Cities Index.
Agenda packet

Ontario City Council
June 20, 2023

Document
Agenda packet
Meeting
June 20, 2023
Body
Ontario City Council
Pages
108
Original file
547.9 MB
Text extracted from the city's file for reading and search. Open the original on d3n9y02raazwpg.cloudfront.net. That file is the official record.

7.1-19
3109
Timings Rich Haven Specific Plan TA (JN:14822)
11: Haven Av. & SR-60 EB Ramps 10/06/2022
HY (2045) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 20
Lane Group EBL EBT EBR NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 871 5 118 1792 393 965
Future Volume (vph) 871 5 118 1792 393 965
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 40.0 12.0 52.0
Total Split (%) 30.7% 30.7% 30.7% 53.3% 16.0% 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 33.8 7.0 45.8
Actuated g/C Ratio 0.23 0.23 0.23 0.45 0.09 0.61
v/c Ratio 1.19 1.20 0.27 1.04 1.29 0.33
Control Delay 138.0 142.6 7.3 50.2 169.5 7.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 138.0 142.6 7.3 50.2 169.5 7.0

LOS F F A D F A
Approach Delay 124.5 50.2 54.0
Approach LOS F D D
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: 120
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.29
Intersection Signal Delay: 67.4 Intersection LOS: E
Intersection Capacity Utilization 94.2% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 11: Haven Av. & SR-60 EB Ramps

7.1-20
3110
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 11: Haven Av. & SR-60 EB Ramps 10/06/2022
HY (2045) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 21
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 871 5 118 0 0 0 0 1792 446 393 965 0 Future Volume (veh/h) 871 5 118 0 0 0 0 1792 446 393 965 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 921 0 66 0 1886 237 414 1016 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 2069 258 323 3118 0
Arrive On Green 0.23 0.00 0.23 0.00 0.45 0.45 0.19 1.00 0.00 Sat Flow, veh/h 3563 0 1585 0 4759 572 3456 5274 0
Grp Volume(v), veh/h 921 0 66 0 1394 729 414 1016 0
Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1758 1728 1702 0 Q Serve(g_s), s 17.2 0.0 2.5 0.0 28.6 29.2 7.0 0.0 0.0
Cycle Q Clear(g_c), s 17.2 0.0 2.5 0.0 28.6 29.2 7.0 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.33 1.00 0.00
Lane Grp Cap(c), veh/h 817 0 364 0 1534 792 323 3118 0
V/C Ratio(X) 1.13 0.00 0.18 0.00 0.91 0.92 1.28 0.33 0.00 Avail Cap(c_a), veh/h 817 0 364 0 1534 792 323 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 0.44 0.44 0.00 Uniform Delay (d), s/veh 28.9 0.0 23.2 0.0 19.2 19.3 30.5 0.0 0.0 Incr Delay (d2), s/veh 72.7 0.0 0.2 0.0 9.5 17.6 137.9 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 %ile BackOfQ(50%),veh/ln 14.8 0.0 0.9 0.0 11.3 13.7 8.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 101.6 0.0 23.5 0.0 28.6 36.9 168.4 0.1 0.0 LnGrp LOS F A C A C D F A A
Approach Vol, veh/h 987 2123 1430
Approach Delay, s/veh 96.3 31.5 48.8
Approach LOS F C D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 12.0 40.0 23.0 52.0
Change Period (Y+Rc), s 5.0 6.2 5.8 6.2
Max Green Setting (Gmax), s 7.0 33.8 17.2 45.8
Max Q Clear Time (g_c+I1), s 9.0 31.2 19.2 2.0
Green Ext Time (p_c), s 0.0 2.1 0.0 4.8
Intersection Summary
HCM 6th Ctrl Delay 51.0
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

7.1-21
3111
Timings Rich Haven Specific Plan TA (JN:14822)
12: Haven Av. & Riverside Dr. 10/06/2022
HY (2045) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 22
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 546 754 287 548 50 546 447 256 309 Future Volume (vph) 546 754 287 548 50 546 447 256 309
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 3.07 1.88 3.63 1.42 7.50 1.88 0.96 0.65
Control Delay 966.0 431.9 1229.1 229.9 2949.1 440.5 95.8 11.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 966.0 431.9 1229.1 229.9 2949.1 440.5 95.8 11.4

LOS F F F F F F F B
Approach Delay 645.6 456.2 2949.1 222.3
Approach LOS F F F F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 7.50
Intersection Signal Delay: 901.7 Intersection LOS: F
Intersection Capacity Utilization 156.2% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 12: Haven Av. & Riverside Dr.

7.1-22
3112
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 12: Haven Av. & Riverside Dr. 10/06/2022
HY (2045) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 23
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 546 754 65 287 548 431 50 546 186 447 256 309 Future Volume (veh/h) 546 754 65 287 548 431 50 546 186 447 256 309 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 581 802 66 305 583 423 53 581 181 476 272 153 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 191 427 35 85 364 264 38 413 129 255 284 235 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 1603 132 1594 1822 1322 110 1206 376 1594 1772 1468 Grp Volume(v), veh/h 581 0 868 305 539 467 815 0 0 476 272 153 Grp Sat Flow(s),veh/h/ln 1594 0 1735 1594 1683 1460 1692 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 18.3 11.7 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 18.3 11.7 Prop In Lane 1.00 0.08 1.00 0.91 0.07 0.22 1.00 1.00
Lane Grp Cap(c), veh/h 191 0 463 85 337 292 580 0 0 255 284 235 V/C Ratio(X) 3.04 0.00 1.88 3.59 1.60 1.60 1.41 0.00 0.00 1.87 0.96 0.65 Avail Cap(c_a), veh/h 191 0 463 85 337 292 580 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 50.0 47.3 Incr Delay (d2), s/veh 930.8 0.0 402.5 1193.3 283.6 285.7 193.0 0.0 0.0 404.6 42.3 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 55.0 0.0 64.7 30.7 36.1 31.5 47.8 0.0 0.0 36.1 11.2 4.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 983.6 0.0 446.5 1250.1 331.6 333.7 232.4 0.0 0.0 455.0 92.4 53.5 LnGrp LOS F A F F F F F A A F F D
Approach Vol, veh/h 1449 1311 815 901
Approach Delay, s/veh 661.9 546.1 232.4 277.4
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 472.4
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

7.1-23
3113
HCM 6th TWSC Rich Haven Specific Plan TA (JN:14822)
13: Haven Av. & Chino Av. 10/06/2022
HY (2045) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 24
Intersection
Int Delay, s/veh 32.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 265 195 169 677 425 187
Future Vol, veh/h 265 195 169 677 425 187
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 150 0 150 - - -
Veh in Median Storage, # 1 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 282 207 180 720 452 199
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1632 552 651 0 - 0
Stage 1 552 - - - - -
Stage 2 1080 - - - - -
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 ~ 111 533 935 - - -
Stage 1 577 - - - - -
Stage 2 326 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 90 533 935 - - -
Mov Cap-2 Maneuver ~ 214 - - - - -
Stage 1 466 - - - - -
Stage 2 326 - - - - -
Approach EB NB SB
HCM Control Delay, s 131.2 2 0

HCM LOS F
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 935 - 214 533 - -
HCM Lane V/C Ratio 0.192 - 1.317 0.389 - -
HCM Control Delay (s) 9.8 - 216 16 - -
HCM Lane LOS A - F C - -
HCM 95th %tile Q(veh) 0.7 - 15.4 1.8 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

7.1-24
3114
Timings Rich Haven Specific Plan TA (JN:14822)
14: Haven Av. & Schaefer av. 10/06/2022
HY (2045) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 25
Lane Group EBL EBR NBL NBT SBT
Lane Configurations
Traffic Volume (vph) 89 120 132 852 280
Future Volume (vph) 89 120 132 852 280
Turn Type Prot Perm Prot NA NA
Protected Phases 4 5 2 6
Permitted Phases 4
Detector Phase 4 4 5 2 6
Switch Phase
Minimum Initial (s) 10.0 10.0 5.0 10.0 10.0
Minimum Split (s) 27.8 27.8 9.6 15.8 29.8
Total Split (s) 35.0 35.0 31.0 85.0 54.0
Total Split (%) 29.2% 29.2% 25.8% 70.8% 45.0%
Yellow Time (s) 4.8 4.8 3.6 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 4.6 5.8 5.8
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Recall Mode None None None Min Min
Act Effct Green (s) 12.9 12.9 12.0 40.7 23.6
Actuated g/C Ratio 0.19 0.19 0.18 0.61 0.36
v/c Ratio 0.31 0.33 0.50 0.86 0.32
Control Delay 31.3 9.2 35.3 19.1 14.8
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 31.3 9.2 35.3 19.1 14.8

LOS C A D B B
Approach Delay 18.6 21.3 14.8
Approach LOS B C B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 66.4
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.86
Intersection Signal Delay: 19.5 Intersection LOS: B
Intersection Capacity Utilization 65.7% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 14: Haven Av. & Schaefer av.

7.1-25
3115
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 14: Haven Av. & Schaefer av. 10/06/2022
HY (2045) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 26
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 89 120 132 852 280 64
Future Volume (veh/h) 89 120 132 852 280 64
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 97 76 143 926 304 67
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 273 258 179 1087 1138 247
Arrive On Green 0.17 0.17 0.11 0.61 0.42 0.42
Sat Flow, veh/h 1594 1502 1594 1772 2827 594
Grp Volume(v), veh/h 97 76 143 926 185 186
Grp Sat Flow(s),veh/h/ln 1594 1502 1594 1772 1683 1649
Q Serve(g_s), s 2.9 2.4 4.7 22.8 3.9 4.0
Cycle Q Clear(g_c), s 2.9 2.4 4.7 22.8 3.9 4.0
Prop In Lane 1.00 1.00 1.00 0.36
Lane Grp Cap(c), veh/h 273 258 179 1087 700 685
V/C Ratio(X) 0.35 0.30 0.80 0.85 0.26 0.27
Avail Cap(c_a), veh/h 863 813 780 2602 1504 1473
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 19.7 19.5 23.3 8.4 10.3 10.4
Incr Delay (d2), s/veh 0.8 0.6 3.1 2.0 0.2 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.0 0.0 1.7 4.9 1.1 1.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.5 20.1 26.4 10.4 10.5 10.6
LnGrp LOS C C C B B B
Approach Vol, veh/h 173 1069 371
Approach Delay, s/veh 20.3 12.6 10.6
Approach LOS C B B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 38.9 15.1 10.7 28.2
Change Period (Y+Rc), s 5.8 5.8 4.6 5.8
Max Green Setting (Gmax), s 79.2 29.2 26.4 48.2
Max Q Clear Time (g_c+I1), s 24.8 4.9 6.7 6.0
Green Ext Time (p_c), s 8.3 0.5 0.2 2.1
Intersection Summary
HCM 6th Ctrl Delay 12.9
HCM 6th LOS B

7.1-26
3116
Timings Rich Haven Specific Plan TA (JN:14822)
15: Haven Av. & Ontario Ranch Rd. 10/06/2022
HY (2045) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 27
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 238 1214 54 126 831 5 75 463 187 227 435 264 Future Volume (vph) 238 1214 54 126 831 5 75 463 187 227 435 264 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 31.9 31.9 6.9 28.1 28.1 7.1 36.1 36.1 17.5 46.5 46.5 Actuated g/C Ratio 0.09 0.28 0.28 0.06 0.25 0.25 0.06 0.32 0.32 0.15 0.41 0.41 v/c Ratio 1.77 0.97 0.11 0.77 0.60 0.01 0.82 0.89 0.34 1.01 0.65 0.39 Control Delay 402.4 58.8 0.4 81.5 40.5 0.0 106.5 55.6 6.2 109.0 31.6 7.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 402.4 58.8 0.4 81.5 40.5 0.0 106.5 55.6 6.2 109.0 31.6 7.6

LOS F E A F D A F E A F C A
Approach Delay 111.0 45.7 48.1 43.7
Approach LOS F D D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 113.7
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.77
Intersection Signal Delay: 69.6 Intersection LOS: E
Intersection Capacity Utilization 86.8% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 15: Haven Av. & Ontario Ranch Rd.

7.1-27
3117
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 15: Haven Av. & Ontario Ranch Rd. 10/06/2022
HY (2045) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 28
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 238 1214 54 126 831 5 75 463 187 227 435 264 Future Volume (veh/h) 238 1214 54 126 831 5 75 463 187 227 435 264 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 256 1305 47 135 894 -47 81 498 150 244 468 261 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 147 1360 422 178 1526 376 100 556 471 245 718 606 Arrive On Green 0.09 0.28 0.28 0.06 0.25 0.00 0.06 0.31 0.31 0.15 0.41 0.41 Sat Flow, veh/h 1594 4837 1500 2910 6095 1502 1594 1772 1500 1594 1772 1496 Grp Volume(v), veh/h 256 1305 47 135 894 -47 81 498 150 244 468 261 Grp Sat Flow(s),veh/h/ln 1594 1612 1500 1455 1524 1502 1594 1772 1500 1594 1772 1496 Q Serve(g_s), s 10.4 30.0 2.6 5.2 14.6 0.0 5.7 30.3 8.6 17.3 24.1 14.2 Cycle Q Clear(g_c), s 10.4 30.0 2.6 5.2 14.6 0.0 5.7 30.3 8.6 17.3 24.1 14.2 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 147 1360 422 178 1526 376 100 556 471 245 718 606 V/C Ratio(X) 1.75 0.96 0.11 0.76 0.59 -0.13 0.81 0.90 0.32 0.99 0.65 0.43 Avail Cap(c_a), veh/h 147 1360 422 178 1526 376 100 669 567 245 831 701 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 1.00 Uniform Delay (d), s/veh 51.3 40.0 30.2 52.3 37.2 0.0 52.3 37.0 29.6 47.8 27.2 24.2 Incr Delay (d2), s/veh 362.5 16.4 0.5 15.7 1.7 0.0 35.7 13.1 0.4 55.9 1.5 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 18.8 13.3 1.0 2.2 5.3 0.0 3.2 14.5 3.0 10.4 9.9 4.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 413.8 56.4 30.7 68.0 38.9 0.0 88.0 50.1 30.0 103.7 28.7 24.7 LnGrp LOS F E C E D A F D C F C C
Approach Vol, veh/h 1608 982 729 973
Approach Delay, s/veh 112.6 44.7 50.2 46.4
Approach LOS F D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 22.0 41.3 11.5 38.3 11.7 51.6 15.0 34.8 Change Period (Y+Rc), s 4.6 5.8 4.6 * 6.5 4.6 5.8 4.6 6.5 Max Green Setting (Gmax), s 17.4 42.7 6.9 * 32 7.1 53.0 10.4 28.0 Max Q Clear Time (g_c+I1), s 19.3 32.3 7.2 32.0 7.7 26.1 12.4 16.6 Green Ext Time (p_c), s 0.0 2.5 0.0 0.0 0.0 3.7 0.0 4.1 Intersection Summary
HCM 6th Ctrl Delay 71.5
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

7.1-28
3118
Timings Rich Haven Specific Plan TA (JN:14822)
17: Mill Creek Av. & Riverside Dr. 10/06/2022
HY (2045) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 29
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 370 774 149 973 219 91 422 100 188 Future Volume (vph) 370 774 149 973 219 91 422 100 188
Turn Type Prot NA Prot NA Split NA Perm Split NA
Protected Phases 7 4 3 8 2 2 6 6
Permitted Phases 2
Detector Phase 7 4 3 8 2 2 2 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.0 26.0 9.0 23.0 29.8 29.8 29.8 27.0 27.0 Total Split (s) 38.0 40.0 21.0 23.0 31.0 31.0 31.0 28.0 28.0 Total Split (%) 31.7% 33.3% 17.5% 19.2% 25.8% 25.8% 25.8% 23.3% 23.3% Yellow Time (s) 3.0 5.0 3.0 5.0 4.8 4.8 4.8 3.0 3.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 6.0 4.0 6.0 5.8 5.8 5.8 4.0 4.0 Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None Min Min Min Min Min
Act Effct Green (s) 34.0 34.9 16.1 17.0 23.9 23.9 23.9 24.0 24.0 Actuated g/C Ratio 0.29 0.29 0.14 0.14 0.20 0.20 0.20 0.20 0.20 v/c Ratio 1.03 1.32 0.88 2.87 0.87 0.32 0.84 0.40 1.05
Control Delay 93.3 187.0 88.1 867.3 72.7 43.2 22.5 45.9 105.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 93.3 187.0 88.1 867.3 72.7 43.2 22.5 45.9 105.9

LOS F F F F E D C D F
Approach Delay 161.9 772.9 40.1 90.1
Approach LOS F F D F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 118.7
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 2.87
Intersection Signal Delay: 332.6 Intersection LOS: F
Intersection Capacity Utilization 104.2% ICU Level of Service G Analysis Period (min) 15
Splits and Phases: 17: Mill Creek Av. & Riverside Dr.

7.1-29
3119
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 17: Mill Creek Av. & Riverside Dr. 10/06/2022
HY (2045) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 30
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 370 774 236 149 973 109 219 91 422 100 188 93 Future Volume (veh/h) 370 774 236 149 973 109 219 91 422 100 188 93 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 468 980 147 189 1232 87 277 115 488 127 238 67 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 452 857 129 212 452 32 335 373 314 316 256 72 Arrive On Green 0.28 0.29 0.29 0.13 0.14 0.14 0.21 0.21 0.21 0.20 0.20 0.20 Sat Flow, veh/h 1594 2931 439 1594 3184 224 1594 1772 1493 1594 1290 363 Grp Volume(v), veh/h 468 562 565 189 650 669 277 115 488 127 0 305 Grp Sat Flow(s),veh/h/ln 1594 1683 1687 1594 1683 1725 1594 1772 1493 1594 0 1653 Q Serve(g_s), s 34.0 35.0 35.0 14.0 17.0 17.0 19.9 6.6 25.2 8.3 0.0 21.7 Cycle Q Clear(g_c), s 34.0 35.0 35.0 14.0 17.0 17.0 19.9 6.6 25.2 8.3 0.0 21.7 Prop In Lane 1.00 0.26 1.00 0.13 1.00 1.00 1.00 0.22
Lane Grp Cap(c), veh/h 452 492 494 212 239 245 335 373 314 316 0 328 V/C Ratio(X) 1.03 1.14 1.14 0.89 2.72 2.73 0.83 0.31 1.55 0.40 0.00 0.93 Avail Cap(c_a), veh/h 452 492 494 226 239 245 335 373 314 319 0 331 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 42.9 42.4 42.4 51.0 51.4 51.4 45.2 39.9 47.3 41.8 0.0 47.2 Incr Delay (d2), s/veh 51.5 86.0 86.4 29.8 786.8 790.6 15.5 0.5 264.3 0.8 0.0 31.6 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 19.1 25.5 25.6 7.1 59.1 60.8 9.1 2.8 32.0 3.4 0.0 11.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 94.4 128.4 128.8 80.8 838.2 842.0 60.7 40.4 311.6 42.6 0.0 78.7 LnGrp LOS F F F F F F E D F D A E
Approach Vol, veh/h 1595 1508 880 432
Approach Delay, s/veh 118.6 745.0 197.2 68.1
Approach LOS F F F E
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 31.0 20.0 41.0 27.8 38.0 23.0
Change Period (Y+Rc), s 5.8 4.0 6.0 4.0 4.0 6.0
Max Green Setting (Gmax), s 25.2 17.0 34.0 24.0 34.0 17.0 Max Q Clear Time (g_c+I1), s 27.2 16.0 37.0 23.7 36.0 19.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.1 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 343.3
HCM 6th LOS F

7.1-30
3120
HCM 6th AWSC Rich Haven Specific Plan TA (JN:14822)
18: Chino Av. & Mill Creek Av. 10/06/2022
HY (2045) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 31
Intersection
Intersection Delay, s/veh 7.8
Intersection LOS A
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 23 81 1 26 0
Future Vol, veh/h 0 23 81 1 26 0
Peak Hour Factor 0.50 0.50 0.50 0.50 0.50 0.50
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 46 162 2 52 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 7 8 7.7

HCM LOS A A A

Lane NBLn1WBLn1 SBLn1
Vol Left, % 0% 0% 100%
Vol Thru, % 99% 0% 0%
Vol Right, % 1% 100% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 82 23 26
LT Vol 0 0 26
Through Vol 81 0 0
RT Vol 1 23 0
Lane Flow Rate 164 46 52
Geometry Grp 1 1 1
Degree of Util (X) 0.184 0.049 0.063
Departure Headway (Hd) 4.047 3.806 4.339
Convergence, Y/N Yes Yes Yes
Cap 886 947 821
Service Time 2.077 1.806 2.388
HCM Lane V/C Ratio 0.185 0.049 0.063
HCM Control Delay 8 7 7.7
HCM Lane LOS A A A
HCM 95th-tile Q 0.7 0.2 0.2

7.1-31
3121
Timings Rich Haven Specific Plan TA (JN:14822)
20: Milliken Av. & SR-60 WB Ramps 10/06/2022
HY (2045) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 32
Lane Group WBT WBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 5 677 464 1626 867 318
Future Volume (vph) 5 677 464 1626 867 318
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) 36.0 36.0 26.0 54.0 28.0 28.0
Total Split (%) 40.0% 40.0% 28.9% 60.0% 31.1% 31.1%
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) 29.8 29.8 21.4 47.8 21.8 21.8
Actuated g/C Ratio 0.33 0.33 0.24 0.53 0.24 0.24
v/c Ratio 0.02 1.18 1.13 0.84 0.98 0.52
Control Delay 20.5 122.9 116.9 22.8 60.9 6.7
Queue Delay 0.0 0.0 0.0 0.2 0.0 0.0
Total Delay 20.5 122.9 116.9 23.0 60.9 6.7

LOS C F F C E A
Approach Delay 121.2 43.8 46.4
Approach LOS F D D
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Natural Cycle: 100
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.18
Intersection Signal Delay: 58.0 Intersection LOS: E
Intersection Capacity Utilization 106.6% ICU Level of Service G Analysis Period (min) 15
Splits and Phases: 20: Milliken Av. & SR-60 WB Ramps

7.1-32
3122
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 20: Milliken Av. & SR-60 WB Ramps 10/06/2022
HY (2045) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 33
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 7 5 677 464 1626 0 0 867 318 Future Volume (veh/h) 0 0 0 7 5 677 464 1626 0 0 867 318 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 7 5 354 473 1659 0 0 885 166
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 267 191 399 479 2215 0 0 993 421
Arrive On Green 0.25 0.25 0.25 0.27 0.59 0.00 0.00 0.27 0.27 Sat Flow, veh/h 1060 757 1585 1781 3741 0 0 3741 1585
Grp Volume(v), veh/h 12 0 354 473 1659 0 0 885 166
Grp Sat Flow(s),veh/h/ln 1817 0 1585 1781 1870 0 0 1870 1585 Q Serve(g_s), s 0.4 0.0 17.1 21.0 25.9 0.0 0.0 18.1 6.8 Cycle Q Clear(g_c), s 0.4 0.0 17.1 21.0 25.9 0.0 0.0 18.1 6.8 Prop In Lane 0.58 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 458 0 399 479 2215 0 0 993 421
V/C Ratio(X) 0.03 0.00 0.89 0.99 0.75 0.00 0.00 0.89 0.39 Avail Cap(c_a), veh/h 681 0 594 479 2247 0 0 1025 434
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 22.4 0.0 28.7 28.9 11.9 0.0 0.0 28.1 24.0 Incr Delay (d2), s/veh 0.0 0.0 10.7 37.6 1.4 0.0 0.0 9.8 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 0.2 0.0 7.1 13.0 8.2 0.0 0.0 8.6 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.4 0.0 39.3 66.5 13.3 0.0 0.0 37.9 24.6 LnGrp LOS C A D E B A A D C
Approach Vol, veh/h 366 2132 1051
Approach Delay, s/veh 38.8 25.1 35.8
Approach LOS D C D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 53.3 26.0 27.3 26.3
Change Period (Y+Rc), s 6.2 4.6 6.2 6.2
Max Green Setting (Gmax), s 47.8 21.4 21.8 29.8
Max Q Clear Time (g_c+I1), s 27.9 23.0 20.1 19.1
Green Ext Time (p_c), s 11.6 0.0 1.0 0.9
Intersection Summary
HCM 6th Ctrl Delay 29.7
HCM 6th LOS C

7.1-33
3123
Timings Rich Haven Specific Plan TA (JN:14822)
21: Milliken Av. & SR-60 EB Ramps 10/06/2022
HY (2045) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 34
Lane Group EBL EBT NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 530 4 1613 103 738
Future Volume (vph) 530 4 1613 103 738
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) 31.0 31.0 49.0 10.0 59.0
Total Split (%) 34.4% 34.4% 54.4% 11.1% 65.6%
Yellow Time (s) 5.2 5.2 5.2 3.6 5.2
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.2 6.2 6.2 4.6 6.2
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode None None Min None Min
Act Effct Green (s) 24.8 24.8 42.8 5.4 52.8
Actuated g/C Ratio 0.28 0.28 0.48 0.06 0.59
v/c Ratio 1.01 1.10 1.14 1.00 0.35
Control Delay 77.3 90.8 93.5 133.4 10.2
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 77.3 90.8 93.5 133.4 10.2

LOS E F F F B
Approach Delay 85.0 93.5 25.3
Approach LOS F F C
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.14
Intersection Signal Delay: 76.3 Intersection LOS: E
Intersection Capacity Utilization 106.6% ICU Level of Service G Analysis Period (min) 15
Splits and Phases: 21: Milliken Av. & SR-60 EB Ramps

7.1-34
3124
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 21: Milliken Av. & SR-60 EB Ramps 10/06/2022
HY (2045) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 35
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 530 4 567 0 0 0 0 1613 314 103 738 0 Future Volume (veh/h) 530 4 567 0 0 0 0 1613 314 103 738 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 422 178 293 0 1663 162 106 761 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 491 175 288 0 1598 154 107 2195 0
Arrive On Green 0.28 0.28 0.28 0.00 0.48 0.48 0.06 0.59 0.00 Sat Flow, veh/h 1781 636 1046 0 3360 323 1781 3741 0
Grp Volume(v), veh/h 422 0 471 0 916 909 106 761 0
Grp Sat Flow(s),veh/h/ln 1781 0 1682 0 1870 1812 1781 1870 0 Q Serve(g_s), s 20.2 0.0 24.8 0.0 42.8 42.8 5.4 9.5 0.0 Cycle Q Clear(g_c), s 20.2 0.0 24.8 0.0 42.8 42.8 5.4 9.5 0.0 Prop In Lane 1.00 0.62 0.00 0.18 1.00 0.00
Lane Grp Cap(c), veh/h 491 0 463 0 889 862 107 2195 0
V/C Ratio(X) 0.86 0.00 1.02 0.00 1.03 1.05 0.99 0.35 0.00 Avail Cap(c_a), veh/h 491 0 463 0 889 862 107 2195 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 30.9 0.0 32.6 0.0 23.6 23.6 42.3 9.7 0.0 Incr Delay (d2), s/veh 14.3 0.0 45.9 0.0 38.0 46.2 84.2 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 10.0 0.0 15.2 0.0 25.2 26.3 4.7 3.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.2 0.0 78.5 0.0 61.6 69.8 126.5 9.7 0.0 LnGrp LOS D A F A F F F A A
Approach Vol, veh/h 893 1825 867
Approach Delay, s/veh 62.8 65.7 24.0
Approach LOS E E C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 10.0 49.0 31.0 59.0
Change Period (Y+Rc), s 4.6 6.2 6.2 6.2
Max Green Setting (Gmax), s 5.4 42.8 24.8 52.8
Max Q Clear Time (g_c+I1), s 7.4 44.8 26.8 11.5
Green Ext Time (p_c), s 0.0 0.0 0.0 5.2
Intersection Summary
HCM 6th Ctrl Delay 54.9
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

7.1-35
3125
Timings Rich Haven Specific Plan TA (JN:14822)
22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
HY (2045) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 36
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 480 217 34 140 295 263 1226 70 296 706 Future Volume (vph) 480 217 34 140 295 263 1226 70 296 706 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 22.4 43.8 43.8 21.4 42.8 Actuated g/C Ratio 0.18 0.26 0.05 0.10 0.10 0.19 0.36 0.36 0.18 0.36 v/c Ratio 1.96 1.96 0.49 0.93 0.82 1.02 1.15 0.12 1.21 0.97 Control Delay 471.4 465.3 76.2 106.4 26.9 106.9 113.8 0.4 163.6 55.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 471.4 465.3 76.2 106.4 26.9 106.9 113.8 0.4 163.6 55.6

LOS F F E F C F F A F E
Approach Delay 467.5 54.2 107.6 80.4
Approach LOS F D F F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.96
Intersection Signal Delay: 196.8 Intersection LOS: F
Intersection Capacity Utilization 128.5% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 22: Hamner Av./Milliken Av. & Riverside Dr.

