 0 1870 1777 1867
Q Serve(g_s), s 0.1 0.0 0.0 5.0 1.8 1.8
Cycle Q Clear(g_c), s 0.1 0.0 0.0 5.0 1.8 1.8
Prop In Lane 0.67 0.22 0.00 0.01
Lane Grp Cap(c), veh/h 21 0 0 2518 1196 1257
V/C Ratio(X) 0.43 0.00 0.00 0.52 0.24 0.24
Avail Cap(c_a), veh/h 1860 0 0 10536 5004 5258
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 14.0 0.0 0.0 2.4 1.8 1.8
Incr Delay (d2), s/veh 13.2 0.0 0.0 0.2 0.1 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 0.0 0.0 0.1 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.2 0.0 0.0 2.5 1.9 1.9
LnGrp LOS C AAAAA
Approach Vol, veh/h 9 1312 591
Approach Delay, s/veh 27.2 2.5 1.9
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 23.7 4.8 23.7
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 7.0 2.1 3.8
Green Ext Time (p_c), s 12.2 0.0 3.3
Intersection Summary
HCM 6th Ctrl Delay 2.5
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

6.6-18
3024
Timings Rich Haven Specific Plan TA (JN:14822)
24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
OYC (2027) Without Project Conditions With Improvements - 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) 156 805 79 265 1131 269 173 675 342 187 230 93 Future Volume (vph) 156 805 79 265 1131 269 173 675 342 187 230 93 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 43.5 43.5 9.6 43.5 43.5 9.6 43.2 43.2 9.6 43.2 43.2 Total Split (s) 17.0 43.6 43.6 16.9 43.5 43.5 15.0 45.9 45.9 13.6 44.5 44.5 Total Split (%) 14.2% 36.3% 36.3% 14.1% 36.3% 36.3% 12.5% 38.3% 38.3% 11.3% 37.1% 37.1% 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 Lag Lead Lead Lag Lead Lead 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 22.4 22.4 10.8 24.6 24.6 16.9 20.4 20.4 8.8 12.3 12.3 Actuated g/C Ratio 0.10 0.26 0.26 0.13 0.29 0.29 0.20 0.24 0.24 0.10 0.14 0.14 v/c Ratio 0.45 0.43 0.16 0.61 0.55 0.45 0.26 0.53 0.62 0.54 0.22 0.18 Control Delay 43.9 27.2 3.1 44.9 27.3 8.7 35.1 30.1 14.6 46.0 32.8 5.1 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 43.9 27.2 3.1 44.9 27.3 8.7 35.1 30.1 14.6 46.0 32.8 5.1

LOS DCADCADCBDCA
Approach Delay 27.9 27.1 26.4 32.6
Approach LOS CCCC
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 85.3
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.62
Intersection Signal Delay: 27.7 Intersection LOS: C
Intersection Capacity Utilization 57.5% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 24: Hamner Av. & Cantu Galleano Ranch Rd.

6.6-19
3025
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 With Improvements - 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) 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 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 162 839 81 276 1178 279 180 703 44 195 240 -111 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 258 1989 421 384 2253 477 765 1203 340 294 614 260 Arrive On Green 0.07 0.27 0.27 0.11 0.30 0.30 0.21 0.21 0.21 0.08 0.08 0.00 Sat Flow, veh/h 3563 7481 1585 3563 7481 1585 3563 5611 1585 3563 7481 3170 Grp Volume(v), veh/h 162 839 81 276 1178 279 180 703 44 195 240 -111 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 2.9 6.2 1.3 5.0 8.7 6.4 2.8 7.5 1.0 3.5 2.0 0.0 Cycle Q Clear(g_c), s 2.9 6.2 1.3 5.0 8.7 6.4 2.8 7.5 1.0 3.5 2.0 0.0 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 258 1989 421 384 2253 477 765 1203 340 294 614 260 V/C Ratio(X) 0.63 0.42 0.19 0.72 0.52 0.58 0.24 0.58 0.13 0.66 0.39 -0.43 Avail Cap(c_a), veh/h 665 4176 885 659 4165 882 765 3351 947 482 4311 1827 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 0.00 Uniform Delay (d), s/veh 29.9 20.2 4.4 28.7 19.3 8.1 21.6 23.5 9.1 29.6 28.9 0.0 Incr Delay (d2), s/veh 0.9 0.1 0.2 1.0 0.2 1.1 0.1 0.5 0.2 1.0 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 2.3 0.8 1.9 3.1 2.9 1.0 2.9 0.5 1.4 0.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.9 20.3 4.6 29.6 19.5 9.3 21.6 23.9 9.2 30.6 29.3 0.0 LnGrp LOS C C A C B A C C A C C A
Approach Vol, veh/h 1082 1733 927 324
Approach Delay, s/veh 20.7 19.4 22.8 40.1
Approach LOS C B C D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.1 20.4 11.8 24.2 18.9 11.7 9.4 26.5 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 9.0 39.7 12.3 37.1 10.4 38.3 12.4 37.0 Max Q Clear Time (g_c+I1), s 5.5 9.5 7.0 8.2 4.8 4.0 4.9 10.7 Green Ext Time (p_c), s 0.1 4.8 0.2 5.7 0.1 1.4 0.1 9.3 Intersection Summary
HCM 6th Ctrl Delay 22.2
HCM 6th LOS C

6.6-20
3026
Timings Rich Haven Specific Plan TA (JN:14822)
3: Archibald Av. & Riverside Dr. 10/06/2022
OYC (2027) Without Project Conditions With Improvements - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 183 584 308 222 430 202 255 1044 322 1035 Future Volume (vph) 183 584 308 222 430 202 255 1044 322 1035 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA
Protected Phases 7 4 3 8 5216
Permitted Phases 4 8
Detector Phase 7443885216
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) 20.0 38.2 38.2 22.2 40.4 40.4 17.4 41.3 18.3 42.2 Total Split (%) 16.7% 31.8% 31.8% 18.5% 33.7% 33.7% 14.5% 34.4% 15.3% 35.2% 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) 15.0 26.5 26.5 17.7 29.1 29.1 12.1 33.4 13.9 35.1 Actuated g/C Ratio 0.13 0.23 0.23 0.16 0.26 0.26 0.11 0.30 0.12 0.31 v/c Ratio 0.89 0.76 0.56 0.92 0.51 0.39 0.79 0.86 0.88 0.86 Control Delay 89.1 47.4 10.4 88.5 38.3 6.7 68.1 44.6 73.9 43.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 89.1 47.4 10.4 88.5 38.3 6.7 68.1 44.6 73.9 43.4

LOS FDBFDAEDED
Approach Delay 43.9 43.9 48.8 49.6
Approach LOS D D D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 113.1
Natural Cycle: 105
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.92
Intersection Signal Delay: 47.1 Intersection LOS: D
Intersection Capacity Utilization 86.4% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 3: Archibald Av. & Riverside Dr.

6.6-21
3027
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 With Improvements - 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) 183 584 308 222 430 202 255 1044 141 322 1035 216 Future Volume (veh/h) 183 584 308 222 430 202 255 1044 141 322 1035 216 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 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 187 596 130 227 439 104 260 1065 73 329 1056 118 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, % 222222222222
Cap, veh/h 212 770 335 252 854 379 314 1279 88 380 1381 154 Arrive On Green 0.13 0.23 0.23 0.16 0.25 0.25 0.10 0.28 0.28 0.12 0.31 0.31 Sat Flow, veh/h 1594 3367 1463 1594 3367 1495 3092 4617 316 3092 4411 492 Grp Volume(v), veh/h 187 596 130 227 439 104 260 743 395 329 772 402 Grp Sat Flow(s),veh/h/ln 1594 1683 1463 1594 1683 1495 1546 1612 1709 1546 1612 1678 Q Serve(g_s), s 12.5 18.1 8.2 15.2 12.2 4.1 9.0 23.6 23.6 11.4 23.5 23.6 Cycle Q Clear(g_c), s 12.5 18.1 8.2 15.2 12.2 4.1 9.0 23.6 23.6 11.4 23.5 23.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.19 1.00 0.29
Lane Grp Cap(c), veh/h 212 770 335 252 854 379 314 893 473 380 1009 525 V/C Ratio(X) 0.88 0.77 0.39 0.90 0.51 0.27 0.83 0.83 0.83 0.86 0.76 0.77 Avail Cap(c_a), veh/h 225 989 430 258 1058 469 364 1040 551 389 1066 555 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 46.3 39.3 35.5 45.0 34.9 15.2 48.0 37.0 37.0 46.9 33.8 33.8 Incr Delay (d2), s/veh 28.1 2.9 0.7 30.2 0.5 0.4 11.4 5.2 9.4 17.0 3.2 6.0 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 6.4 7.4 0.1 7.8 4.8 2.1 3.8 9.4 10.5 5.1 9.1 9.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 74.4 42.3 36.3 75.2 35.4 15.6 59.3 42.2 46.4 63.8 37.0 39.8 LnGrp LOS E D D E D B E D D E D D
Approach Vol, veh/h 913 770 1398 1503
Approach Delay, s/veh 48.0 44.4 46.6 43.6
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 19.6 36.4 21.8 31.1 15.7 40.3 19.1 33.8 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 13.7 * 35 17.6 32.0 12.8 36.0 15.4 34.2 Max Q Clear Time (g_c+I1), s 13.4 25.6 17.2 20.1 11.0 25.6 14.5 14.2 Green Ext Time (p_c), s 0.0 4.5 0.0 3.1 0.1 5.0 0.0 2.7 Intersection Summary
HCM 6th Ctrl Delay 45.5
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

6.6-22
3028
Timings Rich Haven Specific Plan TA (JN:14822)
6: Archibald Av. & Edison Av./Ontario Ranch Rd. 10/06/2022 OYC (2027) Without Project Conditions With Improvements - 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) 105 697 293 268 299 116 105 1047 323 162 1111 66 Future Volume (vph) 105 697 293 268 299 116 105 1047 323 162 1111 66 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) 11.5 39.2 20.0 47.7 47.7 9.8 42.8 18.0 51.0 51.0 Total Split (%) 9.6% 32.7% 16.7% 39.8% 39.8% 8.2% 35.7% 15.0% 42.5% 42.5% 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) 6.8 20.7 93.7 13.0 26.9 26.9 5.4 27.5 93.7 9.8 31.9 31.9 Actuated g/C Ratio 0.07 0.22 1.00 0.14 0.29 0.29 0.06 0.29 1.00 0.10 0.34 0.34 v/c Ratio 0.51 0.63 0.21 0.68 0.31 0.23 0.61 0.71 0.23 0.53 0.65 0.11 Control Delay 55.8 36.2 0.3 50.2 27.4 2.9 63.0 33.3 0.3 49.3 28.3 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 55.8 36.2 0.3 50.2 27.4 2.9 63.0 33.3 0.3 49.3 28.3 0.4

LOS EDADCAECADCA
Approach Delay 28.5 32.2 28.2 29.5
Approach LOS CCCC
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 93.7
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.71
Intersection Signal Delay: 29.2 Intersection LOS: C
Intersection Capacity Utilization 68.4% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 6: Archibald Av. & Edison Av./Ontario Ranch Rd.

6.6-23
3029
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 With Improvements - 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) 105 697 293 268 299 116 105 1047 323 162 1111 66 Future Volume (veh/h) 105 697 293 268 299 116 105 1047 323 162 1111 66 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 111 734 0 282 315 80 111 1102 0 171 1169 50 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 176 1129 361 971 411 187 1615 246 1725 487
Arrive On Green 0.06 0.21 0.00 0.12 0.27 0.27 0.06 0.30 0.00 0.08 0.32 0.32 Sat Flow, veh/h 3000 5316 1502 3000 3544 1500 3188 5316 1502 3092 5316 1502 Grp Volume(v), veh/h 111 734 0 282 315 80 111 1102 0 171 1169 50 Grp Sat Flow(s),veh/h/ln 1500 1772 1502 1500 1772 1500 1594 1772 1502 1546 1772 1502 Q Serve(g_s), s 2.8 9.7 0.0 7.0 5.5 3.2 2.6 14.1 0.0 4.2 14.7 1.8 Cycle Q Clear(g_c), s 2.8 9.7 0.0 7.0 5.5 3.2 2.6 14.1 0.0 4.2 14.7 1.8 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 176 1129 361 971 411 187 1615 246 1725 487 V/C Ratio(X) 0.63 0.65 0.78 0.32 0.19 0.59 0.68 0.69 0.68 0.10 Avail Cap(c_a), veh/h 268 2273 599 1906 807 215 2501 537 3066 866 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 35.5 27.8 0.0 32.9 22.3 21.5 35.4 23.6 0.0 34.6 22.6 18.2 Incr Delay (d2), s/veh 1.4 0.6 0.0 1.4 0.2 0.2 1.5 0.5 0.0 1.3 0.5 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 3.8 0.0 2.4 2.1 1.0 1.0 5.1 0.0 1.5 5.3 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.9 28.4 0.0 34.3 22.5 21.7 36.9 24.1 0.0 35.9 23.0 18.3 LnGrp LOS D C CCCDC DCB
Approach Vol, veh/h 845 677 1213 1390
Approach Delay, s/veh 29.5 27.3 25.3 24.4
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.7 29.9 13.9 22.6 9.1 31.5 9.1 27.3 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 13.4 36.3 15.4 33.0 5.2 44.5 6.9 41.5 Max Q Clear Time (g_c+I1), s 6.2 16.1 9.0 11.7 4.6 16.7 4.8 7.5 Green Ext Time (p_c), s 0.1 6.8 0.3 4.5 0.0 8.4 0.0 2.1 Intersection Summary
HCM 6th Ctrl Delay 26.2
HCM 6th LOS C
Notes
Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay.

6.6-24
3030
Timings Rich Haven Specific Plan TA (JN:14822)
8: Turner Av. & Chino Av. 10/06/2022
OYC (2027) Without Project Conditions With Improvements - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 7
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 103 191 41 140 22 139 63 217
Future Volume (vph) 103 191 41 140 22 139 63 217
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 4826
Permitted Phases 4826
Detector Phase 44882266
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) 66.0 66.0 66.0 66.0 54.0 54.0 54.0 54.0 Total Split (%) 55.0% 55.0% 55.0% 55.0% 45.0% 45.0% 45.0% 45.0% 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) 10.0 10.0 10.0 10.0 9.2 9.2 9.2 9.2 Actuated g/C Ratio 0.35 0.35 0.35 0.35 0.32 0.32 0.32 0.32 v/c Ratio 0.32 0.24 0.13 0.21 0.08 0.19 0.20 0.27
Control Delay 10.5 6.3 8.3 5.2 8.4 6.7 9.5 7.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 10.5 6.3 8.3 5.2 8.4 6.7 9.5 7.7

LOS BAAAAAAA
Approach Delay 7.5 5.7 6.8 8.0
Approach LOS AAAA
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 28.8
Natural Cycle: 45
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.32
Intersection Signal Delay: 7.1 Intersection LOS: A
Intersection Capacity Utilization 41.6% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 8: Turner Av. & Chino Av.

6.6-25
3031
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 8: Turner Av. & Chino Av. 10/06/2022
OYC (2027) Without Project Conditions With Improvements - 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) 103 191 59 41 140 78 22 139 40 63 217 47 Future Volume (veh/h) 103 191 59 41 140 78 22 139 40 63 217 47 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.95 0.98 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 112 208 64 45 152 85 24 151 43 68 236 51 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, % 222222222222
Cap, veh/h 582 817 245 567 680 361 530 752 206 567 804 171 Arrive On Green 0.32 0.32 0.32 0.32 0.32 0.32 0.29 0.29 0.29 0.29 0.29 0.29 Sat Flow, veh/h 1023 2553 765 991 2125 1127 977 2581 706 1044 2763 586 Grp Volume(v), veh/h 112 135 137 45 119 118 24 96 98 68 142 145 Grp Sat Flow(s),veh/h/ln 1023 1683 1634 991 1683 1569 977 1683 1604 1044 1683 1666 Q Serve(g_s), s 2.1 1.4 1.4 0.8 1.2 1.3 0.5 1.0 1.1 1.2 1.5 1.6 Cycle Q Clear(g_c), s 3.4 1.4 1.4 2.3 1.2 1.3 2.0 1.0 1.1 2.3 1.5 1.6 Prop In Lane 1.00 0.47 1.00 0.72 1.00 0.44 1.00 0.35
Lane Grp Cap(c), veh/h 582 539 523 567 539 502 530 490 467 567 490 485 V/C Ratio(X) 0.19 0.25 0.26 0.08 0.22 0.24 0.05 0.20 0.21 0.12 0.29 0.30 Avail Cap(c_a), veh/h 2972 4472 4342 2881 4472 4169 2335 3599 3430 2496 3599 3563 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 7.0 5.8 5.8 6.7 5.8 5.8 7.2 6.2 6.2 7.1 6.4 6.4 Incr Delay (d2), s/veh 0.2 0.2 0.3 0.1 0.2 0.2 0.0 0.2 0.2 0.1 0.3 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 0.2 0.2 0.2 0.1 0.2 0.2 0.0 0.1 0.1 0.1 0.2 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 7.2 6.1 6.1 6.7 6.0 6.0 7.2 6.4 6.4 7.1 6.7 6.7 LnGrp LOS AAAAAAAAAAAA
Approach Vol, veh/h 384 282 218 355
Approach Delay, s/veh 6.4 6.1 6.5 6.8
Approach LOS AAAA
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 11.2 11.9 11.2 11.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 49.5 61.5 49.5 61.5
Max Q Clear Time (g_c+I1), s 4.0 5.4 4.3 4.3
Green Ext Time (p_c), s 1.2 2.1 1.9 1.6
Intersection Summary
HCM 6th Ctrl Delay 6.5
HCM 6th LOS A

6.6-26
3032
Timings Rich Haven Specific Plan TA (JN:14822)
12: Haven Av. & Riverside Dr. 10/06/2022
OYC (2027) Without Project Conditions With Improvements - 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) 349 396 157 392 31 470 149 135 536 399 Future Volume (vph) 349 396 157 392 31 470 149 135 536 399 Turn Type Prot NA Prot NA Prot NA Perm Prot NA Perm
Protected Phases 743852 16
Permitted Phases 2 6
Detector Phase 7438522166
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.6 25.2 9.6 30.2 9.5 23.7 23.7 15.8 24.8 24.8 Total Split (s) 20.0 28.8 21.4 30.2 9.5 51.4 51.4 18.4 60.3 60.3 Total Split (%) 16.7% 24.0% 17.8% 25.2% 7.9% 42.8% 42.8% 15.3% 50.3% 50.3% Yellow Time (s) 3.6 5.2 3.6 5.2 3.5 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 4.5 4.7 4.7 5.8 5.8 5.8 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min Min Min Min Min Act Effct Green (s) 14.2 22.5 8.9 17.3 5.1 18.7 18.7 12.2 30.4 30.4 Actuated g/C Ratio 0.17 0.27 0.11 0.21 0.06 0.22 0.22 0.15 0.36 0.36 v/c Ratio 0.68 0.50 0.49 0.69 0.33 0.62 0.34 0.62 0.44 0.52 Control Delay 41.7 28.3 42.4 35.8 52.1 33.9 6.4 49.6 23.3 5.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 41.7 28.3 42.4 35.8 52.1 33.9 6.4 49.6 23.3 5.1

LOS DCDDDCADCA
Approach Delay 34.2 37.4 28.5 19.9
Approach LOS C D C B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 84
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.69
Intersection Signal Delay: 28.8 Intersection LOS: C
Intersection Capacity Utilization 66.4% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 12: Haven Av. & Riverside Dr.