7.1-36
3126
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
HY (2045) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 37
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 480 217 619 34 140 295 263 1226 70 296 706 287 Future Volume (veh/h) 480 217 619 34 140 295 263 1226 70 296 706 287 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 552 249 658 39 161 305 302 1409 69 340 811 308 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 284 106 280 48 174 148 298 1229 548 284 851 323 Arrive On Green 0.18 0.25 0.25 0.03 0.10 0.10 0.19 0.37 0.37 0.18 0.36 0.36 Sat Flow, veh/h 1594 430 1137 1594 1772 1502 1594 3367 1502 1594 2387 905 Grp Volume(v), veh/h 552 0 907 39 161 305 302 1409 69 340 572 547 Grp Sat Flow(s),veh/h/ln 1594 0 1567 1594 1772 1502 1594 1683 1502 1594 1683 1609 Q Serve(g_s), s 21.4 0.0 29.6 2.9 10.8 11.8 22.4 43.8 3.7 21.4 39.7 39.8 Cycle Q Clear(g_c), s 21.4 0.0 29.6 2.9 10.8 11.8 22.4 43.8 3.7 21.4 39.7 39.8 Prop In Lane 1.00 0.73 1.00 1.00 1.00 1.00 1.00 0.56
Lane Grp Cap(c), veh/h 284 0 386 48 174 148 298 1229 548 284 600 574 V/C Ratio(X) 1.94 0.00 2.35 0.81 0.92 2.07 1.02 1.15 0.13 1.20 0.95 0.95 Avail Cap(c_a), veh/h 284 0 386 85 174 148 298 1229 548 284 600 574 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 45.2 57.8 53.7 54.1 48.8 38.1 25.4 49.3 37.6 37.6 Incr Delay (d2), s/veh 436.6 0.0 615.1 11.1 46.7 502.1 56.1 75.9 0.1 117.4 25.3 26.5 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 42.6 0.0 76.9 1.3 6.9 24.9 13.2 29.8 1.3 17.4 19.5 18.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 485.9 0.0 660.3 68.9 100.4 556.2 104.9 114.0 25.5 166.7 62.9 64.1 LnGrp LOS F A F E F F F F C F E E
Approach Vol, veh/h 1459 505 1780 1459
Approach Delay, s/veh 594.3 373.2 109.0 87.5
Approach LOS F F F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 26.0 50.0 8.2 35.8 27.0 49.0 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 4.9 31.6 24.4 41.8 23.4 13.8 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.6 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 264.7
HCM 6th LOS F

7.1-37
3127
HCM 6th TWSC Rich Haven Specific Plan TA (JN:14822)
23: Hamner Av. & Chino Av. 10/06/2022
HY (2045) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 38
Intersection
Int Delay, s/veh 17.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 110 57 3 1459 1463 19
Future Vol, veh/h 110 57 3 1459 1463 19
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 125 65 3 1658 1663 22
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 2509 1674 1685 0 - 0
Stage 1 1674 - - - - -
Stage 2 835 - - - - -
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 ~ 27 117 377 - - -
Stage 1 166 - - - - -
Stage 2 387 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 24 117 377 - - -
Mov Cap-2 Maneuver 132 - - - - -
Stage 1 149 - - - - -
Stage 2 387 - - - - -
Approach EB NB SB
HCM Control Delay, s$ 327.3 0.7 0

HCM LOS F
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 377 - 126 - -
HCM Lane V/C Ratio 0.009 - 1.506 - -
HCM Control Delay (s) 14.6 0.7$ 327.3 - -
HCM Lane LOS B A F - -
HCM 95th %tile Q(veh) 0 - 13.3 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

7.1-38
3128
Timings Rich Haven Specific Plan TA (JN:14822)
24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
HY (2045) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 39
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 573 1208 269 1040 453 148 762 378 415 291 166 Future Volume (vph) 573 1208 269 1040 453 148 762 378 415 291 166 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 8 2 6
Detector Phase 7 4 3 8 8 5 2 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.6 48.5 9.6 48.5 48.5 9.6 46.2 46.2 9.6 46.2 46.2 Total Split (s) 11.3 48.5 13.0 50.2 50.2 11.0 47.5 47.5 11.0 47.5 47.5 Total Split (%) 9.4% 40.4% 10.8% 41.8% 41.8% 9.2% 39.6% 39.6% 9.2% 39.6% 39.6% Yellow Time (s) 3.6 5.5 3.6 5.5 5.5 3.6 5.2 5.2 3.6 5.2 5.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.5 4.6 6.5 6.5 4.6 6.2 6.2 4.6 6.2 6.2 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Min Min None Min Min Act Effct Green (s) 6.8 36.1 8.6 37.8 37.8 6.5 27.2 27.2 6.5 27.2 27.2 Actuated g/C Ratio 0.07 0.36 0.09 0.38 0.38 0.06 0.27 0.27 0.06 0.27 0.27 v/c Ratio 2.56 0.55 0.96 0.82 0.68 0.69 0.58 0.75 1.95 0.32 0.32 Control Delay 737.7 27.4 92.2 35.1 23.0 66.3 33.5 31.0 467.4 30.3 8.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 737.7 27.4 92.2 35.1 23.0 66.3 33.5 31.0 467.4 30.3 8.4

LOS F C F D C E C C F C A
Approach Delay 256.0 40.7 36.5 234.1
Approach LOS F D D F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 100.8
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 2.56
Intersection Signal Delay: 136.5 Intersection LOS: F
Intersection Capacity Utilization 89.9% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 24: Hamner Av. & Cantu Galleano Ranch Rd.

7.1-39
3129
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
HY (2045) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 40
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 573 1208 0 269 1040 453 148 762 378 415 291 166 Future Volume (veh/h) 573 1208 0 269 1040 453 148 762 378 415 291 166 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 597 1258 -36 280 1083 344 154 794 238 432 303 102 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 258 2313 0 323 1345 600 223 1184 367 246 848 378 Arrive On Green 0.07 0.36 0.00 0.09 0.38 0.38 0.06 0.23 0.23 0.07 0.24 0.24 Sat Flow, veh/h 3456 6696 0 3456 3554 1585 3456 5106 1585 3456 3554 1585 Grp Volume(v), veh/h 597 1222 0 280 1083 344 154 794 238 432 303 102 Grp Sat Flow(s),veh/h/ln 1728 1609 0 1728 1777 1585 1728 1702 1585 1728 1777 1585 Q Serve(g_s), s 6.7 13.5 0.0 7.2 24.5 15.5 3.9 12.7 12.2 6.4 6.4 4.7 Cycle Q Clear(g_c), s 6.7 13.5 0.0 7.2 24.5 15.5 3.9 12.7 12.2 6.4 6.4 4.7 Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 258 2313 0 323 1345 600 223 1184 367 246 848 378 V/C Ratio(X) 2.32 0.53 0.00 0.87 0.81 0.57 0.69 0.67 0.65 1.75 0.36 0.27 Avail Cap(c_a), veh/h 258 3010 0 323 1730 771 246 2349 729 246 1635 729 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 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.5 22.7 0.0 40.1 25.0 22.2 41.1 31.4 31.2 41.7 28.5 27.8 Incr Delay (d2), s/veh 603.9 0.2 0.0 20.3 2.2 0.9 5.4 0.7 1.9 355.4 0.3 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 24.3 4.6 0.0 3.7 9.4 5.2 1.7 4.9 4.4 14.7 2.6 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 645.4 22.9 0.0 60.4 27.2 23.0 46.5 32.0 33.1 397.1 28.7 28.2 LnGrp LOS F C A E C C D C C F C C
Approach Vol, veh/h 1819 1707 1186 837
Approach Delay, s/veh 227.2 31.8 34.1 218.8
Approach LOS F C C F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.0 27.0 13.0 38.8 10.4 27.6 11.3 40.5 Change Period (Y+Rc), s 4.6 6.2 4.6 6.5 4.6 6.2 4.6 6.5 Max Green Setting (Gmax), s 6.4 41.3 8.4 42.0 6.4 41.3 6.7 43.7 Max Q Clear Time (g_c+I1), s 8.4 14.7 9.2 15.5 5.9 8.4 8.7 26.5 Green Ext Time (p_c), s 0.0 6.1 0.0 8.5 0.0 2.1 0.0 7.5 Intersection Summary
HCM 6th Ctrl Delay 124.6
HCM 6th LOS F

7.1-40
3130
Timings Rich Haven Specific Plan TA (JN:14822)
25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 HY (2045) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 41
Lane Group EBT EBR WBT WBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 1348 178 684 360 313 0 1505
Future Volume (vph) 1348 178 684 360 313 0 1505
Turn Type NA Perm NA Free Perm NA Perm
Protected Phases 2 6 4
Permitted Phases 2 Free 4 4
Detector Phase 2 2 6 4 4 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5
Total Split (s) 38.0 38.0 38.0 44.0 44.0 44.0
Total Split (%) 31.7% 31.7% 31.7% 36.7% 36.7% 36.7%
Yellow Time (s) 5.8 5.8 5.8 4.5 4.5 4.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.8 6.8 6.8 5.5 5.5 5.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode C-Min C-Min Min Min Min Min
Act Effct Green (s) 31.2 31.2 29.2 120.0 40.5 40.5 40.5 Actuated g/C Ratio 0.26 0.26 0.24 1.00 0.34 0.34 0.34
v/c Ratio 1.11 0.36 0.86 0.14 0.54 0.98 0.95
Control Delay 101.4 10.6 49.8 0.1 37.1 39.5 34.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 101.4 10.6 49.8 0.1 37.1 39.5 34.6

LOS F B D A D D C
Approach Delay 90.9 32.7 37.0
Approach LOS F C D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:EBT, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.11
Intersection Signal Delay: 54.7 Intersection LOS: D
Intersection Capacity Utilization 91.3% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 25: I-15 SB Ramps & Cantu Galleano Ranch Rd.

7.1-41
3131
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 HY (2045) Without 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) 0 1348 178 0 684 360 0 0 0 313 0 1505 Future Volume (veh/h) 0 1348 178 0 684 360 0 0 0 313 0 1505 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 1465 0 0 743 0 227 0 997
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 2945 0 2049 571 0 1017
Arrive On Green 0.00 0.58 0.00 0.00 0.19 0.00 0.32 0.00 0.32 Sat Flow, veh/h 0 5274 1585 0 3647 2790 1781 0 3170
Grp Volume(v), veh/h 0 1465 0 0 743 0 227 0 997
Grp Sat Flow(s),veh/h/ln 0 1702 1585 0 1777 1395 1781 0 1585 Q Serve(g_s), s 0.0 20.4 0.0 0.0 21.8 0.0 11.9 0.0 37.4 Cycle Q Clear(g_c), s 0.0 20.4 0.0 0.0 21.8 0.0 11.9 0.0 37.4 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2945 0 2049 571 0 1017
V/C Ratio(X) 0.00 0.50 0.00 0.36 0.40 0.00 0.98
Avail Cap(c_a), veh/h 0 2945 0 2049 571 0 1017
HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.36 0.00 0.00 0.81 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 15.1 0.0 0.0 29.4 0.0 31.7 0.0 40.4 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.0 0.1 0.0 0.4 0.0 23.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 7.0 0.0 0.0 10.3 0.0 5.0 0.0 17.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 15.3 0.0 0.0 29.5 0.0 32.2 0.0 63.8 LnGrp LOS A B A C C A E
Approach Vol, veh/h 1465 A 743 A 1224
Approach Delay, s/veh 15.3 29.5 57.9
Approach LOS B C E
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 76.0 44.0 76.0
Change Period (Y+Rc), s 6.8 5.5 6.8
Max Green Setting (Gmax), s 31.2 38.5 31.2
Max Q Clear Time (g_c+I1), s 22.4 39.4 23.8
Green Ext Time (p_c), s 5.5 0.0 2.6
Intersection Summary
HCM 6th Ctrl Delay 33.6
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.

7.1-42
3132
Timings Rich Haven Specific Plan TA (JN:14822)
26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 HY (2045) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 43
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 558 983 253 507 461 481
Future Volume (vph) 558 983 253 507 461 481
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 18.0 84.0 36.0 36.0
Total Split (%) 55.0% 55.0% 15.0% 70.0% 30.0% 30.0%
Yellow Time (s) 5.8 5.8 4.0 5.8 4.5 4.5
All-Red Time (s) 1.5 1.5 2.0 1.5 1.5 1.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 7.3 7.3 6.0 7.3 6.0 6.0
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Recall Mode C-Min C-Min None C-Min Min Min
Act Effct Green (s) 60.4 60.4 12.5 78.9 27.8 27.8
Actuated g/C Ratio 0.50 0.50 0.10 0.66 0.23 0.23
v/c Ratio 0.24 0.90 0.77 0.16 0.86 0.56
Control Delay 22.5 32.5 67.7 8.3 52.8 7.9
Queue Delay 0.0 46.9 0.0 0.0 0.0 0.0
Total Delay 22.5 79.4 67.7 8.3 52.8 7.9

LOS C E E A D A
Approach Delay 58.8 28.1 38.6
Approach LOS E 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: 100
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.90
Intersection Signal Delay: 45.7 Intersection LOS: D
Intersection Capacity Utilization 79.2% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 26: I-15 NB Ramps & Cantu Galleano Ranch Rd.

7.1-43
3133
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 HY (2045) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 44
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 558 983 253 507 461 481
Future Volume (veh/h) 558 983 253 507 461 481
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 607 535 275 551 535 269
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 2790 866 330 3533 703 313
Arrive On Green 0.18 0.18 0.10 0.69 0.20 0.20
Sat Flow, veh/h 5274 1585 3456 5274 3563 1585
Grp Volume(v), veh/h 607 535 275 551 535 269
Grp Sat Flow(s),veh/h/ln 1702 1585 1728 1702 1781 1585
Q Serve(g_s), s 12.2 37.4 9.4 4.5 17.0 19.7
Cycle Q Clear(g_c), s 12.2 37.4 9.4 4.5 17.0 19.7
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 2790 866 330 3533 703 313
V/C Ratio(X) 0.22 0.62 0.83 0.16 0.76 0.86
Avail Cap(c_a), veh/h 2790 866 346 3533 891 396
HCM Platoon Ratio 0.33 0.33 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.09 0.09 0.84 0.84 1.00 1.00
Uniform Delay (d), s/veh 27.3 37.6 53.3 6.4 45.5 46.6
Incr Delay (d2), s/veh 0.0 0.3 13.3 0.1 3.0 14.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 5.2 15.7 4.5 1.3 7.6 8.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.3 37.9 66.7 6.5 48.5 60.9
LnGrp LOS C D E A D E
Approach Vol, veh/h 1142 826 804
Approach Delay, s/veh 32.3 26.5 52.6
Approach LOS C C D
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 17.4 72.9 90.3 29.7
Change Period (Y+Rc), s 6.0 7.3 7.3 6.0
Max Green Setting (Gmax), s 12.0 58.7 76.7 30.0
Max Q Clear Time (g_c+I1), s 11.4 39.4 6.5 21.7
Green Ext Time (p_c), s 0.1 5.5 3.5 2.0
Intersection Summary
HCM 6th Ctrl Delay 36.5
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

7.1-44
3134
Timings Rich Haven Specific Plan TA (JN:14822)
27: Wineville Av. & Cantu Galleano Ranch Rd. 10/06/2022 HY (2045) Without Project Conditions - AM 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) 563 380 322 33 265 295 346 20 24 67 122 Future Volume (vph) 563 380 322 33 265 295 346 20 24 67 122 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 27.6 27.6 5.4 12.5 9.1 22.9 22.9 5.7 12.4 12.4 Actuated g/C Ratio 0.19 0.39 0.39 0.08 0.17 0.13 0.32 0.32 0.08 0.17 0.17 v/c Ratio 0.95 0.17 0.42 0.14 0.40 0.74 0.33 0.04 0.18 0.23 0.33 Control Delay 57.4 17.0 4.6 40.0 23.8 44.7 20.7 0.1 42.3 26.4 5.3 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 57.4 17.0 4.6 40.0 23.8 44.7 20.7 0.1 42.3 26.4 5.3

LOS E B A D C D C A D C A
Approach Delay 31.8 25.3 30.8 16.1
Approach LOS C C C B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 71.5
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.95
Intersection Signal Delay: 29.3 Intersection LOS: C
Intersection Capacity Utilization 54.9% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 27: Wineville Av. & Cantu Galleano Ranch Rd.

7.1-45
3135
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 27: Wineville Av. & Cantu Galleano Ranch Rd. 10/06/2022 HY (2045) Without Project Conditions - AM 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) 563 380 322 33 265 65 295 346 20 24 67 122 Future Volume (veh/h) 563 380 322 33 265 65 295 346 20 24 67 122 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 612 413 240 36 288 51 321 376 12 26 73 106 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 730 1972 486 134 588 101 441 751 335 53 212 180 Arrive On Green 0.21 0.31 0.31 0.04 0.13 0.13 0.13 0.21 0.21 0.03 0.11 0.11 Sat Flow, veh/h 3456 6434 1585 3456 4388 751 3456 3554 1585 1781 1870 1585 Grp Volume(v), veh/h 612 413 240 36 221 118 321 376 12 26 73 106 Grp Sat Flow(s),veh/h/ln 1728 1609 1585 1728 1702 1735 1728 1777 1585 1781 1870 1585 Q Serve(g_s), s 9.1 2.6 6.6 0.5 3.2 3.4 4.8 5.0 0.3 0.8 1.9 3.4 Cycle Q Clear(g_c), s 9.1 2.6 6.6 0.5 3.2 3.4 4.8 5.0 0.3 0.8 1.9 3.4 Prop In Lane 1.00 1.00 1.00 0.43 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 730 1972 486 134 456 233 441 751 335 53 212 180 V/C Ratio(X) 0.84 0.21 0.49 0.27 0.48 0.51 0.73 0.50 0.04 0.49 0.34 0.59 Avail Cap(c_a), veh/h 798 4962 1223 322 2156 1099 541 3026 1350 189 1498 1270 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 20.3 13.8 15.2 25.1 21.5 21.6 22.5 18.7 16.8 25.6 21.9 22.6 Incr Delay (d2), s/veh 6.7 0.1 0.8 0.4 0.8 1.7 2.7 0.5 0.0 2.5 1.0 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.6 0.7 1.9 0.2 1.1 1.2 1.8 1.8 0.1 0.3 0.8 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.0 13.8 16.0 25.5 22.3 23.3 25.2 19.2 16.9 28.2 22.9 25.6 LnGrp LOS C B B C C C C B B C C C
Approach Vol, veh/h 1265 375 709 205
Approach Delay, s/veh 20.6 22.9 21.9 25.0
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.2 17.8 6.7 23.0 11.5 12.6 15.9 13.7 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 2.8 7.0 2.5 8.6 6.8 5.4 11.1 5.4 Green Ext Time (p_c), s 0.0 2.4 0.0 3.3 0.1 0.7 0.2 1.8 Intersection Summary
HCM 6th Ctrl Delay 21.7
HCM 6th LOS C

7.1-46
3136
Timings Rich Haven Specific Plan TA (JN:14822)
1: Archibald Av. & SR-60 WB Ramps 10/06/2022
HY (2045) Without 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) 495 1 213 651 715 1954 390
Future Volume (vph) 495 1 213 651 715 1954 390
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) 17.2 17.2 17.2 18.7 61.2 37.4 37.4
Actuated g/C Ratio 0.19 0.19 0.19 0.21 0.68 0.42 0.42
v/c Ratio 0.83 0.84 0.44 0.93 0.21 0.75 0.49
Control Delay 58.0 58.5 8.1 50.3 0.4 24.8 8.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 58.0 58.5 8.1 50.3 0.4 24.8 8.4

LOS E E A D A C A
Approach Delay 44.7 24.2 22.1
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: 80
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.93
Intersection Signal Delay: 26.3 Intersection LOS: C
Intersection Capacity Utilization 83.0% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 1: Archibald Av. & SR-60 WB Ramps

7.1-47
3137
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 - 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 0 495 1 213 651 715 0 0 1954 390 Future Volume (veh/h) 0 0 0 495 1 213 651 715 0 0 1954 390 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 539 0 73 664 730 0 0 1994 298
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 631 0 281 845 3544 0 0 2478 595
Arrive On Green 0.18 0.00 0.18 0.08 0.23 0.00 0.00 0.39 0.39 Sat Flow, veh/h 3563 0 1585 3456 5274 0 0 6696 1545
Grp Volume(v), veh/h 539 0 73 664 730 0 0 1994 298
Grp Sat Flow(s),veh/h/ln 1781 0 1585 1728 1702 0 0 1609 1545 Q Serve(g_s), s 13.2 0.0 3.6 17.0 10.4 0.0 0.0 24.9 13.2 Cycle Q Clear(g_c), s 13.2 0.0 3.6 17.0 10.4 0.0 0.0 24.9 13.2 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 631 0 281 845 3544 0 0 2478 595
V/C Ratio(X) 0.85 0.00 0.26 0.79 0.21 0.00 0.00 0.80 0.50 Avail Cap(c_a), veh/h 720 0 321 845 3544 0 0 2588 622
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 0.88 0.88 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 35.9 0.0 31.9 39.1 14.6 0.0 0.0 24.7 21.1 Incr Delay (d2), s/veh 8.9 0.0 0.5 4.0 0.1 0.0 0.0 2.9 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.2 0.0 3.4 8.2 4.0 0.0 0.0 9.0 4.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.8 0.0 32.4 43.1 14.7 0.0 0.0 27.6 24.1 LnGrp LOS D A C D B A A C C
Approach Vol, veh/h 612 1394 2292
Approach Delay, s/veh 43.3 28.2 27.1
Approach LOS D C C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 68.3 21.7 27.8 40.5
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 12.4 15.2 19.0 26.9
Green Ext Time (p_c), s 5.3 0.7 0.0 7.8
Intersection Summary
HCM 6th Ctrl Delay 29.8
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.

7.1-48
3138
Timings Rich Haven Specific Plan TA (JN:14822)
2: Archibald Av. & SR-60 EB Ramps 10/06/2022
HY (2045) Without 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) 136 1 576 1232 668 662 1642
Future Volume (vph) 136 1 576 1232 668 662 1642
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) 17.9 17.9 17.9 37.0 37.0 19.5 60.5
Actuated g/C Ratio 0.20 0.20 0.20 0.41 0.41 0.22 0.67
v/c Ratio 0.37 0.94 0.81 0.47 0.71 0.90 0.49
Control Delay 34.7 69.6 43.8 20.3 9.7 56.5 2.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 34.7 69.6 43.8 20.3 9.7 56.5 2.0

LOS C E D C A E A
Approach Delay 53.0 16.6 17.7
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: 80
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.94
Intersection Signal Delay: 22.4 Intersection LOS: C
Intersection Capacity Utilization 83.0% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 2: Archibald Av. & SR-60 EB Ramps

7.1-49
3139
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 - 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) 136 1 576 0 0 0 0 1232 668 662 1642 0 Future Volume (veh/h) 136 1 576 0 0 0 0 1232 668 662 1642 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 92 0 397 0 1244 499 669 1659 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 274 0 487 0 2985 719 723 3664 0
Arrive On Green 0.15 0.00 0.15 0.00 0.46 0.46 0.42 1.00 0.00 Sat Flow, veh/h 1781 0 3170 0 6696 1550 3456 5274 0
Grp Volume(v), veh/h 92 0 397 0 1244 499 669 1659 0
Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1609 1550 1728 1702 0 Q Serve(g_s), s 4.1 0.0 10.9 0.0 11.6 22.9 16.5 0.0 0.0 Cycle Q Clear(g_c), s 4.1 0.0 10.9 0.0 11.6 22.9 16.5 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 274 0 487 0 2985 719 723 3664 0
V/C Ratio(X) 0.34 0.00 0.82 0.00 0.42 0.69 0.93 0.45 0.00 Avail Cap(c_a), veh/h 360 0 641 0 2985 719 768 3664 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 0.57 0.57 0.00 Uniform Delay (d), s/veh 34.0 0.0 36.9 0.0 16.0 19.1 25.5 0.0 0.0 Incr Delay (d2), s/veh 0.7 0.0 6.1 0.0 0.4 5.5 10.3 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 1.8 0.0 4.4 0.0 3.8 8.2 5.6 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.7 0.0 43.0 0.0 16.5 24.5 35.8 0.2 0.0 LnGrp LOS C A D A B C D A A
Approach Vol, veh/h 489 1743 2328
Approach Delay, s/veh 41.4 18.8 10.5
Approach LOS D B B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 22.8 47.6 70.4 19.6
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 18.5 24.9 2.0 12.9
Green Ext Time (p_c), s 0.3 7.0 17.0 0.9
Intersection Summary
HCM 6th Ctrl Delay 17.0
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

7.1-50
3140
Timings Rich Haven Specific Plan TA (JN:14822)
3: Archibald Av. & Riverside Dr. 10/06/2022
HY (2045) Without 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) 223 973 695 245 793 220 374 1180 353 1191 Future Volume (vph) 223 973 695 245 793 220 374 1180 353 1191 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) 16.4 36.0 36.0 12.4 32.0 32.0 22.4 26.6 23.4 27.6 Actuated g/C Ratio 0.14 0.30 0.30 0.10 0.27 0.27 0.19 0.22 0.20 0.23 v/c Ratio 1.06 0.99 0.95 1.53 0.90 0.42 1.29 1.28 1.17 1.38 Control Delay 126.4 67.7 38.7 305.0 57.3 9.9 195.2 173.5 148.1 213.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 126.4 67.7 38.7 305.0 57.3 9.9 195.2 173.5 148.1 213.0

LOS F E D F E A F F F F
Approach Delay 64.0 97.3 178.2 200.7
Approach LOS E F F F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.53
Intersection Signal Delay: 137.0 Intersection LOS: F
Intersection Capacity Utilization 116.5% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 3: Archibald Av. & Riverside Dr.

7.1-51
3141
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 - 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) 223 973 695 245 793 220 374 1180 156 353 1191 307 Future Volume (veh/h) 223 973 695 245 793 220 374 1180 156 353 1191 307 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 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 228 993 640 250 809 175 382 1204 152 360 1215 280 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 215 997 434 163 886 393 294 949 120 307 941 217 Arrive On Green 0.13 0.30 0.30 0.10 0.26 0.26 0.18 0.22 0.22 0.19 0.24 0.24 Sat Flow, veh/h 1594 3367 1468 1594 3367 1495 1594 4339 548 1594 3918 903 Grp Volume(v), veh/h 228 993 640 250 809 175 382 895 461 360 1000 495 Grp Sat Flow(s),veh/h/ln 1594 1683 1468 1594 1683 1495 1594 1612 1661 1594 1612 1596 Q Serve(g_s), s 16.4 35.8 36.0 12.4 28.3 7.1 22.4 26.6 26.6 23.4 29.2 29.2 Cycle Q Clear(g_c), s 16.4 35.8 36.0 12.4 28.3 7.1 22.4 26.6 26.6 23.4 29.2 29.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.33 1.00 0.57
Lane Grp Cap(c), veh/h 215 997 434 163 886 393 294 705 363 307 774 383 V/C Ratio(X) 1.06 1.00 1.47 1.54 0.91 0.44 1.30 1.27 1.27 1.17 1.29 1.29 Avail Cap(c_a), veh/h 215 997 434 163 886 393 294 705 363 307 774 383 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 52.6 42.7 42.8 54.6 43.5 13.5 49.6 47.5 47.5 49.1 46.2 46.2 Incr Delay (d2), s/veh 78.3 27.5 225.1 270.5 13.7 0.8 158.2 131.9 141.0 107.1 140.7 149.4 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 11.0 17.9 39.5 17.0 12.9 4.0 21.5 23.1 24.7 18.0 26.3 26.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 130.9 70.3 267.9 325.1 57.1 14.3 207.8 179.4 188.5 156.2 186.9 195.6 LnGrp LOS F E F F E B F F F F F F
Approach Vol, veh/h 1861 1234 1738 1855
Approach Delay, s/veh 145.7 105.3 188.0 183.3
Approach LOS F 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 42.2 27.0 35.4 21.0 38.2 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 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 38.0 24.4 31.2 18.4 30.3 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.9 Intersection Summary
HCM 6th Ctrl Delay 159.7
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

7.1-52
3142
Timings Rich Haven Specific Plan TA (JN:14822)
4: Archibald Av. & Chino Av. 10/06/2022
HY (2045) Without 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) 196 428 55 211 77 223 1411 93 1658 Future Volume (vph) 196 428 55 211 77 223 1411 93 1658
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) 24.6 41.0 9.6 26.0 26.0 17.0 53.8 15.6 52.4 Total Split (%) 20.5% 34.2% 8.0% 21.7% 21.7% 14.2% 44.8% 13.0% 43.7% 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) 18.4 36.4 5.0 23.0 23.0 12.4 44.8 15.4 47.8 Actuated g/C Ratio 0.15 0.30 0.04 0.19 0.19 0.10 0.37 0.13 0.40 v/c Ratio 0.84 1.39 0.88 0.65 0.18 1.42 0.79 0.48 1.34
Control Delay 77.6 219.8 138.2 55.7 0.9 261.4 36.3 59.0 188.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 77.6 219.8 138.2 55.7 0.9 261.4 36.3 59.0 188.5

LOS E F F E A F D E F
Approach Delay 188.5 56.6 65.6 182.1
Approach LOS F E E F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.42
Intersection Signal Delay: 133.1 Intersection LOS: F
Intersection Capacity Utilization 127.2% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 4: Archibald Av. & Chino Av.