6.6-27
3033
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 With Improvements - 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) 349 396 51 157 392 87 31 470 149 135 536 399 Future Volume (veh/h) 349 396 51 157 392 87 31 470 149 135 536 399 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 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 364 412 11 164 408 29 32 490 82 141 558 190 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 454 856 23 247 601 43 53 734 311 229 1193 504 Arrive On Green 0.21 0.37 0.37 0.12 0.28 0.28 0.05 0.31 0.31 0.22 0.50 0.50 Sat Flow, veh/h 3188 3434 92 3188 3265 231 1594 3544 1502 1594 3544 1499 Grp Volume(v), veh/h 364 212 211 164 221 216 32 490 82 141 558 190 Grp Sat Flow(s),veh/h/ln 1594 1772 1753 1594 1772 1724 1594 1772 1502 1594 1772 1499 Q Serve(g_s), s 7.5 6.4 6.4 3.4 7.7 7.8 1.4 8.4 2.8 5.6 7.1 5.4 Cycle Q Clear(g_c), s 7.5 6.4 6.4 3.4 7.7 7.8 1.4 8.4 2.8 5.6 7.1 5.4 Prop In Lane 1.00 0.05 1.00 0.13 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 454 442 437 247 326 318 53 734 311 229 1193 504 V/C Ratio(X) 0.80 0.48 0.48 0.67 0.68 0.68 0.61 0.67 0.26 0.61 0.47 0.38 Avail Cap(c_a), veh/h 707 576 570 771 612 595 115 2382 1009 289 2780 1176 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 26.4 18.3 18.3 29.8 23.3 23.3 32.6 21.9 20.0 25.5 13.2 12.7 Incr Delay (d2), s/veh 1.7 0.8 0.8 1.2 2.4 2.6 10.7 1.1 0.4 2.7 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 2.5 2.2 2.2 1.2 2.8 2.8 0.7 3.1 0.9 2.0 2.2 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.1 19.1 19.2 31.0 25.7 25.9 43.2 22.9 20.4 28.2 13.5 13.2 LnGrp LOS C B B CCCDCCCBB
Approach Vol, veh/h 787 601 604 889
Approach Delay, s/veh 23.3 27.2 23.7 15.7
Approach LOS C C C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.8 20.2 10.0 23.5 6.8 29.2 14.5 19.0 Change Period (Y+Rc), s 5.8 * 5.8 4.6 6.2 4.5 5.8 4.6 6.2 Max Green Setting (Gmax), s 12.6 * 47 16.8 22.6 5.0 54.5 15.4 24.0 Max Q Clear Time (g_c+I1), s 7.6 10.4 5.4 8.4 3.4 9.1 9.5 9.8 Green Ext Time (p_c), s 0.1 3.9 0.2 1.8 0.0 4.5 0.4 1.9 Intersection Summary
HCM 6th Ctrl Delay 21.9
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

6.6-28
3034
Timings Rich Haven Specific Plan TA (JN:14822)
13: Haven Av. & Chino Av. 10/06/2022
OYC (2027) Without Project Conditions With Improvements - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 11
Lane Group EBL EBT WBL WBT NBL NBT NBR SBT Ø1
Lane Configurations
Traffic Volume (vph) 129 52 25 61 82 486 23 633
Future Volume (vph) 129 52 25 61 82 486 23 633
Turn Type Prot NA Prot NA Prot NA Perm NA
Protected Phases 743852 61
Permitted Phases 2
Detector Phase 74385226
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 10.0 10.0 5.0 Minimum Split (s) 9.6 22.4 9.6 22.8 9.6 22.8 22.8 21.7 9.6 Total Split (s) 25.2 22.4 30.0 27.2 13.0 58.0 58.0 54.6 9.6 Total Split (%) 21.0% 18.7% 25.0% 22.7% 10.8% 48.3% 48.3% 45.5% 8% Yellow Time (s) 3.6 4.4 3.6 4.8 3.6 4.8 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 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 5.4 4.6 5.8 4.6 5.8 5.8 4.7
Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None Min Min Min None
Act Effct Green (s) 11.4 21.1 6.2 11.7 8.3 37.2 37.2 25.2 Actuated g/C Ratio 0.15 0.28 0.08 0.16 0.11 0.50 0.50 0.34 v/c Ratio 0.56 0.26 0.18 0.22 0.49 0.29 0.03 0.71
Control Delay 42.5 18.5 41.4 35.0 48.0 12.3 0.0 25.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 42.5 18.5 41.4 35.0 48.0 12.3 0.0 25.3

LOS D B D C D B A C
Approach Delay 30.4 36.9 16.8 25.3
Approach LOS C D B C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 74.2
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.71
Intersection Signal Delay: 23.7 Intersection LOS: C
Intersection Capacity Utilization 60.4% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 13: Haven Av. & Chino Av.

6.6-29
3035
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 13: Haven Av. & Chino Av. 10/06/2022
OYC (2027) Without Project Conditions With Improvements - 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) 129 52 76 25 61 0 82 486 23 0 633 123 Future Volume (veh/h) 129 52 76 25 61 0 82 486 23 0 633 123 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 136 57 22 27 66 0 86 512 -116 0 666 45 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 169 309 119 54 309 0 105 1565 700 3 942 64
Arrive On Green 0.16 0.36 0.36 0.05 0.25 0.00 0.10 0.66 0.00 0.00 0.44 0.44 Sat Flow, veh/h 1594 1285 496 1781 1870 0 1594 3544 1585 1781 3200 216 Grp Volume(v), veh/h 136 0 79 27 66 0 86 512 -116 0 350 361 Grp Sat Flow(s),veh/h/ln 1594 0 1781 1781 1870 0 1594 1772 1585 1781 1683 1733 Q Serve(g_s), s 4.6 0.0 1.7 0.8 1.6 0.0 3.0 3.5 0.0 0.0 9.5 9.5 Cycle Q Clear(g_c), s 4.6 0.0 1.7 0.8 1.6 0.0 3.0 3.5 0.0 0.0 9.5 9.5 Prop In Lane 1.00 0.28 1.00 0.00 1.00 1.00 1.00 0.12
Lane Grp Cap(c), veh/h 169 0 428 54 309 0 105 1565 700 3 496 510 V/C Ratio(X) 0.81 0.00 0.18 0.50 0.21 0.00 0.82 0.33 -0.17 0.00 0.71 0.71 Avail Cap(c_a), veh/h 582 0 537 802 709 0 237 3279 1467 158 1489 1533 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 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 23.2 0.0 14.2 26.5 18.3 0.0 25.1 5.9 0.0 0.0 13.8 13.8 Incr Delay (d2), s/veh 3.4 0.0 0.2 2.6 0.3 0.0 5.9 0.1 0.0 0.0 1.9 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 1.6 0.0 0.6 0.4 0.6 0.0 1.1 0.9 0.0 0.0 3.0 3.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.6 0.0 14.4 29.1 18.6 0.0 31.0 6.0 0.0 0.0 15.6 15.6 LnGrp LOS C A B C B A C AAABB
Approach Vol, veh/h 215 93 482 711
Approach Delay, s/veh 22.1 21.7 11.9 15.6
Approach LOS C C B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 0.0 30.7 6.3 19.4 8.3 22.4 10.6 15.1 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 52.2 25.4 * 17 8.4 * 50 20.6 21.4 Max Q Clear Time (g_c+I1), s 0.0 5.5 2.8 3.7 5.0 11.5 6.6 3.6 Green Ext Time (p_c), s 0.0 3.4 0.0 0.2 0.0 5.1 0.1 0.2 Intersection Summary
HCM 6th Ctrl Delay 15.7
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

6.6-30
3036
Timings Rich Haven Specific Plan TA (JN:14822)
14: Haven Av. & Schaefer av. 10/06/2022
OYC (2027) Without Project Conditions With Improvements - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 13
Lane Group EBL EBR NBL NBT SBT
Lane Configurations
Traffic Volume (vph) 58 112 159 479 603
Future Volume (vph) 58 112 159 479 603
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 19.0 92.2 73.2
Total Split (%) 23.2% 23.2% 15.8% 76.8% 61.0%
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 14.5 39.3 20.1
Actuated g/C Ratio 0.19 0.19 0.23 0.62 0.32
v/c Ratio 0.22 0.34 0.51 0.27 0.69
Control Delay 24.6 7.6 30.1 6.2 22.2
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 24.6 7.6 30.1 6.2 22.2

LOS CACAC
Approach Delay 13.4 12.1 22.2
Approach LOS B B C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 63.2
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.69
Intersection Signal Delay: 16.8 Intersection LOS: B
Intersection Capacity Utilization 51.6% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 14: Haven Av. & Schaefer av.

6.6-31
3037
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 With Improvements - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 14
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 58 112 159 479 603 59
Future Volume (veh/h) 58 112 159 479 603 59
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 67 61 185 557 701 69
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86
Percent Heavy Veh, % 222222
Cap, veh/h 276 260 229 1947 1068 105
Arrive On Green 0.17 0.17 0.14 0.58 0.34 0.34
Sat Flow, veh/h 1594 1502 1594 3455 3175 312
Grp Volume(v), veh/h 67 61 185 557 391 379
Grp Sat Flow(s),veh/h/ln 1594 1502 1594 1683 1772 1716
Q Serve(g_s), s 1.7 1.6 5.3 3.9 8.8 8.8
Cycle Q Clear(g_c), s 1.7 1.6 5.3 3.9 8.8 8.8
Prop In Lane 1.00 1.00 1.00 0.18
Lane Grp Cap(c), veh/h 276 260 229 1947 596 577
V/C Ratio(X) 0.24 0.23 0.81 0.29 0.66 0.66
Avail Cap(c_a), veh/h 750 707 491 6224 2555 2474
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 16.7 16.6 19.4 5.0 13.2 13.2
Incr Delay (d2), s/veh 0.5 0.5 2.6 0.1 1.2 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 0.5 0.0 1.7 0.7 2.7 2.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.1 17.1 21.9 5.1 14.4 14.5
LnGrp LOS B B C A B B
Approach Vol, veh/h 128 742 770
Approach Delay, s/veh 17.1 9.3 14.5
Approach LOS B A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 32.8 13.9 11.3 21.5
Change Period (Y+Rc), s 5.8 5.8 4.6 5.8
Max Green Setting (Gmax), s 86.4 22.0 14.4 67.4
Max Q Clear Time (g_c+I1), s 5.9 3.7 7.3 10.8
Green Ext Time (p_c), s 3.8 0.3 0.1 4.9
Intersection Summary
HCM 6th Ctrl Delay 12.3
HCM 6th LOS B

6.6-32
3038
Timings Rich Haven Specific Plan TA (JN:14822)
15: Haven Av. & Ontario Ranch Rd. 10/06/2022
OYC (2027) Without Project Conditions With Improvements - 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) 226 980 38 243 742 237 19 210 75 239 348 129 Future Volume (vph) 226 980 38 243 742 237 19 210 75 239 348 129 Turn Type Prot NA pm+ov Prot NA Perm Prot NA pm+ov Prot NA Perm Protected Phases 74538 52316
Permitted Phases 4826
Detector Phase 745388523166
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 5.0 10.0 10.0 5.0 10.0 5.0 5.0 10.0 10.0 Minimum Split (s) 9.6 29.2 9.6 9.6 34.5 34.5 9.6 47.8 9.6 9.6 45.8 45.8 Total Split (s) 16.0 38.5 10.8 12.0 34.5 34.5 10.8 48.5 12.0 21.0 58.7 58.7 Total Split (%) 13.3% 32.1% 9.0% 10.0% 28.8% 28.8% 9.0% 40.4% 10.0% 17.5% 48.9% 48.9% Yellow Time (s) 3.6 5.2 3.6 3.6 5.5 5.5 3.6 4.8 3.6 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 4.6 4.6 6.5 6.5 4.6 5.8 4.6 4.6 5.8 5.8 Lead/Lag Lead Lag Lead Lead Lag Lag Lead Lag Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min None None Min Min None None None None None None Act Effct Green (s) 10.5 23.5 35.8 7.8 20.4 20.4 5.8 15.3 29.2 11.2 25.5 25.5 Actuated g/C Ratio 0.13 0.29 0.45 0.10 0.25 0.25 0.07 0.19 0.36 0.14 0.32 0.32 v/c Ratio 0.58 0.67 0.05 0.90 0.44 0.44 0.18 0.33 0.13 0.57 0.33 0.24 Control Delay 42.2 28.7 0.1 72.0 27.4 7.1 46.6 29.1 1.7 40.3 22.5 5.1 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 42.2 28.7 0.1 72.0 27.4 7.1 46.6 29.1 1.7 40.3 22.5 5.1

LOS DCAECADCADCA
Approach Delay 30.3 32.3 23.4 25.3
Approach LOS CCCC
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 80.1
Natural Cycle: 105
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.90
Intersection Signal Delay: 29.4 Intersection LOS: C
Intersection Capacity Utilization 61.8% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 15: Haven Av. & Ontario Ranch Rd.

6.6-33
3039
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 With Improvements - 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) 226 980 38 243 742 237 19 210 75 239 348 129 Future Volume (veh/h) 226 980 38 243 742 237 19 210 75 239 348 129 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 240 1043 27 259 789 -253 20 223 30 254 370 -12 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 333 1593 485 336 2177 461 37 537 396 353 848 359 Arrive On Green 0.10 0.30 0.30 0.11 0.31 0.00 0.02 0.15 0.15 0.11 0.24 0.00 Sat Flow, veh/h 3188 5316 1502 3000 7088 1502 1594 3544 1502 3188 3544 1502 Grp Volume(v), veh/h 240 1043 27 259 789 -253 20 223 30 254 370 -12 Grp Sat Flow(s),veh/h/ln 1594 1772 1502 1500 1772 1502 1594 1772 1502 1594 1772 1502 Q Serve(g_s), s 4.8 11.3 0.8 5.5 5.7 0.0 0.8 3.8 1.0 5.1 5.9 0.0 Cycle Q Clear(g_c), s 4.8 11.3 0.8 5.5 5.7 0.0 0.8 3.8 1.0 5.1 5.9 0.0 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 333 1593 485 336 2177 461 37 537 396 353 848 359 V/C Ratio(X) 0.72 0.65 0.06 0.77 0.36 -0.55 0.54 0.42 0.08 0.72 0.44 -0.03 Avail Cap(c_a), veh/h 551 2602 770 336 3008 637 150 2293 1140 792 2841 1204 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 28.6 20.1 15.4 28.5 17.8 0.0 31.9 25.3 18.3 28.3 21.3 0.0 Incr Delay (d2), s/veh 1.1 0.5 0.0 9.5 0.1 0.0 4.5 0.5 0.1 1.0 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 4.0 0.2 2.2 1.9 0.0 0.3 1.5 0.3 1.8 2.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.7 20.6 15.5 37.9 17.9 0.0 36.3 25.9 18.3 29.4 21.7 0.0 LnGrp LOS C C B D B A D C B C C A
Approach Vol, veh/h 1310 795 273 612
Approach Delay, s/veh 22.2 30.1 25.8 25.3
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.9 15.8 12.0 26.3 6.1 21.6 11.5 26.8 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 7.4 * 32 6.2 52.9 11.4 28.0 Max Q Clear Time (g_c+I1), s 7.1 5.8 7.5 13.3 2.8 7.9 6.8 7.7 Green Ext Time (p_c), s 0.3 1.4 0.0 6.5 0.0 2.4 0.2 4.6 Intersection Summary
HCM 6th Ctrl Delay 25.3
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

6.6-34
3040
Timings Rich Haven Specific Plan TA (JN:14822)
22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
OYC (2027) Without Project Conditions With Improvements - 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) 171 147 186 88 158 176 189 534 54 234 770 256 Future Volume (vph) 171 147 186 88 158 176 189 534 54 234 770 256 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) 21.8 31.0 31.0 15.0 24.2 24.2 25.0 51.6 51.6 22.4 49.0 49.0 Total Split (%) 18.2% 25.8% 25.8% 12.5% 20.2% 20.2% 20.8% 43.0% 43.0% 18.7% 40.8% 40.8% 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) 9.6 17.3 17.3 9.1 13.8 13.8 10.2 26.2 26.2 11.5 27.4 27.4 Actuated g/C Ratio 0.11 0.21 0.21 0.11 0.17 0.17 0.12 0.31 0.31 0.14 0.33 0.33 v/c Ratio 0.49 0.42 0.43 0.54 0.57 0.46 0.52 0.51 0.10 0.57 0.70 0.40 Control Delay 42.5 37.7 8.6 52.8 43.6 10.0 42.1 25.8 0.4 41.5 28.6 4.9 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 42.5 37.7 8.6 52.8 43.6 10.0 42.1 25.8 0.4 41.5 28.6 4.9

LOS DDADDADCADCA
Approach Delay 28.6 31.5 28.0 26.2
Approach LOS CCCC
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 83.6
Natural Cycle: 75
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.70
Intersection Signal Delay: 27.8 Intersection LOS: C
Intersection Capacity Utilization 60.7% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 22: Hamner Av./Milliken Av. & Riverside Dr.

6.6-35
3041
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 With Improvements - 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) 171 147 186 88 158 176 189 534 54 234 770 256 Future Volume (veh/h) 171 147 186 88 158 176 189 534 54 234 770 256 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 180 155 155 93 166 147 199 562 52 246 811 255 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 273 299 251 115 276 234 296 1112 471 348 1169 489 Arrive On Green 0.09 0.17 0.17 0.07 0.16 0.16 0.09 0.31 0.31 0.11 0.33 0.33 Sat Flow, veh/h 3188 1772 1486 1594 1772 1502 3188 3544 1500 3188 3544 1481 Grp Volume(v), veh/h 180 155 155 93 166 147 199 562 52 246 811 255 Grp Sat Flow(s),veh/h/ln 1594 1772 1486 1594 1772 1502 1594 1772 1500 1594 1772 1481 Q Serve(g_s), s 3.5 5.1 6.2 3.7 5.6 5.9 3.9 8.3 1.6 4.8 12.8 9.0 Cycle Q Clear(g_c), s 3.5 5.1 6.2 3.7 5.6 5.9 3.9 8.3 1.6 4.8 12.8 9.0 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 273 299 251 115 276 234 296 1112 471 348 1169 489 V/C Ratio(X) 0.66 0.52 0.62 0.81 0.60 0.63 0.67 0.51 0.11 0.71 0.69 0.52 Avail Cap(c_a), veh/h 853 683 573 258 496 420 1011 2502 1059 882 2359 986 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 28.5 24.3 24.8 29.4 25.3 25.4 28.2 18.0 15.7 27.6 18.7 17.4 Incr Delay (d2), s/veh 1.0 1.4 2.5 5.0 2.1 2.8 1.0 0.4 0.1 1.0 0.7 0.9 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 1.2 2.0 2.1 1.4 2.2 2.0 1.4 2.9 0.5 1.7 4.4 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.5 25.7 27.3 34.4 27.4 28.2 29.2 18.3 15.8 28.6 19.5 18.3 LnGrp LOS CCCCCCCBBCBB
Approach Vol, veh/h 490 406 813 1312
Approach Delay, s/veh 27.6 29.3 20.8 21.0
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.6 26.4 9.2 17.1 10.6 27.4 10.1 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 17.8 45.4 10.4 24.8 20.4 42.8 17.2 18.0 Max Q Clear Time (g_c+I1), s 6.8 10.3 5.7 8.2 5.9 14.8 5.5 7.9 Green Ext Time (p_c), s 0.3 3.7 0.0 1.1 0.3 6.4 0.2 0.9 Intersection Summary
HCM 6th Ctrl Delay 23.1
HCM 6th LOS C

6.6-36
3042
Timings Rich Haven Specific Plan TA (JN:14822)
23: Hamner Av. & Chino Av. 10/06/2022
OYC (2027) Without Project Conditions With Improvements - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 21
Lane Group EBL NBT SBT
Lane Configurations
Traffic Volume (vph) 1 757 1023
Future Volume (vph) 1 757 1023
Turn Type Prot NA NA
Protected Phases 4 2 6
Permitted Phases
Detector Phase 4 2 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5
Total Split (s) 23.0 97.0 97.0
Total Split (%) 19.2% 80.8% 80.8%
Yellow Time (s) 3.5 3.5 3.5
All-Red Time (s) 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
Act Effct Green (s) 7.5 36.9 36.9
Actuated g/C Ratio 0.19 0.92 0.92
v/c Ratio 0.00 0.24 0.34
Control Delay 17.0 2.1 2.5
Queue Delay 0.0 0.0 0.0
Total Delay 17.0 2.1 2.5

LOS B A A
Approach Delay 17.0 2.1 2.5
Approach LOS B A A
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 39.9
Natural Cycle: 50
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.34
Intersection Signal Delay: 2.3 Intersection LOS: A
Intersection Capacity Utilization 40.0% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 23: Hamner Av. & Chino Av.