7.1-53
3143
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 - 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) 196 428 266 55 211 77 223 1411 77 93 1658 134 Future Volume (veh/h) 196 428 266 55 211 77 223 1411 77 93 1658 134 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 204 446 142 57 220 44 232 1470 44 97 1727 72 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 227 389 124 66 359 304 165 1727 52 263 1346 56 Arrive On Green 0.21 0.46 0.46 0.06 0.30 0.30 0.16 0.50 0.50 0.25 0.60 0.60 Sat Flow, veh/h 1594 1283 408 1594 1772 1502 1594 5132 154 1594 3379 140 Grp Volume(v), veh/h 204 0 588 57 220 44 232 1015 499 97 901 898 Grp Sat Flow(s),veh/h/ln 1594 0 1691 1594 1772 1502 1594 1772 1741 1594 1772 1747 Q Serve(g_s), s 14.9 0.0 36.4 4.3 12.7 1.8 12.4 29.8 29.8 6.0 47.8 47.8 Cycle Q Clear(g_c), s 14.9 0.0 36.4 4.3 12.7 1.8 12.4 29.8 29.8 6.0 47.8 47.8 Prop In Lane 1.00 0.24 1.00 1.00 1.00 0.09 1.00 0.08
Lane Grp Cap(c), veh/h 227 0 513 66 359 304 165 1193 586 263 706 696 V/C Ratio(X) 0.90 0.00 1.15 0.86 0.61 0.14 1.41 0.85 0.85 0.37 1.28 1.29 Avail Cap(c_a), veh/h 266 0 513 66 359 304 165 1453 714 263 706 696 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.3 0.0 32.7 55.9 37.7 16.6 50.7 27.1 27.1 40.0 24.1 24.2 Incr Delay (d2), s/veh 27.8 0.0 86.7 63.8 3.1 0.2 216.0 4.3 8.2 0.9 135.5 141.2 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 7.1 0.0 24.7 2.8 5.3 0.9 14.3 10.1 10.5 2.3 40.1 40.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 74.2 0.0 119.4 119.7 40.8 16.8 266.7 31.4 35.3 40.8 159.6 165.4 LnGrp LOS E A F F D B F C D D F F
Approach Vol, veh/h 792 321 1746 1896
Approach Delay, s/veh 107.7 51.5 63.8 156.3
Approach LOS F D E F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 24.4 45.0 9.6 41.0 17.0 52.4 21.7 28.9 Change Period (Y+Rc), s 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 Max Green Setting (Gmax), s 11.0 49.2 5.0 36.4 12.4 47.8 20.0 21.4 Max Q Clear Time (g_c+I1), s 8.0 31.8 6.3 38.4 14.4 49.8 16.9 14.7 Green Ext Time (p_c), s 0.0 8.5 0.0 0.0 0.0 0.0 0.2 0.7 Intersection Summary
HCM 6th Ctrl Delay 107.1
HCM 6th LOS F

7.1-54
3144
Timings Rich Haven Specific Plan TA (JN:14822)
5: Archibald Av. & Schaefer Av. 10/06/2022
HY (2045) 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) 20 28 24 25 74 1478 242 1589
Future Volume (vph) 20 28 24 25 74 1478 242 1589
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) 8.2 8.2 6.6 14.3 14.3 41.5 21.8 70.2 Actuated g/C Ratio 0.09 0.09 0.07 0.16 0.16 0.45 0.24 0.77 v/c Ratio 0.19 0.19 0.23 0.10 0.27 0.74 0.68 0.66
Control Delay 50.0 48.2 53.2 36.1 11.1 23.6 48.2 9.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 50.0 48.2 53.2 36.1 11.1 23.6 48.2 9.8

LOS D D D D B C D A
Approach Delay 49.0 24.5 23.6 14.9
Approach LOS D C C B
Intersection Summary
Cycle Length: 142.5
Actuated Cycle Length: 91.3
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.74
Intersection Signal Delay: 19.4 Intersection LOS: B
Intersection Capacity Utilization 80.9% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 5: Archibald Av. & Schaefer Av.

7.1-55
3145
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 - 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) 20 28 0 24 25 74 0 1478 34 242 1589 19 Future Volume (veh/h) 20 28 0 24 25 74 0 1478 34 242 1589 19 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.98 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 21 30 0 26 27 73 0 1572 34 257 1690 20 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 166 112 0 44 268 224 95 2229 48 294 2395 28
Arrive On Green 0.06 0.06 0.00 0.03 0.15 0.15 0.00 0.46 0.46 0.18 0.70 0.70 Sat Flow, veh/h 1130 1772 0 1594 1772 1484 256 4870 105 1594 3407 40 Grp Volume(v), veh/h 21 30 0 26 27 73 0 1041 565 257 834 876 Grp Sat Flow(s),veh/h/ln 1130 1772 0 1594 1772 1484 256 1612 1750 1594 1683 1764 Q Serve(g_s), s 1.4 1.2 0.0 1.2 1.0 3.3 0.0 19.7 19.7 11.9 22.2 22.3 Cycle Q Clear(g_c), s 1.4 1.2 0.0 1.2 1.0 3.3 0.0 19.7 19.7 11.9 22.2 22.3 Prop In Lane 1.00 0.00 1.00 1.00 1.00 0.06 1.00 0.02
Lane Grp Cap(c), veh/h 166 112 0 44 268 224 95 1476 801 294 1183 1240 V/C Ratio(X) 0.13 0.27 0.00 0.59 0.10 0.33 0.00 0.71 0.71 0.87 0.70 0.71 Avail Cap(c_a), veh/h 362 419 0 427 652 546 191 2691 1460 427 1957 2051 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 34.0 34.0 0.0 36.6 27.8 28.8 0.0 16.5 16.5 30.2 6.7 6.7 Incr Delay (d2), s/veh 0.3 1.3 0.0 4.5 0.2 0.8 0.0 0.6 1.2 9.6 0.8 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 0.4 0.5 0.0 0.5 0.4 1.2 0.0 5.9 6.5 4.8 4.0 4.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.4 35.3 0.0 41.1 28.0 29.7 0.0 17.1 17.7 39.8 7.4 7.4 LnGrp LOS C D A D C C A B B D A A
Approach Vol, veh/h 51 126 1606 1967
Approach Delay, s/veh 34.9 31.7 17.3 11.7
Approach LOS C C B B
Timer - Assigned Phs 1 2 3 4 6 8
Phs Duration (G+Y+Rc), s 18.7 41.3 6.7 9.4 60.0 16.1
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 13.9 21.7 3.2 3.4 24.3 5.3 Green Ext Time (p_c), s 0.2 13.2 0.0 0.1 17.3 0.3
Intersection Summary
HCM 6th Ctrl Delay 15.1
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

7.1-56
3146
Timings Rich Haven Specific Plan TA (JN:14822)
6: Archibald Av. & Edison Av./Ontario Ranch Rd. 10/06/2022 HY (2045) 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) 178 775 874 308 333 133 305 1220 387 185 1716 126 Future Volume (vph) 178 775 874 308 333 133 305 1220 387 185 1716 126 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 31.0 118.0 12.4 38.0 38.0 9.4 38.6 118.0 14.0 43.2 43.2 Actuated g/C Ratio 0.05 0.26 1.00 0.11 0.32 0.32 0.08 0.33 1.00 0.12 0.37 0.37 v/c Ratio 1.36 0.88 0.61 1.04 0.62 0.25 2.55 1.11 0.27 1.04 1.40 0.21 Control Delay 240.5 53.5 1.9 112.3 39.3 5.7 741.9 100.4 0.4 128.1 215.0 3.4 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 240.5 53.5 1.9 112.3 39.3 5.7 741.9 100.4 0.4 128.1 215.0 3.4

LOS F D A F D A F F A F F A
Approach Delay 47.0 62.6 182.5 193.9
Approach LOS D E F F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 118
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 2.55
Intersection Signal Delay: 134.0 Intersection LOS: F
Intersection Capacity Utilization 120.3% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 6: Archibald Av. & Edison Av./Ontario Ranch Rd.

7.1-57
3147
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 - 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) 178 775 874 308 333 133 305 1220 387 185 1716 126 Future Volume (veh/h) 178 775 874 308 333 133 305 1220 387 185 1716 126 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 187 816 0 324 351 82 321 1284 0 195 1806 101 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 141 915 318 562 476 128 1168 190 1307 554
Arrive On Green 0.05 0.26 0.00 0.11 0.32 0.32 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 187 816 0 324 351 82 321 1284 0 195 1806 101 Grp Sat Flow(s),veh/h/ln 1500 1772 1502 1500 1772 1500 1594 1772 1502 1594 1772 1502 Q Serve(g_s), s 5.5 26.0 0.0 12.4 19.8 4.6 9.4 38.6 0.0 14.0 43.2 5.3 Cycle Q Clear(g_c), s 5.5 26.0 0.0 12.4 19.8 4.6 9.4 38.6 0.0 14.0 43.2 5.3 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 141 915 318 562 476 128 1168 190 1307 554 V/C Ratio(X) 1.33 0.89 1.02 0.62 0.17 2.51 1.10 1.02 1.38 0.18 Avail Cap(c_a), veh/h 141 1001 318 605 512 128 1168 190 1307 554 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 55.8 41.9 0.0 52.4 34.1 28.9 53.9 39.3 0.0 51.6 37.0 25.0 Incr Delay (d2), s/veh 188.0 9.6 0.0 55.8 1.8 0.2 702.1 58.0 0.0 71.5 176.7 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 5.7 12.0 0.0 7.0 8.3 1.6 28.5 24.9 0.0 9.1 49.2 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 243.8 51.5 0.0 108.1 35.9 29.1 756.0 97.2 0.0 123.1 213.7 25.2 LnGrp LOS F D F D C F F F F C
Approach Vol, veh/h 1003 A 757 1605 A 2102
Approach Delay, s/veh 87.4 66.1 229.0 196.2
Approach LOS F E F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 18.6 45.1 17.0 36.4 14.0 49.7 10.1 43.3 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 14.0 38.6 12.4 33.1 9.4 43.2 5.5 40.0 Max Q Clear Time (g_c+I1), s 16.0 40.6 14.4 28.0 11.4 45.2 7.5 21.8 Green Ext Time (p_c), s 0.0 0.0 0.0 2.2 0.0 0.0 0.0 1.9 Intersection Summary
HCM 6th Ctrl Delay 167.8
HCM 6th LOS F
Notes
Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay.

7.1-58
3148
Timings Rich Haven Specific Plan TA (JN:14822)
7: Turner Av. & Riverside Dr. 10/06/2022
HY (2045) 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) 105 1070 140 1118 206 69 36 68
Future Volume (vph) 105 1070 140 1118 206 69 36 68
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) 14.2 53.0 16.0 54.8 20.6 39.0 12.0 30.4 Total Split (%) 11.8% 44.2% 13.3% 45.7% 17.2% 32.5% 10.0% 25.3% Yellow Time (s) 3.6 5.2 3.6 5.2 3.6 4.8 3.6 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 6.2 4.6 6.2 4.6 5.8 4.6 5.8
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None Min None Min
Act Effct Green (s) 9.4 46.9 11.4 48.9 16.0 26.0 6.5 12.4 Actuated g/C Ratio 0.09 0.43 0.11 0.45 0.15 0.24 0.06 0.11 v/c Ratio 0.78 0.97 0.86 0.80 0.90 0.29 0.39 0.33
Control Delay 84.8 48.6 89.7 30.8 85.0 12.4 62.1 25.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 84.8 48.6 89.7 30.8 85.0 12.4 62.1 25.0

LOS F D F C F B E C
Approach Delay 51.2 37.1 46.5 33.0
Approach LOS D D D C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 108
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.97
Intersection Signal Delay: 44.2 Intersection LOS: D
Intersection Capacity Utilization 88.4% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 7: Turner Av. & Riverside Dr.

7.1-59
3149
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 - 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) 105 1070 273 140 1118 49 206 69 163 36 68 64 Future Volume (veh/h) 105 1070 273 140 1118 49 206 69 163 36 68 64 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 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 108 1103 147 144 1153 30 212 71 86 37 70 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 131 1219 162 170 1453 38 238 390 344 52 254 118 Arrive On Green 0.12 0.61 0.61 0.16 0.65 0.65 0.22 0.35 0.35 0.05 0.17 0.17 Sat Flow, veh/h 1594 2978 396 1594 3351 87 1594 1683 1485 1594 2215 1027 Grp Volume(v), veh/h 108 623 627 144 579 604 212 71 86 37 52 53 Grp Sat Flow(s),veh/h/ln 1594 1683 1690 1594 1683 1755 1594 1683 1485 1594 1683 1559 Q Serve(g_s), s 6.4 30.9 31.1 8.5 23.9 24.0 12.4 2.8 4.0 2.2 2.6 2.9 Cycle Q Clear(g_c), s 6.4 30.9 31.1 8.5 23.9 24.0 12.4 2.8 4.0 2.2 2.6 2.9 Prop In Lane 1.00 0.23 1.00 0.05 1.00 1.00 1.00 0.66
Lane Grp Cap(c), veh/h 131 689 692 170 730 761 238 390 344 52 193 178 V/C Ratio(X) 0.82 0.90 0.91 0.85 0.79 0.79 0.89 0.18 0.25 0.71 0.27 0.30 Avail Cap(c_a), veh/h 159 818 821 189 849 885 265 580 512 122 430 398 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 41.5 16.9 17.0 39.7 13.7 13.7 36.6 25.1 25.5 45.4 36.4 36.5 Incr Delay (d2), s/veh 21.0 12.0 12.3 24.7 4.5 4.4 25.4 0.2 0.4 6.5 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 3.0 8.8 8.9 4.1 6.1 6.3 5.9 1.1 1.3 0.9 1.0 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.5 28.9 29.3 64.4 18.2 18.1 61.9 25.3 25.8 51.9 37.1 37.4 LnGrp LOS E C C E B B E C C D D D
Approach Vol, veh/h 1358 1327 369 142
Approach Delay, s/veh 31.8 23.2 46.5 41.1
Approach LOS C C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.7 28.1 14.9 45.6 19.0 16.8 12.5 48.0 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 7.4 33.2 11.4 46.8 16.0 24.6 9.6 48.6 Max Q Clear Time (g_c+I1), s 4.2 6.0 10.5 33.1 14.4 4.9 8.4 26.0 Green Ext Time (p_c), s 0.0 0.8 0.0 6.3 0.0 0.4 0.0 7.3 Intersection Summary
HCM 6th Ctrl Delay 30.3
HCM 6th LOS C

7.1-60
3150
HCM 6th AWSC Rich Haven Specific Plan TA (JN:14822)
8: Turner Av. & Chino Av. 10/06/2022
HY (2045) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 15
Intersection
Intersection Delay, s/veh16.8
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 192 290 74 51 194 94 24 153 59 86 238 69 Future Vol, veh/h 192 290 74 51 194 94 24 153 59 86 238 69 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 209 315 80 55 211 102 26 166 64 93 259 75
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 18.4 16 15.1 16.3

HCM LOS C C C C

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, % 0% 100% 46% 0% 100% 57% 0% 100% 41% 0% 100% 53% Vol Right, % 0% 0% 54% 0% 0% 43% 0% 0% 59% 0% 0% 47%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 24 102 110 192 193 171 51 129 159 86 159 148 LT Vol 24 0 0 192 0 0 51 0 0 86 0 0
Through Vol 0 102 51 0 193 97 0 129 65 0 159 79
RT Vol 0 0 59 0 0 74 0 0 94 0 0 69
Lane Flow Rate 26 111 120 209 210 186 55 141 172 93 172 161 Geometry Grp 8 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.07 0.282 0.291 0.508 0.482 0.41 0.143 0.343 0.401 0.239 0.417 0.375 Departure Headway (Hd) 9.642 9.142 8.766 8.764 8.264 7.961 9.295 8.795 8.38 9.196 8.696 8.37 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 372 394 410 413 437 454 386 409 429 392 416 432
Service Time 7.395 6.895 6.52 6.483 5.983 5.679 7.047 6.547 6.132 6.916 6.416 6.09 HCM Lane V/C Ratio 0.07 0.282 0.293 0.506 0.481 0.41 0.142 0.345 0.401 0.237 0.413 0.373 HCM Control Delay 13.1 15.5 15.1 20.2 18.5 16.1 13.6 16.1 16.7 14.8 17.5 16 HCM Lane LOS B C C C C C B C C B C C
HCM 95th-tile Q 0.2 1.1 1.2 2.8 2.6 2 0.5 1.5 1.9 0.9 2 1.7

7.1-61
3151
Timings Rich Haven Specific Plan TA (JN:14822)
9: S Turner Av. & Ontario Ranch Rd. 10/06/2022
HY (2045) 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) 158 2204 53 84 1907 163 19 19 179 38 Future Volume (vph) 158 2204 53 84 1907 163 19 19 179 38 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) 7.4 61.5 61.5 9.4 61.3 61.3 5.9 8.7 10.4 19.3 Actuated g/C Ratio 0.07 0.57 0.57 0.09 0.56 0.56 0.05 0.08 0.10 0.18 v/c Ratio 1.42 1.18 0.06 0.59 1.03 0.18 0.21 0.46 1.14 0.33 Control Delay 266.2 113.6 0.1 63.8 52.2 3.1 55.7 23.6 155.7 21.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 266.2 113.6 0.1 63.8 52.2 3.1 55.7 23.6 155.7 21.8

LOS F F A E D A E C F C
Approach Delay 121.1 48.9 29.4 105.3
Approach LOS F D C F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 108.7
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.42
Intersection Signal Delay: 86.9 Intersection LOS: F
Intersection Capacity Utilization 95.7% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 9: S Turner Av. & Ontario Ranch Rd.

7.1-62
3152
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 - 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) 158 2204 53 84 1907 163 19 19 66 179 38 70 Future Volume (veh/h) 158 2204 53 84 1907 163 19 19 66 179 38 70 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 170 2370 35 90 2051 89 20 20 39 192 41 43 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 125 2080 928 114 2059 919 37 31 61 175 111 116 Arrive On Green 0.07 0.59 0.59 0.06 0.58 0.58 0.02 0.06 0.06 0.10 0.13 0.13 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 567 1105 1781 836 877 Grp Volume(v), veh/h 170 2370 35 90 2051 89 20 0 59 192 0 84 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 0 1671 1781 0 1713 Q Serve(g_s), s 7.4 61.8 1.0 5.3 60.6 2.6 1.2 0.0 3.7 10.4 0.0 4.7 Cycle Q Clear(g_c), s 7.4 61.8 1.0 5.3 60.6 2.6 1.2 0.0 3.7 10.4 0.0 4.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.66 1.00 0.51
Lane Grp Cap(c), veh/h 125 2080 928 114 2059 919 37 0 92 175 0 227 V/C Ratio(X) 1.36 1.14 0.04 0.79 1.00 0.10 0.53 0.00 0.64 1.09 0.00 0.37 Avail Cap(c_a), veh/h 125 2080 928 209 2059 919 125 0 320 175 0 376 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 49.1 21.9 9.3 48.7 22.1 9.9 51.2 0.0 48.9 47.6 0.0 41.8 Incr Delay (d2), s/veh 205.9 69.1 0.0 4.5 18.8 0.0 4.3 0.0 7.2 95.5 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 10.3 41.5 0.3 2.4 26.7 0.8 0.6 0.0 1.7 9.1 0.0 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 255.0 91.0 9.3 53.2 40.9 9.9 55.5 0.0 56.1 143.1 0.0 42.8 LnGrp LOS F F A D D A E A E F A D
Approach Vol, veh/h 2575 2230 79 276
Approach Delay, s/veh 100.7 40.2 56.0 112.6
Approach LOS F D E F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.0 11.6 11.4 67.6 6.8 19.8 12.0 67.0 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 10.4 20.2 12.4 56.2 7.4 23.2 7.4 61.2 Max Q Clear Time (g_c+I1), s 12.4 5.7 7.3 63.8 3.2 6.7 9.4 62.6 Green Ext Time (p_c), s 0.0 0.2 0.0 0.0 0.0 0.3 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 74.5
HCM 6th LOS E

7.1-63
3153
Timings Rich Haven Specific Plan TA (JN:14822)
10: Haven Av. & SR-60 WB Ramps 10/06/2022
HY (2045) 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) 384 12 682 260 1214 2187 844
Future Volume (vph) 384 12 682 260 1214 2187 844
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) 14.9 14.9 90.0 9.3 63.1 48.7 48.7
Actuated g/C Ratio 0.17 0.17 1.00 0.10 0.70 0.54 0.54
v/c Ratio 0.75 0.73 0.45 0.76 0.36 0.83 0.76
Control Delay 52.2 51.0 0.9 39.1 8.6 21.0 9.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 52.2 51.0 0.9 39.1 8.6 21.0 9.0

LOS D D A D A C A
Approach Delay 19.6 14.0 17.7
Approach LOS B B B
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.83
Intersection Signal Delay: 17.1 Intersection LOS: B
Intersection Capacity Utilization 84.9% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 10: Haven Av. & SR-60 WB Ramps

7.1-64
3154
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 - 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 0 384 12 682 260 1214 0 0 2187 844 Future Volume (veh/h) 0 0 0 384 12 682 260 1214 0 0 2187 844 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 409 0 0 271 1265 0 0 2278 731
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 503 0 336 3704 0 0 2924 896
Arrive On Green 0.14 0.00 0.00 0.19 1.00 0.00 0.00 0.57 0.57 Sat Flow, veh/h 3563 0 1585 3456 5274 0 0 5274 1565
Grp Volume(v), veh/h 409 0 0 271 1265 0 0 2278 731
Grp Sat Flow(s),veh/h/ln 1781 0 1585 1728 1702 0 0 1702 1565 Q Serve(g_s), s 10.0 0.0 0.0 6.7 0.0 0.0 0.0 31.0 33.7
Cycle Q Clear(g_c), s 10.0 0.0 0.0 6.7 0.0 0.0 0.0 31.0 33.7 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 503 0 336 3704 0 0 2924 896
V/C Ratio(X) 0.81 0.00 0.81 0.34 0.00 0.00 0.78 0.82
Avail Cap(c_a), veh/h 681 0 346 3704 0 0 2924 896
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 0.30 0.30 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 37.5 0.0 0.0 35.4 0.0 0.0 0.0 14.8 15.4 Incr Delay (d2), s/veh 5.4 0.0 0.0 3.9 0.1 0.0 0.0 2.1 8.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.5 0.0 0.0 2.6 0.0 0.0 0.0 10.4 11.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.9 0.0 0.0 39.3 0.1 0.0 0.0 17.0 23.5 LnGrp LOS D A D A A A B C
Approach Vol, veh/h 409 A 1536 3009
Approach Delay, s/veh 42.9 7.0 18.6
Approach LOS D A B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 71.5 13.7 57.7 18.5
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 8.7 35.7 12.0
Green Ext Time (p_c), s 6.5 0.0 8.7 0.7
Intersection Summary
HCM 6th Ctrl Delay 17.0
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

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

7.1-65
3155
Timings Rich Haven Specific Plan TA (JN:14822)
11: Haven Av. & SR-60 EB Ramps 10/06/2022
HY (2045) 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) 423 2 413 1236 739 1947
Future Volume (vph) 423 2 413 1236 739 1947
Turn Type Perm NA Perm NA Prot NA
Protected Phases 4 2 1 6
Permitted Phases 4 4
Detector Phase 4 4 4 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 8.0 5.0 8.0
Minimum Split (s) 10.8 10.8 10.8 28.2 10.0 31.2
Total Split (s) 26.0 26.0 26.0 34.0 30.0 64.0
Total Split (%) 28.9% 28.9% 28.9% 37.8% 33.3% 71.1%
Yellow Time (s) 4.8 4.8 4.8 5.2 4.0 5.2
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 6.2 5.0 6.2
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode None None None C-Max None C-Max
Act Effct Green (s) 20.2 20.2 20.2 29.3 23.5 57.8
Actuated g/C Ratio 0.22 0.22 0.22 0.33 0.26 0.64
v/c Ratio 0.58 0.59 1.00 0.95 0.86 0.62
Control Delay 38.3 38.5 71.1 43.9 51.0 6.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.1
Total Delay 38.3 38.5 71.1 43.9 51.0 6.7

LOS D D E D D A
Approach Delay 54.5 43.9 18.9
Approach LOS D D B
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.00
Intersection Signal Delay: 32.3 Intersection LOS: C
Intersection Capacity Utilization 84.9% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 11: Haven Av. & SR-60 EB Ramps

7.1-66
3156
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 11: Haven Av. & SR-60 EB Ramps 10/06/2022
HY (2045) 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) 423 2 413 0 0 0 0 1236 267 739 1947 0 Future Volume (veh/h) 423 2 413 0 0 0 0 1236 267 739 1947 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 442 0 222 0 1288 143 770 2028 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 612 0 272 0 1846 205 841 3548 0
Arrive On Green 0.17 0.00 0.17 0.00 0.40 0.40 0.49 1.00 0.00 Sat Flow, veh/h 3563 0 1585 0 4831 518 3456 5274 0
Grp Volume(v), veh/h 442 0 222 0 940 491 770 2028 0
Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1777 1728 1702 0 Q Serve(g_s), s 10.6 0.0 12.1 0.0 20.7 20.7 18.6 0.0 0.0 Cycle Q Clear(g_c), s 10.6 0.0 12.1 0.0 20.7 20.7 18.6 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.29 1.00 0.00
Lane Grp Cap(c), veh/h 612 0 272 0 1348 704 841 3548 0
V/C Ratio(X) 0.72 0.00 0.81 0.00 0.70 0.70 0.92 0.57 0.00 Avail Cap(c_a), veh/h 800 0 356 0 1348 704 960 3548 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 0.46 0.46 0.00 Uniform Delay (d), s/veh 35.2 0.0 35.9 0.0 22.7 22.7 22.3 0.0 0.0 Incr Delay (d2), s/veh 2.2 0.0 10.6 0.0 3.0 5.7 6.3 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.5 0.0 5.2 0.0 8.0 8.9 5.5 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.5 0.0 46.5 0.0 25.7 28.4 28.6 0.3 0.0 LnGrp LOS D A D A C C C A A
Approach Vol, veh/h 664 1431 2798
Approach Delay, s/veh 40.5 26.6 8.1
Approach LOS D C A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 26.9 41.8 21.3 68.7
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 20.6 22.7 14.1 2.0
Green Ext Time (p_c), s 1.3 2.8 1.3 14.7
Intersection Summary
HCM 6th Ctrl Delay 17.9
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

7.1-67
3157
Timings Rich Haven Specific Plan TA (JN:14822)
12: Haven Av. & Riverside Dr. 10/06/2022
HY (2045) 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) 462 709 147 538 85 742 262 919 571 Future Volume (vph) 462 709 147 538 85 742 262 919 571
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 3.21 2.01 2.35 1.02 20.34 1.03 3.22 1.31
Control Delay 1028.3 489.0 679.1 86.8 8743.6 111.4 1026.4 180.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 1028.3 489.0 679.1 86.8 8743.6 111.4 1026.4 180.2

LOS F F F F F F F F
Approach Delay 679.2 195.6 8743.6 613.6
Approach LOS F F F F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 20.34
Intersection Signal Delay: 2203.1 Intersection LOS: F
Intersection Capacity Utilization 181.9% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 12: Haven Av. & Riverside Dr.