6.6-37
3043
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 23: Hamner Av. & Chino Av. 10/06/2022
OYC (2027) Without Project Conditions With Improvements - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 22
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 1 0 0 757 1023 2
Future Volume (veh/h) 1 0 0 757 1023 2
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 832 1 0 832 1124 2
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91
Percent Heavy Veh, % 222222
Cap, veh/h 9999 9999 0 2014 1960 3
Arrive On Green 0.16 0.16 0.00 0.54 0.54 0.54
Sat Flow, veh/h 1897708650496714818781184 0 3741 3733 6 Grp Volume(v), veh/h 832 1 0 832 549 577
Grp Sat Flow(s),veh/h/ln 1781 1585 0 1870 1777 1869
Q Serve(g_s), s 0.0 0.0 0.0 4.0 6.3 6.3
Cycle Q Clear(g_c), s 0.0 0.0 0.0 4.0 6.3 6.3
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h312639520768117763391488 0 2014 957 1006 V/C Ratio(X) 0.00 0.00 0.00 0.41 0.57 0.57
Avail Cap(c_a), veh/h1157804982272436115832832 0 11411 5420 5702 HCM Platoon Ratio 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
Uniform Delay (d), s/veh 0.0 0.0 0.0 4.2 4.7 4.7
Incr Delay (d2), s/veh 0.0 0.0 0.0 0.1 0.5 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 0.0 0.0 0.0 0.1 0.2 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.0 0.0 4.3 5.2 5.2
LnGrp LOS AAAAAA
Approach Vol, veh/h 833 832 1126
Approach Delay, s/veh 0.0 4.3 5.2
Approach LOS A A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 20.8 9.5 20.8
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 92.5 18.5 92.5
Max Q Clear Time (g_c+I1), s 6.0 2.0 8.3
Green Ext Time (p_c), s 6.0 3.0 8.1
Intersection Summary
HCM 6th Ctrl Delay 3.4
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

6.6-38
3044
Timings Rich Haven Specific Plan TA (JN:14822)
24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
OYC (2027) Without Project Conditions With Improvements - 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) 154 1181 281 410 964 166 329 424 323 265 581 104 Future Volume (vph) 154 1181 281 410 964 166 329 424 323 265 581 104 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) 15.0 48.5 48.5 17.0 50.5 50.5 17.0 51.5 51.5 13.0 47.5 47.5 Total Split (%) 11.5% 37.3% 37.3% 13.1% 38.8% 38.8% 13.1% 39.6% 39.6% 10.0% 36.5% 36.5% 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 Lag Lag Lag Lead Lead Lead Lag Lead Lead Lag Lead Lead 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) 16.4 26.6 26.6 12.8 23.0 23.0 12.8 17.4 17.4 12.5 17.1 17.1 Actuated g/C Ratio 0.18 0.29 0.29 0.14 0.25 0.25 0.14 0.19 0.19 0.14 0.19 0.19 v/c Ratio 0.25 0.57 0.49 0.87 0.54 0.33 0.70 0.42 0.68 0.57 0.44 0.15 Control Delay 38.6 29.2 11.9 59.3 30.9 6.3 48.7 33.6 17.4 45.9 33.7 1.5 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 38.6 29.2 11.9 59.3 30.9 6.3 48.7 33.6 17.4 45.9 33.7 1.5

LOS DCBECADCBDCA
Approach Delay 27.1 35.8 33.3 33.6
Approach LOS CDCC
Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 92
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.87
Intersection Signal Delay: 32.2 Intersection LOS: C
Intersection Capacity Utilization 64.9% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 24: Hamner Av. & Cantu Galleano Ranch Rd.

6.6-39
3045
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 With Improvements - 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) 154 1181 281 410 964 166 329 424 323 265 581 104 Future Volume (veh/h) 154 1181 281 410 964 166 329 424 323 265 581 104 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 160 1230 85 427 1004 69 343 442 154 276 605 -74 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 599 2159 457 517 1799 381 438 806 228 472 1146 486 Arrive On Green 0.17 0.29 0.29 0.15 0.24 0.24 0.12 0.14 0.14 0.13 0.15 0.00 Sat Flow, veh/h 3563 7481 1585 3563 7481 1585 3563 5611 1585 3563 7481 3170 Grp Volume(v), veh/h 160 1230 85 427 1004 69 343 442 154 276 605 -74 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 3.0 10.6 1.9 8.8 8.9 2.6 7.1 5.5 4.6 5.5 5.6 0.0 Cycle Q Clear(g_c), s 3.0 10.6 1.9 8.8 8.9 2.6 7.1 5.5 4.6 5.5 5.6 0.0 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 599 2159 457 517 1799 381 438 806 228 472 1146 486 V/C Ratio(X) 0.27 0.57 0.19 0.83 0.56 0.18 0.78 0.55 0.68 0.58 0.53 -0.15 Avail Cap(c_a), veh/h 599 4163 882 585 4361 924 585 3367 951 472 4093 1734 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 0.00 Uniform Delay (d), s/veh 27.3 22.9 7.8 31.3 25.2 22.8 32.1 30.0 13.5 30.8 29.4 0.0 Incr Delay (d2), s/veh 0.1 0.2 0.2 7.6 0.3 0.2 3.4 0.6 3.5 1.3 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 4.0 1.0 3.9 3.5 0.9 3.0 2.3 2.5 2.2 2.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.4 23.1 8.0 38.9 25.4 23.0 35.6 30.6 17.0 32.1 29.8 0.0 LnGrp LOS C C A DCCDCBCCA
Approach Vol, veh/h 1475 1500 939 807
Approach Delay, s/veh 22.7 29.2 30.2 33.3
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.6 17.0 15.6 28.3 13.9 17.8 19.2 24.6 Change Period (Y+Rc), s 4.6 6.2 4.6 6.5 4.6 6.2 6.5 * 6.5 Max Green Setting (Gmax), s 8.4 45.3 12.4 42.0 12.4 41.3 10.4 * 44 Max Q Clear Time (g_c+I1), s 7.5 7.5 10.8 12.6 9.1 7.6 5.0 10.9 Green Ext Time (p_c), s 0.1 3.3 0.2 9.2 0.2 3.9 0.1 7.3 Intersection Summary
HCM 6th Ctrl Delay 28.1
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

6.6-40
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Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report REV
APPENDIX 6.6: OPENING YEAR CUMULATIVE (2027) WITH PROJECT

CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS

WITH IMPROVEMENTS
3047
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report REV
This Page Intentionally Left Blank
3048
Timings Rich Haven Specific Plan TA (JN:14822)
3: Archibald Av. & Riverside Dr. 10/06/2022
OYC (2027) With Project Conditions With Improvements - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 164 439 210 131 612 289 352 1662 244 730 Future Volume (vph) 164 439 210 131 612 289 352 1662 244 730 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA
Protected Phases 7 4 3 8 5216
Permitted Phases 4 8
Detector Phase 7443885216
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) 17.0 38.8 38.8 16.4 38.2 38.2 22.5 50.8 14.0 42.3 Total Split (%) 14.2% 32.3% 32.3% 13.7% 31.8% 31.8% 18.8% 42.3% 11.7% 35.3% 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) 12.4 28.7 28.7 11.5 27.8 27.8 16.5 44.7 9.4 37.6 Actuated g/C Ratio 0.11 0.25 0.25 0.10 0.24 0.24 0.14 0.39 0.08 0.32 v/c Ratio 1.01 0.55 0.41 0.87 0.79 0.63 0.84 1.04 1.02 0.62 Control Delay 124.5 40.6 7.0 96.5 49.4 22.7 66.3 67.3 115.4 34.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 124.5 40.6 7.0 96.5 49.4 22.7 66.3 67.3 115.4 34.0

LOS FDAFDCEEFC
Approach Delay 48.9 47.9 67.2 51.0
Approach LOS D D E D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 115.9
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.04
Intersection Signal Delay: 56.8 Intersection LOS: E
Intersection Capacity Utilization 92.9% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 3: Archibald Av. & Riverside Dr.

6.7-1
3049
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 3: Archibald Av. & Riverside Dr. 10/06/2022
OYC (2027) With Project Conditions With Improvements - 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) 164 439 210 131 612 289 352 1662 173 244 730 192 Future Volume (veh/h) 164 439 210 131 612 289 352 1662 173 244 730 192 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.99 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 171 457 115 136 638 155 367 1731 91 254 760 106 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 171 791 347 159 768 336 419 1804 95 251 1472 204 Arrive On Green 0.11 0.24 0.24 0.10 0.23 0.23 0.14 0.38 0.38 0.08 0.34 0.34 Sat Flow, veh/h 1594 3367 1477 1594 3367 1473 3092 4701 247 3092 4287 593 Grp Volume(v), veh/h 171 457 115 136 638 155 367 1187 635 254 570 296 Grp Sat Flow(s),veh/h/ln 1594 1683 1477 1594 1683 1473 1546 1612 1723 1546 1612 1656 Q Serve(g_s), s 12.4 13.9 7.5 9.7 20.9 8.0 13.5 41.6 41.7 9.4 16.3 16.6 Cycle Q Clear(g_c), s 12.4 13.9 7.5 9.7 20.9 8.0 13.5 41.6 41.7 9.4 16.3 16.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.14 1.00 0.36
Lane Grp Cap(c), veh/h 171 791 347 159 768 336 419 1237 661 251 1107 568 V/C Ratio(X) 1.00 0.58 0.33 0.85 0.83 0.46 0.88 0.96 0.96 1.01 0.52 0.52 Avail Cap(c_a), veh/h 171 947 415 162 929 407 477 1241 663 251 1107 568 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 51.8 39.2 36.8 51.3 42.6 22.1 49.2 34.8 34.9 53.3 30.4 30.4 Incr Delay (d2), s/veh 69.7 0.7 0.6 31.4 5.5 1.0 14.0 16.7 25.5 60.2 0.4 0.9 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 8.1 5.6 2.7 5.1 8.9 3.6 5.8 17.9 20.8 5.6 6.1 6.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 121.4 39.9 37.3 82.7 48.1 23.1 63.2 51.5 60.3 113.5 30.8 31.3 LnGrp LOS F D D F D C E D E F C C
Approach Vol, veh/h 743 929 2189 1120
Approach Delay, s/veh 58.3 49.0 56.0 49.7
Approach LOS E D E D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.6 50.7 16.2 33.4 20.3 46.0 17.0 32.6 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 9.4 * 45 11.8 32.6 17.9 36.1 12.4 32.0 Max Q Clear Time (g_c+I1), s 11.4 43.7 11.7 15.9 15.5 18.6 14.4 22.9 Green Ext Time (p_c), s 0.0 0.8 0.0 2.7 0.2 4.7 0.0 2.9 Intersection Summary
HCM 6th Ctrl Delay 53.6
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

6.7-2
3050
Timings Rich Haven Specific Plan TA (JN:14822)
6: Archibald Av. & Edison Av./Ontario Ranch Rd. 10/06/2022 OYC (2027) With Project Conditions With Improvements - 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) 38 550 72 507 787 353 184 1400 484 282 700 68 Future Volume (vph) 38 550 72 507 787 353 184 1400 484 282 700 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 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 20.0 49.6 49.6 11.0 46.8 14.0 49.8 49.8 Total Split (%) 8.0% 32.7% 16.7% 41.3% 41.3% 9.2% 39.0% 11.7% 41.5% 41.5% 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) 5.1 22.9 107.8 15.6 37.8 37.8 6.5 37.6 107.8 9.5 40.6 40.6 Actuated g/C Ratio 0.05 0.21 1.00 0.14 0.35 0.35 0.06 0.35 1.00 0.09 0.38 0.38 v/c Ratio 0.30 0.54 0.05 1.29 0.70 0.62 1.06 0.83 0.36 1.14 0.39 0.11 Control Delay 59.6 39.2 0.1 186.9 34.6 21.8 133.9 37.7 0.7 144.9 25.8 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 59.6 39.2 0.1 186.9 34.6 21.8 133.9 37.7 0.7 144.9 25.8 0.4

LOS EDAFCCFDAFCA
Approach Delay 36.1 78.7 37.6 56.2
Approach LOS D E D E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 107.8
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.29
Intersection Signal Delay: 53.5 Intersection LOS: D
Intersection Capacity Utilization 84.2% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 6: Archibald Av. & Edison Av./Ontario Ranch Rd.

6.7-3
3051
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) With Project Conditions With Improvements - 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) 38 550 72 507 787 353 184 1400 484 282 700 68 Future Volume (veh/h) 38 550 72 507 787 353 184 1400 484 282 700 68 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 42 604 0 557 865 365 202 1538 0 310 769 64 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 102 1021 452 1094 458 199 1867 284 2023 564
Arrive On Green 0.03 0.19 0.00 0.15 0.31 0.31 0.06 0.35 0.00 0.09 0.38 0.38 Sat Flow, veh/h 3000 5316 1502 3000 3544 1483 3188 5316 1502 3092 5316 1482 Grp Volume(v), veh/h 42 604 0 557 865 365 202 1538 0 310 769 64 Grp Sat Flow(s),veh/h/ln 1500 1772 1502 1500 1772 1483 1594 1772 1502 1546 1772 1482 Q Serve(g_s), s 1.4 10.6 0.0 15.4 22.8 23.1 6.4 27.0 0.0 9.4 10.7 2.9 Cycle Q Clear(g_c), s 1.4 10.6 0.0 15.4 22.8 23.1 6.4 27.0 0.0 9.4 10.7 2.9 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 102 1021 452 1094 458 199 1867 284 2023 564 V/C Ratio(X) 0.41 0.59 1.23 0.79 0.80 1.01 0.82 1.09 0.38 0.11 Avail Cap(c_a), veh/h 147 1715 452 1504 629 199 2095 284 2251 627 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 48.4 37.6 0.0 43.4 32.3 32.4 47.9 30.3 0.0 46.4 22.9 20.5 Incr Delay (d2), s/veh 1.0 0.5 0.0 122.8 2.0 5.0 67.0 2.5 0.0 79.8 0.1 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 0.5 4.4 0.0 13.1 9.4 8.3 4.3 10.8 0.0 6.6 4.1 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.4 38.2 0.0 166.3 34.4 37.4 115.0 32.8 0.0 126.2 23.1 20.6 LnGrp LOS D D F C D F C F C C
Approach Vol, veh/h 646 1787 1740 1143
Approach Delay, s/veh 38.9 76.1 42.4 50.9
Approach LOS D E D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.0 42.4 20.0 25.8 11.0 45.4 8.1 37.8 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 9.4 40.3 15.4 33.0 6.4 43.3 5.0 43.4 Max Q Clear Time (g_c+I1), s 11.4 29.0 17.4 12.6 8.4 12.7 3.4 25.1 Green Ext Time (p_c), s 0.0 6.9 0.0 3.5 0.0 5.2 0.0 6.5 Intersection Summary
HCM 6th Ctrl Delay 55.1
HCM 6th LOS E
Notes
Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay.

6.7-4
3052
Timings Rich Haven Specific Plan TA (JN:14822)
8: Turner Av. & Chino Av. 10/06/2022
OYC (2027) With Project Conditions With Improvements - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 7
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 107 199 67 318 142 448 93 209
Future Volume (vph) 107 199 67 318 142 448 93 209
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 4826
Permitted Phases 4826
Detector Phase 44882266
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) 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 Total Split (%) 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 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) 23.7 23.7 23.7 23.7 24.4 24.4 24.4 24.4 Actuated g/C Ratio 0.40 0.40 0.40 0.40 0.41 0.41 0.41 0.41 v/c Ratio 0.62 0.31 0.27 0.48 0.54 0.50 0.55 0.29
Control Delay 29.2 9.8 16.1 12.8 22.1 14.9 26.9 11.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 29.2 9.8 16.1 12.8 22.1 14.9 26.9 11.2

LOS CABBCBCB
Approach Delay 14.8 13.2 16.5 15.0
Approach LOS BBBB
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 59.1
Natural Cycle: 45
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.62
Intersection Signal Delay: 15.0 Intersection LOS: B
Intersection Capacity Utilization 57.1% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 8: Turner Av. & Chino Av.

6.7-5
3053
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 8: Turner Av. & Chino Av. 10/06/2022
OYC (2027) With Project Conditions With Improvements - 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) 107 199 107 67 318 157 142 448 57 93 209 82 Future Volume (veh/h) 107 199 107 67 318 157 142 448 57 93 209 82 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.97 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 145 269 145 91 430 212 192 605 77 126 282 111 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 Percent Heavy Veh, % 222222222222
Cap, veh/h 329 917 480 426 937 457 420 1235 157 305 978 375 Arrive On Green 0.43 0.43 0.43 0.43 0.43 0.43 0.41 0.41 0.41 0.41 0.41 0.41 Sat Flow, veh/h 704 2136 1118 870 2181 1064 886 2991 380 678 2368 908 Grp Volume(v), veh/h 145 210 204 91 331 311 192 340 342 126 198 195 Grp Sat Flow(s),veh/h/ln 704 1683 1571 870 1683 1562 886 1683 1688 678 1683 1593 Q Serve(g_s), s 10.5 4.6 4.9 4.4 8.0 8.1 10.6 8.5 8.5 9.6 4.5 4.7 Cycle Q Clear(g_c), s 18.7 4.6 4.9 9.2 8.0 8.1 15.2 8.5 8.5 18.1 4.5 4.7 Prop In Lane 1.00 0.71 1.00 0.68 1.00 0.23 1.00 0.57
Lane Grp Cap(c), veh/h 329 723 674 426 723 671 420 695 697 305 695 658 V/C Ratio(X) 0.44 0.29 0.30 0.21 0.46 0.46 0.46 0.49 0.49 0.41 0.29 0.30 Avail Cap(c_a), veh/h 711 1636 1527 898 1636 1518 915 1636 1641 684 1636 1549 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 18.3 10.6 10.7 13.7 11.6 11.6 16.3 12.3 12.3 19.0 11.2 11.2 Incr Delay (d2), s/veh 0.9 0.2 0.2 0.2 0.5 0.5 0.8 0.5 0.5 0.9 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 1.5 1.4 1.4 0.7 2.4 2.3 1.8 2.6 2.6 1.3 1.3 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.2 10.8 10.9 14.0 12.0 12.1 17.1 12.9 12.9 19.9 11.4 11.5 LnGrp LOS BBBBBBBBBBBB
Approach Vol, veh/h 559 733 874 519
Approach Delay, s/veh 13.0 12.3 13.8 13.5
Approach LOS BBBB
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 28.1 29.0 28.1 29.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 55.5 55.5 55.5 55.5
Max Q Clear Time (g_c+I1), s 17.2 20.7 20.1 11.2
Green Ext Time (p_c), s 5.6 3.9 3.5 4.9
Intersection Summary
HCM 6th Ctrl Delay 13.2
HCM 6th LOS B

6.7-6
3054
Timings Rich Haven Specific Plan TA (JN:14822)
12: Haven Av. & Riverside Dr. 10/06/2022
OYC (2027) With Project Conditions With Improvements - 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) 388 624 251 467 67 1245 242 320 835 281 Future Volume (vph) 388 624 251 467 67 1245 242 320 835 281 Turn Type Prot NA Prot NA Prot NA Perm Prot NA Perm
Protected Phases 743852 16
Permitted Phases 2 6
Detector Phase 7438522166
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.6 25.2 9.6 30.2 9.5 23.7 23.7 15.8 24.8 24.8 Total Split (s) 18.0 32.2 16.0 30.2 13.0 43.8 43.8 28.0 58.8 58.8 Total Split (%) 15.0% 26.8% 13.3% 25.2% 10.8% 36.5% 36.5% 23.3% 49.0% 49.0% Yellow Time (s) 3.6 5.2 3.6 5.2 3.5 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 4.5 4.7 4.7 5.8 5.8 5.8 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min Min Min Min Min Act Effct Green (s) 13.4 26.0 11.4 24.0 8.1 39.1 39.1 22.2 55.6 55.6 Actuated g/C Ratio 0.11 0.22 0.10 0.20 0.07 0.33 0.33 0.18 0.46 0.46 v/c Ratio 1.17 0.94 0.89 1.00 0.66 1.15 0.43 1.16 0.54 0.36 Control Delay 149.1 67.7 84.4 79.0 82.9 116.2 11.3 148.3 25.3 3.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 149.1 67.7 84.4 79.0 82.9 116.2 11.3 148.3 25.3 3.6

LOS FEFEFFBFCA
Approach Delay 97.5 80.5 98.4 48.4
Approach LOS F F F D
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: 80.5 Intersection LOS: F
Intersection Capacity Utilization 107.4% ICU Level of Service G Analysis Period (min) 15
Splits and Phases: 12: Haven Av. & Riverside Dr.

6.7-7
3055
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 12: Haven Av. & Riverside Dr. 10/06/2022
OYC (2027) With Project Conditions With Improvements - 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) 388 624 48 251 467 203 67 1245 242 320 835 281 Future Volume (veh/h) 388 624 48 251 467 203 67 1245 242 320 835 281 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 0.95 1.00 0.99 1.00 0.99 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 413 664 30 267 497 72 71 1324 129 340 888 123 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, % 222222222222
Cap, veh/h 354 710 32 301 587 85 87 1149 482 293 1644 691 Arrive On Green 0.17 0.32 0.32 0.14 0.29 0.29 0.08 0.49 0.49 0.28 0.70 0.70 Sat Flow, veh/h 3188 3354 151 3188 3008 433 1594 3544 1488 1594 3544 1490 Grp Volume(v), veh/h 413 350 344 267 292 277 71 1324 129 340 888 123 Grp Sat Flow(s),veh/h/ln 1594 1772 1734 1594 1772 1669 1594 1772 1488 1594 1772 1490 Q Serve(g_s), s 13.4 23.2 23.2 9.9 18.6 18.9 5.3 39.1 6.2 22.2 14.7 3.5 Cycle Q Clear(g_c), s 13.4 23.2 23.2 9.9 18.6 18.9 5.3 39.1 6.2 22.2 14.7 3.5 Prop In Lane 1.00 0.09 1.00 0.26 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 354 375 367 301 346 326 87 1149 482 293 1644 691 V/C Ratio(X) 1.17 0.93 0.94 0.89 0.84 0.85 0.81 1.15 0.27 1.16 0.54 0.18 Avail Cap(c_a), veh/h 354 382 374 301 353 332 112 1149 482 293 1644 691 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 50.3 40.4 40.4 51.1 40.9 41.0 54.7 31.0 22.5 43.7 12.1 10.4 Incr Delay (d2), s/veh 101.3 29.7 30.4 24.8 16.5 18.5 28.2 79.0 0.3 102.8 0.4 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.8 11.7 11.5 4.7 8.6 8.3 2.8 27.0 2.0 16.0 4.3 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 151.5 70.0 70.8 76.0 57.5 59.5 82.9 110.0 22.8 146.5 12.4 10.5 LnGrp LOS F EEEEEFFCFBB
Approach Vol, veh/h 1107 836 1524 1351
Approach Delay, s/veh 100.7 64.0 101.4 46.0
Approach LOS F E F D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 28.0 44.9 16.0 31.7 11.1 61.8 18.0 29.7 Change Period (Y+Rc), s 5.8 * 5.8 4.6 6.2 4.5 5.8 4.6 6.2 Max Green Setting (Gmax), s 22.2 * 39 11.4 26.0 8.5 53.0 13.4 24.0 Max Q Clear Time (g_c+I1), s 24.2 41.1 11.9 25.2 7.3 16.7 15.4 20.9 Green Ext Time (p_c), s 0.0 0.0 0.0 0.3 0.0 7.1 0.0 0.9 Intersection Summary
HCM 6th Ctrl Delay 79.2
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

6.7-8
3056
Timings Rich Haven Specific Plan TA (JN:14822)
13: Haven Av. & Chino Av. 12/15/2022
OYC (2027) With Project Conditions With Improvements - 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) 174 98 156 121 201 1397 922
Future Volume (vph) 174 98 156 121 201 1397 922
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) 18.8 24.0 17.6 22.8 23.5 68.8 54.9 9.6
Total Split (%) 15.7% 20.0% 14.7% 19.0% 19.6% 57.3% 45.8% 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) 14.2 16.8 12.6 14.8 17.7 69.9 48.7
Actuated g/C Ratio 0.12 0.15 0.11 0.13 0.15 0.61 0.42
v/c Ratio 0.95 0.78 0.88 0.55 0.88 0.94 0.86
Control Delay 103.7 59.2 91.5 56.9 82.9 30.6 37.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 103.7 59.2 91.5 56.9 82.9 30.6 37.5

LOS FEFEFCD
Approach Delay 79.5 76.4 35.8 37.5
Approach LOS E E D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 115.2
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.95
Intersection Signal Delay: 43.6 Intersection LOS: D
Intersection Capacity Utilization 96.9% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 13: Haven Av. & Chino Av.

6.7-9
3057
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 13: Haven Av. & Chino Av. 12/15/2022
OYC (2027) With Project Conditions With Improvements - 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) 174 98 107 156 121 0 201 1397 434 0 922 203 Future Volume (veh/h) 174 98 107 156 121 0 201 1397 434 0 922 203 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 185 107 61 170 132 0 214 1486 238 0 981 110 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 214 140 80 203 196 0 244 1767 278 2 1190 133 Arrive On Green 0.13 0.13 0.13 0.11 0.10 0.00 0.15 0.59 0.59 0.00 0.39 0.39 Sat Flow, veh/h 1594 1118 637 1781 1870 0 1594 2989 471 1781 3052 342 Grp Volume(v), veh/h 185 0 168 170 132 0 214 871 853 0 541 550 Grp Sat Flow(s),veh/h/ln 1594 0 1756 1781 1870 0 1594 1772 1687 1781 1683 1710 Q Serve(g_s), s 10.8 0.0 8.8 8.9 6.5 0.0 12.5 37.7 39.9 0.0 27.5 27.6 Cycle Q Clear(g_c), s 10.8 0.0 8.8 8.9 6.5 0.0 12.5 37.7 39.9 0.0 27.5 27.6 Prop In Lane 1.00 0.36 1.00 0.00 1.00 0.28 1.00 0.20
Lane Grp Cap(c), veh/h 214 0 220 203 196 0 244 1047 997 2 656 667 V/C Ratio(X) 0.87 0.00 0.76 0.84 0.67 0.00 0.88 0.83 0.86 0.00 0.82 0.82 Avail Cap(c_a), veh/h 237 0 343 243 334 0 316 1171 1115 93 886 901 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 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 40.4 0.0 40.3 41.4 41.1 0.0 39.5 15.7 16.1 0.0 26.2 26.2 Incr Delay (d2), s/veh 23.3 0.0 5.4 16.9 4.0 0.0 16.5 4.8 6.2 0.0 4.7 4.7 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 5.5 0.0 4.0 4.7 3.1 0.0 5.8 13.8 14.2 0.0 11.4 11.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.7 0.0 45.8 58.3 45.1 0.0 56.0 20.4 22.3 0.0 30.9 30.8 LnGrp LOS E A D E D A E C C A C C
Approach Vol, veh/h 353 302 1938 1091
Approach Delay, s/veh 55.2 52.5 25.2 30.9
Approach LOS E D C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 0.0 62.1 15.4 17.7 19.2 43.0 17.4 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 63.0 13.0 * 19 18.9 * 50 14.2 17.0 Max Q Clear Time (g_c+I1), s 0.0 41.9 10.9 10.8 14.5 29.6 12.8 8.5 Green Ext Time (p_c), s 0.0 12.5 0.0 0.5 0.1 7.6 0.0 0.3 Intersection Summary
HCM 6th Ctrl Delay 32.0
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

6.7-10
3058
Timings Rich Haven Specific Plan TA (JN:14822)
14: Haven Av. & Schaefer av. 10/06/2022
OYC (2027) With Project Conditions With Improvements - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 13
Lane Group EBL EBR NBL NBT SBT
Lane Configurations
Traffic Volume (vph) 81 142 157 1854 1095
Future Volume (vph) 81 142 157 1854 1095
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 27.3 92.2 64.9
Total Split (%) 23.2% 23.2% 22.8% 76.8% 54.1%
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) 13.0 13.0 14.8 62.1 42.5
Actuated g/C Ratio 0.15 0.15 0.17 0.71 0.49
v/c Ratio 0.37 0.44 0.64 0.85 0.73
Control Delay 43.1 11.1 48.5 13.4 21.4
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 43.1 11.1 48.5 13.4 21.4

LOS DBDBC
Approach Delay 22.7 16.2 21.4
Approach LOS C B C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 87.4
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.85
Intersection Signal Delay: 18.4 Intersection LOS: B
Intersection Capacity Utilization 72.4% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 14: Haven Av. & Schaefer av.

6.7-11
3059
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 14: Haven Av. & Schaefer av. 10/06/2022
OYC (2027) With Project Conditions With Improvements - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 14
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 81 142 157 1854 1095 58
Future Volume (veh/h) 81 142 157 1854 1095 58
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 88 100 171 2015 1190 60
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 222222
Cap, veh/h 191 180 205 2491 1857 94
Arrive On Green 0.12 0.12 0.13 0.74 0.56 0.56
Sat Flow, veh/h 1594 1502 1594 3455 3341 168
Grp Volume(v), veh/h 88 100 171 2015 631 619
Grp Sat Flow(s),veh/h/ln 1594 1502 1594 1683 1772 1737
Q Serve(g_s), s 4.2 5.2 8.6 32.0 20.3 20.3
Cycle Q Clear(g_c), s 4.2 5.2 8.6 32.0 20.3 20.3
Prop In Lane 1.00 1.00 1.00 0.10
Lane Grp Cap(c), veh/h 191 180 205 2491 985 965
V/C Ratio(X) 0.46 0.56 0.84 0.81 0.64 0.64
Avail Cap(c_a), veh/h 425 400 438 3525 1269 1244
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 33.9 34.3 35.1 7.0 12.6 12.7
Incr Delay (d2), s/veh 1.7 2.7 3.4 1.0 0.7 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 1.6 0.1 3.3 6.4 6.7 6.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.6 37.0 38.6 7.9 13.3 13.4
LnGrp LOS D D D A B B
Approach Vol, veh/h 188 2186 1250
Approach Delay, s/veh 36.3 10.3 13.4
Approach LOS D B B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 66.9 15.7 15.2 51.7
Change Period (Y+Rc), s 5.8 5.8 4.6 5.8
Max Green Setting (Gmax), s 86.4 22.0 22.7 59.1
Max Q Clear Time (g_c+I1), s 34.0 7.2 10.6 22.3
Green Ext Time (p_c), s 27.1 0.4 0.2 9.6
Intersection Summary
HCM 6th Ctrl Delay 12.7
HCM 6th LOS B

6.7-12
3060
Timings Rich Haven Specific Plan TA (JN:14822)
15: Haven Av. & Ontario Ranch Rd. 10/06/2022
OYC (2027) With Project Conditions With Improvements - 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) 320 1311 19 83 1346 723 40 585 130 726 326 382 Future Volume (vph) 320 1311 19 83 1346 723 40 585 130 726 326 382 Turn Type Prot NA pm+ov Prot NA Perm Prot NA pm+ov Prot NA Perm Protected Phases 74538 52316
Permitted Phases 4826
Detector Phase 745388523166
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 5.0 10.0 10.0 5.0 10.0 5.0 5.0 10.0 10.0 Minimum Split (s) 9.6 29.2 9.6 9.6 34.5 34.5 9.6 47.8 9.6 9.6 45.8 45.8 Total Split (s) 13.0 41.3 12.5 9.7 38.0 38.0 12.5 49.0 9.7 20.0 56.5 56.5 Total Split (%) 10.8% 34.4% 10.4% 8.1% 31.7% 31.7% 10.4% 40.8% 8.1% 16.7% 47.1% 47.1% Yellow Time (s) 3.6 5.2 3.6 3.6 5.5 5.5 3.6 4.8 3.6 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 4.6 4.6 6.5 6.5 4.6 5.8 4.6 4.6 5.8 5.8 Lead/Lag Lead Lag Lead Lead Lag Lag Lead Lag Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min None None Min Min None None None None None None Act Effct Green (s) 8.5 35.3 43.7 5.1 31.7 31.7 6.7 25.5 31.9 15.5 36.4 36.4 Actuated g/C Ratio 0.08 0.34 0.43 0.05 0.31 0.31 0.07 0.25 0.31 0.15 0.35 0.35 v/c Ratio 1.32 0.78 0.03 0.60 0.66 1.19 0.42 0.72 0.26 1.64 0.28 0.63 Control Delay 208.4 34.8 0.1 67.3 33.7 121.9 61.0 39.8 7.1 326.9 24.9 17.9 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 208.4 34.8 0.1 67.3 33.7 121.9 61.0 39.8 7.1 326.9 24.9 17.9

LOS F C A E C F E D A F C B
Approach Delay 68.1 64.6 35.3 175.9
Approach LOS E E D F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 102.8
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.64
Intersection Signal Delay: 88.5 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.

6.7-13
3061
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 15: Haven Av. & Ontario Ranch Rd. 10/06/2022
OYC (2027) With Project Conditions With Improvements - 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) 320 1311 19 83 1346 723 40 585 130 726 326 382 Future Volume (veh/h) 320 1311 19 83 1346 723 40 585 130 726 326 382 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 344 1410 9 89 1447 105 43 629 75 781 351 207 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 278 1728 541 141 2019 428 57 867 438 510 1308 552 Arrive On Green 0.09 0.32 0.32 0.05 0.28 0.28 0.04 0.24 0.24 0.16 0.37 0.37 Sat Flow, veh/h 3188 5316 1500 3000 7088 1502 1594 3544 1500 3188 3544 1496 Grp Volume(v), veh/h 344 1410 9 89 1447 105 43 629 75 781 351 207 Grp Sat Flow(s),veh/h/ln 1594 1772 1500 1500 1772 1502 1594 1772 1500 1594 1772 1496 Q Serve(g_s), s 8.4 23.5 0.4 2.8 17.7 5.2 2.6 15.7 3.6 15.4 6.7 9.8 Cycle Q Clear(g_c), s 8.4 23.5 0.4 2.8 17.7 5.2 2.6 15.7 3.6 15.4 6.7 9.8 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 278 1728 541 141 2019 428 57 867 438 510 1308 552 V/C Ratio(X) 1.24 0.82 0.02 0.63 0.72 0.25 0.76 0.73 0.17 1.53 0.27 0.38 Avail Cap(c_a), veh/h 278 1938 600 159 2319 491 131 1590 744 510 1866 788 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 43.9 29.9 19.8 45.0 30.9 26.5 46.0 33.4 25.4 40.4 21.3 22.2 Incr Delay (d2), s/veh 133.6 2.6 0.0 4.0 0.9 0.3 7.6 1.2 0.2 249.1 0.1 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 8.3 9.5 0.1 1.1 7.0 1.7 1.1 6.5 1.2 23.4 2.6 3.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 177.5 32.4 19.8 49.1 31.9 26.8 53.6 34.6 25.6 289.5 21.4 22.7 LnGrp LOS F C B DCCDCCFCC
Approach Vol, veh/h 1763 1641 747 1339
Approach Delay, s/veh 60.7 32.5 34.8 178.0
Approach LOS E C C F
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 20.0 29.3 9.1 37.8 8.0 41.3 13.0 33.9 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 15.4 43.2 5.1 * 35 7.9 50.7 8.4 31.5 Max Q Clear Time (g_c+I1), s 17.4 17.7 4.8 25.5 4.6 11.8 10.4 19.7 Green Ext Time (p_c), s 0.0 4.3 0.0 5.8 0.0 2.9 0.0 7.0 Intersection Summary
HCM 6th Ctrl Delay 77.3
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

6.7-14
3062
Timings Rich Haven Specific Plan TA (JN:14822)
22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
OYC (2027) With Project Conditions With Improvements - 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) 420 294 184 31 205 268 181 1351 64 269 809 252 Future Volume (vph) 420 294 184 31 205 268 181 1351 64 269 809 252 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) 25.0 33.0 33.0 10.0 18.0 18.0 27.0 51.0 51.0 26.0 50.0 50.0 Total Split (%) 20.8% 27.5% 27.5% 8.3% 15.0% 15.0% 22.5% 42.5% 42.5% 21.7% 41.7% 41.7% 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) 19.6 30.2 30.2 5.3 11.8 11.8 11.8 44.9 44.9 15.3 48.4 48.4 Actuated g/C Ratio 0.17 0.27 0.27 0.05 0.10 0.10 0.10 0.40 0.40 0.14 0.43 0.43 v/c Ratio 0.88 0.72 0.38 0.49 1.28 0.74 0.63 1.11 0.11 0.72 0.62 0.36 Control Delay 64.7 49.5 7.2 76.2 204.6 18.3 57.7 94.1 0.3 57.1 27.9 3.8 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 64.7 49.5 7.2 76.2 204.6 18.3 57.7 94.1 0.3 57.1 27.9 3.8

LOS EDAEFBEFAECA
Approach Delay 48.0 97.7 86.2 29.2
Approach LOS D F F C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 113.3
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.28
Intersection Signal Delay: 62.1 Intersection LOS: E
Intersection Capacity Utilization 90.8% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 22: Hamner Av./Milliken Av. & Riverside Dr.

6.7-15
3063
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
OYC (2027) With Project Conditions With Improvements - 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) 420 294 184 31 205 268 181 1351 64 269 809 252 Future Volume (veh/h) 420 294 184 31 205 268 181 1351 64 269 809 252 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 483 338 158 36 236 84 208 1553 63 309 930 146 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 539 437 370 48 191 162 269 1450 615 372 1564 663 Arrive On Green 0.17 0.25 0.25 0.03 0.11 0.11 0.08 0.61 0.41 0.12 0.66 0.44 Sat Flow, veh/h 3188 1772 1502 1594 1772 1502 3188 3544 1502 3188 3544 1502 Grp Volume(v), veh/h 483 338 158 36 236 84 208 1553 63 309 930 146 Grp Sat Flow(s),veh/h/ln 1594 1772 1502 1594 1772 1502 1594 1772 1502 1594 1772 1502 Q Serve(g_s), s 16.2 19.4 9.7 2.5 11.8 5.8 7.0 44.8 2.8 10.4 16.0 6.6 Cycle Q Clear(g_c), s 16.2 19.4 9.7 2.5 11.8 5.8 7.0 44.8 2.8 10.4 16.0 6.6 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 539 437 370 48 191 162 269 1450 615 372 1564 663 V/C Ratio(X) 0.90 0.77 0.43 0.74 1.24 0.52 0.77 1.07 0.10 0.83 0.59 0.22 Avail Cap(c_a), veh/h 594 437 370 79 191 162 652 1450 615 623 1564 663 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.50 1.00 1.00 1.50 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 44.5 38.4 34.7 52.6 48.8 46.1 49.1 21.1 19.9 47.3 13.0 18.9 Incr Delay (d2), s/veh 14.5 8.4 0.8 8.1 142.7 2.9 1.8 45.1 0.1 1.9 0.6 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.2 9.0 3.5 1.1 12.6 2.2 2.7 20.5 0.9 4.0 4.5 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.0 46.8 35.5 60.7 191.5 49.1 50.9 66.2 20.0 49.2 13.7 19.1 LnGrp LOS E D D E F D D F C D B B
Approach Vol, veh/h 979 356 1824 1385
Approach Delay, s/veh 51.0 144.7 62.9 22.2
Approach LOS D F E C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 17.4 51.0 7.9 33.2 13.9 54.5 23.1 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 44.8 5.4 26.8 22.4 43.8 20.4 11.8 Max Q Clear Time (g_c+I1), s 12.4 46.8 4.5 21.4 9.0 18.0 18.2 13.8 Green Ext Time (p_c), s 0.4 0.0 0.0 1.1 0.3 6.8 0.3 0.0 Intersection Summary
HCM 6th Ctrl Delay 54.3
HCM 6th LOS D

6.7-16
3064
Timings Rich Haven Specific Plan TA (JN:14822)
23: Hamner Av. & Chino Av. 10/06/2022
OYC (2027) With Project Conditions With Improvements - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 21
Lane Group EBL NBL NBT SBT
Lane Configurations
Traffic Volume (vph) 166 57 1450 909
Future Volume (vph) 166 57 1450 909
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) 23.3 62.7 62.7
Actuated g/C Ratio 0.24 0.66 0.66
v/c Ratio 0.79 0.84 0.48
Control Delay 46.8 17.5 9.1
Queue Delay 0.0 0.0 0.0
Total Delay 46.8 17.5 9.1

LOS D B A
Approach Delay 46.8 17.5 9.1
Approach LOS D B A
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 95.7
Natural Cycle: 65
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.84
Intersection Signal Delay: 17.8 Intersection LOS: B
Intersection Capacity Utilization 98.0% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 23: Hamner Av. & Chino Av.