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3158
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 12: Haven Av. & Riverside Dr. 10/06/2022
HY (2045) 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) 462 709 138 147 538 115 85 742 149 262 919 571 Future Volume (veh/h) 462 709 138 147 538 115 85 742 149 262 919 571 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 481 739 143 153 560 100 89 773 149 273 957 369 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 151 363 70 66 569 101 54 472 91 268 298 252
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 1434 277 1594 2844 506 151 1314 253 1594 1772 1496 Grp Volume(v), veh/h 481 0 882 153 331 329 1011 0 0 273 957 369 Grp Sat Flow(s),veh/h/ln 1594 0 1711 1594 1683 1667 1719 0 0 1594 1772 1496 Q Serve(g_s), s 11.4 0.0 30.4 5.0 23.5 23.6 43.1 0.0 0.0 20.2 20.2 20.2 Cycle Q Clear(g_c), s 11.4 0.0 30.4 5.0 23.5 23.6 43.1 0.0 0.0 20.2 20.2 20.2 Prop In Lane 1.00 0.16 1.00 0.30 0.09 0.15 1.00 1.00
Lane Grp Cap(c), veh/h 151 0 433 66 337 333 617 0 0 268 298 252 V/C Ratio(X) 3.18 0.00 2.03 2.30 0.98 0.99 1.64 0.00 0.00 1.02 3.21 1.47 Avail Cap(c_a), veh/h 151 0 433 66 337 333 617 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 47.8 47.9 38.5 0.0 0.0 49.9 49.9 49.9 Incr Delay (d2), s/veh 996.6 0.0 473.6 631.3 44.0 45.9 294.3 0.0 0.0 59.5 1002.5 229.8 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 46.3 0.0 69.3 13.6 13.5 13.6 68.2 0.0 0.0 12.2 91.7 23.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 1050.9 0.0 518.4 688.8 91.8 93.8 332.7 0.0 0.0 109.4 1052.4 279.7 LnGrp LOS F A F F F F F A A F F F
Approach Vol, veh/h 1363 813 1011 1599
Approach Delay, s/veh 706.3 205.0 332.7 713.1
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 25.6 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 544.5
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

7.1-69
3159
HCM 6th TWSC Rich Haven Specific Plan TA (JN:14822)
13: Haven Av. & Chino Av. 10/06/2022
HY (2045) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 24
Intersection
Int Delay, s/veh 37
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 192 87 187 799 889 385
Future Vol, veh/h 192 87 187 799 889 385
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 202 92 197 841 936 405
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 2374 1139 1341 0 - 0
Stage 1 1139 - - - - -
Stage 2 1235 - - - - -
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 ~ 38 245 514 - - -
Stage 1 305 - - - - -
Stage 2 274 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 23 245 514 - - -
Mov Cap-2 Maneuver ~ 112 - - - - -
Stage 1 ~ 188 - - - - -
Stage 2 274 - - - - -
Approach EB NB SB
HCM Control Delay, s$ 325.9 3.1 0

HCM LOS F
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 514 - 112 245 - -
HCM Lane V/C Ratio 0.383 - 1.805 0.374 - -
HCM Control Delay (s) 16.3 -$ 460.8 28.2 - -
HCM Lane LOS C - F D - -
HCM 95th %tile Q(veh) 1.8 - 16 1.6 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

7.1-70
3160
Timings Rich Haven Specific Plan TA (JN:14822)
14: Haven Av. & Schaefer av. 10/06/2022
HY (2045) 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) 64 110 168 801 1120
Future Volume (vph) 64 110 168 801 1120
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) 12.3 12.3 15.6 67.0 46.7
Actuated g/C Ratio 0.14 0.14 0.17 0.74 0.51
v/c Ratio 0.35 0.41 0.72 0.72 0.81
Control Delay 41.5 11.1 51.4 11.4 24.8
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 41.5 11.1 51.4 11.4 24.8

LOS D B D B C
Approach Delay 22.2 18.3 24.8
Approach LOS C B C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 91
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 21.9 Intersection LOS: C
Intersection Capacity Utilization 67.4% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 14: Haven Av. & Schaefer av.

7.1-71
3161
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 14: Haven Av. & Schaefer av. 10/06/2022
HY (2045) 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) 64 110 168 801 1120 65
Future Volume (veh/h) 64 110 168 801 1120 65
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 74 59 195 931 1302 76
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 208 196 234 1252 1600 93
Arrive On Green 0.13 0.13 0.15 0.71 0.49 0.49
Sat Flow, veh/h 1594 1502 1594 1772 3322 188
Grp Volume(v), veh/h 74 59 195 931 677 701
Grp Sat Flow(s),veh/h/ln 1594 1502 1594 1772 1683 1738
Q Serve(g_s), s 3.0 2.5 8.5 23.1 24.2 24.3
Cycle Q Clear(g_c), s 3.0 2.5 8.5 23.1 24.2 24.3
Prop In Lane 1.00 1.00 1.00 0.11
Lane Grp Cap(c), veh/h 208 196 234 1252 833 860
V/C Ratio(X) 0.36 0.30 0.83 0.74 0.81 0.82
Avail Cap(c_a), veh/h 632 595 659 1998 1093 1129
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 28.2 28.0 29.5 6.5 15.2 15.2
Incr Delay (d2), s/veh 1.0 0.9 2.9 0.9 3.6 3.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.1 0.0 3.1 4.7 8.1 8.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.2 28.8 32.4 7.4 18.8 18.8
LnGrp LOS C C C A B B
Approach Vol, veh/h 133 1126 1378
Approach Delay, s/veh 29.1 11.7 18.8
Approach LOS C B B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 56.0 15.1 15.1 41.0
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 25.1 5.0 10.5 26.3
Green Ext Time (p_c), s 8.4 0.3 0.2 8.9
Intersection Summary
HCM 6th Ctrl Delay 16.3
HCM 6th LOS B

7.1-72
3162
Timings Rich Haven Specific Plan TA (JN:14822)
15: Haven Av. & Ontario Ranch Rd. 10/06/2022
HY (2045) 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) 602 1680 95 264 1705 228 93 486 115 170 568 264 Future Volume (vph) 602 1680 95 264 1705 228 93 486 115 170 568 264 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 39.0 39.0 6.2 32.5 32.5 9.9 41.4 41.4 10.4 42.0 42.0 Actuated g/C Ratio 0.10 0.33 0.33 0.05 0.27 0.27 0.08 0.35 0.35 0.09 0.36 0.36 v/c Ratio 3.86 1.12 0.18 1.86 1.09 0.41 0.75 0.84 0.19 1.30 0.97 0.42 Control Delay 1318.7 102.2 5.4 440.6 90.5 6.5 85.9 48.7 2.5 222.0 66.7 9.0 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 1318.7 102.2 5.4 440.6 90.5 6.5 85.9 48.7 2.5 222.0 66.7 9.0

LOS F F A F F A F D A F E A
Approach Delay 406.3 123.9 46.1 77.9
Approach LOS F F D E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 118.3
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 3.86
Intersection Signal Delay: 215.0 Intersection LOS: F
Intersection Capacity Utilization 118.8% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 15: Haven Av. & Ontario Ranch Rd.

7.1-73
3163
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 15: Haven Av. & Ontario Ranch Rd. 10/06/2022
HY (2045) 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) 602 1680 95 264 1705 228 93 486 115 170 568 264 Future Volume (veh/h) 602 1680 95 264 1705 228 93 486 115 170 568 264 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 640 1787 88 281 1814 198 99 517 72 181 604 248 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 168 1607 499 154 1703 419 120 609 516 141 632 536 Arrive On Green 0.11 0.33 0.33 0.05 0.28 0.28 0.08 0.34 0.34 0.09 0.36 0.36 Sat Flow, veh/h 1594 4837 1502 2910 6095 1502 1594 1772 1502 1594 1772 1502 Grp Volume(v), veh/h 640 1787 88 281 1814 198 99 517 72 181 604 248 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 39.0 4.9 6.2 32.8 12.9 7.2 31.8 3.9 10.4 39.1 14.9 Cycle Q Clear(g_c), s 12.4 39.0 4.9 6.2 32.8 12.9 7.2 31.8 3.9 10.4 39.1 14.9 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 168 1607 499 154 1703 419 120 609 516 141 632 536 V/C Ratio(X) 3.80 1.11 0.18 1.83 1.07 0.47 0.82 0.85 0.14 1.28 0.96 0.46 Avail Cap(c_a), veh/h 168 1607 499 154 1703 419 147 652 552 141 646 547 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 52.5 39.2 27.8 55.6 42.3 35.1 53.5 35.7 26.6 53.5 36.9 29.1 Incr Delay (d2), s/veh 1275.7 59.9 0.8 397.3 41.6 3.8 22.2 9.9 0.1 170.3 24.7 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 64.4 23.3 1.8 10.7 16.4 4.9 3.5 14.7 1.3 10.7 20.3 5.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 1328.2 99.1 28.6 452.9 84.0 38.9 75.7 45.6 26.7 223.8 61.5 29.7 LnGrp LOS F F C F F D E D C F E C
Approach Vol, veh/h 2515 2293 688 1033
Approach Delay, s/veh 409.4 125.3 48.0 82.3
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 46.1 10.8 45.5 13.4 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 33.8 8.2 41.0 9.2 41.1 14.4 34.8 Green Ext Time (p_c), s 0.0 2.2 0.0 0.0 0.0 0.8 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 219.8
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

7.1-74
3164
Timings Rich Haven Specific Plan TA (JN:14822)
17: Mill Creek Av. & Riverside Dr. 10/06/2022
HY (2045) 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) 125 1343 515 1034 18 22 130 70 17
Future Volume (vph) 125 1343 515 1034 18 22 130 70 17
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) 11.5 37.5 7.1 33.0 12.4 12.4 12.4 12.3 12.3 Actuated g/C Ratio 0.13 0.42 0.08 0.37 0.14 0.14 0.14 0.14 0.14 v/c Ratio 0.65 1.10 4.38 1.02 0.09 0.09 0.43 0.34 0.33
Control Delay 53.1 84.0 1547.6 60.2 34.9 34.9 10.7 39.8 15.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 53.1 84.0 1547.6 60.2 34.9 34.9 10.7 39.8 15.8

LOS D F F E C C B D B
Approach Delay 81.5 514.5 16.3 26.6
Approach LOS F F B C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 89.3
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 4.38
Intersection Signal Delay: 280.1 Intersection LOS: F
Intersection Capacity Utilization 98.6% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 17: Mill Creek Av. & Riverside Dr.

7.1-75
3165
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 17: Mill Creek Av. & Riverside Dr. 10/06/2022
HY (2045) 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) 125 1343 101 515 1034 137 18 22 130 70 17 68 Future Volume (veh/h) 125 1343 101 515 1034 137 18 22 130 70 17 68 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 133 1429 54 548 1100 98 19 23 125 74 18 45 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 162 1442 54 131 1303 116 191 212 179 205 56 141 Arrive On Green 0.10 0.44 0.44 0.08 0.42 0.42 0.12 0.12 0.12 0.13 0.13 0.13 Sat Flow, veh/h 1594 3308 125 1594 3127 278 1594 1772 1498 1594 439 1097 Grp Volume(v), veh/h 133 726 757 548 592 606 19 23 125 74 0 63 Grp Sat Flow(s),veh/h/ln 1594 1683 1749 1594 1683 1722 1594 1772 1498 1594 0 1536 Q Serve(g_s), s 6.9 36.3 36.5 7.0 26.8 26.9 0.9 1.0 6.8 3.6 0.0 3.2 Cycle Q Clear(g_c), s 6.9 36.3 36.5 7.0 26.8 26.9 0.9 1.0 6.8 3.6 0.0 3.2 Prop In Lane 1.00 0.07 1.00 0.16 1.00 1.00 1.00 0.71
Lane Grp Cap(c), veh/h 162 734 762 131 701 717 191 212 179 205 0 197 V/C Ratio(X) 0.82 0.99 0.99 4.17 0.84 0.85 0.10 0.11 0.70 0.36 0.00 0.32 Avail Cap(c_a), veh/h 338 734 762 131 701 717 586 651 551 469 0 452 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 37.4 23.7 23.8 38.9 22.3 22.3 33.3 33.3 35.9 33.8 0.0 33.6 Incr Delay (d2), s/veh 3.9 30.4 30.7 1443.8 9.3 9.2 0.2 0.2 4.8 1.1 0.0 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 2.7 18.3 19.2 55.3 10.9 11.2 0.3 0.4 2.5 1.4 0.0 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.2 54.2 54.5 1482.7 31.5 31.5 33.5 33.5 40.7 34.9 0.0 34.5 LnGrp LOS D D D F C C C C D C A C
Approach Vol, veh/h 1616 1746 167 137
Approach Delay, s/veh 53.3 487.0 38.9 34.7
Approach LOS D F D C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 16.0 11.0 43.0 14.9 12.6 41.4
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 8.8 9.0 38.5 5.6 8.9 28.9
Green Ext Time (p_c), s 0.5 0.0 0.0 0.5 0.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 258.5
HCM 6th LOS F

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3166
HCM 6th AWSC Rich Haven Specific Plan TA (JN:14822)
18: Chino Av. & Mill Creek Av. 10/06/2022
HY (2045) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 31
Intersection
Intersection Delay, s/veh21.6
Intersection LOS C
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 5 17 0 0 80 96
Future Vol, veh/h 5 17 0 0 80 96
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 20 68 0 0 320 384
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 RightSB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay 8.8 0 23.2

HCM LOS A - C

Lane NBLn1WBLn1 SBLn1
Vol Left, % 0% 23% 45%
Vol Thru, % 100% 0% 55%
Vol Right, % 0% 77% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 0 22 176
LT Vol 0 5 80
Through Vol 0 0 96
RT Vol 0 17 0
Lane Flow Rate 0 88 704
Geometry Grp 1 1 1
Degree of Util (X) 0 0.125 0.817
Departure Headway (Hd) 4.884 5.116 4.178
Convergence, Y/N Yes Yes Yes
Cap 0 705 852
Service Time 2.904 3.116 2.271
HCM Lane V/C Ratio 0 0.125 0.826
HCM Control Delay 7.9 8.8 23.2
HCM Lane LOS N A C
HCM 95th-tile Q 0 0.4 9.1

7.1-77
3167
Timings Rich Haven Specific Plan TA (JN:14822)
20: Milliken Av. & SR-60 WB Ramps 10/06/2022
HY (2045) 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) 5 548 438 1413 1649 629
Future Volume (vph) 5 548 438 1413 1649 629
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 19.0 66.0 47.0 47.0
Total Split (%) 26.7% 26.7% 21.1% 73.3% 52.2% 52.2%
Yellow Time (s) 5.2 5.2 3.6 5.2 5.2 5.2
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.2 6.2 4.6 6.2 6.2 6.2
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None Min Min Min
Act Effct Green (s) 17.8 17.8 14.4 59.8 40.8 40.8
Actuated g/C Ratio 0.20 0.20 0.16 0.66 0.45 0.45
v/c Ratio 0.78 1.47 1.61 0.59 1.02 0.63
Control Delay 51.3 249.9 319.6 9.6 52.2 5.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 51.3 249.9 319.6 9.6 52.2 5.4

LOS D F F A D A
Approach Delay 185.5 82.9 39.2
Approach LOS F F D
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.61
Intersection Signal Delay: 79.6 Intersection LOS: E
Intersection Capacity Utilization 111.3% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 20: Milliken Av. & SR-60 WB Ramps

7.1-78
3168
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 20: Milliken Av. & SR-60 WB Ramps 10/06/2022
HY (2045) 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 0 258 5 548 438 1413 0 0 1649 629 Future Volume (veh/h) 0 0 0 258 5 548 438 1413 0 0 1649 629 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 269 5 290 456 1472 0 0 1718 328
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 346 6 313 285 2486 0 0 1696 719
Arrive On Green 0.30 0.30 0.30 0.24 1.00 0.00 0.00 0.68 0.68 Sat Flow, veh/h 1750 33 1585 1781 3741 0 0 3741 1585
Grp Volume(v), veh/h 274 0 290 456 1472 0 0 1718 328
Grp Sat Flow(s),veh/h/ln 1783 0 1585 1781 1870 0 0 1870 1585 Q Serve(g_s), s 12.6 0.0 16.0 14.4 0.3 0.0 0.0 40.8 8.6 Cycle Q Clear(g_c), s 12.6 0.0 16.0 14.4 0.3 0.0 0.0 40.8 8.6 Prop In Lane 0.98 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 353 0 313 285 2486 0 0 1696 719
V/C Ratio(X) 0.78 0.00 0.93 1.60 0.59 0.00 0.00 1.01 0.46 Avail Cap(c_a), veh/h 353 0 313 285 2486 0 0 1696 719
HCM Platoon Ratio 1.50 1.50 1.50 1.50 1.50 1.00 1.00 1.50 1.50 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 29.8 0.0 31.0 34.2 0.1 0.0 0.0 14.4 9.3 Incr Delay (d2), s/veh 10.5 0.0 32.1 285.9 0.4 0.0 0.0 25.1 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 %ile BackOfQ(50%),veh/ln 5.6 0.0 7.8 27.8 0.2 0.0 0.0 12.6 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.3 0.0 63.1 320.1 0.4 0.0 0.0 39.5 9.7 LnGrp LOS D A E F A A A F A
Approach Vol, veh/h 564 1928 2046
Approach Delay, s/veh 52.0 76.0 34.8
Approach LOS D E C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 66.0 19.0 47.0 24.0
Change Period (Y+Rc), s 6.2 4.6 6.2 6.2
Max Green Setting (Gmax), s 59.8 14.4 40.8 17.8
Max Q Clear Time (g_c+I1), s 2.3 16.4 42.8 18.0
Green Ext Time (p_c), s 14.7 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 54.4
HCM 6th LOS D

7.1-79
3169
Timings Rich Haven Specific Plan TA (JN:14822)
21: Milliken Av. & SR-60 EB Ramps 10/06/2022
HY (2045) 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) 319 5 1816 270 1779
Future Volume (vph) 319 5 1816 270 1779
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) 22.0 22.0 53.0 15.0 68.0
Total Split (%) 24.4% 24.4% 58.9% 16.7% 75.6%
Yellow Time (s) 5.2 5.2 5.2 3.6 5.2
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.2 6.2 6.2 4.6 6.2
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode None None Min None Min
Act Effct Green (s) 15.8 15.8 46.8 10.4 61.8
Actuated g/C Ratio 0.18 0.18 0.52 0.12 0.69
v/c Ratio 0.96 1.49 1.17 1.38 0.72
Control Delay 81.9 267.2 106.9 230.9 10.9
Queue Delay 0.0 0.0 0.0 0.0 0.5
Total Delay 81.9 267.2 106.9 230.9 11.4

LOS F F F F B
Approach Delay 193.6 106.9 40.3
Approach LOS F F D
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.49
Intersection Signal Delay: 91.9 Intersection LOS: F
Intersection Capacity Utilization 111.3% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 21: Milliken Av. & SR-60 EB Ramps

7.1-80
3170
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 21: Milliken Av. & SR-60 EB Ramps 10/06/2022
HY (2045) 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) 319 5 399 0 0 0 0 1816 336 270 1779 0 Future Volume (veh/h) 319 5 399 0 0 0 0 1816 336 270 1779 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 273 88 209 0 1892 175 281 1853 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 313 86 205 0 1757 160 206 2569 0
Arrive On Green 0.26 0.26 0.26 0.00 0.78 0.78 0.17 1.00 0.00 Sat Flow, veh/h 1781 492 1168 0 3378 307 1781 3741 0
Grp Volume(v), veh/h 273 0 297 0 1034 1034 281 1853 0
Grp Sat Flow(s),veh/h/ln 1781 0 1660 0 1870 1815 1781 1870 0 Q Serve(g_s), s 13.2 0.0 15.8 0.0 46.8 46.8 10.4 0.0 0.0 Cycle Q Clear(g_c), s 13.2 0.0 15.8 0.0 46.8 46.8 10.4 0.0 0.0 Prop In Lane 1.00 0.70 0.00 0.17 1.00 0.00
Lane Grp Cap(c), veh/h 313 0 291 0 973 944 206 2569 0
V/C Ratio(X) 0.87 0.00 1.02 0.00 1.06 1.10 1.37 0.72 0.00 Avail Cap(c_a), veh/h 313 0 291 0 973 944 206 2569 0
HCM Platoon Ratio 1.50 1.50 1.50 1.00 1.50 1.50 1.50 1.50 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 32.2 0.0 33.2 0.0 9.9 9.9 37.2 0.0 0.0 Incr Delay (d2), s/veh 22.7 0.0 57.7 0.0 47.0 58.8 192.3 1.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.8 0.0 9.9 0.0 17.5 20.1 14.9 0.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.9 0.0 90.8 0.0 56.9 68.7 229.5 1.0 0.0 LnGrp LOS D A F A F F F A A
Approach Vol, veh/h 570 2067 2134
Approach Delay, s/veh 73.6 62.8 31.1
Approach LOS E E C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 15.0 53.0 22.0 68.0
Change Period (Y+Rc), s 4.6 6.2 6.2 6.2
Max Green Setting (Gmax), s 10.4 46.8 15.8 61.8
Max Q Clear Time (g_c+I1), s 12.4 48.8 17.8 2.0
Green Ext Time (p_c), s 0.0 0.0 0.0 23.3
Intersection Summary
HCM 6th Ctrl Delay 49.9
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

7.1-81
3171
Timings Rich Haven Specific Plan TA (JN:14822)
22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
HY (2045) 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) 393 203 109 274 250 482 1456 59 257 1398 Future Volume (vph) 393 203 109 274 250 482 1456 59 257 1398 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 25.1 10.1 18.0 18.0 20.4 45.4 45.4 17.8 42.8 Actuated g/C Ratio 0.14 0.21 0.08 0.15 0.15 0.17 0.38 0.38 0.15 0.36 v/c Ratio 1.83 1.43 0.86 1.09 0.59 1.88 1.21 0.10 1.16 1.83 Control Delay 421.3 240.9 102.7 129.5 11.3 440.9 135.7 0.3 153.5 400.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 421.3 240.9 102.7 129.5 11.3 440.9 135.7 0.3 153.5 400.5

LOS F F F F B F F A F F
Approach Delay 319.8 78.2 205.3 372.9
Approach LOS F E F F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.88
Intersection Signal Delay: 275.3 Intersection LOS: F
Intersection Capacity Utilization 150.0% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 22: Hamner Av./Milliken Av. & Riverside Dr.

7.1-82
3172
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
HY (2045) 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) 393 203 303 109 274 250 482 1456 59 257 1398 646 Future Volume (veh/h) 393 203 303 109 274 250 482 1456 59 257 1398 646 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 414 214 278 115 288 225 507 1533 57 271 1472 666 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 228 144 187 137 266 225 271 1274 567 236 822 343 Arrive On Green 0.14 0.21 0.21 0.09 0.15 0.15 0.17 0.38 0.38 0.15 0.36 0.36 Sat Flow, veh/h 1594 693 901 1594 1772 1502 1594 3367 1500 1594 2305 962 Grp Volume(v), veh/h 414 0 492 115 288 225 507 1533 57 271 1042 1096 Grp Sat Flow(s),veh/h/ln 1594 0 1594 1594 1772 1502 1594 1683 1500 1594 1683 1583 Q Serve(g_s), s 17.2 0.0 24.9 8.5 18.0 18.0 20.4 45.4 2.9 17.8 42.8 42.8 Cycle Q Clear(g_c), s 17.2 0.0 24.9 8.5 18.0 18.0 20.4 45.4 2.9 17.8 42.8 42.8 Prop In Lane 1.00 0.57 1.00 1.00 1.00 1.00 1.00 0.61
Lane Grp Cap(c), veh/h 228 0 331 137 266 225 271 1274 567 236 600 565 V/C Ratio(X) 1.81 0.00 1.49 0.84 1.08 1.00 1.87 1.20 0.10 1.15 1.73 1.94 Avail Cap(c_a), veh/h 228 0 331 138 266 225 271 1274 567 236 600 565 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 51.4 0.0 47.6 54.0 51.0 51.0 49.8 37.3 24.1 51.1 38.6 38.6 Incr Delay (d2), s/veh 382.3 0.0 234.9 32.9 79.3 59.6 405.8 99.3 0.1 103.7 337.6 430.2 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 30.9 0.0 31.0 4.6 13.5 10.2 38.3 34.9 1.0 13.6 72.8 83.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 433.7 0.0 282.4 86.9 130.3 110.6 455.6 136.6 24.2 154.8 376.2 468.8 LnGrp LOS F A F F F F F F C F F F
Approach Vol, veh/h 906 628 2097 2409
Approach Delay, s/veh 351.6 115.3 210.7 393.4
Approach LOS F F F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 22.4 51.6 14.9 31.1 25.0 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 47.4 10.5 26.9 22.4 44.8 19.2 20.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 294.8
HCM 6th LOS F

7.1-83
3173
HCM 6th TWSC Rich Haven Specific Plan TA (JN:14822)
23: Hamner Av. & Chino Av. 10/06/2022
HY (2045) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 38
Intersection
Int Delay, s/veh 5.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 54 36 76 1865 1724 121
Future Vol, veh/h 54 36 76 1865 1724 121
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 59 40 84 2049 1895 133
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 3155 1962 2028 0 - 0
Stage 1 1962 - - - - -
Stage 2 1193 - - - - -
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 ~ 10 79 277 - - -
Stage 1 119 - - - - -
Stage 2 251 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 10 79 277 - - -
Mov Cap-2 Maneuver 100 - - - - -
Stage 1 119 - - - - -
Stage 2 251 - - - - -
Approach EB NB SB
HCM Control Delay, s 209.6 0.9 0

HCM LOS F
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 277 - 90 - -
HCM Lane V/C Ratio 0.302 - 1.099 - -
HCM Control Delay (s) 23.5 0 209.6 - -
HCM Lane LOS C A F - -
HCM 95th %tile Q(veh) 1.2 - 6.7 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

7.1-84
3174
Timings Rich Haven Specific Plan TA (JN:14822)
24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
HY (2045) 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) 704 1527 475 1542 449 239 516 371 729 855 569 Future Volume (vph) 704 1527 475 1542 449 239 516 371 729 855 569 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) 8.0 42.0 8.4 42.4 42.4 7.4 40.1 40.1 6.4 39.1 39.1 Actuated g/C Ratio 0.07 0.35 0.07 0.36 0.36 0.06 0.34 0.34 0.05 0.33 0.33 v/c Ratio 3.17 0.87 2.04 1.27 0.66 1.17 0.31 0.61 4.10 0.77 0.95 Control Delay 1010.1 40.0 510.5 162.0 20.8 162.4 29.7 23.3 1425.4 40.9 54.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 1010.1 40.0 510.5 162.0 20.8 162.4 29.7 23.3 1425.4 40.9 54.4

LOS F D F F C F C C F D D
Approach Delay 306.4 203.5 55.8 512.9
Approach LOS F F E F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 118.8
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 4.10
Intersection Signal Delay: 295.4 Intersection LOS: F
Intersection Capacity Utilization 111.7% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 24: Hamner Av. & Cantu Galleano Ranch Rd.

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HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
HY (2045) 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) 704 1527 331 475 1542 449 239 516 371 729 855 569 Future Volume (veh/h) 704 1527 331 475 1542 449 239 516 371 729 855 569 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 733 1591 220 495 1606 402 249 538 230 759 891 552 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 230 2015 279 242 1256 560 213 1757 546 184 1193 532 Arrive On Green 0.07 0.35 0.35 0.07 0.35 0.35 0.06 0.34 0.34 0.05 0.34 0.34 Sat Flow, veh/h 3456 5757 796 3456 3554 1585 3456 5106 1585 3456 3554 1585 Grp Volume(v), veh/h 733 1334 477 495 1606 402 249 538 230 759 891 552 Grp Sat Flow(s),veh/h/ln 1728 1609 1727 1728 1777 1585 1728 1702 1585 1728 1777 1585 Q Serve(g_s), s 8.0 29.8 29.8 8.4 42.4 26.4 7.4 9.3 13.4 6.4 26.7 40.3 Cycle Q Clear(g_c), s 8.0 29.8 29.8 8.4 42.4 26.4 7.4 9.3 13.4 6.4 26.7 40.3 Prop In Lane 1.00 0.46 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 230 1689 604 242 1256 560 213 1757 546 184 1193 532 V/C Ratio(X) 3.18 0.79 0.79 2.05 1.28 0.72 1.17 0.31 0.42 4.12 0.75 1.04 Avail Cap(c_a), veh/h 230 1689 604 242 1256 560 213 1757 546 184 1193 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 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 56.0 35.0 35.0 55.8 38.8 33.6 56.3 28.8 30.2 56.8 35.3 39.8 Incr Delay (d2), s/veh 993.0 2.6 7.0 485.0 131.8 4.4 114.6 0.1 0.5 1416.0 2.6 48.9 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 35.1 11.2 12.8 19.8 40.0 10.1 6.5 3.6 4.9 38.9 11.3 21.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 1049.0 37.6 42.0 540.8 170.6 38.0 170.9 28.9 30.7 1472.8 37.9 88.8 LnGrp LOS F D D F F D F C C F D F
Approach Vol, veh/h 2544 2503 1017 2202
Approach Delay, s/veh 329.9 222.5 64.1 545.2
Approach LOS F F E F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.0 47.5 13.0 48.5 12.0 46.5 12.6 48.9 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 15.4 10.4 31.8 9.4 42.3 10.0 44.4 Green Ext Time (p_c), s 0.0 4.1 0.0 7.1 0.0 0.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 322.0
HCM 6th LOS F

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3176
Timings Rich Haven Specific Plan TA (JN:14822)
25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 HY (2045) 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) 1969 398 1201 504 352 1 1632
Future Volume (vph) 1969 398 1201 504 352 1 1632
Turn Type NA Perm NA Free Perm NA Perm
Protected Phases 2 6 4
Permitted Phases 2 Free 4 4
Detector Phase 2 2 6 4 4 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5
Total Split (s) 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 1.44 0.67 1.26 0.20 0.34 1.04 0.98
Control Delay 233.0 20.2 161.7 0.1 13.0 65.3 48.7
Queue Delay 0.0 0.0 0.0 0.0 0.2 24.9 0.0
Total Delay 233.0 20.2 161.7 0.1 13.2 90.2 48.7

LOS F C F A B F D
Approach Delay 197.2 113.9 60.5
Approach LOS F F E
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: 1.44
Intersection Signal Delay: 129.0 Intersection LOS: F
Intersection Capacity Utilization 110.8% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 25: I-15 SB Ramps & Cantu Galleano Ranch Rd.