6.7-17
3065
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 23: Hamner Av. & Chino Av. 10/06/2022
OYC (2027) With Project Conditions With Improvements - 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 1450 909 68
Future Volume (veh/h) 166 139 57 1450 909 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 1648 1033 77
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88
Percent Heavy Veh, % 222222
Cap, veh/h 217 181 104 2108 2161 161
Arrive On Green 0.24 0.24 0.64 0.64 0.64 0.64
Sat Flow, veh/h 916 766 82 3269 3446 250
Grp Volume(v), veh/h 348 0 874 839 547 563
Grp Sat Flow(s),veh/h/ln 1687 0 1650 1702 1777 1825
Q Serve(g_s), s 15.0 0.0 13.7 26.2 12.0 12.0
Cycle Q Clear(g_c), s 15.0 0.0 27.9 26.2 12.0 12.0
Prop In Lane 0.54 0.45 0.07 0.14
Lane Grp Cap(c), veh/h 399 0 1115 1097 1146 1177
V/C Ratio(X) 0.87 0.00 0.78 0.76 0.48 0.48
Avail Cap(c_a), veh/h 678 0 1764 1807 1886 1938
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 27.8 0.0 9.3 9.4 6.9 6.9
Incr Delay (d2), s/veh 6.5 0.0 1.3 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 6.2 0.0 6.5 6.5 3.0 3.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.4 0.0 10.5 10.6 7.2 7.2
LnGrp LOS C ABBAA
Approach Vol, veh/h 348 1713 1110
Approach Delay, s/veh 34.4 10.6 7.2
Approach LOS C B A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 53.4 22.4 53.4
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 29.9 17.0 14.0
Green Ext Time (p_c), s 19.0 0.9 8.0
Intersection Summary
HCM 6th Ctrl Delay 12.0
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

6.7-18
3066
Timings Rich Haven Specific Plan TA (JN:14822)
24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
OYC (2027) With Project Conditions With Improvements - 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) 471 1721 268 336 2085 312 405 697 451 248 298 477 Future Volume (vph) 471 1721 268 336 2085 312 405 697 451 248 298 477 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 43.5 43.5 9.6 43.5 43.5 9.6 43.2 43.2 9.6 43.2 43.2 Total Split (s) 17.0 43.6 43.6 16.9 43.5 43.5 15.0 45.9 45.9 13.6 44.5 44.5 Total Split (%) 14.2% 36.3% 36.3% 14.1% 36.3% 36.3% 12.5% 38.3% 38.3% 11.3% 37.1% 37.1% 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 Lag Lead Lead Lag Lead Lead 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) 12.5 37.3 37.3 12.4 37.2 37.2 21.1 27.3 27.3 9.1 15.3 15.3 Actuated g/C Ratio 0.12 0.35 0.35 0.11 0.34 0.34 0.20 0.25 0.25 0.08 0.14 0.14 v/c Ratio 1.20 0.70 0.38 0.86 0.85 0.48 0.61 0.51 0.82 0.87 0.29 0.59 Control Delay 154.6 33.3 5.2 69.9 37.7 14.0 45.4 35.4 30.9 78.7 41.4 8.0 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 154.6 33.3 5.2 69.9 37.7 14.0 45.4 35.4 30.9 78.7 41.4 8.0

LOS F C A E D B D D C E D A
Approach Delay 53.5 39.0 36.7 34.9
Approach LOS DDDC
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 108.1
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.20
Intersection Signal Delay: 42.6 Intersection LOS: D
Intersection Capacity Utilization 82.4% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 24: Hamner Av. & Cantu Galleano Ranch Rd.

6.7-19
3067
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
OYC (2027) With Project Conditions With Improvements - 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) 471 1721 268 336 2085 312 405 697 451 248 298 477 Future Volume (veh/h) 471 1721 268 336 2085 312 405 697 451 248 298 477 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 491 1793 278 350 2172 324 422 726 158 258 310 289 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 452 2795 592 418 2724 577 601 1087 307 325 871 369 Arrive On Green 0.13 0.37 0.37 0.12 0.36 0.36 0.17 0.19 0.19 0.09 0.12 0.12 Sat Flow, veh/h 3563 7481 1585 3563 7481 1585 3563 5611 1585 3563 7481 3170 Grp Volume(v), veh/h 491 1793 278 350 2172 324 422 726 158 258 310 289 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 12.4 19.3 7.2 9.4 25.4 10.8 10.9 11.7 6.3 6.9 3.7 6.3 Cycle Q Clear(g_c), s 12.4 19.3 7.2 9.4 25.4 10.8 10.9 11.7 6.3 6.9 3.7 6.3 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 452 2795 592 418 2724 577 601 1087 307 325 871 369 V/C Ratio(X) 1.09 0.64 0.47 0.84 0.80 0.56 0.70 0.67 0.51 0.79 0.36 0.78 Avail Cap(c_a), veh/h 452 2839 601 448 2831 600 601 2278 644 328 2931 1242 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 42.7 25.2 7.0 42.2 27.9 11.4 38.3 36.5 18.2 43.5 39.8 22.5 Incr Delay (d2), s/veh 67.8 0.5 0.6 11.4 1.6 1.1 3.1 0.7 1.3 11.5 0.2 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 9.3 7.8 4.0 4.5 10.4 5.1 4.8 5.1 3.1 3.4 1.6 3.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 110.4 25.7 7.6 53.7 29.5 12.5 41.5 37.2 19.5 55.0 40.1 26.1 LnGrp LOS F C A D C B D D B D D C
Approach Vol, veh/h 2562 2846 1306 857
Approach Delay, s/veh 40.0 30.5 36.4 39.8
Approach LOS DCDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.5 25.1 16.1 43.0 21.1 17.6 17.0 42.1 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 9.0 39.7 12.3 37.1 10.4 38.3 12.4 37.0 Max Q Clear Time (g_c+I1), s 8.9 13.7 11.4 21.3 12.9 8.3 14.4 27.4 Green Ext Time (p_c), s 0.0 5.2 0.1 10.8 0.0 3.0 0.0 8.2 Intersection Summary
HCM 6th Ctrl Delay 35.8
HCM 6th LOS D

6.7-20
3068
Timings Rich Haven Specific Plan TA (JN:14822)
3: Archibald Av. & Riverside Dr. 10/06/2022
OYC (2027) With Project Conditions With Improvements - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 183 692 370 222 517 204 303 1114 323 1145 Future Volume (vph) 183 692 370 222 517 204 303 1114 323 1145 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA
Protected Phases 7 4 3 8 5216
Permitted Phases 4 8
Detector Phase 7443885216
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) 20.0 38.2 38.2 22.2 40.4 40.4 17.4 41.3 18.3 42.2 Total Split (%) 16.7% 31.8% 31.8% 18.5% 33.7% 33.7% 14.5% 34.4% 15.3% 35.2% 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) 15.1 29.6 29.6 17.6 32.1 32.1 12.8 34.4 14.5 36.0 Actuated g/C Ratio 0.13 0.25 0.25 0.15 0.27 0.27 0.11 0.29 0.12 0.31 v/c Ratio 0.92 0.84 0.65 0.96 0.58 0.38 0.93 0.92 0.88 0.95 Control Delay 97.2 51.6 16.2 99.7 39.7 6.5 86.3 51.3 75.5 54.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 97.2 51.6 16.2 99.7 39.7 6.5 86.3 51.3 75.5 54.4

LOS FDBFDAFDED
Approach Delay 47.8 46.7 58.1 58.4
Approach LOS D D E E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 117.7
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.96
Intersection Signal Delay: 53.9 Intersection LOS: D
Intersection Capacity Utilization 92.0% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 3: Archibald Av. & Riverside Dr.

6.7-21
3069
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 3: Archibald Av. & Riverside Dr. 10/06/2022
OYC (2027) With Project Conditions With Improvements - 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) 183 692 370 222 517 204 303 1114 141 323 1145 216 Future Volume (veh/h) 183 692 370 222 517 204 303 1114 141 323 1145 216 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 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 187 706 194 227 528 106 309 1137 73 330 1168 118 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, % 222222222222
Cap, veh/h 211 835 363 242 902 401 342 1303 84 366 1349 136 Arrive On Green 0.13 0.25 0.25 0.15 0.27 0.27 0.11 0.28 0.28 0.12 0.30 0.30 Sat Flow, veh/h 1594 3367 1464 1594 3367 1495 3092 4640 298 3092 4460 450 Grp Volume(v), veh/h 187 706 194 227 528 106 309 790 420 330 844 442 Grp Sat Flow(s),veh/h/ln 1594 1683 1464 1594 1683 1495 1546 1612 1712 1546 1612 1686 Q Serve(g_s), s 13.3 23.1 13.3 16.3 15.8 4.5 11.4 27.0 27.0 12.2 28.6 28.7 Cycle Q Clear(g_c), s 13.3 23.1 13.3 16.3 15.8 4.5 11.4 27.0 27.0 12.2 28.6 28.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.17 1.00 0.27
Lane Grp Cap(c), veh/h 211 835 363 242 902 401 342 906 481 366 975 510 V/C Ratio(X) 0.89 0.85 0.53 0.94 0.59 0.26 0.90 0.87 0.87 0.90 0.87 0.87 Avail Cap(c_a), veh/h 212 931 405 242 995 442 342 978 520 366 1003 524 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 49.3 41.4 37.7 48.5 36.8 16.0 50.8 39.6 39.6 50.3 38.1 38.1 Incr Delay (d2), s/veh 32.1 6.7 1.2 40.1 0.7 0.3 25.5 8.3 14.4 23.9 7.9 14.0 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 7.0 9.9 4.7 8.9 6.3 2.2 5.5 11.2 12.7 5.7 11.7 13.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 81.4 48.0 38.9 88.6 37.5 16.3 76.3 47.9 54.1 74.2 46.1 52.1 LnGrp LOS F D D F D B E D D E D D
Approach Vol, veh/h 1087 861 1519 1616
Approach Delay, s/veh 52.2 48.4 55.4 53.5
Approach LOS D D E D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 19.9 38.7 22.2 34.9 17.4 41.2 19.9 37.2 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 13.7 * 35 17.6 32.0 12.8 36.0 15.4 34.2 Max Q Clear Time (g_c+I1), s 14.2 29.0 18.3 25.1 13.4 30.7 15.3 17.8 Green Ext Time (p_c), s 0.0 3.4 0.0 2.8 0.0 3.3 0.0 3.1 Intersection Summary
HCM 6th Ctrl Delay 52.9
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

6.7-22
3070
Timings Rich Haven Specific Plan TA (JN:14822)
6: Archibald Av. & Edison Av./Ontario Ranch Rd. 10/06/2022 OYC (2027) With Project Conditions With Improvements - 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) 105 1028 293 444 577 286 105 1047 561 394 1111 66 Future Volume (vph) 105 1028 293 444 577 286 105 1047 561 394 1111 66 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) 11.5 39.2 20.0 47.7 47.7 9.8 42.8 18.0 51.0 51.0 Total Split (%) 9.6% 32.7% 16.7% 39.8% 39.8% 8.2% 35.7% 15.0% 42.5% 42.5% 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) 6.7 29.0 110.2 15.5 37.8 37.8 5.2 30.2 110.2 13.5 38.5 38.5 Actuated g/C Ratio 0.06 0.26 1.00 0.14 0.34 0.34 0.05 0.27 1.00 0.12 0.35 0.35 v/c Ratio 0.62 0.78 0.21 1.11 0.50 0.47 0.74 0.76 0.39 1.10 0.63 0.11 Control Delay 67.8 42.4 0.3 123.7 30.9 12.4 82.1 40.6 0.8 123.5 31.9 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 67.8 42.4 0.3 123.7 30.9 12.4 82.1 40.6 0.8 123.5 31.9 0.4

LOS EDAFCBFDAFCA
Approach Delay 35.6 58.4 30.1 53.6
Approach LOS D E C D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 110.2
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.11
Intersection Signal Delay: 43.7 Intersection LOS: D
Intersection Capacity Utilization 88.2% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 6: Archibald Av. & Edison Av./Ontario Ranch Rd.

6.7-23
3071
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) With Project Conditions With Improvements - 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) 105 1028 293 444 577 286 105 1047 561 394 1111 66 Future Volume (veh/h) 105 1028 293 444 577 286 105 1047 561 394 1111 66 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 111 1082 0 467 607 259 111 1102 0 415 1169 50 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 160 1363 436 1235 523 157 1408 391 1820 514
Arrive On Green 0.05 0.26 0.00 0.15 0.35 0.35 0.05 0.26 0.00 0.13 0.34 0.34 Sat Flow, veh/h 3000 5316 1502 3000 3544 1500 3188 5316 1502 3092 5316 1502 Grp Volume(v), veh/h 111 1082 0 467 607 259 111 1102 0 415 1169 50 Grp Sat Flow(s),veh/h/ln 1500 1772 1502 1500 1772 1500 1594 1772 1502 1546 1772 1502 Q Serve(g_s), s 3.9 20.1 0.0 15.4 14.3 14.4 3.6 20.4 0.0 13.4 19.6 2.4 Cycle Q Clear(g_c), s 3.9 20.1 0.0 15.4 14.3 14.4 3.6 20.4 0.0 13.4 19.6 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 160 1363 436 1235 523 157 1408 391 1820 514 V/C Ratio(X) 0.69 0.79 1.07 0.49 0.50 0.71 0.78 1.06 0.64 0.10 Avail Cap(c_a), veh/h 195 1656 436 1389 588 157 1822 391 2234 631 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 49.3 36.8 0.0 45.3 27.1 27.2 49.6 36.1 0.0 46.3 29.4 23.7 Incr Delay (d2), s/veh 5.1 2.3 0.0 63.2 0.3 0.7 12.0 1.7 0.0 62.5 0.4 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 8.5 0.0 9.3 5.7 4.9 1.6 8.4 0.0 8.3 7.7 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.3 39.0 0.0 108.4 27.4 27.9 61.6 37.8 0.0 108.7 29.8 23.8 LnGrp LOS D D F C C E D F C C
Approach Vol, veh/h 1193 1333 1213 1634
Approach Delay, s/veh 40.5 55.9 40.0 49.7
Approach LOS D E D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 18.0 34.5 20.0 33.4 9.8 42.7 10.2 43.1 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 13.4 36.3 15.4 33.0 5.2 44.5 6.9 41.5 Max Q Clear Time (g_c+I1), s 15.4 22.4 17.4 22.1 5.6 21.6 5.9 16.4 Green Ext Time (p_c), s 0.0 5.7 0.0 4.9 0.0 7.8 0.0 4.7 Intersection Summary
HCM 6th Ctrl Delay 47.0
HCM 6th LOS D
Notes
Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay.

6.7-24
3072
Timings Rich Haven Specific Plan TA (JN:14822)
8: Turner Av. & Chino Av. 10/06/2022
OYC (2027) With Project Conditions With Improvements - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 7
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 103 306 58 216 22 139 86 217
Future Volume (vph) 103 306 58 216 22 139 86 217
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 4826
Permitted Phases 4826
Detector Phase 44882266
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) 66.0 66.0 66.0 66.0 54.0 54.0 54.0 54.0 Total Split (%) 55.0% 55.0% 55.0% 55.0% 45.0% 45.0% 45.0% 45.0% 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) 10.4 10.4 10.4 10.4 9.5 9.5 9.5 9.5 Actuated g/C Ratio 0.35 0.35 0.35 0.35 0.32 0.32 0.32 0.32 v/c Ratio 0.35 0.34 0.21 0.28 0.08 0.21 0.28 0.27
Control Delay 11.2 7.7 9.4 6.2 8.5 6.0 10.7 7.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 11.2 7.7 9.4 6.2 8.5 6.0 10.7 7.8

LOS BAAAAABA
Approach Delay 8.5 6.7 6.2 8.5
Approach LOS AAAA
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 29.5
Natural Cycle: 45
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.35
Intersection Signal Delay: 7.7 Intersection LOS: A
Intersection Capacity Utilization 46.1% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 8: Turner Av. & Chino Av.

6.7-25
3073
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 8: Turner Av. & Chino Av. 10/06/2022
OYC (2027) With Project Conditions With Improvements - 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) 103 306 59 58 216 93 22 139 64 86 217 47 Future Volume (veh/h) 103 306 59 58 216 93 22 139 64 86 217 47 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.95 0.98 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 112 333 64 63 235 101 24 151 70 93 236 51 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, % 222222222222
Cap, veh/h 537 1018 193 512 835 348 500 677 296 523 834 177 Arrive On Green 0.36 0.36 0.36 0.36 0.36 0.36 0.30 0.30 0.30 0.30 0.30 0.30 Sat Flow, veh/h 934 2822 536 883 2316 965 977 2244 980 1021 2763 586 Grp Volume(v), veh/h 112 197 200 63 169 167 24 111 110 93 142 145 Grp Sat Flow(s),veh/h/ln 934 1683 1675 883 1683 1598 977 1683 1540 1021 1683 1666 Q Serve(g_s), s 2.6 2.3 2.3 1.5 1.9 2.0 0.5 1.3 1.4 2.0 1.7 1.8 Cycle Q Clear(g_c), s 4.6 2.3 2.3 3.8 1.9 2.0 2.3 1.3 1.4 3.4 1.7 1.8 Prop In Lane 1.00 0.32 1.00 0.60 1.00 0.64 1.00 0.35
Lane Grp Cap(c), veh/h 537 607 604 512 607 576 500 508 465 523 508 503 V/C Ratio(X) 0.21 0.32 0.33 0.12 0.28 0.29 0.05 0.22 0.24 0.18 0.28 0.29 Avail Cap(c_a), veh/h 2356 3883 3865 2232 3883 3687 2019 3125 2860 2110 3125 3094 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 7.7 6.2 6.2 7.6 6.1 6.1 8.0 7.0 7.0 8.3 7.1 7.1 Incr Delay (d2), s/veh 0.2 0.3 0.3 0.1 0.2 0.3 0.0 0.2 0.3 0.2 0.3 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 0.3 0.4 0.4 0.2 0.3 0.3 0.1 0.2 0.2 0.2 0.3 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 7.9 6.5 6.5 7.7 6.3 6.4 8.0 7.2 7.3 8.5 7.4 7.4 LnGrp LOS AAAAAAAAAAAA
Approach Vol, veh/h 509 399 245 380
Approach Delay, s/veh 6.8 6.5 7.3 7.7
Approach LOS AAAA
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 12.5 14.1 12.5 14.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 49.5 61.5 49.5 61.5
Max Q Clear Time (g_c+I1), s 4.3 6.6 5.4 5.8
Green Ext Time (p_c), s 1.4 3.0 2.0 2.4
Intersection Summary
HCM 6th Ctrl Delay 7.0
HCM 6th LOS A

6.7-26
3074
Timings Rich Haven Specific Plan TA (JN:14822)
12: Haven Av. & Riverside Dr. 10/06/2022
OYC (2027) With Project Conditions With Improvements - 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) 349 460 197 455 57 1003 184 147 1293 399 Future Volume (vph) 349 460 197 455 57 1003 184 147 1293 399 Turn Type Prot NA Prot NA Prot NA Perm Prot NA Perm
Protected Phases 743852 16
Permitted Phases 2 6
Detector Phase 7438522166
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.6 25.2 9.6 30.2 9.5 23.7 23.7 15.8 24.8 24.8 Total Split (s) 20.0 28.8 21.4 30.2 9.5 51.4 51.4 18.4 60.3 60.3 Total Split (%) 16.7% 24.0% 17.8% 25.2% 7.9% 42.8% 42.8% 15.3% 50.3% 50.3% Yellow Time (s) 3.6 5.2 3.6 5.2 3.5 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 4.5 4.7 4.7 5.8 5.8 5.8 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min Min Min Min Min Act Effct Green (s) 14.9 25.6 11.8 22.5 5.0 42.8 42.8 12.7 50.6 50.6 Actuated g/C Ratio 0.13 0.22 0.10 0.20 0.04 0.37 0.37 0.11 0.44 0.44 v/c Ratio 0.88 0.74 0.63 0.87 0.86 0.79 0.28 0.87 0.86 0.48 Control Delay 72.9 47.7 58.8 57.6 130.3 37.0 4.5 93.5 35.7 5.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 72.9 47.7 58.8 57.6 130.3 37.0 4.5 93.5 35.7 5.2

LOS E D E E F D A F D A
Approach Delay 57.4 57.9 36.4 33.7
Approach LOS E E D C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 114.3
Natural Cycle: 100
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.88
Intersection Signal Delay: 42.8 Intersection LOS: D
Intersection Capacity Utilization 88.6% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 12: Haven Av. & Riverside Dr.

6.7-27
3075
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 12: Haven Av. & Riverside Dr. 10/06/2022
OYC (2027) With Project Conditions With Improvements - 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) 349 460 96 197 455 122 57 1003 184 147 1293 399 Future Volume (veh/h) 349 460 96 197 455 122 57 1003 184 147 1293 399 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 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 364 479 58 205 474 65 59 1045 119 153 1347 190 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 419 732 88 266 574 78 73 1242 526 180 1525 645 Arrive On Green 0.20 0.35 0.35 0.13 0.28 0.28 0.07 0.53 0.53 0.17 0.65 0.65 Sat Flow, veh/h 3188 3095 373 3188 3042 415 1594 3544 1502 1594 3544 1500 Grp Volume(v), veh/h 364 273 264 205 275 264 59 1045 119 153 1347 190 Grp Sat Flow(s),veh/h/ln 1594 1772 1696 1594 1772 1685 1594 1772 1502 1594 1772 1500 Q Serve(g_s), s 11.4 13.4 13.5 6.4 15.0 15.2 3.8 25.9 4.4 9.6 32.4 5.7 Cycle Q Clear(g_c), s 11.4 13.4 13.5 6.4 15.0 15.2 3.8 25.9 4.4 9.6 32.4 5.7 Prop In Lane 1.00 0.22 1.00 0.25 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 419 419 401 266 334 318 73 1242 526 180 1525 645 V/C Ratio(X) 0.87 0.65 0.66 0.77 0.82 0.83 0.81 0.84 0.23 0.85 0.88 0.29 Avail Cap(c_a), veh/h 475 419 401 518 411 391 77 1601 678 194 1868 790 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 40.6 29.8 29.8 44.3 35.5 35.5 47.7 22.1 17.0 42.1 16.2 11.5 Incr Delay (d2), s/veh 13.2 3.6 3.9 1.8 10.6 11.8 44.3 3.3 0.2 27.1 4.6 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 4.7 5.2 5.1 2.4 6.5 6.3 2.4 9.3 1.4 4.8 8.6 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.8 33.3 33.7 46.1 46.1 47.4 92.1 25.4 17.2 69.2 20.8 11.7 LnGrp LOS DCCDDDFCBECB
Approach Vol, veh/h 901 744 1223 1690
Approach Delay, s/veh 41.7 46.5 27.8 24.2
Approach LOS DDCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 17.5 42.0 13.2 30.7 9.2 50.3 18.2 25.7 Change Period (Y+Rc), s 5.8 * 5.8 4.6 6.2 4.5 5.8 4.6 6.2 Max Green Setting (Gmax), s 12.6 * 47 16.8 22.6 5.0 54.5 15.4 24.0 Max Q Clear Time (g_c+I1), s 11.6 27.9 8.4 15.5 5.8 34.4 13.4 17.2 Green Ext Time (p_c), s 0.0 7.9 0.2 1.6 0.0 10.1 0.2 1.6 Intersection Summary
HCM 6th Ctrl Delay 32.3
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

6.7-28
3076
Timings Rich Haven Specific Plan TA (JN:14822)
13: Haven Av. & Chino Av. 12/15/2022
OYC (2027) With Project Conditions With Improvements - 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) 196 125 432 116 113 1067 1453
Future Volume (vph) 196 125 432 116 113 1067 1453
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) 25.2 22.4 30.0 27.2 13.0 58.0 54.6 9.6
Total Split (%) 21.0% 18.7% 25.0% 22.7% 10.8% 48.3% 45.5% 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) 18.4 17.0 25.4 23.6 8.4 61.8 49.9
Actuated g/C Ratio 0.15 0.14 0.21 0.20 0.07 0.52 0.42
v/c Ratio 0.85 0.96 1.26 0.35 1.08 0.79 1.17
Control Delay 78.6 89.6 175.3 45.7 161.7 27.2 117.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 78.6 89.6 175.3 45.7 161.7 27.2 117.3

LOS EFFDFCF
Approach Delay 84.7 147.9 37.7 117.3
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: 1.26
Intersection Signal Delay: 89.7 Intersection LOS: F
Intersection Capacity Utilization 108.7% ICU Level of Service G Analysis Period (min) 15
Splits and Phases: 13: Haven Av. & Chino Av.

6.7-29
3077
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 13: Haven Av. & Chino Av. 12/15/2022
OYC (2027) With Project Conditions With Improvements - 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) 196 125 118 432 116 0 113 1067 261 0 1453 163 Future Volume (veh/h) 196 125 118 432 116 0 113 1067 261 0 1453 163 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 206 136 66 470 126 0 119 1123 143 0 1529 88 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 230 155 75 377 369 0 111 1614 205 1 1379 79
Arrive On Green 0.14 0.13 0.13 0.21 0.20 0.00 0.07 0.79 0.52 0.00 0.62 0.42 Sat Flow, veh/h 1594 1189 577 1781 1870 0 1594 3082 392 1781 3319 190 Grp Volume(v), veh/h 206 0 202 470 126 0 119 645 621 0 813 804 Grp Sat Flow(s),veh/h/ln 1594 0 1766 1781 1870 0 1594 1772 1701 1781 1772 1738 Q Serve(g_s), s 15.3 0.0 13.5 25.4 7.0 0.0 8.4 20.7 24.4 0.0 49.9 49.9 Cycle Q Clear(g_c), s 15.3 0.0 13.5 25.4 7.0 0.0 8.4 20.7 24.4 0.0 49.9 49.9 Prop In Lane 1.00 0.33 1.00 0.00 1.00 0.23 1.00 0.11
Lane Grp Cap(c), veh/h 230 0 230 377 369 0 111 928 891 1 736 722 V/C Ratio(X) 0.90 0.00 0.88 1.25 0.34 0.00 1.07 0.69 0.70 0.00 1.10 1.11 Avail Cap(c_a), veh/h 273 0 250 377 369 0 111 928 891 74 736 722 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.50 1.00 1.00 1.50 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 50.5 0.0 51.3 47.4 41.5 0.0 55.9 8.4 11.2 0.0 22.6 24.0 Incr Delay (d2), s/veh 24.3 0.0 26.6 131.9 0.5 0.0 104.7 2.3 2.4 0.0 65.6 69.3 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 7.5 0.0 7.6 24.7 3.2 0.0 6.5 4.9 6.2 0.0 29.5 30.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 74.8 0.0 78.0 179.3 42.0 0.0 160.5 10.6 13.6 0.0 88.2 93.3 LnGrp LOS E A E F D A F B B A F F
Approach Vol, veh/h 408 596 1385 1617
Approach Delay, s/veh 76.4 150.3 24.9 90.8
Approach LOS E F C F
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 0.0 68.7 30.0 21.4 13.0 55.7 21.9 29.5 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 52.2 25.4 * 17 8.4 * 50 20.6 21.4 Max Q Clear Time (g_c+I1), s 0.0 26.4 27.4 15.5 10.4 51.9 17.3 9.0 Green Ext Time (p_c), s 0.0 8.9 0.0 0.1 0.0 0.0 0.1 0.4 Intersection Summary
HCM 6th Ctrl Delay 75.4
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

6.7-30
3078
Timings Rich Haven Specific Plan TA (JN:14822)
14: Haven Av. & Schaefer av. 10/06/2022
OYC (2027) With Project Conditions With Improvements - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 13
Lane Group EBL EBR NBL NBT SBT
Lane Configurations
Traffic Volume (vph) 58 132 176 1328 1868
Future Volume (vph) 58 132 176 1328 1868
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 19.0 92.2 73.2
Total Split (%) 23.2% 23.2% 15.8% 76.8% 61.0%
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) 12.6 12.6 14.4 86.5 67.5
Actuated g/C Ratio 0.11 0.11 0.13 0.78 0.61
v/c Ratio 0.37 0.50 1.00 0.59 1.05
Control Delay 51.1 13.0 111.2 6.5 55.3
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 51.1 13.0 111.2 6.5 55.3

LOS D B F A E
Approach Delay 24.6 18.8 55.3
Approach LOS C B E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 110.7
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.05
Intersection Signal Delay: 38.5 Intersection LOS: D
Intersection Capacity Utilization 89.5% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 14: Haven Av. & Schaefer av.

6.7-31
3079
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 14: Haven Av. & Schaefer av. 10/06/2022
OYC (2027) With Project Conditions With Improvements - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 14
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 58 132 176 1328 1868 59
Future Volume (veh/h) 58 132 176 1328 1868 59
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 67 84 205 1544 2172 69
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86
Percent Heavy Veh, % 222222
Cap, veh/h 146 138 213 2696 2134 67
Arrive On Green 0.09 0.09 0.13 0.80 0.62 0.62
Sat Flow, veh/h 1594 1502 1594 3455 3416 108
Grp Volume(v), veh/h 67 84 205 1544 1121 1121
Grp Sat Flow(s),veh/h/ln 1594 1502 1594 1683 1772 1752
Q Serve(g_s), s 4.3 5.8 13.8 18.2 67.4 67.4
Cycle Q Clear(g_c), s 4.3 5.8 13.8 18.2 67.4 67.4
Prop In Lane 1.00 1.00 1.00 0.06
Lane Grp Cap(c), veh/h 146 138 213 2696 1107 1095
V/C Ratio(X) 0.46 0.61 0.96 0.57 1.01 1.02
Avail Cap(c_a), veh/h 325 306 213 2696 1107 1095
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 46.5 47.1 46.5 4.0 20.2 20.2
Incr Delay (d2), s/veh 2.2 4.3 50.9 0.3 30.1 33.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.7 5.0 8.3 3.5 31.9 32.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.7 51.5 97.4 4.2 50.4 53.6
LnGrp LOS D D F A F F
Approach Vol, veh/h 151 1749 2241
Approach Delay, s/veh 50.2 15.2 52.0
Approach LOS D B D
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 92.2 15.7 19.0 73.2
Change Period (Y+Rc), s 5.8 5.8 4.6 5.8
Max Green Setting (Gmax), s 86.4 22.0 14.4 67.4
Max Q Clear Time (g_c+I1), s 20.2 7.8 15.8 69.4
Green Ext Time (p_c), s 17.3 0.3 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 36.4
HCM 6th LOS D

6.7-32
3080
Timings Rich Haven Specific Plan TA (JN:14822)
15: Haven Av. & Ontario Ranch Rd. 10/06/2022
OYC (2027) With Project Conditions With Improvements - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 490 1657 38 249 1299 651 19 368 77 765 602 295 Future Volume (vph) 490 1657 38 249 1299 651 19 368 77 765 602 295 Turn Type Prot NA pm+ov Prot NA Perm Prot NA pm+ov Prot NA Perm Protected Phases 74538 52316
Permitted Phases 4826
Detector Phase 745388523166
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 5.0 10.0 10.0 5.0 10.0 5.0 5.0 10.0 10.0 Minimum Split (s) 9.6 29.2 9.6 9.6 34.5 34.5 9.6 47.8 9.6 9.6 45.8 45.8 Total Split (s) 16.0 38.5 10.8 12.0 34.5 34.5 10.8 48.5 12.0 21.0 58.7 58.7 Total Split (%) 13.3% 32.1% 9.0% 10.0% 28.8% 28.8% 9.0% 40.4% 10.0% 17.5% 48.9% 48.9% Yellow Time (s) 3.6 5.2 3.6 3.6 5.5 5.5 3.6 4.8 3.6 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 4.6 4.6 6.5 6.5 4.6 5.8 4.6 4.6 5.8 5.8 Lead/Lag Lead Lag Lead Lead Lag Lag Lead Lag Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min None None Min Min None None None None None None Act Effct Green (s) 11.5 32.7 44.6 7.5 28.3 28.3 5.6 19.1 32.5 16.6 32.2 32.2 Actuated g/C Ratio 0.12 0.34 0.46 0.08 0.29 0.29 0.06 0.20 0.33 0.17 0.33 0.33 v/c Ratio 1.39 0.99 0.05 1.16 0.67 0.97 0.22 0.57 0.14 1.51 0.55 0.45 Control Delay 225.2 52.9 0.1 150.5 33.6 44.9 53.6 37.7 1.9 268.9 28.6 5.8 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 225.2 52.9 0.1 150.5 33.6 44.9 53.6 37.7 1.9 268.9 28.6 5.8

LOS FDAFCDDDAFCA
Approach Delay 90.6 50.2 32.3 135.2
Approach LOS F D C F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 97.3
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.51
Intersection Signal Delay: 84.2 Intersection LOS: F
Intersection Capacity Utilization 95.0% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 15: Haven Av. & Ontario Ranch Rd.

6.7-33
3081
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 15: Haven Av. & Ontario Ranch Rd. 10/06/2022
OYC (2027) With Project Conditions With Improvements - 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) 490 1657 38 249 1299 651 19 368 77 765 602 295 Future Volume (veh/h) 490 1657 38 249 1299 651 19 368 77 765 602 295 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 521 1763 27 265 1382 188 20 391 32 814 640 165 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 397 1868 560 242 2181 462 35 546 353 571 1104 468 Arrive On Green 0.12 0.35 0.35 0.08 0.31 0.31 0.02 0.15 0.15 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 521 1763 27 265 1382 188 20 391 32 814 640 165 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 29.5 1.1 7.4 15.4 9.1 1.1 9.6 1.5 16.4 13.9 7.8 Cycle Q Clear(g_c), s 11.4 29.5 1.1 7.4 15.4 9.1 1.1 9.6 1.5 16.4 13.9 7.8 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 397 1868 560 242 2181 462 35 546 353 571 1104 468 V/C Ratio(X) 1.31 0.94 0.05 1.09 0.63 0.41 0.58 0.72 0.09 1.43 0.58 0.35 Avail Cap(c_a), veh/h 397 1874 562 242 2181 462 108 1652 821 571 2046 867 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 40.1 28.8 18.3 42.1 27.3 25.1 44.4 36.8 27.4 37.6 26.5 24.4 Incr Delay (d2), s/veh 158.1 10.4 0.0 85.1 0.6 0.6 5.5 1.8 0.1 202.0 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 12.9 13.0 0.3 5.4 5.9 3.0 0.5 4.1 0.5 22.0 5.5 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 198.2 39.3 18.4 127.2 27.9 25.7 49.9 38.6 27.5 239.6 27.0 24.9 LnGrp LOS F D B F CCDDCFCC
Approach Vol, veh/h 2311 1835 443 1619
Approach Delay, s/veh 74.8 42.0 38.3 133.7
Approach LOS E D D F
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 21.0 19.9 12.0 38.7 6.6 34.3 16.0 34.7 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 7.4 * 32 6.2 52.9 11.4 28.0 Max Q Clear Time (g_c+I1), s 18.4 11.6 9.4 31.5 3.1 15.9 13.4 17.4 Green Ext Time (p_c), s 0.0 2.5 0.0 0.7 0.0 5.0 0.0 6.4 Intersection Summary
HCM 6th Ctrl Delay 77.9
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

6.7-34
3082
Timings Rich Haven Specific Plan TA (JN:14822)
22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
OYC (2027) With Project Conditions With Improvements - 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) 313 253 186 88 316 176 189 946 54 234 1236 466 Future Volume (vph) 313 253 186 88 316 176 189 946 54 234 1236 466 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) 21.8 31.0 31.0 15.0 24.2 24.2 25.0 51.6 51.6 22.4 49.0 49.0 Total Split (%) 18.2% 25.8% 25.8% 12.5% 20.2% 20.2% 20.8% 43.0% 43.0% 18.7% 40.8% 40.8% 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) 14.8 23.5 23.5 9.3 18.1 18.1 11.3 42.5 42.5 12.9 44.1 44.1 Actuated g/C Ratio 0.13 0.21 0.21 0.08 0.16 0.16 0.10 0.39 0.39 0.12 0.40 0.40 v/c Ratio 0.77 0.71 0.42 0.69 1.15 0.46 0.61 0.73 0.09 0.66 0.92 0.60 Control Delay 59.5 52.3 8.4 76.6 142.3 10.5 56.1 33.3 0.3 55.9 43.5 9.2 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 59.5 52.3 8.4 76.6 142.3 10.5 56.1 33.3 0.3 55.9 43.5 9.2

LOS EDAEFBECAEDA
Approach Delay 44.4 92.4 35.4 36.7
Approach LOS D F D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 110
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.15
Intersection Signal Delay: 44.9 Intersection LOS: D
Intersection Capacity Utilization 87.6% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 22: Hamner Av./Milliken Av. & Riverside Dr.

6.7-35
3083
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
OYC (2027) With Project Conditions With Improvements - 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) 313 253 186 88 316 176 189 946 54 234 1236 466 Future Volume (veh/h) 313 253 186 88 316 176 189 946 54 234 1236 466 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 329 266 155 93 333 147 199 996 52 246 1301 477 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 393 404 340 114 313 265 264 1384 586 311 1437 601 Arrive On Green 0.12 0.23 0.23 0.07 0.18 0.18 0.08 0.39 0.39 0.10 0.41 0.41 Sat Flow, veh/h 3188 1772 1490 1594 1772 1502 3188 3544 1500 3188 3544 1482 Grp Volume(v), veh/h 329 266 155 93 333 147 199 996 52 246 1301 477 Grp Sat Flow(s),veh/h/ln 1594 1772 1490 1594 1772 1502 1594 1772 1500 1594 1772 1482 Q Serve(g_s), s 10.3 13.9 9.1 5.9 18.0 9.1 6.2 24.3 2.2 7.7 35.2 28.8 Cycle Q Clear(g_c), s 10.3 13.9 9.1 5.9 18.0 9.1 6.2 24.3 2.2 7.7 35.2 28.8 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 393 404 340 114 313 265 264 1384 586 311 1437 601 V/C Ratio(X) 0.84 0.66 0.46 0.81 1.06 0.55 0.75 0.72 0.09 0.79 0.91 0.79 Avail Cap(c_a), veh/h 538 431 362 163 313 265 638 1578 668 556 1488 622 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 35.7 33.9 46.6 42.0 38.3 45.7 26.3 19.6 45.0 28.5 26.6 Incr Delay (d2), s/veh 6.2 3.4 1.0 12.7 69.0 2.5 1.6 1.4 0.1 1.7 8.1 6.8 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 4.2 6.0 3.2 2.6 13.4 3.4 2.4 9.6 0.7 3.0 15.0 10.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.9 39.1 34.9 59.3 111.0 40.8 47.4 27.7 19.7 46.7 36.6 33.4 LnGrp LOS D D C E F D D C B D D C
Approach Vol, veh/h 750 573 1247 2024
Approach Delay, s/veh 43.0 84.6 30.5 37.1
Approach LOS D F C D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.6 46.0 11.9 29.5 13.0 47.5 17.2 24.2 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 17.8 45.4 10.4 24.8 20.4 42.8 17.2 18.0 Max Q Clear Time (g_c+I1), s 9.7 26.3 7.9 15.9 8.2 37.2 12.3 20.0 Green Ext Time (p_c), s 0.3 6.3 0.0 1.2 0.3 4.2 0.3 0.0 Intersection Summary
HCM 6th Ctrl Delay 42.2
HCM 6th LOS D

6.7-36
3084
Timings Rich Haven Specific Plan TA (JN:14822)
23: Hamner Av. & Chino Av. 10/06/2022
OYC (2027) With Project Conditions With Improvements - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 21
Lane Group EBL NBL NBT SBT
Lane Configurations
Traffic Volume (vph) 109 129 1061 1327
Future Volume (vph) 109 129 1061 1327
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) 23.0 97.0 97.0 97.0
Total Split (%) 19.2% 80.8% 80.8% 80.8%
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) 15.2 71.2 71.2
Actuated g/C Ratio 0.16 0.74 0.74
v/c Ratio 0.73 0.92dl 0.63
Control Delay 52.0 16.4 7.0
Queue Delay 0.0 0.0 0.0
Total Delay 52.0 16.4 7.0

LOS D B A
Approach Delay 52.0 16.4 7.0
Approach LOS D B A
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 95.8
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.86
Intersection Signal Delay: 14.0 Intersection LOS: B
Intersection Capacity Utilization 97.5% ICU Level of Service F Analysis Period (min) 15
dl Defacto Left Lane. Recode with 1 though lane as a left lane.