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HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 HY (2045) 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 1969 398 0 1201 504 0 0 0 352 1 1632 Future Volume (veh/h) 0 1969 398 0 1201 504 0 0 0 352 1 1632 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 2140 0 0 1305 0 256 0 1476
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 1976 0 1376 909 0 1618
Arrive On Green 0.00 0.39 0.00 0.00 0.77 0.00 0.51 0.00 0.51 Sat Flow, veh/h 0 5274 1585 0 3647 2790 1781 0 3170
Grp Volume(v), veh/h 0 2140 0 0 1305 0 256 0 1476
Grp Sat Flow(s),veh/h/ln 0 1702 1585 0 1777 1395 1781 0 1585 Q Serve(g_s), s 0.0 46.4 0.0 0.0 37.5 0.0 9.9 0.0 51.2
Cycle Q Clear(g_c), s 0.0 46.4 0.0 0.0 37.5 0.0 9.9 0.0 51.2 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1976 0 1376 909 0 1618
V/C Ratio(X) 0.00 1.08 0.00 0.95 0.28 0.00 0.91
Avail Cap(c_a), veh/h 0 1976 0 1376 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 0.50 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 36.8 0.0 0.0 12.5 0.0 16.8 0.0 26.9 Incr Delay (d2), s/veh 0.0 38.3 0.0 0.0 8.8 0.0 0.2 0.0 6.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 24.7 0.0 0.0 6.2 0.0 3.9 0.0 19.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 75.1 0.0 0.0 21.3 0.0 17.0 0.0 33.3 LnGrp LOS A F A C B A C
Approach Vol, veh/h 2140 A 1305 A 1732
Approach Delay, s/veh 75.1 21.3 30.9
Approach LOS E C C
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 53.2 66.8 53.2
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 48.4 53.2 39.5
Green Ext Time (p_c), s 0.0 8.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 46.7
HCM 6th LOS D
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.

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3178
Timings Rich Haven Specific Plan TA (JN:14822)
26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 HY (2045) 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) 935 1477 265 712 944 186
Future Volume (vph) 935 1477 265 712 944 186
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) 64.0 64.0 20.0 84.0 36.0 36.0
Total Split (%) 53.3% 53.3% 16.7% 70.0% 30.0% 30.0%
Yellow Time (s) 5.8 5.8 4.0 5.8 4.5 4.5
All-Red Time (s) 1.5 1.5 2.0 1.5 1.5 1.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 7.3 7.3 6.0 7.3 6.0 6.0
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Recall Mode C-Min C-Min None C-Min Min Min
Act Effct Green (s) 57.3 57.3 13.4 76.7 30.0 30.0
Actuated g/C Ratio 0.48 0.48 0.11 0.64 0.25 0.25
v/c Ratio 0.42 1.40 0.75 0.24 1.22 0.38
Control Delay 12.1 207.5 64.6 9.4 147.1 11.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 12.1 207.5 64.6 9.4 147.1 11.1

LOS B F E A F B
Approach Delay 131.8 24.4 126.9
Approach LOS F C 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: 1.40
Intersection Signal Delay: 107.3 Intersection LOS: F
Intersection Capacity Utilization 110.1% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 26: I-15 NB Ramps & Cantu Galleano Ranch Rd.

7.1-89
3179
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 HY (2045) 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) 935 1477 265 712 944 186
Future Volume (veh/h) 935 1477 265 712 944 186
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 1016 812 288 774 1026 120
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 2497 775 346 3264 891 396
Arrive On Green 0.82 0.82 0.10 0.64 0.25 0.25
Sat Flow, veh/h 5274 1585 3456 5274 3563 1585
Grp Volume(v), veh/h 1016 812 288 774 1026 120
Grp Sat Flow(s),veh/h/ln 1702 1585 1728 1702 1781 1585
Q Serve(g_s), s 6.6 58.7 9.8 7.7 30.0 7.4
Cycle Q Clear(g_c), s 6.6 58.7 9.8 7.7 30.0 7.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 2497 775 346 3264 891 396
V/C Ratio(X) 0.41 1.05 0.83 0.24 1.15 0.30
Avail Cap(c_a), veh/h 2497 775 403 3264 891 396
HCM Platoon Ratio 1.67 1.67 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.09 0.09 0.83 0.83 1.00 1.00
Uniform Delay (d), s/veh 6.2 11.0 53.0 9.2 45.0 36.5
Incr Delay (d2), s/veh 0.0 25.4 10.3 0.1 81.3 0.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.7 9.9 4.6 2.5 22.8 2.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 6.3 36.4 63.3 9.4 126.3 36.9
LnGrp LOS A F E A F D
Approach Vol, veh/h 1828 1062 1146
Approach Delay, s/veh 19.6 24.0 116.9
Approach LOS B C F
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 18.0 66.0 84.0 36.0
Change Period (Y+Rc), s 6.0 7.3 7.3 6.0
Max Green Setting (Gmax), s 14.0 56.7 76.7 30.0
Max Q Clear Time (g_c+I1), s 11.8 60.7 9.7 32.0
Green Ext Time (p_c), s 0.2 0.0 5.3 0.0
Intersection Summary
HCM 6th Ctrl Delay 48.4
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

7.1-90
3180
Timings Rich Haven Specific Plan TA (JN:14822)
27: Wineville Av. & Cantu Galleano Ranch Rd. 10/06/2022 HY (2045) 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) 143 477 395 32 449 251 112 56 35 205 269 Future Volume (vph) 143 477 395 32 449 251 112 56 35 205 269 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 25.0 25.0 5.4 15.5 10.6 26.8 26.8 6.1 17.3 17.3 Actuated g/C Ratio 0.10 0.33 0.33 0.07 0.21 0.14 0.36 0.36 0.08 0.23 0.23 v/c Ratio 0.44 0.24 0.53 0.14 0.50 0.56 0.10 0.10 0.26 0.52 0.56 Control Delay 41.2 20.8 5.5 42.7 28.2 38.9 18.9 0.4 45.4 30.2 13.2 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 41.2 20.8 5.5 42.7 28.2 38.9 18.9 0.4 45.4 30.2 13.2

LOS D C A D C D B A D C B
Approach Delay 17.7 29.1 28.4 22.3
Approach LOS B C C C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 75
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.56
Intersection Signal Delay: 22.9 Intersection LOS: C
Intersection Capacity Utilization 54.1% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 27: Wineville Av. & Cantu Galleano Ranch Rd.

7.1-91
3181
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 27: Wineville Av. & Cantu Galleano Ranch Rd. 10/06/2022 HY (2045) 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) 143 477 395 32 449 35 251 112 56 35 205 269 Future Volume (veh/h) 143 477 395 32 449 35 251 112 56 35 205 269 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 155 518 291 35 488 28 273 122 35 38 223 227 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 272 1729 426 128 1123 64 392 978 436 70 376 319 Arrive On Green 0.08 0.27 0.27 0.04 0.23 0.23 0.11 0.28 0.28 0.04 0.20 0.20 Sat Flow, veh/h 3456 6434 1585 3456 4942 281 3456 3554 1585 1781 1870 1585 Grp Volume(v), veh/h 155 518 291 35 335 181 273 122 35 38 223 227 Grp Sat Flow(s),veh/h/ln 1728 1609 1585 1728 1702 1820 1728 1777 1585 1781 1870 1585 Q Serve(g_s), s 2.5 3.7 9.6 0.6 4.9 5.0 4.4 1.5 1.0 1.2 6.3 7.8 Cycle Q Clear(g_c), s 2.5 3.7 9.6 0.6 4.9 5.0 4.4 1.5 1.0 1.2 6.3 7.8 Prop In Lane 1.00 1.00 1.00 0.15 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 272 1729 426 128 773 413 392 978 436 70 376 319 V/C Ratio(X) 0.57 0.30 0.68 0.27 0.43 0.44 0.70 0.12 0.08 0.54 0.59 0.71 Avail Cap(c_a), veh/h 485 4093 1008 296 1979 1058 751 2990 1334 195 1372 1163 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 26.0 17.0 19.1 27.4 19.4 19.4 24.9 15.9 15.7 27.6 21.2 21.8 Incr Delay (d2), s/veh 0.7 0.1 1.9 0.4 0.4 0.7 0.8 0.1 0.1 2.4 1.5 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 1.1 3.0 0.2 1.6 1.8 1.7 0.5 0.3 0.5 2.5 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.7 17.1 21.1 27.8 19.7 20.1 25.8 16.0 15.8 30.0 22.7 24.7 LnGrp LOS C B C C B C C B B C C C
Approach Vol, veh/h 964 551 430 488
Approach Delay, s/veh 19.8 20.4 22.2 24.2
Approach LOS B C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.9 22.6 6.8 22.2 11.2 18.3 9.2 19.8 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 3.2 3.5 2.6 11.6 6.4 9.8 4.5 7.0 Green Ext Time (p_c), s 0.0 0.8 0.0 4.1 0.3 1.9 0.1 2.8 Intersection Summary
HCM 6th Ctrl Delay 21.3
HCM 6th LOS C

7.1-92
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Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report
APPENDIX 7.2: HORIZON YEAR (2050) WITH PROJECT CONDITIONS

INTERSECTION OPERATIONS ANALYSIS WORKSHEETS
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Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report
This Page Intentionally Left Blank
3184
Timings Rich Haven Specific Plan TA (JN:14822)
1: Archibald Av. & SR-60 WB Ramps 10/06/2022
HY (2045) 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) 457 9 537 978 1306 564 194
Future Volume (vph) 457 9 537 978 1306 564 194
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 0.82 0.77 0.76 0.41 0.46 0.42
Control Delay 60.0 43.1 35.5 26.9 3.5 32.1 6.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 60.0 43.1 35.5 26.9 3.5 32.1 6.5

LOS E D D C A C A
Approach Delay 46.5 13.5 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: 23.9 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

7.2-1
3185
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 1: Archibald Av. & SR-60 WB Ramps 10/06/2022
HY (2045) 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 0 457 9 537 978 1306 0 0 564 194 Future Volume (veh/h) 0 0 0 457 9 537 978 1306 0 0 564 194 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 1333 0 0 576 101
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 1608 3472 0 0 967 238
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 1333 0 0 576 101
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 4.3 0.0 0.0 0.0 7.5 5.2
Cycle Q Clear(g_c), s 15.9 0.0 17.2 4.3 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 1608 3472 0 0 967 238
V/C Ratio(X) 0.94 0.00 1.12 0.62 0.38 0.00 0.00 0.60 0.42 Avail Cap(c_a), veh/h 681 0 302 1608 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 0.66 0.66 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 34.7 Incr Delay (d2), s/veh 20.3 0.0 87.2 0.4 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 2.2 0.2 0.0 0.0 38.4 40.2 LnGrp LOS E A F A A A A D D
Approach Vol, veh/h 975 2331 677
Approach Delay, s/veh 79.5 1.1 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 6.3 9.5
Green Ext Time (p_c), s 12.3 0.0 1.9 4.0
Intersection Summary
HCM 6th Ctrl Delay 26.7
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.

7.2-2
3186
Timings Rich Haven Specific Plan TA (JN:14822)
2: Archibald Av. & SR-60 EB Ramps 10/06/2022
HY (2045) 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) 433 5 560 1853 701 183 864
Future Volume (vph) 433 5 560 1853 701 183 864
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 0.69 0.68 0.67 0.66 0.31
Control Delay 43.0 27.3 25.5 21.1 4.8 58.8 1.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 43.0 27.3 25.5 21.1 4.8 58.8 1.9

LOS D C C C A E A
Approach Delay 32.2 16.6 11.9
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: 18.9 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

7.2-3
3187
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 2: Archibald Av. & SR-60 EB Ramps 10/06/2022
HY (2045) 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) 433 5 560 0 0 0 0 1853 701 183 864 0 Future Volume (veh/h) 433 5 560 0 0 0 0 1853 701 183 864 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 1992 574 197 929 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 1992 574 197 929 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 18.5 24.3 4.9 0.0 0.0 Cycle Q Clear(g_c), s 14.1 0.0 14.3 0.0 18.5 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 0.57 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 0.74 0.74 0.00 Uniform Delay (d), s/veh 33.7 0.0 33.8 0.0 13.7 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 4.8 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.0 0.0 5.6 0.0 5.7 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 14.4 19.6 42.1 0.1 0.0 LnGrp LOS D A D A B B D A A
Approach Vol, veh/h 850 2566 1126
Approach Delay, s/veh 37.1 15.6 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 9.9 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.

7.2-4
3188
Timings Rich Haven Specific Plan TA (JN:14822)
3: Archibald Av. & Riverside Dr. 10/06/2022
HY (2045) 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) 203 718 306 174 621 318 409 1706 267 744 Future Volume (vph) 203 718 306 174 621 318 409 1706 267 744 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 31.5 31.5 10.1 28.2 28.2 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 1.16 0.82 0.51 1.32 0.80 0.56 1.28 1.34 1.19 0.84 Control Delay 162.1 48.3 7.2 226.7 49.4 8.7 186.9 192.2 163.0 47.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 162.1 48.3 7.2 226.7 49.4 8.7 186.9 192.2 163.0 47.2

LOS F D A F D A F F F D
Approach Delay 56.8 65.5 191.3 72.5
Approach LOS E E F E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 116.3
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.34
Intersection Signal Delay: 114.5 Intersection LOS: F
Intersection Capacity Utilization 105.9% ICU Level of Service G Analysis Period (min) 15
Splits and Phases: 3: Archibald Av. & Riverside Dr.

7.2-5
3189
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 3: Archibald Av. & Riverside Dr. 10/06/2022
HY (2045) 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) 203 718 306 174 621 318 409 1706 190 267 744 211 Future Volume (veh/h) 203 718 306 174 621 318 409 1706 190 267 744 211 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 211 748 261 181 647 267 426 1777 195 278 775 180 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 183 876 385 138 781 342 333 1356 148 235 1014 233 Arrive On Green 0.11 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 4418 482 1594 3918 901 Grp Volume(v), veh/h 211 748 261 181 647 267 426 1295 677 278 636 319 Grp Sat Flow(s),veh/h/ln 1594 1683 1478 1594 1683 1473 1594 1612 1676 1594 1612 1595 Q Serve(g_s), s 13.4 24.7 18.5 10.1 21.3 13.3 24.4 35.8 35.8 17.2 21.3 21.6 Cycle Q Clear(g_c), s 13.4 24.7 18.5 10.1 21.3 13.3 24.4 35.8 35.8 17.2 21.3 21.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.29 1.00 0.57
Lane Grp Cap(c), veh/h 183 876 385 138 781 342 333 990 514 235 835 413 V/C Ratio(X) 1.15 0.85 0.68 1.31 0.83 0.78 1.28 1.31 1.32 1.18 0.76 0.77 Avail Cap(c_a), veh/h 183 1019 447 138 923 404 333 990 514 235 835 413 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 51.6 41.0 38.8 53.3 42.6 18.8 46.1 40.4 40.4 49.7 39.9 40.0 Incr Delay (d2), s/veh 113.6 6.4 3.4 182.6 5.5 8.1 146.4 146.1 156.0 117.2 4.2 8.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.9 10.5 6.8 10.9 9.1 5.0 22.8 33.4 36.1 14.2 8.5 9.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 165.3 47.4 42.1 235.8 48.1 27.0 192.5 186.5 196.5 167.0 44.1 48.8 LnGrp LOS F D D F D C F F F F D D
Approach Vol, veh/h 1220 1095 2398 1233
Approach Delay, s/veh 66.7 74.0 190.4 73.0
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 36.6 29.0 36.4 18.0 33.3 Change Period (Y+Rc), s 6.2 * 6.2 4.6 6.2 4.6 6.2 4.6 6.2 Max Green Setting (Gmax), s 17.2 * 36 10.1 35.3 24.4 28.6 13.4 32.0 Max Q Clear Time (g_c+I1), s 19.2 37.8 12.1 26.7 26.4 23.6 15.4 23.3 Green Ext Time (p_c), s 0.0 0.0 0.0 3.6 0.0 2.4 0.0 3.2 Intersection Summary
HCM 6th Ctrl Delay 119.2
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

7.2-6
3190
Timings Rich Haven Specific Plan TA (JN:14822)
4: Archibald Av. & Chino Av. 10/06/2022
HY (2045) 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) 148 127 153 157 214 293 1765 85 870 Future Volume (vph) 148 127 153 157 214 293 1765 85 870 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) 12.5 17.6 15.6 20.7 20.7 18.9 56.9 7.0 45.0 Actuated g/C Ratio 0.11 0.15 0.13 0.18 0.18 0.16 0.49 0.06 0.39 v/c Ratio 1.02 0.83 0.85 0.59 0.66 1.33 0.88 1.04 0.86
Control Delay 127.3 69.6 81.9 51.9 28.4 213.1 31.2 157.8 39.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 127.3 69.6 81.9 51.9 28.4 213.1 31.2 157.8 39.9

LOS F E F D C F C F D
Approach Delay 94.8 51.1 55.3 49.2
Approach LOS F D E D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 115.6
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.33
Intersection Signal Delay: 56.4 Intersection LOS: E
Intersection Capacity Utilization 83.6% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 4: Archibald Av. & Chino Av.

7.2-7
3191
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 4: Archibald Av. & Chino Av. 10/06/2022
HY (2045) 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) 148 127 64 153 157 214 293 1765 161 85 870 121 Future Volume (veh/h) 148 127 64 153 157 214 293 1765 161 85 870 121 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 174 149 67 180 185 158 345 2076 181 100 1024 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 176 170 76 206 293 248 267 2400 207 99 1203 157 Arrive On Green 0.11 0.15 0.15 0.13 0.17 0.17 0.17 0.50 0.50 0.06 0.39 0.39 Sat Flow, veh/h 1594 1158 521 1594 1772 1502 1594 4819 416 1594 3061 400 Grp Volume(v), veh/h 174 0 216 180 185 158 345 1521 736 100 592 566 Grp Sat Flow(s),veh/h/ln 1594 0 1678 1594 1772 1502 1594 1772 1691 1594 1772 1690 Q Serve(g_s), s 12.2 0.0 14.1 12.4 10.9 9.1 18.8 42.4 43.4 7.0 34.2 34.3 Cycle Q Clear(g_c), s 12.2 0.0 14.1 12.4 10.9 9.1 18.8 42.4 43.4 7.0 34.2 34.3 Prop In Lane 1.00 0.31 1.00 1.00 1.00 0.25 1.00 0.24
Lane Grp Cap(c), veh/h 176 0 246 206 293 248 267 1765 842 99 696 664 V/C Ratio(X) 0.99 0.00 0.88 0.88 0.63 0.64 1.29 0.86 0.87 1.01 0.85 0.85 Avail Cap(c_a), veh/h 176 0 290 233 369 313 267 1857 886 99 742 708 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 46.9 48.0 43.7 29.9 46.7 24.8 25.0 52.6 31.1 31.1 Incr Delay (d2), s/veh 64.1 0.0 22.3 26.8 2.3 2.8 156.5 4.3 9.3 91.9 8.9 9.4 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 7.9 0.0 7.3 6.4 4.9 3.4 18.6 16.6 17.4 5.2 15.2 14.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 114.0 0.0 69.2 74.8 45.9 32.7 203.2 29.1 34.4 144.5 40.0 40.5 LnGrp LOS F A E E D C F C C F D D
Approach Vol, veh/h 390 523 2602 1258
Approach Delay, s/veh 89.2 51.9 53.7 48.5
Approach LOS F D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.6 60.5 19.1 21.1 23.4 48.7 17.0 23.1 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 9.0 45.4 14.4 16.1 20.8 36.3 14.2 12.9 Green Ext Time (p_c), s 0.0 10.5 0.1 0.3 0.0 5.0 0.0 1.1 Intersection Summary
HCM 6th Ctrl Delay 55.0
HCM 6th LOS E

7.2-8
3192
Timings Rich Haven Specific Plan TA (JN:14822)
5: Archibald Av. & Schaefer Av. 10/06/2022
HY (2045) 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) 19 25 61 28 248 1862 82 1108
Future Volume (vph) 19 25 61 28 248 1862 82 1108
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) 10.8 10.8 9.3 20.0 20.0 56.3 5.7 66.6 Actuated g/C Ratio 0.11 0.11 0.10 0.20 0.20 0.58 0.06 0.68 v/c Ratio 0.17 0.15 0.49 0.09 0.81 0.83 1.08 0.59
Control Delay 44.1 42.8 57.5 31.3 42.0 21.3 163.8 10.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 44.1 42.8 57.5 31.3 42.0 21.3 163.8 10.7

LOS D D E C D C F B
Approach Delay 43.4 43.9 21.3 21.1
Approach LOS D D C C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 97.8
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.08
Intersection Signal Delay: 23.7 Intersection LOS: C
Intersection Capacity Utilization 78.8% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 5: Archibald Av. & Schaefer Av.

7.2-9
3193
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 5: Archibald Av. & Schaefer Av. 10/06/2022
HY (2045) 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) 19 25 0 61 28 248 0 1862 50 82 1108 21 Future Volume (veh/h) 19 25 0 61 28 248 0 1862 50 82 1108 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 73 33 295 0 2217 48 98 1319 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 204 262 0 90 444 357 72 2611 56 89 2156 41
Arrive On Green 0.15 0.15 0.00 0.06 0.25 0.25 0.00 0.54 0.54 0.06 0.64 0.64 Sat Flow, veh/h 890 1772 0 1594 1772 1426 364 4870 105 1594 3378 64 Grp Volume(v), veh/h 23 30 0 73 33 295 0 1466 799 98 657 687 Grp Sat Flow(s),veh/h/ln 890 1772 0 1594 1772 1426 364 1612 1750 1594 1683 1759 Q Serve(g_s), s 2.3 1.5 0.0 4.5 1.4 19.5 0.0 38.6 38.9 5.6 23.1 23.2 Cycle Q Clear(g_c), s 2.3 1.5 0.0 4.5 1.4 19.5 0.0 38.6 38.9 5.6 23.1 23.2 Prop In Lane 1.00 0.00 1.00 1.00 1.00 0.06 1.00 0.04
Lane Grp Cap(c), veh/h 204 262 0 90 444 357 72 1729 938 89 1074 1123 V/C Ratio(X) 0.11 0.11 0.00 0.81 0.07 0.83 0.00 0.85 0.85 1.10 0.61 0.61 Avail Cap(c_a), veh/h 322 497 0 132 724 582 88 1869 1014 89 1147 1199 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 37.2 36.9 0.0 46.6 28.6 35.4 0.0 19.7 19.8 47.2 10.7 10.7 Incr Delay (d2), s/veh 0.2 0.2 0.0 12.7 0.1 5.1 0.0 3.7 6.7 124.0 0.9 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 0.5 0.6 0.0 2.0 0.6 6.9 0.0 12.8 14.8 5.2 6.8 7.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.5 37.1 0.0 59.3 28.7 40.4 0.0 23.4 26.4 171.1 11.6 11.6 LnGrp LOS D D A E C D A C C F B B
Approach Vol, veh/h 53 401 2265 1442
Approach Delay, s/veh 37.3 42.9 24.4 22.4
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 6 8
Phs Duration (G+Y+Rc), s 10.2 60.1 10.3 19.4 70.3 29.6
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 7.6 40.9 6.5 4.3 25.2 21.5 Green Ext Time (p_c), s 0.0 12.7 0.0 0.2 10.1 1.1
Intersection Summary
HCM 6th Ctrl Delay 25.7
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

7.2-10
3194
Timings Rich Haven Specific Plan TA (JN:14822)
6: Archibald Av. & Edison Av./Ontario Ranch Rd. 10/06/2022 HY (2045) 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) 43 256 292 304 499 129 690 1637 339 109 943 101 Future Volume (vph) 43 256 292 304 499 129 690 1637 339 109 943 101 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 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 30.0 116.2 10.9 38.0 38.0 13.2 43.7 116.2 9.6 40.2 40.2 Actuated g/C Ratio 0.04 0.26 1.00 0.09 0.33 0.33 0.11 0.38 1.00 0.08 0.35 0.35 v/c Ratio 0.36 0.31 0.21 1.20 0.95 0.25 4.23 1.36 0.25 0.92 0.85 0.18 Control Delay 64.2 35.1 0.3 165.2 65.9 7.5 1486.6 196.1 0.4 114.0 44.0 2.1 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 64.2 35.1 0.3 165.2 65.9 7.5 1486.6 196.1 0.4 114.0 44.0 2.1

LOS E D A F E A F F A F D A
Approach Delay 20.0 90.2 505.0 46.9
Approach LOS C F F D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 116.2
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 4.23
Intersection Signal Delay: 280.2 Intersection LOS: F
Intersection Capacity Utilization 120.4% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 6: Archibald Av. & Edison Av./Ontario Ranch Rd.

7.2-11
3195
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) 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) 43 256 292 304 499 129 690 1637 339 109 943 101 Future Volume (veh/h) 43 256 292 304 499 129 690 1637 339 109 943 101 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 47 281 0 334 548 119 758 1799 0 120 1036 100 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 100 950 276 579 484 178 1315 131 1209 501
Arrive On Green 0.03 0.27 0.00 0.09 0.33 0.33 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 47 281 0 334 548 119 758 1799 0 120 1036 100 Grp Sat Flow(s),veh/h/ln 1500 1772 1502 1500 1772 1483 1594 1772 1502 1594 1772 1468 Q Serve(g_s), s 1.8 7.4 0.0 10.8 35.3 6.9 13.1 43.5 0.0 8.8 31.9 5.6 Cycle Q Clear(g_c), s 1.8 7.4 0.0 10.8 35.3 6.9 13.1 43.5 0.0 8.8 31.9 5.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 100 950 276 579 484 178 1315 131 1209 501 V/C Ratio(X) 0.47 0.30 1.21 0.95 0.25 4.26 1.37 0.92 0.86 0.20 Avail Cap(c_a), veh/h 128 1034 276 605 506 178 1315 131 1209 501 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 55.6 34.1 0.0 53.2 38.5 28.9 52.1 36.9 0.0 53.4 35.9 27.3 Incr Delay (d2), s/veh 1.3 0.2 0.0 122.6 23.7 0.3 1477.9 170.5 0.0 53.8 6.3 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 3.1 0.0 8.6 18.2 2.4 78.1 48.4 0.0 5.3 13.8 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.9 34.3 0.0 175.8 62.2 29.1 1530.0 207.3 0.0 107.3 42.2 27.5 LnGrp LOS E C F E C F F F D C
Approach Vol, veh/h 328 A 1001 2557 A 1256
Approach Delay, s/veh 37.5 96.1 599.4 47.3
Approach LOS D F F D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 14.2 50.0 15.4 37.6 17.7 46.5 8.5 44.5 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 9.6 43.5 10.8 34.2 13.1 40.0 5.0 40.0 Max Q Clear Time (g_c+I1), s 10.8 45.5 12.8 9.4 15.1 33.9 3.8 37.3 Green Ext Time (p_c), s 0.0 0.0 0.0 1.5 0.0 3.3 0.0 1.0 Intersection Summary
HCM 6th Ctrl Delay 330.7
HCM 6th LOS F
Notes
Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay.

7.2-12
3196
Timings Rich Haven Specific Plan TA (JN:14822)
7: Turner Av. & Riverside Dr. 10/06/2022
HY (2045) 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) 171 815 103 682 336 271 134 206
Future Volume (vph) 171 815 103 682 336 271 134 206
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 44.0 13.0 39.0 31.0 41.0 22.0 32.0 Total Split (%) 15.0% 36.7% 10.8% 32.5% 25.8% 34.2% 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 37.9 8.4 32.9 26.5 28.7 15.0 17.2 Actuated g/C Ratio 0.12 0.34 0.08 0.30 0.24 0.26 0.13 0.15 v/c Ratio 1.13 1.13 1.08 1.09 1.13 0.74 0.80 0.74
Control Delay 150.7 104.3 156.8 94.1 126.6 31.1 73.4 38.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 150.7 104.3 156.8 94.1 126.6 31.1 73.4 38.9

LOS F F F F F C E D
Approach Delay 111.1 101.0 67.6 48.5
Approach LOS F F E D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 111.2
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.13
Intersection Signal Delay: 88.6 Intersection LOS: F
Intersection Capacity Utilization 88.8% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 7: Turner Av. & Riverside Dr.