Splits and Phases: 23: Hamner Av. & Chino Av.

6.7-37
3085
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 23: Hamner Av. & Chino Av. 10/06/2022
OYC (2027) With Project Conditions With Improvements - 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 1061 1327 164
Future Volume (veh/h) 109 86 129 1061 1327 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 1166 1458 180
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91
Percent Heavy Veh, % 222222
Cap, veh/h 137 109 178 1629 2442 298
Arrive On Green 0.15 0.15 0.77 0.77 0.77 0.77
Sat Flow, veh/h 939 743 172 2126 3281 390
Grp Volume(v), veh/h 216 0 417 891 806 832
Grp Sat Flow(s),veh/h/ln 1690 0 596 1702 1777 1800
Q Serve(g_s), s 12.8 0.0 42.8 26.4 20.0 20.6
Cycle Q Clear(g_c), s 12.8 0.0 63.4 26.4 20.0 20.6
Prop In Lane 0.56 0.44 0.34 0.22
Lane Grp Cap(c), veh/h 247 0 503 1304 1361 1379
V/C Ratio(X) 0.87 0.00 0.83 0.68 0.59 0.60
Avail Cap(c_a), veh/h 304 0 596 1533 1601 1622
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 42.9 0.0 12.2 5.9 5.1 5.2
Incr Delay (d2), s/veh 20.2 0.0 8.2 1.0 0.4 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 6.5 0.0 5.3 5.8 4.4 4.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.1 0.0 20.5 6.9 5.6 5.7
LnGrp LOS E A C A A A
Approach Vol, veh/h 216 1308 1638
Approach Delay, s/veh 63.1 11.2 5.6
Approach LOS E B A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 83.2 19.5 83.2
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 92.5 18.5 92.5
Max Q Clear Time (g_c+I1), s 65.4 14.8 22.6
Green Ext Time (p_c), s 13.3 0.2 17.0
Intersection Summary
HCM 6th Ctrl Delay 11.9
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

6.7-38
3086
Timings Rich Haven Specific Plan TA (JN:14822)
24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
OYC (2027) With Project Conditions With Improvements - 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) 433 2047 451 517 1915 231 513 491 397 321 621 411 Future Volume (vph) 433 2047 451 517 1915 231 513 491 397 321 621 411 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) 15.0 48.5 48.5 17.0 50.5 50.5 17.0 51.5 51.5 13.0 47.5 47.5 Total Split (%) 11.5% 37.3% 37.3% 13.1% 38.8% 38.8% 13.1% 39.6% 39.6% 10.0% 36.5% 36.5% 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 Lag Lag Lag Lead Lead Lead Lag Lead Lead Lag Lead Lead 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) 13.1 42.2 42.2 12.5 41.6 41.6 13.1 22.6 22.6 10.9 20.5 20.5 Actuated g/C Ratio 0.12 0.38 0.38 0.11 0.38 0.38 0.12 0.20 0.20 0.10 0.19 0.19 v/c Ratio 1.07 0.75 0.65 1.35 0.71 0.33 1.27 0.45 0.80 0.95 0.47 0.50 Control Delay 112.4 32.5 21.8 210.6 31.4 5.8 180.7 38.7 29.0 88.7 40.5 11.2 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 112.4 32.5 21.8 210.6 31.4 5.8 180.7 38.7 29.0 88.7 40.5 11.2

LOS FCCFCAFDCFDB
Approach Delay 42.7 64.0 88.0 43.1
Approach LOS D E F D
Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 110.3
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.35
Intersection Signal Delay: 57.1 Intersection LOS: E
Intersection Capacity Utilization 86.3% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 24: Hamner Av. & Cantu Galleano Ranch Rd.

6.7-39
3087
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
OYC (2027) With Project Conditions With Improvements - 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) 433 2047 451 517 1915 231 513 491 397 321 621 411 Future Volume (veh/h) 433 2047 451 517 1915 231 513 491 397 321 621 411 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 451 2132 262 539 1995 137 534 511 232 334 647 246 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 395 2873 609 438 2823 598 438 921 260 398 1144 485 Arrive On Green 0.11 0.38 0.38 0.12 0.38 0.38 0.12 0.16 0.16 0.11 0.15 0.15 Sat Flow, veh/h 3563 7481 1585 3563 7481 1585 3563 5611 1585 3563 7481 3170 Grp Volume(v), veh/h 451 2132 262 539 1995 137 534 511 232 334 647 246 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 11.2 24.8 7.6 12.4 22.8 5.9 12.4 8.4 10.5 9.3 8.1 7.2 Cycle Q Clear(g_c), s 11.2 24.8 7.6 12.4 22.8 5.9 12.4 8.4 10.5 9.3 8.1 7.2 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 395 2873 609 438 2823 598 438 921 260 398 1144 485 V/C Ratio(X) 1.14 0.74 0.43 1.23 0.71 0.23 1.22 0.55 0.89 0.84 0.57 0.51 Avail Cap(c_a), veh/h 395 3116 660 438 3264 692 438 2521 712 398 3064 1298 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 44.8 26.8 8.9 44.2 26.7 21.4 44.2 38.8 21.7 43.9 39.6 39.2 Incr Delay (d2), s/veh 90.3 0.9 0.5 122.3 0.6 0.2 117.7 0.5 10.2 13.9 0.4 0.8 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 9.6 10.1 3.9 12.6 9.2 2.0 12.3 3.7 4.3 4.6 3.6 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 135.2 27.7 9.3 166.5 27.3 21.6 161.9 39.3 31.9 57.8 40.0 40.0 LnGrp LOS F C A F C C F D C E D D
Approach Vol, veh/h 2845 2671 1277 1227
Approach Delay, s/veh 43.0 55.1 89.2 44.9
Approach LOS D E F D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.9 22.7 17.0 45.2 17.0 21.6 17.7 44.5 Change Period (Y+Rc), s 4.6 6.2 4.6 6.5 4.6 6.2 6.5 * 6.5 Max Green Setting (Gmax), s 8.4 45.3 12.4 42.0 12.4 41.3 10.4 * 44 Max Q Clear Time (g_c+I1), s 11.3 12.5 14.4 26.8 14.4 10.1 13.2 24.8 Green Ext Time (p_c), s 0.0 4.1 0.0 12.0 0.0 5.3 0.0 13.2 Intersection Summary
HCM 6th Ctrl Delay 54.7
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

6.7-40
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Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report
APPENDIX 7.1: HORIZON YEAR (2050) WITHOUT PROJECT

CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS
3089
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report
This Page Intentionally Left Blank
3090
Timings Rich Haven Specific Plan TA (JN:14822)
1: Archibald Av. & SR-60 WB Ramps 10/06/2022
HY (2045) 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) 457 9 537 978 1339 562 194
Future Volume (vph) 457 9 537 978 1339 562 194
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) 21.3 21.3 21.3 34.4 57.1 17.7 17.7
Actuated g/C Ratio 0.24 0.24 0.24 0.38 0.63 0.20 0.20
v/c Ratio 0.89 0.83 0.76 0.76 0.42 0.46 0.42
Control Delay 59.5 44.4 35.4 26.7 3.5 32.2 6.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 59.5 44.4 35.4 26.7 3.5 32.2 6.5

LOS E D D C A C A
Approach Delay 46.7 13.3 25.6
Approach LOS D 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: 100
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.89
Intersection Signal Delay: 23.8 Intersection LOS: C
Intersection Capacity Utilization 79.6% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 1: Archibald Av. & SR-60 WB Ramps

7.1-1
3091
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 1: Archibald Av. & SR-60 WB Ramps 10/06/2022
HY (2045) 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 0 457 9 537 978 1339 0 0 562 194 Future Volume (veh/h) 0 0 0 457 9 537 978 1339 0 0 562 194 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 637 0 338 998 1366 0 0 573 101
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 1610 3472 0 0 963 237
Arrive On Green 0.19 0.00 0.19 0.93 1.00 0.00 0.00 0.15 0.15 Sat Flow, veh/h 3563 0 1583 3456 5274 0 0 6696 1585
Grp Volume(v), veh/h 637 0 338 998 1366 0 0 573 101
Grp Sat Flow(s),veh/h/ln 1781 0 1583 1728 1702 0 0 1609 1585 Q Serve(g_s), s 15.9 0.0 17.2 4.2 0.0 0.0 0.0 7.5 5.2
Cycle Q Clear(g_c), s 15.9 0.0 17.2 4.2 0.0 0.0 0.0 7.5 5.2 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 681 0 302 1610 3472 0 0 963 237
V/C Ratio(X) 0.94 0.00 1.12 0.62 0.39 0.00 0.00 0.60 0.43 Avail Cap(c_a), veh/h 681 0 302 1610 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 0.64 0.64 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 35.9 0.0 36.4 1.8 0.0 0.0 0.0 35.7 34.8 Incr Delay (d2), s/veh 20.3 0.0 87.2 0.3 0.2 0.0 0.0 2.7 5.5 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 8.4 0.0 21.0 0.7 0.1 0.0 0.0 3.0 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.2 0.0 123.6 2.1 0.2 0.0 0.0 38.4 40.3 LnGrp LOS E A F A A A A D D
Approach Vol, veh/h 975 2364 674
Approach Delay, s/veh 79.5 1.0 38.7
Approach LOS E A D
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 67.0 23.0 47.7 19.3
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 6.2 9.5
Green Ext Time (p_c), s 12.8 0.0 1.9 4.0
Intersection Summary
HCM 6th Ctrl Delay 26.4
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.

7.1-2
3092
Timings Rich Haven Specific Plan TA (JN:14822)
2: Archibald Av. & SR-60 EB Ramps 10/06/2022
HY (2045) 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) 433 5 560 1886 701 183 862
Future Volume (vph) 433 5 560 1886 701 183 862
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) 25.1 25.1 25.1 41.5 41.5 7.8 53.3
Actuated g/C Ratio 0.28 0.28 0.28 0.46 0.46 0.09 0.59
v/c Ratio 0.80 0.72 0.68 0.69 0.67 0.66 0.31
Control Delay 43.0 27.2 25.4 21.4 4.8 58.6 1.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 43.0 27.2 25.4 21.4 4.8 58.6 1.9

LOS D C C C A E A
Approach Delay 32.1 16.9 11.8
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: 65
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.80
Intersection Signal Delay: 19.0 Intersection LOS: B
Intersection Capacity Utilization 79.6% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 2: Archibald Av. & SR-60 EB Ramps

7.1-3
3093
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 2: Archibald Av. & SR-60 EB Ramps 10/06/2022
HY (2045) 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) 433 5 560 0 0 0 0 1886 701 183 862 0 Future Volume (veh/h) 433 5 560 0 0 0 0 1886 701 183 862 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 589 0 261 0 2028 574 197 927 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 745 0 327 0 3481 839 265 3381 0
Arrive On Green 0.21 0.00 0.21 0.00 0.54 0.54 0.15 1.00 0.00 Sat Flow, veh/h 3563 0 1562 0 6696 1551 3456 5274 0
Grp Volume(v), veh/h 589 0 261 0 2028 574 197 927 0
Grp Sat Flow(s),veh/h/ln 1781 0 1562 0 1609 1551 1728 1702 0 Q Serve(g_s), s 14.1 0.0 14.3 0.0 19.0 24.3 4.9 0.0 0.0 Cycle Q Clear(g_c), s 14.1 0.0 14.3 0.0 19.0 24.3 4.9 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 745 0 327 0 3481 839 265 3381 0
V/C Ratio(X) 0.79 0.00 0.80 0.00 0.58 0.68 0.74 0.27 0.00 Avail Cap(c_a), veh/h 1116 0 489 0 3481 839 307 3381 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 0.75 0.75 0.00 Uniform Delay (d), s/veh 33.7 0.0 33.8 0.0 13.8 15.0 37.3 0.0 0.0 Incr Delay (d2), s/veh 2.3 0.0 5.5 0.0 0.7 4.5 4.9 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 6.0 0.0 5.6 0.0 5.9 8.1 2.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.0 0.0 39.3 0.0 14.6 19.6 42.1 0.2 0.0 LnGrp LOS D A D A B B D A A
Approach Vol, veh/h 850 2602 1124
Approach Delay, s/veh 37.1 15.7 7.5
Approach LOS D B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 10.9 54.5 65.4 24.6
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 6.9 26.3 2.0 16.3
Green Ext Time (p_c), s 0.0 10.0 6.8 2.5
Intersection Summary
HCM 6th Ctrl Delay 17.6
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

7.1-4
3094
Timings Rich Haven Specific Plan TA (JN:14822)
3: Archibald Av. & Riverside Dr. 10/06/2022
HY (2045) 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) 203 719 276 174 669 318 386 1739 265 744 Future Volume (vph) 203 719 276 174 669 318 386 1739 265 744 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 32.6 32.6 10.1 29.3 29.3 24.4 35.8 17.2 28.6 Actuated g/C Ratio 0.11 0.28 0.28 0.09 0.25 0.25 0.21 0.30 0.15 0.24 v/c Ratio 1.17 0.81 0.47 1.33 0.83 0.55 1.22 1.38 1.19 0.85 Control Delay 166.4 46.9 7.0 232.3 51.4 8.5 164.9 207.9 164.9 48.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 166.4 46.9 7.0 232.3 51.4 8.5 164.9 207.9 164.9 48.1

LOS F D A F D A F F F D
Approach Delay 57.9 66.7 200.7 73.5
Approach LOS E E F E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 117.4
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.38
Intersection Signal Delay: 119.0 Intersection LOS: F
Intersection Capacity Utilization 107.4% ICU Level of Service G Analysis Period (min) 15
Splits and Phases: 3: Archibald Av. & Riverside Dr.

7.1-5
3095
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 3: Archibald Av. & Riverside Dr. 10/06/2022
HY (2045) 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) 203 719 276 174 669 318 386 1739 190 265 744 211 Future Volume (veh/h) 203 719 276 174 669 318 386 1739 190 265 744 211 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 211 749 230 181 697 267 402 1811 195 276 775 180 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 181 908 399 136 814 356 329 1342 144 232 1001 230 Arrive On Green 0.11 0.27 0.27 0.09 0.24 0.24 0.21 0.30 0.30 0.15 0.26 0.26 Sat Flow, veh/h 1594 3367 1478 1594 3367 1474 1594 4428 474 1594 3918 901 Grp Volume(v), veh/h 211 749 230 181 697 267 402 1316 690 276 636 319 Grp Sat Flow(s),veh/h/ln 1594 1683 1478 1594 1683 1474 1594 1612 1678 1594 1612 1595 Q Serve(g_s), s 13.4 24.7 15.9 10.1 23.4 13.3 24.4 35.8 35.8 17.2 21.6 22.0 Cycle Q Clear(g_c), s 13.4 24.7 15.9 10.1 23.4 13.3 24.4 35.8 35.8 17.2 21.6 22.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.28 1.00 0.57
Lane Grp Cap(c), veh/h 181 908 399 136 814 356 329 977 508 232 824 408 V/C Ratio(X) 1.17 0.83 0.58 1.33 0.86 0.75 1.22 1.35 1.36 1.19 0.77 0.78 Avail Cap(c_a), veh/h 181 1006 441 136 912 399 329 977 508 232 824 408 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 52.4 40.5 37.3 54.0 42.8 18.6 46.9 41.2 41.2 50.5 40.8 40.9 Incr Delay (d2), s/veh 119.2 5.3 1.5 189.6 7.5 6.9 123.9 163.0 173.2 120.0 4.6 9.5 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 11.1 10.4 5.7 11.1 10.1 4.9 20.6 35.5 38.4 14.3 8.7 9.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 171.6 45.8 38.8 243.6 50.3 25.5 170.8 204.2 214.4 170.5 45.3 50.4 LnGrp LOS F D D F D C F F F F D D
Approach Vol, veh/h 1190 1145 2408 1231
Approach Delay, s/veh 66.8 75.1 201.6 74.7
Approach LOS E E 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 38.1 29.0 36.4 18.0 34.8 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 12.1 26.7 26.4 24.0 15.4 25.4 Green Ext Time (p_c), s 0.0 0.0 0.0 3.5 0.0 2.3 0.0 2.8 Intersection Summary
HCM 6th Ctrl Delay 124.3
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

7.1-6
3096
Timings Rich Haven Specific Plan TA (JN:14822)
4: Archibald Av. & Chino Av. 10/06/2022
HY (2045) 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) 148 141 135 219 214 275 1775 85 840 Future Volume (vph) 148 141 135 219 214 275 1775 85 840 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) 15.1 18.9 15.5 19.3 19.3 20.4 56.3 8.6 44.4 Actuated g/C Ratio 0.13 0.16 0.13 0.16 0.16 0.17 0.48 0.07 0.38 v/c Ratio 0.86 0.78 0.76 0.89 0.66 1.18 0.90 0.87 0.86
Control Delay 85.7 65.5 73.1 80.8 26.2 154.8 34.1 109.0 41.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 85.7 65.5 73.1 80.8 26.2 154.8 34.1 109.0 41.4

LOS F E E F C F C F D
Approach Delay 74.4 58.4 49.3 46.9
Approach LOS E E D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 117.7
Natural Cycle: 100
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.18
Intersection Signal Delay: 52.0 Intersection LOS: D
Intersection Capacity Utilization 82.3% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 4: Archibald Av. & Chino Av.

7.1-7
3097
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 4: Archibald Av. & Chino Av. 10/06/2022
HY (2045) 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) 148 141 47 135 219 214 275 1775 141 85 840 121 Future Volume (veh/h) 148 141 47 135 219 214 275 1775 141 85 840 121 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 174 166 47 159 258 158 324 2088 158 100 988 134 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 199 228 64 184 288 244 281 2339 176 118 1150 156 Arrive On Green 0.12 0.17 0.17 0.12 0.16 0.16 0.18 0.48 0.48 0.07 0.38 0.38 Sat Flow, veh/h 1594 1328 376 1594 1772 1502 1594 4878 366 1594 3046 413 Grp Volume(v), veh/h 174 0 213 159 258 158 324 1512 734 100 574 548 Grp Sat Flow(s),veh/h/ln 1594 0 1704 1594 1772 1502 1594 1772 1701 1594 1772 1687 Q Serve(g_s), s 12.4 0.0 13.7 11.3 16.5 9.3 20.4 44.8 45.8 7.2 34.6 34.6 Cycle Q Clear(g_c), s 12.4 0.0 13.7 11.3 16.5 9.3 20.4 44.8 45.8 7.2 34.6 34.6 Prop In Lane 1.00 0.22 1.00 1.00 1.00 0.22 1.00 0.24
Lane Grp Cap(c), veh/h 199 0 292 184 288 244 281 1699 815 118 669 637 V/C Ratio(X) 0.88 0.00 0.73 0.86 0.90 0.65 1.15 0.89 0.90 0.84 0.86 0.86 Avail Cap(c_a), veh/h 218 0 292 240 306 259 281 1751 840 118 695 662 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 49.8 0.0 45.4 50.3 47.5 30.2 47.7 27.3 27.6 52.9 33.2 33.2 Incr Delay (d2), s/veh 28.9 0.0 8.9 21.4 25.9 5.1 101.8 6.0 12.5 39.8 10.2 10.8 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 6.4 0.0 6.4 5.5 9.2 3.6 15.6 18.2 19.3 4.1 15.7 15.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 78.7 0.0 54.3 71.7 73.4 35.3 149.5 33.3 40.1 92.7 43.4 44.0 LnGrp LOS E A D E E D F C D F D D
Approach Vol, veh/h 387 575 2570 1222
Approach Delay, s/veh 65.3 62.5 49.9 47.7
Approach LOS E E D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 13.2 60.1 18.0 24.5 25.0 48.3 19.0 23.4 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 9.2 47.8 13.3 15.7 22.4 36.6 14.4 18.5 Green Ext Time (p_c), s 0.0 7.7 0.1 0.3 0.0 4.2 0.1 0.3 Intersection Summary
HCM 6th Ctrl Delay 52.1
HCM 6th LOS D

7.1-8
3098
Timings Rich Haven Specific Plan TA (JN:14822)
5: Archibald Av. & Schaefer Av. 10/06/2022
HY (2045) 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) 19 25 44 28 248 1836 82 1043
Future Volume (vph) 19 25 44 28 248 1836 82 1043
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) 10.7 10.7 7.0 17.7 17.7 55.1 7.9 67.6 Actuated g/C Ratio 0.11 0.11 0.07 0.18 0.18 0.57 0.08 0.70 v/c Ratio 0.17 0.15 0.46 0.10 0.80 0.81 0.76 0.54
Control Delay 44.4 43.0 58.5 32.2 36.7 20.8 81.5 9.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 44.4 43.0 58.5 32.2 36.7 20.8 81.5 9.0

LOS D D E C D C F A
Approach Delay 43.6 39.3 20.8 14.2
Approach LOS D D C B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 96.5
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 20.6 Intersection LOS: C
Intersection Capacity Utilization 77.8% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 5: Archibald Av. & Schaefer Av.

7.1-9
3099
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 5: Archibald Av. & Schaefer Av. 10/06/2022
HY (2045) 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) 19 25 0 44 28 248 0 1836 32 82 1043 21 Future Volume (veh/h) 19 25 0 44 28 248 0 1836 32 82 1043 21 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.95 1.00 1.00 0.95 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 23 30 0 52 33 295 0 2186 26 98 1242 25 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 219 291 0 64 443 357 72 2551 30 120 2156 43
Arrive On Green 0.16 0.16 0.00 0.04 0.25 0.25 0.00 0.52 0.52 0.08 0.64 0.64 Sat Flow, veh/h 895 1772 0 1594 1772 1426 391 4926 59 1594 3373 68 Grp Volume(v), veh/h 23 30 0 52 33 295 0 1430 782 98 620 647 Grp Sat Flow(s),veh/h/ln 895 1772 0 1594 1772 1426 391 1612 1760 1594 1683 1758 Q Serve(g_s), s 2.2 1.4 0.0 3.2 1.4 19.6 0.0 38.5 38.6 6.1 21.1 21.1 Cycle Q Clear(g_c), s 2.2 1.4 0.0 3.2 1.4 19.6 0.0 38.5 38.6 6.1 21.1 21.1 Prop In Lane 1.00 0.00 1.00 1.00 1.00 0.03 1.00 0.04
Lane Grp Cap(c), veh/h 219 291 0 64 443 357 72 1670 911 120 1076 1123 V/C Ratio(X) 0.11 0.10 0.00 0.81 0.07 0.83 0.00 0.86 0.86 0.82 0.58 0.58 Avail Cap(c_a), veh/h 323 497 0 130 721 580 87 1791 978 124 1143 1194 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 35.9 35.6 0.0 47.8 28.7 35.5 0.0 20.9 21.0 45.7 10.3 10.3 Incr Delay (d2), s/veh 0.2 0.2 0.0 8.9 0.1 5.2 0.0 4.1 7.3 30.1 0.6 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 0.5 0.6 0.0 1.4 0.6 7.0 0.0 13.1 15.1 3.3 6.1 6.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.1 35.8 0.0 56.7 28.8 40.7 0.0 25.1 28.3 75.8 11.0 11.0 LnGrp LOS D D A E C D A C C E B B
Approach Vol, veh/h 53 380 2212 1365
Approach Delay, s/veh 35.9 41.9 26.2 15.6
Approach LOS D D C B
Timer - Assigned Phs 1 2 3 4 6 8
Phs Duration (G+Y+Rc), s 12.1 58.4 8.6 21.1 70.6 29.7
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 8.1 40.6 5.2 4.2 23.1 21.6 Green Ext Time (p_c), s 0.0 11.3 0.0 0.2 9.2 1.1
Intersection Summary
HCM 6th Ctrl Delay 24.2
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

7.1-10
3100
Timings Rich Haven Specific Plan TA (JN:14822)
6: Archibald Av. & Edison Av./Ontario Ranch Rd. 10/06/2022 HY (2045) 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) 43 155 292 288 385 85 690 1637 270 27 943 101 Future Volume (vph) 43 155 292 288 385 85 690 1637 270 27 943 101 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) 5.1 23.0 106.5 11.8 32.1 32.1 11.6 48.1 106.5 5.9 37.9 37.9 Actuated g/C Ratio 0.05 0.22 1.00 0.11 0.30 0.30 0.11 0.45 1.00 0.06 0.36 0.36 v/c Ratio 0.33 0.22 0.21 0.96 0.80 0.17 4.41 1.13 0.20 0.34 0.83 0.17 Control Delay 60.1 34.6 0.3 89.8 47.4 0.9 1564.1 96.6 0.3 63.9 38.8 0.6 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 60.1 34.6 0.3 89.8 47.4 0.9 1564.1 96.6 0.3 63.9 38.8 0.6

LOS E C A F D A F F A E D A
Approach Delay 16.4 58.3 476.3 35.8
Approach LOS B E F D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 106.5
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 4.41
Intersection Signal Delay: 270.1 Intersection LOS: F
Intersection Capacity Utilization 114.0% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 6: Archibald Av. & Edison Av./Ontario Ranch Rd.

7.1-11
3101
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 6: Archibald Av. & Edison Av./Ontario Ranch Rd. 10/06/2022 HY (2045) 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) 43 155 292 288 385 85 690 1637 270 27 943 101 Future Volume (veh/h) 43 155 292 288 385 85 690 1637 270 27 943 101 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 47 170 0 316 423 38 758 1799 0 30 1036 78 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 108 662 341 468 392 178 1620 45 1324 549
Arrive On Green 0.05 0.28 0.00 0.17 0.40 0.40 0.17 0.69 0.00 0.04 0.56 0.56 Sat Flow, veh/h 3000 3544 1502 3000 1772 1482 1594 3544 1502 1594 3544 1469 Grp Volume(v), veh/h 47 170 0 316 423 38 758 1799 0 30 1036 78 Grp Sat Flow(s),veh/h/ln 1500 1772 1502 1500 1772 1482 1594 1772 1502 1594 1772 1469 Q Serve(g_s), s 1.6 3.8 0.0 10.6 22.9 1.6 11.4 46.7 0.0 1.9 23.4 2.6 Cycle Q Clear(g_c), s 1.6 3.8 0.0 10.6 22.9 1.6 11.4 46.7 0.0 1.9 23.4 2.6 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 108 662 341 468 392 178 1620 45 1324 549 V/C Ratio(X) 0.43 0.26 0.93 0.90 0.10 4.26 1.11 0.67 0.78 0.14 Avail Cap(c_a), veh/h 147 1159 341 694 581 178 1620 100 1447 600 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 47.3 31.3 0.0 42.0 29.6 23.2 42.5 16.0 0.0 48.5 19.2 14.6 Incr Delay (d2), s/veh 1.0 0.2 0.0 30.3 11.1 0.1 1480.6 59.0 0.0 6.3 2.6 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 1.5 0.0 4.9 9.0 0.6 77.1 20.8 0.0 0.8 6.8 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.3 31.5 0.0 72.3 40.7 23.3 1523.1 75.1 0.0 54.8 21.8 14.7 LnGrp LOS D C E D C F F D C B
Approach Vol, veh/h 217 A 777 2557 A 1144
Approach Delay, s/veh 35.1 52.7 504.3 22.2
Approach LOS D D F C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.5 53.2 16.2 25.3 16.0 44.7 8.3 33.2 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 3.9 48.7 12.6 5.8 13.4 25.4 3.6 24.9 Green Ext Time (p_c), s 0.0 0.0 0.0 0.9 0.0 6.1 0.0 2.1 Intersection Summary
HCM 6th Ctrl Delay 290.4
HCM 6th LOS F
Notes
Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay.

7.1-12
3102
Timings Rich Haven Specific Plan TA (JN:14822)
7: Turner Av. & Riverside Dr. 10/06/2022
HY (2045) 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) 171 814 103 730 336 271 134 206
Future Volume (vph) 171 814 103 730 336 271 134 206
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 45.0 13.0 40.0 30.0 40.0 22.0 32.0 Total Split (%) 15.0% 37.5% 10.8% 33.3% 25.0% 33.3% 18.3% 26.7% 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 38.9 8.4 33.9 25.5 28.0 15.0 17.6 Actuated g/C Ratio 0.12 0.35 0.08 0.30 0.23 0.25 0.13 0.16 v/c Ratio 1.14 1.10 1.09 1.12 1.18 0.75 0.80 0.73
Control Delay 152.1 94.1 158.7 105.3 144.4 32.2 74.2 38.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 152.1 94.1 158.7 105.3 144.4 32.2 74.2 38.2

LOS F F F F F C E D
Approach Delay 102.6 110.9 75.1 48.2
Approach LOS F F E D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 111.6
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.18
Intersection Signal Delay: 90.6 Intersection LOS: F
Intersection Capacity Utilization 89.6% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 7: Turner Av. & Riverside Dr.

7.1-13
3103
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 7: Turner Av. & Riverside Dr. 10/06/2022
HY (2045) 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) 171 814 181 103 730 157 336 271 271 134 206 143 Future Volume (veh/h) 171 814 181 103 730 157 336 271 271 134 206 143 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 216 1030 115 130 924 104 425 343 178 170 261 92 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 192 1062 118 120 926 104 364 556 281 194 382 131 Arrive On Green 0.18 0.52 0.52 0.11 0.46 0.46 0.34 0.39 0.39 0.18 0.23 0.23 Sat Flow, veh/h 1594 3042 339 1594 3046 343 1594 2116 1069 1594 2445 838 Grp Volume(v), veh/h 216 570 575 130 511 517 425 271 250 170 177 176 Grp Sat Flow(s),veh/h/ln 1594 1683 1698 1594 1683 1705 1594 1683 1501 1594 1683 1600 Q Serve(g_s), s 13.4 36.4 36.5 8.4 33.7 33.7 25.4 14.3 14.9 11.5 10.7 11.2 Cycle Q Clear(g_c), s 13.4 36.4 36.5 8.4 33.7 33.7 25.4 14.3 14.9 11.5 10.7 11.2 Prop In Lane 1.00 0.20 1.00 0.20 1.00 0.71 1.00 0.52
Lane Grp Cap(c), veh/h 192 587 593 120 512 518 364 443 395 194 263 250 V/C Ratio(X) 1.12 0.97 0.97 1.08 1.00 1.00 1.17 0.61 0.63 0.88 0.67 0.70 Avail Cap(c_a), veh/h 192 587 593 120 512 518 364 518 462 249 397 377 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 45.5 25.9 25.9 49.3 30.2 30.2 36.5 29.1 29.3 44.6 40.0 40.2 Incr Delay (d2), s/veh 102.3 29.5 29.6 105.0 39.2 39.0 101.0 1.6 2.2 19.9 3.0 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.2 15.3 15.5 6.6 16.0 16.2 18.5 5.1 4.8 5.2 4.2 4.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 147.9 55.4 55.6 154.3 69.4 69.2 137.5 30.7 31.5 64.6 43.0 43.8 LnGrp LOS F E E F E E F C C E D D
Approach Vol, veh/h 1361 1158 946 523
Approach Delay, s/veh 70.2 78.8 78.9 50.3
Approach LOS E E E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 18.1 35.0 13.0 45.0 30.0 23.2 18.0 40.0 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 17.4 34.2 8.4 38.8 25.4 26.2 13.4 33.8 Max Q Clear Time (g_c+I1), s 13.5 16.9 10.4 38.5 27.4 13.2 15.4 35.7 Green Ext Time (p_c), s 0.1 2.7 0.0 0.2 0.0 1.5 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 72.1
HCM 6th LOS E

7.1-14
3104
HCM 6th AWSC Rich Haven Specific Plan TA (JN:14822)
8: Turner Av. & Chino Av. 10/06/2022
HY (2045) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 15
Intersection
Intersection Delay, s/veh100.4
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 170 181 117 61 285 160 157 493 52 94 230 109 Future Vol, veh/h 170 181 117 61 285 160 157 493 52 94 230 109 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 230 245 158 82 385 216 212 666 70 127 311 147 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 50.1 97.8 168.4 47.4

HCM LOS F F F E

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% 34% 0% 100% 37% 0% 100% 41% Vol Right, % 0% 0% 24% 0% 0% 66% 0% 0% 63% 0% 0% 59%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 157 329 216 170 121 177 61 190 255 94 153 186 LT Vol 157 0 0 170 0 0 61 0 0 94 0 0
Through Vol 0 329 164 0 121 60 0 190 95 0 153 77
RT Vol 0 0 52 0 0 117 0 0 160 0 0 109
Lane Flow Rate 212 444 292 230 163 240 82 257 345 127 207 251 Geometry Grp 8 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.754 1.519 0.987 0.842 0.575 0.816 0.298 0.894 1.159 0.467 0.734 0.861 Departure Headway (Hd) 12.964 12.464 12.295 13.405 12.905 12.444 13.313 12.813 12.374 13.38 12.88 12.469 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 280 298 298 271 282 292 272 285 296 271 282 294
Service Time 10.664 10.164 9.995 11.105 10.605 10.144 11.013 10.513 10.074 11.08 10.58 10.169 HCM Lane V/C Ratio 0.757 1.49 0.98 0.849 0.578 0.822 0.301 0.902 1.166 0.469 0.734 0.854 HCM Control Delay 46.7 280.8 86 60.2 31.7 53 21.6 67.3 138.8 27.3 44.3 60.1 HCM Lane LOS E F F F D F C F F D E F
HCM 95th-tile Q 5.6 25.3 10.2 6.9 3.3 6.7 1.2 8 14.5 2.3 5.3 7.5

7.1-15
3105
Timings Rich Haven Specific Plan TA (JN:14822)
9: S Turner Av. & Ontario Ranch Rd. 10/06/2022
HY (2045) 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) 150 1155 18 88 1334 55 46 157 210 77 Future Volume (vph) 150 1155 18 88 1334 55 46 157 210 77 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) 10.4 46.7 46.7 10.0 46.3 46.3 7.5 18.2 13.4 26.2 Actuated g/C Ratio 0.10 0.43 0.43 0.09 0.42 0.42 0.07 0.17 0.12 0.24 v/c Ratio 0.99 0.85 0.03 0.60 0.99 0.08 0.42 0.73 1.07 0.51 Control Delay 118.7 36.0 0.1 64.1 52.9 0.8 60.2 54.9 128.6 29.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 118.7 36.0 0.1 64.1 52.9 0.8 60.2 54.9 128.6 29.9

LOS F D A E D A E D F C
Approach Delay 44.9 51.6 55.9 79.4
Approach LOS D D E E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 109.2
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.07
Intersection Signal Delay: 52.7 Intersection LOS: D
Intersection Capacity Utilization 85.3% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 9: S Turner Av. & Ontario Ranch Rd.

7.1-16
3106
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 9: S Turner Av. & Ontario Ranch Rd. 10/06/2022
HY (2045) 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) 150 1155 18 88 1334 55 46 157 48 210 77 131 Future Volume (veh/h) 150 1155 18 88 1334 55 46 157 48 210 77 131 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 167 1283 16 98 1482 53 51 174 47 233 86 135 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 175 1641 732 124 1539 687 66 208 56 225 155 243 Arrive On Green 0.10 0.46 0.46 0.07 0.43 0.43 0.04 0.15 0.15 0.13 0.24 0.24 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 1418 383 1781 656 1029 Grp Volume(v), veh/h 167 1283 16 98 1482 53 51 0 221 233 0 221 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 0 1801 1781 0 1685 Q Serve(g_s), s 9.9 32.3 0.6 5.8 43.0 2.1 3.0 0.0 12.7 13.4 0.0 12.2 Cycle Q Clear(g_c), s 9.9 32.3 0.6 5.8 43.0 2.1 3.0 0.0 12.7 13.4 0.0 12.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.21 1.00 0.61
Lane Grp Cap(c), veh/h 175 1641 732 124 1539 687 66 0 264 225 0 398 V/C Ratio(X) 0.96 0.78 0.02 0.79 0.96 0.08 0.78 0.00 0.84 1.04 0.00 0.56 Avail Cap(c_a), veh/h 175 1641 732 225 1547 690 175 0 496 225 0 511 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 47.7 24.1 15.5 48.6 29.3 17.6 50.7 0.0 44.0 46.4 0.0 35.6 Incr Delay (d2), s/veh 55.0 2.5 0.0 4.3 14.9 0.0 7.2 0.0 6.9 69.8 0.0 1.2 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 6.9 12.7 0.2 2.6 19.6 0.7 1.4 0.0 5.9 10.1 0.0 5.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 102.6 26.6 15.5 52.9 44.2 17.7 57.9 0.0 50.9 116.2 0.0 36.9 LnGrp LOS F C B D D B E A D F A D
Approach Vol, veh/h 1466 1633 272 454
Approach Delay, s/veh 35.1 43.9 52.2 77.6
Approach LOS D D D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 18.0 21.4 12.0 54.8 8.5 30.9 15.0 51.8 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 15.4 14.7 7.8 34.3 5.0 14.2 11.9 45.0 Green Ext Time (p_c), s 0.0 0.9 0.0 5.2 0.0 1.1 0.0 0.9 Intersection Summary
HCM 6th Ctrl Delay 45.1
HCM 6th LOS D

7.1-17
3107
Timings Rich Haven Specific Plan TA (JN:14822)
10: Haven Av. & SR-60 WB Ramps 10/06/2022
HY (2045) 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) 276 4 869 424 2166 1098 494
Future Volume (vph) 276 4 869 424 2166 1098 494
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) 24.4 24.4 75.0 11.0 38.6 22.6 22.6
Actuated g/C Ratio 0.33 0.33 1.00 0.15 0.51 0.30 0.30
v/c Ratio 1.01 1.01 0.57 0.88 0.86 0.75 0.62
Control Delay 69.4 70.2 1.5 39.4 16.3 27.2 5.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 69.4 70.2 1.5 39.4 16.3 27.2 5.9

LOS E E A D B C A
Approach Delay 39.1 20.1 20.6
Approach LOS D C C
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: 1.01
Intersection Signal Delay: 26.3 Intersection LOS: C
Intersection Capacity Utilization 94.2% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 10: Haven Av. & SR-60 WB Ramps

7.1-18
3108
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 10: Haven Av. & SR-60 WB Ramps 10/06/2022
HY (2045) 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 0 276 4 869 424 2166 0 0 1098 494 Future Volume (veh/h) 0 0 0 276 4 869 424 2166 0 0 1098 494 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 1107 0 0 442 2256 0 0 1144 447
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 1159 0 507 2628 0 0 1539 471
Arrive On Green 0.33 0.00 0.00 0.29 1.00 0.00 0.00 0.30 0.30 Sat Flow, veh/h 3563 0 1585 3456 5274 0 0 5274 1563
Grp Volume(v), veh/h 1107 0 0 442 2256 0 0 1144 447
Grp Sat Flow(s),veh/h/ln 1781 0 1585 1728 1702 0 0 1702 1563 Q Serve(g_s), s 22.8 0.0 0.0 9.1 0.0 0.0 0.0 15.1 21.0
Cycle Q Clear(g_c), s 22.8 0.0 0.0 9.1 0.0 0.0 0.0 15.1 21.0 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 1159 0 507 2628 0 0 1539 471
V/C Ratio(X) 0.96 0.00 0.87 0.86 0.00 0.00 0.74 0.95
Avail Cap(c_a), veh/h 1159 0 507 2628 0 0 1539 471
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.09 0.09 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 24.8 0.0 0.0 25.8 0.0 0.0 0.0 23.6 25.6 Incr Delay (d2), s/veh 16.8 0.0 0.0 1.6 0.4 0.0 0.0 3.3 30.5 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 11.1 0.0 0.0 3.0 0.1 0.0 0.0 5.9 10.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.5 0.0 0.0 27.5 0.4 0.0 0.0 26.9 56.1 LnGrp LOS D A C A A A C E
Approach Vol, veh/h 1107 A 2698 1591
Approach Delay, s/veh 41.5 4.8 35.1
Approach LOS D A D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 44.8 16.0 28.8 30.2
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 11.1 23.0 24.8
Green Ext Time (p_c), s 16.1 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 21.3
HCM 6th LOS C
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.

Ontario City CouncilJune 20, 2023

Ontario City Council
June 20, 2023