7.2-13
3197
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 7: Turner Av. & Riverside Dr. 10/06/2022
HY (2045) 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) 171 815 181 103 682 157 336 271 271 134 206 143 Future Volume (veh/h) 171 815 181 103 682 157 336 271 271 134 206 143 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 1032 115 130 863 104 425 343 178 170 261 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 1032 115 120 889 107 378 577 291 196 387 133 Arrive On Green 0.12 0.34 0.34 0.08 0.29 0.29 0.24 0.27 0.27 0.12 0.16 0.16 Sat Flow, veh/h 1594 3043 339 1594 3020 364 1594 2116 1070 1594 2445 838 Grp Volume(v), veh/h 216 571 576 130 481 486 425 271 250 170 177 176 Grp Sat Flow(s),veh/h/ln 1594 1683 1698 1594 1683 1701 1594 1683 1503 1594 1683 1600 Q Serve(g_s), s 13.4 37.8 37.8 8.4 31.5 31.5 26.4 15.6 16.2 11.7 11.1 11.6 Cycle Q Clear(g_c), s 13.4 37.8 37.8 8.4 31.5 31.5 26.4 15.6 16.2 11.7 11.1 11.6 Prop In Lane 1.00 0.20 1.00 0.21 1.00 0.71 1.00 0.52
Lane Grp Cap(c), veh/h 192 571 576 120 496 501 378 459 409 196 266 253 V/C Ratio(X) 1.13 1.00 1.00 1.08 0.97 0.97 1.13 0.59 0.61 0.87 0.67 0.69 Avail Cap(c_a), veh/h 192 571 576 120 496 501 378 532 475 249 396 376 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.0 36.8 36.8 51.5 38.8 38.8 42.5 35.2 35.4 48.0 44.1 44.3 Incr Delay (d2), s/veh 103.3 37.4 37.6 105.8 32.9 32.7 84.9 1.3 1.8 19.2 2.9 3.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.6 20.3 20.6 6.8 16.7 16.8 18.8 6.3 5.9 5.5 4.7 4.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 152.3 74.2 74.4 157.3 71.7 71.5 127.4 36.5 37.1 67.2 47.0 47.7 LnGrp LOS F E F F E E F D D E D D
Approach Vol, veh/h 1363 1097 946 523
Approach Delay, s/veh 86.7 81.8 77.5 53.8
Approach LOS F F E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 18.3 36.2 13.0 44.0 31.0 23.4 18.0 39.0 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 35.2 8.4 37.8 26.4 26.2 13.4 32.8 Max Q Clear Time (g_c+I1), s 13.7 18.2 10.4 39.8 28.4 13.6 15.4 33.5 Green Ext Time (p_c), s 0.1 2.7 0.0 0.0 0.0 1.5 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 78.7
HCM 6th LOS E

7.2-14
3198
HCM 6th AWSC Rich Haven Specific Plan TA (JN:14822)
8: Turner Av. & Chino Av. 10/06/2022
HY (2045) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 15
Intersection
Intersection Delay, s/veh89.5
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 170 169 117 49 224 148 157 493 51 92 230 109 Future Vol, veh/h 170 169 117 49 224 148 157 493 51 92 230 109 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 230 228 158 66 303 200 212 666 69 124 311 147 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 48.1 64 158 46.7

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% 76% 0% 100% 32% 0% 100% 34% 0% 100% 41% Vol Right, % 0% 0% 24% 0% 0% 68% 0% 0% 66% 0% 0% 59%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 157 329 215 170 113 173 49 149 223 92 153 186 LT Vol 157 0 0 170 0 0 49 0 0 92 0 0
Through Vol 0 329 164 0 113 56 0 149 75 0 153 77
RT Vol 0 0 51 0 0 117 0 0 148 0 0 109
Lane Flow Rate 212 444 291 230 152 234 66 202 301 124 207 251 Geometry Grp 8 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.738 1.484 0.959 0.838 0.535 0.794 0.237 0.696 1.001 0.455 0.731 0.857 Departure Headway (Hd) 12.641 12.141 11.975 13.284 12.784 12.311 13.278 12.778 12.312 13.301 12.801 12.297 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 289 302 306 273 283 295 272 285 298 272 284 294
Service Time 10.341 9.841 9.675 10.984 10.484 10.011 10.978 10.478 10.012 11.001 10.501 10.09 HCM Lane V/C Ratio 0.734 1.47 0.951 0.842 0.537 0.793 0.243 0.709 1.01 0.456 0.729 0.854 HCM Control Delay 44 265 77.9 59.1 29.3 49.6 20.1 40.2 89.7 26.6 43.7 59.2 HCM Lane LOS E F F F D E C E F D E F
HCM 95th-tile Q 5.4 24.6 9.7 6.9 2.9 6.3 0.9 4.8 10.5 2.2 5.2 7.4

7.2-15
3199
Timings Rich Haven Specific Plan TA (JN:14822)
9: S Turner Av. & Ontario Ranch Rd. 10/06/2022
HY (2045) 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) 150 1424 18 63 1526 48 46 157 220 77 Future Volume (vph) 150 1424 18 63 1526 48 46 157 220 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 50.1 50.1 8.7 46.3 46.3 7.5 17.8 13.4 25.8 Actuated g/C Ratio 0.10 0.46 0.46 0.08 0.43 0.43 0.07 0.16 0.12 0.24 v/c Ratio 0.99 0.97 0.03 0.50 1.13 0.07 0.42 0.72 1.12 0.51 Control Delay 117.5 47.4 0.1 60.6 97.1 0.2 59.8 55.0 141.4 30.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 117.5 47.4 0.1 60.6 97.1 0.2 59.8 55.0 141.4 30.2

LOS F D A E F A E D F C
Approach Delay 53.5 92.9 55.9 87.2
Approach LOS D F E F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 108.8
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.13
Intersection Signal Delay: 73.9 Intersection LOS: E
Intersection Capacity Utilization 90.8% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 9: S Turner Av. & Ontario Ranch Rd.

7.2-16
3200
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 9: S Turner Av. & Ontario Ranch Rd. 10/06/2022
HY (2045) 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) 150 1424 18 63 1526 48 46 157 41 220 77 131 Future Volume (veh/h) 150 1424 18 63 1526 48 46 157 41 220 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 1582 16 70 1696 45 51 174 40 244 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 1720 767 90 1551 692 66 209 48 225 152 239 Arrive On Green 0.10 0.48 0.48 0.05 0.44 0.44 0.04 0.14 0.14 0.13 0.23 0.23 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 1471 338 1781 656 1029 Grp Volume(v), veh/h 167 1582 16 70 1696 45 51 0 214 244 0 221 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 0 1809 1781 0 1685 Q Serve(g_s), s 9.9 43.8 0.6 4.1 46.2 1.7 3.0 0.0 12.2 13.4 0.0 12.3 Cycle Q Clear(g_c), s 9.9 43.8 0.6 4.1 46.2 1.7 3.0 0.0 12.2 13.4 0.0 12.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.19 1.00 0.61
Lane Grp Cap(c), veh/h 175 1720 767 90 1551 692 66 0 257 225 0 391 V/C Ratio(X) 0.95 0.92 0.02 0.78 1.09 0.07 0.78 0.00 0.83 1.08 0.00 0.57 Avail Cap(c_a), veh/h 175 1720 767 225 1551 692 175 0 499 225 0 513 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 47.5 25.4 14.2 49.7 29.8 17.3 50.5 0.0 44.2 46.2 0.0 35.9 Incr Delay (d2), s/veh 54.1 8.5 0.0 5.3 52.9 0.0 7.2 0.0 6.8 83.5 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 6.8 18.3 0.2 1.9 29.0 0.6 1.4 0.0 5.7 10.9 0.0 5.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 101.6 33.9 14.2 54.9 82.7 17.3 57.7 0.0 51.0 129.7 0.0 37.2 LnGrp LOS F C B D F B E A D F A D
Approach Vol, veh/h 1765 1811 265 465
Approach Delay, s/veh 40.1 80.0 52.3 85.8
Approach LOS D F D F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 18.0 20.9 10.0 57.0 8.5 30.4 15.0 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 15.4 14.2 6.1 45.8 5.0 14.3 11.9 48.2 Green Ext Time (p_c), s 0.0 0.9 0.0 0.0 0.0 1.1 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 62.6
HCM 6th LOS E

7.2-17
3201
Timings Rich Haven Specific Plan TA (JN:14822)
10: Haven Av. & SR-60 WB Ramps 10/06/2022
HY (2045) 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) 276 4 869 368 2197 1184 494
Future Volume (vph) 276 4 869 368 2197 1184 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 10.6 38.6 23.0 23.0
Actuated g/C Ratio 0.33 0.33 1.00 0.14 0.51 0.31 0.31
v/c Ratio 1.01 1.01 0.57 0.79 0.87 0.79 0.62
Control Delay 69.4 70.2 1.5 34.4 18.9 28.5 5.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 69.4 70.2 1.5 34.4 18.9 28.5 5.8

LOS E E A C B C A
Approach Delay 39.1 21.1 21.8
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: 26.9 Intersection LOS: C
Intersection Capacity Utilization 93.8% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 10: Haven Av. & SR-60 WB Ramps

7.2-18
3202
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 10: Haven Av. & SR-60 WB Ramps 10/06/2022
HY (2045) 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 0 276 4 869 368 2197 0 0 1184 494 Future Volume (veh/h) 0 0 0 276 4 869 368 2197 0 0 1184 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 0 383 2289 0 0 1233 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 0 459 2628 0 0 1610 493
Arrive On Green 0.33 0.00 0.00 0.27 1.00 0.00 0.00 0.32 0.32 Sat Flow, veh/h 3563 0 1585 3456 5274 0 0 5274 1563
Grp Volume(v), veh/h 1107 0 0 383 2289 0 0 1233 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 7.8 0.0 0.0 0.0 16.3 20.6
Cycle Q Clear(g_c), s 22.8 0.0 0.0 7.8 0.0 0.0 0.0 16.3 20.6 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 1159 0 459 2628 0 0 1610 493
V/C Ratio(X) 0.96 0.00 0.84 0.87 0.00 0.00 0.77 0.91
Avail Cap(c_a), veh/h 1159 0 507 2628 0 0 1610 493
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 26.8 0.0 0.0 0.0 23.2 24.6 Incr Delay (d2), s/veh 16.8 0.0 0.0 1.0 0.4 0.0 0.0 3.5 23.0 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 11.1 0.0 0.0 2.7 0.1 0.0 0.0 6.3 9.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.5 0.0 0.0 27.7 0.4 0.0 0.0 26.7 47.6 LnGrp LOS D A C A A A C D
Approach Vol, veh/h 1107 A 2672 1680
Approach Delay, s/veh 41.5 4.3 32.3
Approach LOS D A C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 44.8 15.0 29.8 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 9.8 22.6 24.8
Green Ext Time (p_c), s 16.5 0.1 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 20.5
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.

7.2-19
3203
Timings Rich Haven Specific Plan TA (JN:14822)
11: Haven Av. & SR-60 EB Ramps 10/06/2022
HY (2045) 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) 871 5 202 1767 393 1051
Future Volume (vph) 871 5 202 1767 393 1051
Turn Type Perm NA Perm NA Prot NA
Protected Phases 4 2 1 6
Permitted Phases 4 4
Detector Phase 4 4 4 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 8.0 5.0 8.0
Minimum Split (s) 10.8 10.8 10.8 28.2 10.0 31.2
Total Split (s) 28.0 28.0 28.0 34.0 13.0 47.0
Total Split (%) 37.3% 37.3% 37.3% 45.3% 17.3% 62.7%
Yellow Time (s) 4.8 4.8 4.8 5.2 4.0 5.2
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 6.2 5.0 6.2
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode None None None C-Max None C-Max
Act Effct Green (s) 22.1 22.1 22.1 27.8 8.1 40.9
Actuated g/C Ratio 0.29 0.29 0.29 0.37 0.11 0.55
v/c Ratio 0.93 0.94 0.39 1.24 1.12 0.40
Control Delay 53.9 55.4 12.0 135.9 99.5 10.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 53.9 55.4 12.0 135.9 99.5 10.2

LOS D E B F F B
Approach Delay 46.7 135.9 34.6
Approach LOS D F C
Intersection Summary
Cycle Length: 75
Actuated Cycle Length: 75
Offset: 48 (64%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.24
Intersection Signal Delay: 84.7 Intersection LOS: F
Intersection Capacity Utilization 93.8% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 11: Haven Av. & SR-60 EB Ramps

7.2-20
3204
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 11: Haven Av. & SR-60 EB Ramps 10/06/2022
HY (2045) 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) 871 5 202 0 0 0 0 1767 446 393 1051 0 Future Volume (veh/h) 871 5 202 0 0 0 0 1767 446 393 1051 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 921 0 108 0 1860 258 414 1106 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 1017 0 452 0 1727 237 369 2832 0
Arrive On Green 0.29 0.00 0.29 0.00 0.38 0.38 0.21 1.00 0.00 Sat Flow, veh/h 3563 0 1585 0 4698 622 3456 5274 0
Grp Volume(v), veh/h 921 0 108 0 1393 725 414 1106 0
Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1748 1728 1702 0 Q Serve(g_s), s 18.7 0.0 3.9 0.0 28.6 28.6 8.0 0.0 0.0
Cycle Q Clear(g_c), s 18.7 0.0 3.9 0.0 28.6 28.6 8.0 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.36 1.00 0.00
Lane Grp Cap(c), veh/h 1017 0 452 0 1298 667 369 2832 0 V/C Ratio(X) 0.91 0.00 0.24 0.00 1.07 1.09 1.12 0.39 0.00 Avail Cap(c_a), veh/h 1055 0 469 0 1298 667 369 2832 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 0.39 0.39 0.00 Uniform Delay (d), s/veh 25.8 0.0 20.6 0.0 23.2 23.2 29.5 0.0 0.0 Incr Delay (d2), s/veh 10.9 0.0 0.3 0.0 47.2 61.1 69.3 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 8.6 0.0 1.3 0.0 18.3 21.4 6.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.7 0.0 20.8 0.0 70.4 84.3 98.8 0.2 0.0 LnGrp LOS D A C A F F F A A
Approach Vol, veh/h 1029 2118 1520
Approach Delay, s/veh 35.0 75.1 27.0
Approach LOS D E C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 13.0 34.8 27.2 47.8
Change Period (Y+Rc), s 5.0 6.2 5.8 6.2
Max Green Setting (Gmax), s 8.0 27.8 22.2 40.8
Max Q Clear Time (g_c+I1), s 10.0 30.6 20.7 2.0
Green Ext Time (p_c), s 0.0 0.0 0.7 5.3
Intersection Summary
HCM 6th Ctrl Delay 50.6
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

7.2-21
3205
Timings Rich Haven Specific Plan TA (JN:14822)
12: Haven Av. & Riverside Dr. 10/06/2022
HY (2045) 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) 546 763 321 526 24 530 478 412 309 Future Volume (vph) 546 763 321 526 24 530 478 412 309
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 3.07 1.88 4.06 1.40 3.99 2.01 1.55 0.69
Control Delay 966.0 432.1 1419.2 217.8 1370.7 496.5 300.4 15.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 966.0 432.1 1419.2 217.8 1370.7 496.5 300.4 15.9

LOS F F F F F F F B
Approach Delay 645.4 517.3 1370.7 305.3
Approach LOS F F F F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 4.06
Intersection Signal Delay: 643.3 Intersection LOS: F
Intersection Capacity Utilization 158.8% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 12: Haven Av. & Riverside Dr.

7.2-22
3206
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 12: Haven Av. & Riverside Dr. 10/06/2022
HY (2045) 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) 546 763 57 321 526 439 24 530 222 478 412 309 Future Volume (veh/h) 546 763 57 321 526 439 24 530 222 478 412 309 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 581 812 58 341 560 431 26 564 219 509 438 153 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 191 433 31 85 354 273 18 401 156 255 284 235 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 1623 116 1594 1771 1363 54 1171 455 1594 1772 1468 Grp Volume(v), veh/h 581 0 870 341 532 459 809 0 0 509 438 153 Grp Sat Flow(s),veh/h/ln 1594 0 1739 1594 1683 1450 1679 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 11.7 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 11.7 Prop In Lane 1.00 0.07 1.00 0.94 0.03 0.27 1.00 1.00
Lane Grp Cap(c), veh/h 191 0 464 85 337 290 575 0 0 255 284 235 V/C Ratio(X) 3.04 0.00 1.88 4.01 1.58 1.58 1.41 0.00 0.00 2.00 1.54 0.65 Avail Cap(c_a), veh/h 191 0 464 85 337 290 575 0 0 255 284 235 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.8 0.0 44.0 56.8 48.0 48.0 39.5 0.0 0.0 50.4 50.4 47.3 Incr Delay (d2), s/veh 930.8 0.0 402.3 1382.9 275.4 277.5 193.2 0.0 0.0 461.9 262.1 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 55.0 0.0 64.9 35.1 35.4 30.7 47.5 0.0 0.0 40.1 28.9 4.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 983.6 0.0 446.3 1439.7 323.4 325.5 232.6 0.0 0.0 512.3 312.5 53.5 LnGrp LOS F A F F F F F A A F F D
Approach Vol, veh/h 1451 1332 809 1100
Approach Delay, s/veh 661.4 609.9 232.6 368.9
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 504.3
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

7.2-23
3207
Timings Rich Haven Specific Plan TA (JN:14822)
13: Haven Av. & Chino Av. 10/06/2022
HY (2045) 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) 252 68 25 55 174 685 611
Future Volume (vph) 252 68 25 55 174 685 611
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) 23.0 35.1 10.7 22.8 18.0 64.6 56.2 9.6
Total Split (%) 19.2% 29.3% 8.9% 19.0% 15.0% 53.8% 46.8% 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) 18.5 25.1 5.7 11.4 13.5 68.7 51.8
Actuated g/C Ratio 0.17 0.23 0.05 0.10 0.12 0.62 0.47
v/c Ratio 1.02 0.63 0.30 0.32 0.97 0.70 1.01
Control Delay 108.6 30.1 61.9 52.3 108.2 20.2 64.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 108.6 30.1 61.9 52.3 108.2 20.2 64.5

LOS F C E D F C E
Approach Delay 67.4 55.3 37.5 64.5
Approach LOS E E D E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 111.3
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.02
Intersection Signal Delay: 54.2 Intersection LOS: D
Intersection Capacity Utilization 88.8% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 13: Haven Av. & Chino Av.

7.2-24
3208
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 13: Haven Av. & Chino Av. 10/06/2022
HY (2045) 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) 252 68 208 25 55 0 174 685 28 0 611 149 Future Volume (veh/h) 252 68 208 25 55 0 174 685 28 0 611 149 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 268 74 115 27 60 0 185 729 15 0 650 159 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 257 148 229 45 164 0 187 1054 22 2 621 152
Arrive On Green 0.16 0.22 0.22 0.03 0.09 0.00 0.12 0.61 0.61 0.00 0.45 0.45 Sat Flow, veh/h 1594 660 1026 1781 1870 0 1594 1730 36 1781 1375 336 Grp Volume(v), veh/h 268 0 189 27 60 0 185 0 744 0 0 809 Grp Sat Flow(s),veh/h/ln 1594 0 1686 1781 1870 0 1594 0 1766 1781 0 1711 Q Serve(g_s), s 18.4 0.0 11.2 1.7 3.5 0.0 13.2 0.0 32.5 0.0 0.0 51.5 Cycle Q Clear(g_c), s 18.4 0.0 11.2 1.7 3.5 0.0 13.2 0.0 32.5 0.0 0.0 51.5 Prop In Lane 1.00 0.61 1.00 0.00 1.00 0.02 1.00 0.20
Lane Grp Cap(c), veh/h 257 0 377 45 164 0 187 0 1075 2 0 772 V/C Ratio(X) 1.04 0.00 0.50 0.60 0.37 0.00 0.99 0.00 0.69 0.00 0.00 1.05 Avail Cap(c_a), veh/h 257 0 439 95 279 0 187 0 1075 78 0 772 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 47.8 0.0 38.7 55.0 49.1 0.0 50.3 0.0 15.1 0.0 0.0 31.3 Incr Delay (d2), s/veh 67.7 0.0 1.0 4.7 1.4 0.0 62.1 0.0 1.9 0.0 0.0 45.5 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 12.0 0.0 4.6 0.8 1.6 0.0 8.3 0.0 11.9 0.0 0.0 30.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 115.6 0.0 39.8 59.8 50.4 0.0 112.4 0.0 17.0 0.0 0.0 76.8 LnGrp LOS F A D E D A F A B A A F
Approach Vol, veh/h 457 87 929 809
Approach Delay, s/veh 84.2 53.3 36.0 76.8
Approach LOS F D D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 0.0 75.3 7.5 31.3 18.0 57.3 23.0 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 58.8 6.1 * 30 13.4 * 52 18.4 17.0 Max Q Clear Time (g_c+I1), s 0.0 34.5 3.7 13.2 15.2 53.5 20.4 5.5 Green Ext Time (p_c), s 0.0 5.0 0.0 0.9 0.0 0.0 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 60.8
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

7.2-25
3209
Timings Rich Haven Specific Plan TA (JN:14822)
14: Haven Av. & Schaefer av. 10/06/2022
HY (2045) 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) 89 137 150 635 403
Future Volume (vph) 89 137 150 635 403
Turn Type Prot Perm Prot NA NA
Protected Phases 4 5 2 6
Permitted Phases 4
Detector Phase 4 4 5 2 6
Switch Phase
Minimum Initial (s) 10.0 10.0 5.0 10.0 10.0
Minimum Split (s) 27.8 27.8 9.6 15.8 29.8
Total Split (s) 35.0 35.0 31.0 85.0 54.0
Total Split (%) 29.2% 29.2% 25.8% 70.8% 45.0%
Yellow Time (s) 4.8 4.8 3.6 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 4.6 5.8 5.8
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Recall Mode None None None Min Min
Act Effct Green (s) 12.2 12.2 10.5 30.0 14.6
Actuated g/C Ratio 0.22 0.22 0.19 0.55 0.27
v/c Ratio 0.27 0.33 0.53 0.71 0.54
Control Delay 21.8 6.8 28.6 14.0 19.3
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 21.8 6.8 28.6 14.0 19.3

LOS C A C B B
Approach Delay 12.7 16.8 19.3
Approach LOS B B B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 54.3
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.71
Intersection Signal Delay: 17.0 Intersection LOS: B
Intersection Capacity Utilization 53.6% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 14: Haven Av. & Schaefer av.

7.2-26
3210
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 14: Haven Av. & Schaefer av. 10/06/2022
HY (2045) 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) 89 137 150 635 403 64
Future Volume (veh/h) 89 137 150 635 403 64
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 97 95 163 690 438 67
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 348 328 205 877 757 115
Arrive On Green 0.22 0.22 0.13 0.50 0.25 0.25
Sat Flow, veh/h 1594 1502 1594 1772 2994 455
Grp Volume(v), veh/h 97 95 163 690 258 247
Grp Sat Flow(s),veh/h/ln 1594 1502 1594 1772 1772 1676
Q Serve(g_s), s 2.1 2.1 4.0 13.0 5.2 5.2
Cycle Q Clear(g_c), s 2.1 2.1 4.0 13.0 5.2 5.2
Prop In Lane 1.00 1.00 1.00 0.27
Lane Grp Cap(c), veh/h 348 328 205 877 448 424
V/C Ratio(X) 0.28 0.29 0.79 0.79 0.58 0.58
Avail Cap(c_a), veh/h 1149 1083 1039 3465 2109 1995
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 13.2 13.2 17.1 8.5 13.2 13.3
Incr Delay (d2), s/veh 0.4 0.5 2.6 1.6 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 0.6 0.0 1.3 2.8 1.6 1.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.6 13.7 19.8 10.1 14.4 14.5
LnGrp LOS B B B B B B
Approach Vol, veh/h 192 853 505
Approach Delay, s/veh 13.6 11.9 14.5
Approach LOS B B B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 25.9 14.6 9.8 16.0
Change Period (Y+Rc), s 5.8 5.8 4.6 5.8
Max Green Setting (Gmax), s 79.2 29.2 26.4 48.2
Max Q Clear Time (g_c+I1), s 15.0 4.1 6.0 7.2
Green Ext Time (p_c), s 5.0 0.5 0.2 2.9
Intersection Summary
HCM 6th Ctrl Delay 13.0
HCM 6th LOS B

7.2-27
3211
Timings Rich Haven Specific Plan TA (JN:14822)
15: Haven Av. & Ontario Ranch Rd. 10/06/2022
HY (2045) 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) 230 1503 54 127 1092 209 75 362 192 489 419 172 Future Volume (vph) 230 1503 54 127 1092 209 75 362 192 489 419 172 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8 2 6
Detector Phase 7 4 4 3 8 8 5 2 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 29.2 29.2 9.6 34.5 34.5 9.6 47.8 47.8 9.6 45.8 45.8 Total Split (s) 15.0 38.0 38.0 11.5 34.5 34.5 11.7 48.5 48.5 22.0 58.8 58.8 Total Split (%) 12.5% 31.7% 31.7% 9.6% 28.8% 28.8% 9.8% 40.4% 40.4% 18.3% 49.0% 49.0% Yellow Time (s) 3.6 5.2 5.2 3.6 5.5 5.5 3.6 4.8 4.8 3.6 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 6.2 4.6 6.5 6.5 4.6 5.8 5.8 4.6 5.8 5.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Max Max None Max Max None None None None None None Act Effct Green (s) 10.5 32.0 32.0 6.9 28.2 28.2 7.1 29.0 29.0 17.5 39.3 39.3 Actuated g/C Ratio 0.10 0.30 0.30 0.06 0.26 0.26 0.07 0.27 0.27 0.16 0.37 0.37 v/c Ratio 1.60 1.02 0.11 0.71 0.63 0.40 0.76 0.81 0.40 2.03 0.69 0.28 Control Delay 331.1 65.2 0.4 71.1 37.4 7.1 92.7 50.0 10.2 502.9 34.4 4.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 331.1 65.2 0.4 71.1 37.4 7.1 92.7 50.0 10.2 502.9 34.4 4.1

LOS F E A E D A F D B F C A
Approach Delay 97.4 36.0 43.0 241.7
Approach LOS F D D F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 106.7
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 2.03
Intersection Signal Delay: 104.3 Intersection LOS: F
Intersection Capacity Utilization 103.5% ICU Level of Service G Analysis Period (min) 15
Splits and Phases: 15: Haven Av. & Ontario Ranch Rd.

7.2-28
3212
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 15: Haven Av. & Ontario Ranch Rd. 10/06/2022
HY (2045) 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) 230 1503 54 127 1092 209 75 362 192 489 419 172 Future Volume (veh/h) 230 1503 54 127 1092 209 75 362 192 489 419 172 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 247 1616 47 137 1174 173 81 389 155 526 451 162 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 158 1613 455 188 1892 401 100 466 394 264 649 548 Arrive On Green 0.10 0.30 0.30 0.06 0.27 0.27 0.06 0.26 0.26 0.17 0.37 0.37 Sat Flow, veh/h 1594 5316 1500 3000 7088 1502 1594 1772 1500 1594 1772 1495 Grp Volume(v), veh/h 247 1616 47 137 1174 173 81 389 155 526 451 162 Grp Sat Flow(s),veh/h/ln 1594 1772 1500 1500 1772 1502 1594 1772 1500 1594 1772 1495 Q Serve(g_s), s 10.4 31.8 2.4 4.7 15.3 10.0 5.3 21.7 8.9 17.4 22.7 8.1 Cycle Q Clear(g_c), s 10.4 31.8 2.4 4.7 15.3 10.0 5.3 21.7 8.9 17.4 22.7 8.1 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 158 1613 455 188 1892 401 100 466 394 264 649 548 V/C Ratio(X) 1.56 1.00 0.10 0.73 0.62 0.43 0.81 0.83 0.39 1.99 0.70 0.30 Avail Cap(c_a), veh/h 158 1613 455 197 1892 401 108 721 611 264 895 756 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 47.2 36.5 26.3 48.3 33.8 31.8 48.5 36.5 31.8 43.7 28.3 23.6 Incr Delay (d2), s/veh 281.7 22.9 0.5 10.3 1.5 3.4 30.7 5.1 0.6 458.5 1.4 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 16.3 16.2 0.8 1.9 6.3 3.8 2.9 9.6 3.1 40.2 9.3 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 329.0 59.5 26.7 58.6 35.3 35.2 79.2 41.6 32.4 502.2 29.6 23.9 LnGrp LOS F F C E D D E D C F C C
Approach Vol, veh/h 1910 1484 625 1139
Approach Delay, s/veh 93.5 37.4 44.2 247.1
Approach LOS F D D F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 22.0 33.4 11.2 38.3 11.2 44.2 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 23.7 6.7 33.8 7.3 24.7 12.4 17.3 Green Ext Time (p_c), s 0.0 2.5 0.0 0.0 0.0 3.2 0.0 5.6 Intersection Summary
HCM 6th Ctrl Delay 105.3
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

7.2-29
3213
HCM 6th Roundabout Rich Haven Specific Plan TA (JN:14822) 16: Twinkle Av. & Chino Av. 10/06/2022
HY (2045) 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

7.2-30
3214
Timings Rich Haven Specific Plan TA (JN:14822)
17: Mill Creek Av. & Riverside Dr. 10/06/2022
HY (2045) 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) 388 779 120 986 231 91 251 100 188 Future Volume (vph) 388 779 120 986 231 91 251 100 188
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 35.3 15.7 18.0 24.1 24.1 24.1 24.0 24.0 Actuated g/C Ratio 0.28 0.30 0.13 0.15 0.20 0.20 0.20 0.20 0.20 v/c Ratio 1.12 1.31 0.73 2.61 0.91 0.32 0.58 0.40 1.12
Control Delay 119.7 181.8 68.6 751.5 79.1 43.1 8.9 45.9 125.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 119.7 181.8 68.6 751.5 79.1 43.1 8.9 45.9 125.4

LOS F F E F E D A D F
Approach Delay 165.2 684.0 42.6 105.4
Approach LOS F F D F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 118.9
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 2.61
Intersection Signal Delay: 312.6 Intersection LOS: F
Intersection Capacity Utilization 106.7% ICU Level of Service G Analysis Period (min) 15
Splits and Phases: 17: Mill Creek Av. & Riverside Dr.

7.2-31
3215
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 17: Mill Creek Av. & Riverside Dr. 10/06/2022
HY (2045) 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) 388 779 285 120 986 109 231 91 251 100 188 110 Future Volume (veh/h) 388 779 285 120 986 109 231 91 251 100 188 110 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 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 491 986 209 152 1248 87 292 115 65 127 238 88 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 445 909 192 175 498 35 316 351 296 323 242 89 Arrive On Green 0.42 0.48 0.48 0.17 0.23 0.23 0.30 0.30 0.30 0.30 0.30 0.30 Sat Flow, veh/h 1594 2831 599 1594 3269 227 1594 1772 1493 1594 1190 440 Grp Volume(v), veh/h 491 616 579 152 675 660 292 115 65 127 0 326 Grp Sat Flow(s),veh/h/ln 1594 1772 1657 1594 1772 1725 1594 1772 1493 1594 0 1630 Q Serve(g_s), s 33.0 38.0 38.0 11.0 18.0 18.0 21.0 6.0 3.9 7.4 0.0 23.5 Cycle Q Clear(g_c), s 33.0 38.0 38.0 11.0 18.0 18.0 21.0 6.0 3.9 7.4 0.0 23.5 Prop In Lane 1.00 0.36 1.00 0.13 1.00 1.00 1.00 0.27
Lane Grp Cap(c), veh/h 445 569 532 175 270 263 316 351 296 323 0 331 V/C Ratio(X) 1.10 1.08 1.09 0.87 2.50 2.51 0.92 0.33 0.22 0.39 0.00 0.99 Avail Cap(c_a), veh/h 445 569 532 310 270 263 340 378 318 323 0 331 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 34.4 30.6 30.6 48.5 45.6 45.6 40.7 35.4 34.7 35.4 0.0 40.9 Incr Delay (d2), s/veh 73.9 62.2 64.6 4.9 687.5 692.0 29.2 0.5 0.4 0.8 0.0 45.4 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 19.4 22.3 21.2 4.2 58.4 57.1 9.7 2.5 1.4 2.8 0.0 12.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 108.3 92.8 95.2 53.4 733.1 737.6 69.8 35.9 35.0 36.1 0.0 86.3 LnGrp LOS F F F D F F E D D D A F
Approach Vol, veh/h 1686 1487 472 453
Approach Delay, s/veh 98.1 665.6 56.8 72.3
Approach LOS F F E E
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 29.2 17.0 44.0 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 23.0 13.0 40.0 25.5 35.0 20.0 Green Ext Time (p_c), s 0.4 0.1 0.0 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 296.4
HCM 6th LOS F

7.2-32
3216
Timings Rich Haven Specific Plan TA (JN:14822)
18: Mill Creek Av. & Chino Av. 10/06/2022
HY (2045) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 33
Lane Group EBL EBT WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 268 182 92 33 62 13 4
Future Volume (vph) 268 182 92 33 62 13 4
Turn Type Perm NA NA Perm NA Perm NA
Protected Phases 4 8 2 6
Permitted Phases 4 2 6
Detector Phase 4 4 8 2 2 6 6
Switch Phase
Minimum Initial (s) 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
Total Split (s) 73.0 73.0 22.5 24.5 24.5 24.5 24.5
Total Split (%) 60.8% 60.8% 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
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) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None Min Min Min Min
Act Effct Green (s) 68.8 68.8 12.7 13.0 13.0 13.0 13.0
Actuated g/C Ratio 0.64 0.64 0.12 0.12 0.12 0.12 0.12
v/c Ratio 4.28 0.17 0.62 0.27 0.60 0.23 0.39
Control Delay 1515.6 9.6 54.3 49.2 56.0 48.7 14.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 1515.6 9.6 54.3 49.2 56.0 48.7 14.5

LOS F A D D E D B
Approach Delay 893.1 54.3 54.6 21.0
Approach LOS F D D C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 108.1
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 4.28
Intersection Signal Delay: 491.7 Intersection LOS: F
Intersection Capacity Utilization 37.5% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 18: Mill Creek Av. & Chino Av.

7.2-33
3217
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 18: Mill Creek Av. & Chino Av. 10/06/2022
HY (2045) 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) 268 182 6 0 92 19 33 62 5 13 4 95 Future Volume (veh/h) 268 182 6 0 92 19 33 62 5 13 4 95 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 291 198 -2 0 100 32 36 124 6 26 8 70 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 479 503 0 199 151 48 407 296 14 373 28 242
Arrive On Green 0.27 0.27 0.00 0.00 0.11 0.11 0.17 0.17 0.17 0.17 0.17 0.17 Sat Flow, veh/h 1781 1870 0 1781 1358 434 1321 1769 86 1260 165 1445 Grp Volume(v), veh/h 291 196 0 0 0 132 36 0 130 26 0 78 Grp Sat Flow(s),veh/h/ln 1781 1870 0 1781 0 1792 1321 0 1855 1260 0 1610 Q Serve(g_s), s 4.3 2.6 0.0 0.0 0.0 2.1 0.7 0.0 1.9 0.6 0.0 1.3 Cycle Q Clear(g_c), s 4.3 2.6 0.0 0.0 0.0 2.1 2.0 0.0 1.9 2.4 0.0 1.3 Prop In Lane 1.00 0.00 1.00 0.24 1.00 0.05 1.00 0.90
Lane Grp Cap(c), veh/h 479 503 0 199 0 200 407 0 311 373 0 270 V/C Ratio(X) 0.61 0.39 0.00 0.00 0.00 0.66 0.09 0.00 0.42 0.07 0.00 0.29 Avail Cap(c_a), veh/h 4088 4293 0 1074 0 1081 1070 0 1243 1007 0 1079 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 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 9.5 8.9 0.0 0.0 0.0 12.7 11.7 0.0 11.1 12.2 0.0 10.9 Incr Delay (d2), s/veh 1.3 0.5 0.0 0.0 0.0 3.7 0.1 0.0 0.9 0.1 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 1.0 0.6 0.0 0.0 0.0 0.7 0.1 0.0 0.5 0.1 0.0 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.8 9.4 0.0 0.0 0.0 16.4 11.8 0.0 12.0 12.3 0.0 11.5 LnGrp LOS B A A A A B B A B B A B
Approach Vol, veh/h 487 132 166 104
Approach Delay, s/veh 10.2 16.4 12.0 11.7
Approach LOS B B B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 9.5 12.5 9.5 7.8
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 4.0 6.3 4.4 4.1
Green Ext Time (p_c), s 0.6 1.9 0.3 0.5
Intersection Summary
HCM 6th Ctrl Delay 11.6
HCM 6th LOS B

7.2-34
3218
Timings Rich Haven Specific Plan TA (JN:14822)
19: Mill Creek Av. & Cantu Galleano Ranch Rd. 10/06/2022 HY (2045) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 35
Lane Group EBL EBT WBL WBT NBL NBT Ø1 Ø6
Lane Configurations
Traffic Volume (vph) 24 1462 28 1273 47 19
Future Volume (vph) 24 1462 28 1273 47 19
Turn Type 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
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% 25% 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
Total Lost Time (s) 4.6 6.5 4.6 6.5 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) 5.9 33.6 6.1 33.7 6.8 18.9
Actuated g/C Ratio 0.09 0.49 0.09 0.49 0.10 0.27
v/c Ratio 0.17 0.65 0.19 0.59 0.29 0.29
Control Delay 38.1 18.5 38.1 17.1 38.1 6.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 38.1 18.5 38.1 17.1 38.1 6.6

LOS D B D B D A
Approach Delay 18.8 17.5 14.2
Approach LOS B B B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 69.2
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.65
Intersection Signal Delay: 17.9 Intersection LOS: B
Intersection Capacity Utilization 47.7% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 19: Mill Creek Av. & Cantu Galleano Ranch Rd.

7.2-35
3219
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 19: Mill Creek Av. & Cantu Galleano Ranch Rd. 10/06/2022 HY (2045) 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) 24 1462 12 28 1273 57 47 19 128 0 0 0 Future Volume (veh/h) 24 1462 12 28 1273 57 47 19 128 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 26 1589 -150 30 1384 -101 51 21 9 0 0 -43 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 54 2152 0 61 2171 0 91 251 108 4 0 320
Arrive On Green 0.03 0.42 0.00 0.03 0.43 0.00 0.05 0.20 0.20 0.00 0.00 0.00 Sat Flow, veh/h 1781 5274 0 1781 5274 0 1781 1242 532 1781 1870 0 Grp Volume(v), veh/h 26 1439 0 30 1283 0 51 0 30 0 -43 -43 Grp Sat Flow(s),veh/h/ln 1781 1702 0 1781 1702 0 1781 0 1775 1781 1870 1585 Q Serve(g_s), s 0.7 11.2 0.0 0.8 9.5 0.0 1.4 0.0 0.7 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.7 11.2 0.0 0.8 9.5 0.0 1.4 0.0 0.7 0.0 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.00 1.00 0.30 1.00 0.00
Lane Grp Cap(c), veh/h 54 2152 0 61 2171 0 91 0 359 4 0 0 V/C Ratio(X) 0.48 0.67 0.00 0.49 0.59 0.00 0.56 0.00 0.08 0.00 0.00 0.00 Avail Cap(c_a), veh/h 454 2842 0 627 3338 0 1060 0 1487 440 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 Uniform Delay (d), s/veh 23.6 11.5 0.0 23.4 10.9 0.0 22.9 0.0 16.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 2.4 0.4 0.0 2.3 0.3 0.0 2.0 0.0 0.1 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 2.7 0.0 0.3 2.3 0.0 0.5 0.0 0.2 0.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.0 11.9 0.0 25.7 11.2 0.0 24.9 0.0 16.1 0.0 0.0 0.0 LnGrp LOS C B A C B A C A B A A A
Approach Vol, veh/h 1465 1313 81 -86
Approach Delay, s/veh 12.1 11.5 21.7 0.0
Approach LOS B B C A
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 0.0 15.8 6.3 27.3 7.1 8.7 6.1 27.5 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 0.0 2.7 2.8 13.2 3.4 0.0 2.7 11.5 Green Ext Time (p_c), s 0.0 0.1 0.0 7.6 0.0 0.0 0.0 8.2 Intersection Summary
HCM 6th Ctrl Delay 12.5
HCM 6th LOS B

7.2-36
3220
Timings Rich Haven Specific Plan TA (JN:14822)
20: Milliken Av. & SR-60 WB Ramps 10/06/2022
HY (2045) 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) 5 677 457 1588 915 318
Future Volume (vph) 5 677 457 1588 915 318
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) 35.0 35.0 25.0 55.0 30.0 30.0
Total Split (%) 38.9% 38.9% 27.8% 61.1% 33.3% 33.3%
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) 28.8 28.8 20.4 48.8 23.8 23.8
Actuated g/C Ratio 0.32 0.32 0.23 0.54 0.26 0.26
v/c Ratio 0.28 1.21 1.16 0.80 0.95 0.49
Control Delay 24.5 136.6 130.8 20.6 52.2 6.1
Queue Delay 0.0 0.0 0.0 0.2 0.0 0.0
Total Delay 24.5 136.6 130.8 20.8 52.2 6.1

LOS C F F C D A
Approach Delay 115.8 45.4 40.3
Approach LOS F D D
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Natural Cycle: 100
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.21
Intersection Signal Delay: 58.1 Intersection LOS: E
Intersection Capacity Utilization 105.3% ICU Level of Service G Analysis Period (min) 15
Splits and Phases: 20: Milliken Av. & SR-60 WB Ramps

7.2-37
3221
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 20: Milliken Av. & SR-60 WB Ramps 10/06/2022
HY (2045) 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 0 149 5 677 457 1588 0 0 915 318 Future Volume (veh/h) 0 0 0 149 5 677 457 1588 0 0 915 318 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 152 5 354 466 1620 0 0 934 166
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 443 15 407 449 2208 0 0 1054 446
Arrive On Green 0.26 0.26 0.26 0.25 0.59 0.00 0.00 0.28 0.28 Sat Flow, veh/h 1727 57 1585 1781 3741 0 0 3741 1585
Grp Volume(v), veh/h 157 0 354 466 1620 0 0 934 166
Grp Sat Flow(s),veh/h/ln 1784 0 1585 1781 1870 0 0 1870 1585 Q Serve(g_s), s 5.8 0.0 17.3 20.4 25.3 0.0 0.0 19.4 6.8 Cycle Q Clear(g_c), s 5.8 0.0 17.3 20.4 25.3 0.0 0.0 19.4 6.8 Prop In Lane 0.97 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 458 0 407 449 2208 0 0 1054 446
V/C Ratio(X) 0.34 0.00 0.87 1.04 0.73 0.00 0.00 0.89 0.37 Avail Cap(c_a), veh/h 634 0 564 449 2254 0 0 1099 466
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 24.5 0.0 28.8 30.3 12.0 0.0 0.0 27.9 23.3 Incr Delay (d2), s/veh 0.4 0.0 10.5 52.9 1.2 0.0 0.0 8.7 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 %ile BackOfQ(50%),veh/ln 2.3 0.0 7.2 14.4 8.1 0.0 0.0 9.0 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.0 0.0 39.3 83.2 13.2 0.0 0.0 36.6 23.9 LnGrp LOS C A D F B A A D C
Approach Vol, veh/h 511 2086 1100
Approach Delay, s/veh 34.9 28.9 34.6
Approach LOS C C C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 54.0 25.0 29.0 27.0
Change Period (Y+Rc), s 6.2 4.6 6.2 6.2
Max Green Setting (Gmax), s 48.8 20.4 23.8 28.8
Max Q Clear Time (g_c+I1), s 27.3 22.4 21.4 19.3
Green Ext Time (p_c), s 11.8 0.0 1.5 1.5
Intersection Summary
HCM 6th Ctrl Delay 31.4
HCM 6th LOS C

7.2-38
3222
Timings Rich Haven Specific Plan TA (JN:14822)
21: Milliken Av. & SR-60 EB Ramps 10/06/2022
HY (2045) 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) 530 4 1568 103 928
Future Volume (vph) 530 4 1568 103 928
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) 30.0 30.0 50.0 10.0 60.0
Total Split (%) 33.3% 33.3% 55.6% 11.1% 66.7%
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) 23.8 23.8 43.8 5.4 53.8
Actuated g/C Ratio 0.26 0.26 0.49 0.06 0.60
v/c Ratio 1.05 1.07 1.13 1.00 0.43
Control Delay 89.4 85.1 90.6 133.4 10.5
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 89.4 85.1 90.6 133.4 10.5

LOS F F F F B
Approach Delay 87.1 90.6 22.8
Approach LOS F F C
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.13
Intersection Signal Delay: 72.2 Intersection LOS: E
Intersection Capacity Utilization 105.3% ICU Level of Service G Analysis Period (min) 15
Splits and Phases: 21: Milliken Av. & SR-60 EB Ramps

7.2-39
3223
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 21: Milliken Av. & SR-60 EB Ramps 10/06/2022
HY (2045) 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) 530 4 482 0 0 0 0 1568 391 103 928 0 Future Volume (veh/h) 530 4 482 0 0 0 0 1568 391 103 928 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 400 209 250 0 1616 207 106 957 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 471 205 245 0 1585 200 107 2236 0
Arrive On Green 0.26 0.26 0.26 0.00 0.49 0.49 0.06 0.60 0.00 Sat Flow, veh/h 1781 776 928 0 3257 410 1781 3741 0
Grp Volume(v), veh/h 400 0 459 0 916 907 106 957 0
Grp Sat Flow(s),veh/h/ln 1781 0 1703 0 1870 1797 1781 1870 0 Q Serve(g_s), s 19.2 0.0 23.8 0.0 43.8 43.8 5.4 12.4 0.0 Cycle Q Clear(g_c), s 19.2 0.0 23.8 0.0 43.8 43.8 5.4 12.4 0.0 Prop In Lane 1.00 0.54 0.00 0.23 1.00 0.00
Lane Grp Cap(c), veh/h 471 0 450 0 910 874 107 2236 0
V/C Ratio(X) 0.85 0.00 1.02 0.00 1.01 1.04 0.99 0.43 0.00 Avail Cap(c_a), veh/h 471 0 450 0 910 874 107 2236 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 31.4 0.0 33.1 0.0 23.1 23.1 42.3 9.8 0.0 Incr Delay (d2), s/veh 13.7 0.0 47.3 0.0 31.4 40.6 84.2 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 9.4 0.0 15.0 0.0 24.0 25.2 4.7 4.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.1 0.0 80.4 0.0 54.5 63.7 126.5 9.9 0.0 LnGrp LOS D A F A F F F A A
Approach Vol, veh/h 859 1823 1063
Approach Delay, s/veh 63.9 59.0 21.5
Approach LOS E E C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 10.0 50.0 30.0 60.0
Change Period (Y+Rc), s 4.6 6.2 6.2 6.2
Max Green Setting (Gmax), s 5.4 43.8 23.8 53.8
Max Q Clear Time (g_c+I1), s 7.4 45.8 25.8 14.4
Green Ext Time (p_c), s 0.0 0.0 0.0 7.1
Intersection Summary
HCM 6th Ctrl Delay 49.5
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

7.2-40
3224
Timings Rich Haven Specific Plan TA (JN:14822)
22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
HY (2045) 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) 371 161 34 141 295 263 1368 70 296 828 Future Volume (vph) 371 161 34 141 295 263 1368 70 296 828 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 22.4 43.8 43.8 21.4 42.8 Actuated g/C Ratio 0.18 0.26 0.05 0.10 0.10 0.19 0.36 0.36 0.18 0.36 v/c Ratio 1.51 1.74 0.49 0.94 0.81 1.02 1.29 0.12 1.21 1.07 Control Delay 282.3 368.0 76.2 107.7 25.5 106.9 168.1 0.4 163.6 83.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 282.3 368.0 76.2 107.7 25.5 106.9 168.1 0.4 163.6 83.9

LOS F F E F C F F A F F
Approach Delay 340.4 53.8 151.8 100.8
Approach LOS F D F F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.74
Intersection Signal Delay: 173.0 Intersection LOS: F
Intersection Capacity Utilization 129.6% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 22: Hamner Av./Milliken Av. & Riverside Dr.

7.2-41
3225
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
HY (2045) 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) 371 161 619 34 141 295 263 1368 70 296 828 270 Future Volume (veh/h) 371 161 619 34 141 295 263 1368 70 296 828 270 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 426 185 658 39 162 305 302 1572 69 340 952 288 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 84 299 48 174 148 298 1229 548 284 909 274 Arrive On Green 0.18 0.25 0.25 0.03 0.10 0.10 0.19 0.37 0.37 0.18 0.36 0.36 Sat Flow, veh/h 1594 341 1213 1594 1772 1502 1594 3367 1502 1594 2549 768 Grp Volume(v), veh/h 426 0 843 39 162 305 302 1572 69 340 627 613 Grp Sat Flow(s),veh/h/ln 1594 0 1554 1594 1772 1502 1594 1683 1502 1594 1683 1634 Q Serve(g_s), s 21.4 0.0 29.6 2.9 10.9 11.8 22.4 43.8 3.7 21.4 42.8 42.8 Cycle Q Clear(g_c), s 21.4 0.0 29.6 2.9 10.9 11.8 22.4 43.8 3.7 21.4 42.8 42.8 Prop In Lane 1.00 0.78 1.00 1.00 1.00 1.00 1.00 0.47
Lane Grp Cap(c), veh/h 284 0 383 48 174 148 298 1229 548 284 600 583 V/C Ratio(X) 1.50 0.00 2.20 0.81 0.93 2.07 1.02 1.28 0.13 1.20 1.05 1.05 Avail Cap(c_a), veh/h 284 0 383 85 174 148 298 1229 548 284 600 583 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 45.2 57.8 53.7 54.1 48.8 38.1 25.4 49.3 38.6 38.6 Incr Delay (d2), s/veh 242.1 0.0 549.6 11.1 48.2 502.1 56.1 132.1 0.1 117.4 49.0 51.5 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 27.3 0.0 69.3 1.3 7.0 24.9 13.2 39.3 1.3 17.4 24.6 24.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 291.4 0.0 594.8 68.9 101.9 556.2 104.9 170.2 25.5 166.7 87.6 90.1 LnGrp LOS F A F E F F F F C F F F
Approach Vol, veh/h 1269 506 1943 1580
Approach Delay, s/veh 493.0 373.2 154.9 105.6
Approach LOS F F F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 26.0 50.0 8.2 35.8 27.0 49.0 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 4.9 31.6 24.4 44.8 23.4 13.8 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 242.0
HCM 6th LOS F

7.2-42
3226
HCM 6th TWSC Rich Haven Specific Plan TA (JN:14822)
23: Hamner Av. & Chino Av. 10/06/2022
HY (2045) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 43
Intersection
Int Delay, s/veh 0.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 24 10 0 1686 1600 3
Future Vol, veh/h 24 10 0 1686 1600 3
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 2 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 27 11 0 1916 1818 3
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 2778 1820 1821 0 - 0
Stage 1 1820 - - - - -
Stage 2 958 - - - - -
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 ~ 18 96 334 - - -
Stage 1 141 - - - - -
Stage 2 334 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 18 96 334 - - -
Mov Cap-2 Maneuver 122 - - - - -
Stage 1 141 - - - - -
Stage 2 334 - - - - -
Approach EB NB SB
HCM Control Delay, s 52.6 0 0

HCM LOS F
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 334 - 113 - -
HCM Lane V/C Ratio - - 0.342 - -
HCM Control Delay (s) 0 - 52.6 - -
HCM Lane LOS A - F - -
HCM 95th %tile Q(veh) 0 - 1.4 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

7.2-43
3227
Timings Rich Haven Specific Plan TA (JN:14822)
24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
HY (2045) 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) 850 1509 291 1405 307 314 749 376 373 253 441 Future Volume (vph) 850 1509 291 1405 307 314 749 376 373 253 441 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 30.4 30.4 5.4 30.4 30.4 Actuated g/C Ratio 0.06 0.42 0.05 0.41 0.41 0.05 0.28 0.28 0.05 0.28 0.28 v/c Ratio 4.38 0.62 1.78 1.01 0.43 1.92 0.55 0.75 2.29 0.27 0.88 Control Delay 1544.3 27.1 404.0 59.2 14.7 463.5 34.4 33.8 620.1 30.5 45.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 1544.3 27.1 404.0 59.2 14.7 463.5 34.4 33.8 620.1 30.5 45.9

LOS F C F E B F C C F C D
Approach Delay 552.8 102.4 127.9 243.1
Approach LOS F F F F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 109.1
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 4.38
Intersection Signal Delay: 287.9 Intersection LOS: F
Intersection Capacity Utilization 106.4% ICU Level of Service G Analysis Period (min) 15
Splits and Phases: 24: Hamner Av. & Cantu Galleano Ranch Rd.

7.2-44
3228
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
HY (2045) 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) 850 1509 93 291 1405 307 314 749 376 373 253 441 Future Volume (veh/h) 850 1509 93 291 1405 307 314 749 376 373 253 441 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 885 1572 -28 303 1464 185 327 780 184 389 264 251 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 223 2900 0 188 1566 698 188 1118 347 188 778 347 Arrive On Green 0.06 0.45 0.00 0.05 0.44 0.44 0.05 0.22 0.22 0.05 0.22 0.22 Sat Flow, veh/h 3456 6696 0 3456 3554 1585 3456 5106 1585 3456 3554 1585 Grp Volume(v), veh/h 885 1544 0 303 1464 185 327 780 184 389 264 251 Grp Sat Flow(s),veh/h/ln 1728 1609 0 1728 1777 1585 1728 1702 1585 1728 1777 1585 Q Serve(g_s), s 6.4 17.2 0.0 5.4 38.8 7.3 5.4 13.9 10.2 5.4 6.2 14.5 Cycle Q Clear(g_c), s 6.4 17.2 0.0 5.4 38.8 7.3 5.4 13.9 10.2 5.4 6.2 14.5 Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 223 2900 0 188 1566 698 188 1118 347 188 778 347 V/C Ratio(X) 3.96 0.53 0.00 1.61 0.93 0.26 1.73 0.70 0.53 2.06 0.34 0.72 Avail Cap(c_a), veh/h 223 2957 0 188 1597 712 188 2156 669 188 1500 669 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 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.3 19.6 0.0 46.8 26.3 17.5 46.8 35.6 34.2 46.8 32.6 35.9 Incr Delay (d2), s/veh 1343.5 0.2 0.0 296.7 10.5 0.2 351.9 0.8 1.3 496.6 0.3 2.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 44.3 5.7 0.0 10.0 16.4 2.4 11.4 5.5 3.8 15.2 2.6 5.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 1389.9 19.8 0.0 343.5 36.9 17.7 398.7 36.4 35.4 543.4 32.9 38.7 LnGrp LOS F B A F D B F D D F C D
Approach Vol, veh/h 2429 1952 1291 904
Approach Delay, s/veh 519.0 82.7 128.1 254.2
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 27.9 10.0 51.1 10.0 27.9 11.0 50.1 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 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 15.9 7.4 19.2 7.4 16.5 8.4 40.8 Green Ext Time (p_c), s 0.0 5.7 0.0 11.5 0.0 2.3 0.0 2.8 Intersection Summary
HCM 6th Ctrl Delay 276.3
HCM 6th LOS F

7.2-45
3229
Timings Rich Haven Specific Plan TA (JN:14822)
25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 HY (2045) 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) 1409 373 876 360 313 0 1552
Future Volume (vph) 1409 373 876 360 313 0 1552
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) 43.4 43.4 43.4 120.0 64.3 64.3 64.3 Actuated g/C Ratio 0.36 0.36 0.36 1.00 0.54 0.54 0.54
v/c Ratio 0.83 0.50 0.74 0.14 0.34 1.09 1.05
Control Delay 39.8 5.9 45.8 0.1 17.4 85.9 71.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 39.8 5.9 45.8 0.1 17.4 85.9 71.7

LOS D A D A B F E
Approach Delay 32.7 32.5 69.5
Approach LOS C C E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:EBT, Start of Yellow Natural Cycle: 100
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.09
Intersection Signal Delay: 46.7 Intersection LOS: D
Intersection Capacity Utilization 98.5% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 25: I-15 SB Ramps & Cantu Galleano Ranch Rd.

7.2-46
3230
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 HY (2045) 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 1409 373 0 876 360 0 0 0 313 0 1552 Future Volume (veh/h) 0 1409 373 0 876 360 0 0 0 313 0 1552 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 1532 0 0 952 0 227 0 939
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 2857 0 1989 602 0 1071
Arrive On Green 0.00 0.56 0.00 0.00 1.00 0.00 0.34 0.00 0.34 Sat Flow, veh/h 0 5274 1585 0 3647 2790 1781 0 3170
Grp Volume(v), veh/h 0 1532 0 0 952 0 227 0 939
Grp Sat Flow(s),veh/h/ln 0 1702 1585 0 1777 1395 1781 0 1585 Q Serve(g_s), s 0.0 22.7 0.0 0.0 0.0 0.0 11.6 0.0 33.4
Cycle Q Clear(g_c), s 0.0 22.7 0.0 0.0 0.0 0.0 11.6 0.0 33.4 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2857 0 1989 602 0 1071
V/C Ratio(X) 0.00 0.54 0.00 0.48 0.38 0.00 0.88
Avail Cap(c_a), veh/h 0 2857 0 1989 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 0.30 0.00 0.00 0.73 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 16.6 0.0 0.0 0.0 0.0 30.1 0.0 37.4 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.0 0.1 0.0 0.4 0.0 3.5 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 7.8 0.0 0.0 0.0 0.0 4.9 0.0 12.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 16.8 0.0 0.0 0.1 0.0 30.5 0.0 40.9 LnGrp LOS A B A A C A D
Approach Vol, veh/h 1532 A 952 A 1166
Approach Delay, s/veh 16.8 0.1 38.8
Approach LOS B A D
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 74.0 46.0 74.0
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 24.7 35.4 2.0
Green Ext Time (p_c), s 9.8 5.1 6.8
Intersection Summary
HCM 6th Ctrl Delay 19.5
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

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

7.2-47
3231
Timings Rich Haven Specific Plan TA (JN:14822)
26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 HY (2045) 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) 557 1057 253 538 622 481
Future Volume (vph) 557 1057 253 538 622 481
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) 65.0 65.0 19.0 84.0 36.0 36.0
Total Split (%) 54.2% 54.2% 15.8% 70.0% 30.0% 30.0%
Yellow Time (s) 5.8 5.8 4.0 5.8 4.5 4.5
All-Red Time (s) 1.5 1.5 2.0 1.5 1.5 1.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 7.3 7.3 6.0 7.3 6.0 6.0
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Recall Mode C-Min C-Min None C-Min Min Min
Act Effct Green (s) 58.1 58.1 12.6 76.7 30.0 30.0
Actuated g/C Ratio 0.48 0.48 0.10 0.64 0.25 0.25
v/c Ratio 0.25 0.99 0.76 0.18 0.95 0.59
Control Delay 11.8 47.0 66.8 9.0 64.9 8.1
Queue Delay 0.0 5.8 0.0 0.0 0.0 0.0
Total Delay 11.8 52.8 66.8 9.0 64.9 8.1

LOS B D E A E A
Approach Delay 38.6 27.5 47.1
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: 110
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.99
Intersection Signal Delay: 38.8 Intersection LOS: D
Intersection Capacity Utilization 83.7% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 26: I-15 NB Ramps & Cantu Galleano Ranch Rd.

7.2-48
3232
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 HY (2045) 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) 557 1057 253 538 622 481
Future Volume (veh/h) 557 1057 253 538 622 481
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 605 524 275 585 676 306
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 2673 830 332 3419 782 348
Arrive On Green 0.87 0.87 0.10 0.67 0.22 0.22
Sat Flow, veh/h 5274 1585 3456 5274 3563 1585
Grp Volume(v), veh/h 605 524 275 585 676 306
Grp Sat Flow(s),veh/h/ln 1702 1585 1728 1702 1781 1585
Q Serve(g_s), s 2.2 11.1 9.4 5.1 21.9 22.4
Cycle Q Clear(g_c), s 2.2 11.1 9.4 5.1 21.9 22.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 2673 830 332 3419 782 348
V/C Ratio(X) 0.23 0.63 0.83 0.17 0.86 0.88
Avail Cap(c_a), veh/h 2673 830 374 3419 891 396
HCM Platoon Ratio 1.67 1.67 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.58 0.58 0.84 0.84 1.00 1.00
Uniform Delay (d), s/veh 3.7 4.3 53.3 7.4 45.1 45.3
Incr Delay (d2), s/veh 0.1 2.1 11.2 0.1 8.0 18.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.7 2.3 4.4 1.6 10.2 10.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 3.8 6.4 64.5 7.5 53.1 63.4
LnGrp LOS A A E A D E
Approach Vol, veh/h 1129 860 982
Approach Delay, s/veh 5.0 25.7 56.3
Approach LOS A C E
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 17.5 70.1 87.6 32.4
Change Period (Y+Rc), s 6.0 7.3 7.3 6.0
Max Green Setting (Gmax), s 13.0 57.7 76.7 30.0
Max Q Clear Time (g_c+I1), s 11.4 13.1 7.1 24.4
Green Ext Time (p_c), s 0.2 6.3 3.8 1.9
Intersection Summary
HCM 6th Ctrl Delay 28.0
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

7.2-49
3233
Timings Rich Haven Specific Plan TA (JN:14822)
27: Wineville Av. & Cantu Galleano Ranch Rd. 10/06/2022 HY (2045) 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) 568 387 310 33 286 293 346 20 24 67 135 Future Volume (vph) 568 387 310 33 286 293 346 20 24 67 135 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 27.9 27.9 5.4 12.9 9.1 22.9 22.9 5.7 12.4 12.4 Actuated g/C Ratio 0.19 0.39 0.39 0.08 0.18 0.13 0.32 0.32 0.08 0.17 0.17 v/c Ratio 0.96 0.17 0.41 0.14 0.41 0.73 0.33 0.04 0.18 0.23 0.36 Control Delay 60.1 16.9 4.5 40.1 24.5 44.8 20.8 0.1 42.5 26.5 6.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 60.1 16.9 4.5 40.1 24.5 44.8 20.8 0.1 42.5 26.5 6.6

LOS E B A D C D C A D C A
Approach Delay 33.3 25.9 30.8 16.3
Approach LOS C C C B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 71.7
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.96
Intersection Signal Delay: 30.0 Intersection LOS: C
Intersection Capacity Utilization 55.4% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 27: Wineville Av. & Cantu Galleano Ranch Rd.

7.2-50
3234
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 27: Wineville Av. & Cantu Galleano Ranch Rd. 10/06/2022 HY (2045) 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) 568 387 310 33 286 65 293 346 20 24 67 135 Future Volume (veh/h) 568 387 310 33 286 65 293 346 20 24 67 135 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 617 421 227 36 311 51 318 376 12 26 73 120 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 729 2001 493 133 615 98 435 774 345 53 227 193 Arrive On Green 0.21 0.31 0.31 0.04 0.14 0.14 0.13 0.22 0.22 0.03 0.12 0.12 Sat Flow, veh/h 3456 6434 1585 3456 4440 707 3456 3554 1585 1781 1870 1585 Grp Volume(v), veh/h 617 421 227 36 236 126 318 376 12 26 73 120 Grp Sat Flow(s),veh/h/ln 1728 1609 1585 1728 1702 1743 1728 1777 1585 1781 1870 1585 Q Serve(g_s), s 9.4 2.7 6.3 0.6 3.5 3.7 4.9 5.1 0.3 0.8 2.0 4.0 Cycle Q Clear(g_c), s 9.4 2.7 6.3 0.6 3.5 3.7 4.9 5.1 0.3 0.8 2.0 4.0 Prop In Lane 1.00 1.00 1.00 0.41 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 729 2001 493 133 471 241 435 774 345 53 227 193 V/C Ratio(X) 0.85 0.21 0.46 0.27 0.50 0.52 0.73 0.49 0.03 0.49 0.32 0.62 Avail Cap(c_a), veh/h 778 4837 1192 314 2102 1076 527 2949 1315 184 1460 1238 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 20.9 14.0 15.3 25.7 22.0 22.0 23.2 18.8 17.0 26.3 22.1 23.0 Incr Delay (d2), s/veh 7.6 0.1 0.7 0.4 0.8 1.7 3.0 0.5 0.0 2.6 0.8 3.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.8 0.7 1.8 0.2 1.2 1.4 1.9 1.8 0.1 0.3 0.8 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.5 14.0 15.9 26.1 22.8 23.8 26.1 19.3 17.0 28.9 22.9 26.3 LnGrp LOS C B B C C C C B B C C C
Approach Vol, veh/h 1265 398 706 219
Approach Delay, s/veh 21.4 23.4 22.4 25.5
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.2 18.5 6.7 23.6 11.5 13.2 16.2 14.1 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 2.8 7.1 2.6 8.3 6.9 6.0 11.4 5.7 Green Ext Time (p_c), s 0.0 2.4 0.0 3.3 0.1 0.7 0.2 1.9 Intersection Summary
HCM 6th Ctrl Delay 22.3
HCM 6th LOS C

7.2-51
3235
Timings Rich Haven Specific Plan TA (JN:14822)
1: Archibald Av. & SR-60 WB Ramps 10/06/2022
HY (2045) 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) 495 1 213 651 685 1901 390
Future Volume (vph) 495 1 213 651 685 1901 390
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) 17.2 17.2 17.2 18.7 61.2 37.4 37.4
Actuated g/C Ratio 0.19 0.19 0.19 0.21 0.68 0.42 0.42
v/c Ratio 0.83 0.84 0.44 0.93 0.20 0.73 0.49
Control Delay 58.0 58.5 8.1 50.2 0.4 24.3 8.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 58.0 58.5 8.1 50.2 0.4 24.3 8.1

LOS E E A D A C A
Approach Delay 44.7 24.7 21.5
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: 80
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.93
Intersection Signal Delay: 26.3 Intersection LOS: C
Intersection Capacity Utilization 83.0% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 1: Archibald Av. & SR-60 WB Ramps

7.2-52
3236
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 1: Archibald Av. & SR-60 WB Ramps 10/06/2022
HY (2045) 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 0 495 1 213 651 685 0 0 1901 390 Future Volume (veh/h) 0 0 0 495 1 213 651 685 0 0 1901 390 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 539 0 73 664 699 0 0 1940 298
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 631 0 281 858 3544 0 0 2453 589
Arrive On Green 0.18 0.00 0.18 0.08 0.23 0.00 0.00 0.38 0.38 Sat Flow, veh/h 3563 0 1585 3456 5274 0 0 6696 1545
Grp Volume(v), veh/h 539 0 73 664 699 0 0 1940 298
Grp Sat Flow(s),veh/h/ln 1781 0 1585 1728 1702 0 0 1609 1545 Q Serve(g_s), s 13.2 0.0 3.6 17.0 9.9 0.0 0.0 24.0 13.3 Cycle Q Clear(g_c), s 13.2 0.0 3.6 17.0 9.9 0.0 0.0 24.0 13.3 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 631 0 281 858 3544 0 0 2453 589
V/C Ratio(X) 0.85 0.00 0.26 0.77 0.20 0.00 0.00 0.79 0.51 Avail Cap(c_a), veh/h 720 0 321 858 3544 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 0.89 0.89 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 35.9 0.0 31.9 38.8 14.5 0.0 0.0 24.7 21.3 Incr Delay (d2), s/veh 8.9 0.0 0.5 3.6 0.1 0.0 0.0 2.7 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 %ile BackOfQ(50%),veh/ln 6.2 0.0 3.4 8.2 3.7 0.0 0.0 8.7 4.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.8 0.0 32.4 42.4 14.6 0.0 0.0 27.4 24.4 LnGrp LOS D A C D B A A C C
Approach Vol, veh/h 612 1363 2238
Approach Delay, s/veh 43.3 28.1 27.0
Approach LOS D C C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 68.3 21.7 28.1 40.1
Change Period (Y+Rc), s 5.8 5.8 5.8 * 5.8
Max Green Setting (Gmax), s 60.2 18.2 19.0 * 36
Max Q Clear Time (g_c+I1), s 11.9 15.2 19.0 26.0
Green Ext Time (p_c), s 5.0 0.7 0.0 8.3
Intersection Summary
HCM 6th Ctrl Delay 29.7
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.

7.2-53
3237
Timings Rich Haven Specific Plan TA (JN:14822)
2: Archibald Av. & SR-60 EB Ramps 10/06/2022
HY (2045) 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) 136 1 576 1202 668 662 1589
Future Volume (vph) 136 1 576 1202 668 662 1589
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) 17.8 17.8 17.8 37.1 37.1 19.5 60.6
Actuated g/C Ratio 0.20 0.20 0.20 0.41 0.41 0.22 0.67
v/c Ratio 0.37 0.93 0.82 0.46 0.71 0.90 0.47
Control Delay 34.8 68.1 44.2 20.1 9.7 56.8 1.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 34.8 68.1 44.2 20.1 9.7 56.8 1.9

LOS C E D C A E A
Approach Delay 52.6 16.4 18.0
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: 80
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.93
Intersection Signal Delay: 22.5 Intersection LOS: C
Intersection Capacity Utilization 83.0% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 2: Archibald Av. & SR-60 EB Ramps

7.2-54
3238
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 2: Archibald Av. & SR-60 EB Ramps 10/06/2022
HY (2045) 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) 136 1 576 0 0 0 0 1202 668 662 1589 0 Future Volume (veh/h) 136 1 576 0 0 0 0 1202 668 662 1589 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 92 0 397 0 1214 499 669 1605 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 274 0 487 0 2985 719 723 3664 0
Arrive On Green 0.15 0.00 0.15 0.00 0.46 0.46 0.42 1.00 0.00 Sat Flow, veh/h 1781 0 3170 0 6696 1550 3456 5274 0
Grp Volume(v), veh/h 92 0 397 0 1214 499 669 1605 0
Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1609 1550 1728 1702 0 Q Serve(g_s), s 4.1 0.0 10.9 0.0 11.2 22.9 16.5 0.0 0.0 Cycle Q Clear(g_c), s 4.1 0.0 10.9 0.0 11.2 22.9 16.5 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 274 0 487 0 2985 719 723 3664 0
V/C Ratio(X) 0.34 0.00 0.82 0.00 0.41 0.69 0.93 0.44 0.00 Avail Cap(c_a), veh/h 360 0 641 0 2985 719 768 3664 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 0.59 0.59 0.00 Uniform Delay (d), s/veh 34.0 0.0 36.9 0.0 15.9 19.1 25.5 0.0 0.0 Incr Delay (d2), s/veh 0.7 0.0 6.1 0.0 0.4 5.5 10.6 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.0 4.4 0.0 3.7 8.2 5.6 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.7 0.0 43.0 0.0 16.4 24.5 36.1 0.2 0.0 LnGrp LOS C A D A B C D A A
Approach Vol, veh/h 489 1713 2274
Approach Delay, s/veh 41.4 18.7 10.8
Approach LOS D B B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 22.8 47.6 70.4 19.6
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 18.5 24.9 2.0 12.9
Green Ext Time (p_c), s 0.3 6.9 16.0 0.9
Intersection Summary
HCM 6th Ctrl Delay 17.2
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

7.2-55
3239
Timings Rich Haven Specific Plan TA (JN:14822)
3: Archibald Av. & Riverside Dr. 10/06/2022
HY (2045) 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) 223 913 705 245 769 222 379 1148 354 1138 Future Volume (vph) 223 913 705 245 769 222 379 1148 354 1138 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) 16.4 36.0 36.0 12.4 32.0 32.0 22.4 26.6 23.4 27.6 Actuated g/C Ratio 0.14 0.30 0.30 0.10 0.27 0.27 0.19 0.22 0.20 0.23 v/c Ratio 1.06 0.93 0.96 1.53 0.88 0.42 1.31 1.25 1.17 1.33 Control Delay 126.4 56.6 41.6 305.0 54.5 9.3 201.7 160.8 149.2 191.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 126.4 56.6 41.6 305.0 54.5 9.3 201.7 160.8 149.2 191.5

LOS F E D F D A F F F F
Approach Delay 59.3 96.0 170.0 183.1
Approach LOS E F F F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.53
Intersection Signal Delay: 128.6 Intersection LOS: F
Intersection Capacity Utilization 113.9% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 3: Archibald Av. & Riverside Dr.

7.2-56
3240
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 3: Archibald Av. & Riverside Dr. 10/06/2022
HY (2045) 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) 223 913 705 245 769 222 379 1148 156 354 1138 307 Future Volume (veh/h) 223 913 705 245 769 222 379 1148 156 354 1138 307 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 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 228 932 650 250 785 178 387 1171 152 361 1161 280 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 215 997 434 163 886 393 294 946 123 307 931 225 Arrive On Green 0.13 0.30 0.30 0.10 0.26 0.26 0.18 0.22 0.22 0.19 0.24 0.24 Sat Flow, veh/h 1594 3367 1468 1594 3367 1495 1594 4323 561 1594 3879 935 Grp Volume(v), veh/h 228 932 650 250 785 178 387 873 450 361 965 476 Grp Sat Flow(s),veh/h/ln 1594 1683 1468 1594 1683 1495 1594 1612 1659 1594 1612 1590 Q Serve(g_s), s 16.4 32.8 36.0 12.4 27.2 7.3 22.4 26.6 26.6 23.4 29.2 29.2 Cycle Q Clear(g_c), s 16.4 32.8 36.0 12.4 27.2 7.3 22.4 26.6 26.6 23.4 29.2 29.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.34 1.00 0.59
Lane Grp Cap(c), veh/h 215 997 434 163 886 393 294 705 363 307 774 382 V/C Ratio(X) 1.06 0.94 1.50 1.54 0.89 0.45 1.32 1.24 1.24 1.18 1.25 1.25 Avail Cap(c_a), veh/h 215 997 434 163 886 393 294 705 363 307 774 382 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 52.6 41.7 42.8 54.6 43.0 13.5 49.6 47.5 47.5 49.1 46.2 46.2 Incr Delay (d2), s/veh 78.3 15.3 235.1 270.5 10.7 0.8 165.2 119.1 128.9 108.4 121.6 131.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.0 15.0 40.7 17.0 12.1 4.1 22.0 21.9 23.5 18.2 24.2 24.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 130.9 57.0 277.9 325.1 53.8 14.3 214.8 166.6 176.4 157.5 167.8 177.3 LnGrp LOS F E F F D B F F F F F F
Approach Vol, veh/h 1810 1213 1710 1802
Approach Delay, s/veh 145.6 103.9 180.1 168.2
Approach LOS F 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 42.2 27.0 35.4 21.0 38.2 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 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 38.0 24.4 31.2 18.4 29.2 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.4 Intersection Summary
HCM 6th Ctrl Delay 153.1
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

7.2-57
3241
Timings Rich Haven Specific Plan TA (JN:14822)
4: Archibald Av. & Chino Av. 10/06/2022
HY (2045) 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) 196 347 70 170 77 230 1384 93 1614 Future Volume (vph) 196 347 70 170 77 230 1384 93 1614
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) 24.6 39.0 10.0 24.4 24.4 18.0 53.8 17.2 53.0 Total Split (%) 20.5% 32.5% 8.3% 20.3% 20.3% 15.0% 44.8% 14.3% 44.2% 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) 18.4 34.4 5.4 21.4 21.4 13.4 44.5 17.3 48.4 Actuated g/C Ratio 0.15 0.29 0.04 0.18 0.18 0.11 0.37 0.14 0.40 v/c Ratio 0.84 1.33 1.03 0.56 0.19 1.36 0.79 0.43 1.29
Control Delay 77.6 193.8 171.0 53.6 1.0 236.1 36.3 55.2 168.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 77.6 193.8 171.0 53.6 1.0 236.1 36.3 55.2 168.0

LOS E F F D A F D E F
Approach Delay 166.1 66.8 63.4 162.3
Approach LOS F E E F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.36
Intersection Signal Delay: 120.6 Intersection LOS: F
Intersection Capacity Utilization 122.9% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 4: Archibald Av. & Chino Av.

7.2-58
3242
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 4: Archibald Av. & Chino Av. 10/06/2022
HY (2045) 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) 196 347 279 70 170 77 230 1384 85 93 1614 134 Future Volume (veh/h) 196 347 279 70 170 77 230 1384 85 93 1614 134 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 204 361 156 73 177 44 240 1442 53 97 1681 72 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 229 335 145 72 333 283 178 1748 64 274 1361 58 Arrive On Green 0.14 0.29 0.29 0.05 0.19 0.19 0.11 0.34 0.34 0.17 0.40 0.40 Sat Flow, veh/h 1594 1168 505 1594 1772 1502 1594 5091 187 1594 3374 144 Grp Volume(v), veh/h 204 0 517 73 177 44 240 1004 491 97 879 874 Grp Sat Flow(s),veh/h/ln 1594 0 1672 1594 1772 1502 1594 1772 1735 1594 1772 1746 Q Serve(g_s), s 15.1 0.0 34.4 5.4 10.8 2.0 13.4 31.1 31.1 6.4 48.4 48.4 Cycle Q Clear(g_c), s 15.1 0.0 34.4 5.4 10.8 2.0 13.4 31.1 31.1 6.4 48.4 48.4 Prop In Lane 1.00 0.30 1.00 1.00 1.00 0.11 1.00 0.08
Lane Grp Cap(c), veh/h 229 0 479 72 333 283 178 1217 596 274 715 704 V/C Ratio(X) 0.89 0.00 1.08 1.02 0.53 0.16 1.35 0.82 0.82 0.35 1.23 1.24 Avail Cap(c_a), veh/h 266 0 479 72 333 283 178 1453 711 274 715 704 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.5 0.0 42.8 57.3 43.9 19.6 53.3 36.1 36.1 43.8 35.8 35.8 Incr Delay (d2), s/veh 26.7 0.0 63.9 111.3 1.6 0.3 189.3 3.4 6.8 0.8 115.4 120.5 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 7.6 0.0 22.2 4.4 4.8 1.1 14.5 13.1 13.4 2.5 42.2 42.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 77.2 0.0 106.7 168.6 45.5 19.9 242.6 39.5 42.8 44.6 151.2 156.3 LnGrp LOS E A F F D B F D D D F F
Approach Vol, veh/h 721 294 1735 1850
Approach Delay, s/veh 98.3 72.3 68.6 148.0
Approach LOS F E E F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 25.2 45.8 10.0 39.0 18.0 53.0 21.8 27.2 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 12.6 49.2 5.4 34.4 13.4 48.4 20.0 19.8 Max Q Clear Time (g_c+I1), s 8.4 33.1 7.4 36.4 15.4 50.4 17.1 12.8 Green Ext Time (p_c), s 0.1 8.1 0.0 0.0 0.0 0.0 0.2 0.5 Intersection Summary
HCM 6th Ctrl Delay 105.4
HCM 6th LOS F

7.2-59
3243
Timings Rich Haven Specific Plan TA (JN:14822)
5: Archibald Av. & Schaefer Av. 10/06/2022
HY (2045) 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) 20 28 37 25 74 1465 242 1572
Future Volume (vph) 20 28 37 25 74 1465 242 1572
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) 8.3 8.3 7.2 14.4 14.4 37.2 11.8 56.7 Actuated g/C Ratio 0.11 0.11 0.09 0.19 0.19 0.48 0.15 0.73 v/c Ratio 0.16 0.16 0.27 0.08 0.23 0.70 1.07 0.69
Control Delay 43.9 42.2 46.9 30.4 9.7 18.1 117.2 11.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 43.9 42.2 46.9 30.4 9.7 18.1 117.2 11.3

LOS D D D C A B F B
Approach Delay 42.9 23.6 18.1 25.3
Approach LOS D C B C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 77.4
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.07
Intersection Signal Delay: 22.3 Intersection LOS: C
Intersection Capacity Utilization 81.1% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 5: Archibald Av. & Schaefer Av.

7.2-60
3244
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 5: Archibald Av. & Schaefer Av. 10/06/2022
HY (2045) 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) 20 28 0 37 25 74 0 1465 41 242 1572 19 Future Volume (veh/h) 20 28 0 37 25 74 0 1465 41 242 1572 19 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.98 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 21 30 0 39 27 73 0 1559 42 257 1672 20 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 176 118 0 60 299 251 101 2254 61 232 2302 28 Arrive On Green 0.07 0.07 0.00 0.04 0.17 0.17 0.00 0.47 0.47 0.15 0.68 0.68 Sat Flow, veh/h 1131 1772 0 1594 1772 1486 260 4839 130 1594 3406 41 Grp Volume(v), veh/h 21 30 0 39 27 73 0 1039 562 257 825 867 Grp Sat Flow(s),veh/h/ln 1131 1772 0 1594 1772 1486 260 1612 1745 1594 1683 1764 Q Serve(g_s), s 1.3 1.1 0.0 1.7 0.9 3.1 0.0 18.1 18.1 10.4 22.3 22.4 Cycle Q Clear(g_c), s 1.3 1.1 0.0 1.7 0.9 3.1 0.0 18.1 18.1 10.4 22.3 22.4 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 176 118 0 60 299 251 101 1502 813 232 1138 1192 V/C Ratio(X) 0.12 0.25 0.00 0.65 0.09 0.29 0.00 0.69 0.69 1.11 0.73 0.73 Avail Cap(c_a), veh/h 388 449 0 210 794 666 205 2796 1513 232 1813 1900 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 31.7 31.6 0.0 33.9 25.0 25.9 0.0 15.0 15.0 30.5 7.4 7.4 Incr Delay (d2), s/veh 0.3 1.1 0.0 4.3 0.1 0.6 0.0 0.6 1.1 90.7 0.9 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 0.3 0.5 0.0 0.7 0.4 1.0 0.0 5.2 5.7 9.4 4.2 4.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.0 32.8 0.0 38.2 25.2 26.6 0.0 15.6 16.1 121.2 8.3 8.2 LnGrp LOS C C A D C C A B B F A A
Approach Vol, veh/h 51 139 1601 1949
Approach Delay, s/veh 32.4 29.6 15.8 23.1
Approach LOS C C B C
Timer - Assigned Phs 1 2 3 4 6 8
Phs Duration (G+Y+Rc), s 15.0 39.7 7.3 9.3 54.7 16.6
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 12.4 20.1 3.7 3.3 24.4 5.1 Green Ext Time (p_c), s 0.0 13.1 0.0 0.1 16.3 0.3
Intersection Summary
HCM 6th Ctrl Delay 20.4
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

7.2-61
3245
Timings Rich Haven Specific Plan TA (JN:14822)
6: Archibald Av. & Edison Av./Ontario Ranch Rd. 10/06/2022 HY (2045) 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) 178 800 874 295 329 128 305 1220 356 181 1716 126 Future Volume (vph) 178 800 874 295 329 128 305 1220 356 181 1716 126 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 32.0 117.8 11.4 37.8 37.8 11.4 36.8 117.8 15.8 41.1 41.1 Actuated g/C Ratio 0.05 0.27 1.00 0.10 0.32 0.32 0.10 0.31 1.00 0.13 0.35 0.35 v/c Ratio 1.33 0.88 0.61 1.08 0.61 0.23 2.10 1.17 0.25 0.91 1.47 0.21 Control Delay 229.2 52.7 1.9 125.8 39.1 3.9 543.9 122.2 0.4 92.2 245.4 3.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 229.2 52.7 1.9 125.8 39.1 3.9 543.9 122.2 0.4 92.2 245.4 3.6

LOS F D A F D A F F A F F A
Approach Delay 45.6 67.2 167.5 216.5
Approach LOS D E F F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 117.8
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 2.10
Intersection Signal Delay: 136.5 Intersection LOS: F
Intersection Capacity Utilization 120.5% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 6: Archibald Av. & Edison Av./Ontario Ranch Rd.

7.2-62
3246
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) 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) 178 800 874 295 329 128 305 1220 356 181 1716 126 Future Volume (veh/h) 178 800 874 295 329 128 305 1220 356 181 1716 126 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 187 842 0 311 346 93 321 1284 0 191 1806 114 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 144 944 292 560 474 155 1113 215 1245 528
Arrive On Green 0.05 0.27 0.00 0.10 0.32 0.32 0.10 0.31 0.00 0.13 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 187 842 0 311 346 93 321 1284 0 191 1806 114 Grp Sat Flow(s),veh/h/ln 1500 1772 1502 1500 1772 1500 1594 1772 1502 1594 1772 1502 Q Serve(g_s), s 5.6 26.7 0.0 11.4 19.4 5.3 11.4 36.7 0.0 13.8 41.1 6.2 Cycle Q Clear(g_c), s 5.6 26.7 0.0 11.4 19.4 5.3 11.4 36.7 0.0 13.8 41.1 6.2 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 144 944 292 560 474 155 1113 215 1245 528 V/C Ratio(X) 1.30 0.89 1.06 0.62 0.20 2.07 1.15 0.89 1.45 0.22 Avail Cap(c_a), veh/h 144 1036 292 606 513 155 1113 223 1245 528 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 55.7 41.3 0.0 52.8 34.0 29.2 52.8 40.1 0.0 49.7 37.9 26.6 Incr Delay (d2), s/veh 177.3 9.3 0.0 70.4 1.7 0.2 501.4 79.6 0.0 30.6 207.2 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 5.6 12.3 0.0 7.0 8.2 1.9 26.0 27.1 0.0 7.0 52.2 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 232.9 50.6 0.0 123.2 35.7 29.4 554.2 119.8 0.0 80.3 245.1 26.8 LnGrp LOS F D F D C F F F F C
Approach Vol, veh/h 1029 A 750 1605 A 2111
Approach Delay, s/veh 83.7 71.2 206.6 218.4
Approach LOS F E F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 20.4 43.2 16.0 37.4 16.0 47.6 10.2 43.2 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 15.8 38.7 13.4 28.7 13.4 43.1 7.6 21.4 Green Ext Time (p_c), s 0.0 0.0 0.0 2.4 0.0 0.0 0.0 1.9 Intersection Summary
HCM 6th Ctrl Delay 169.7
HCM 6th LOS F
Notes
Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay.

7.2-63
3247
Timings Rich Haven Specific Plan TA (JN:14822)
7: Turner Av. & Riverside Dr. 10/06/2022
HY (2045) 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) 105 1011 140 1095 206 69 36 68
Future Volume (vph) 105 1011 140 1095 206 69 36 68
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) 14.2 52.2 16.4 54.4 21.4 39.4 12.0 30.0 Total Split (%) 11.8% 43.5% 13.7% 45.3% 17.8% 32.8% 10.0% 25.0% Yellow Time (s) 3.6 5.2 3.6 5.2 3.6 4.8 3.6 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 6.2 4.6 6.2 4.6 5.8 4.6 5.8
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None Min None Min
Act Effct Green (s) 9.4 46.1 11.8 48.5 16.8 26.8 6.5 12.4 Actuated g/C Ratio 0.09 0.43 0.11 0.45 0.16 0.25 0.06 0.11 v/c Ratio 0.79 0.95 0.84 0.79 0.87 0.28 0.39 0.33
Control Delay 85.7 45.2 85.2 31.0 77.2 12.2 62.4 25.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 85.7 45.2 85.2 31.0 77.2 12.2 62.4 25.2

LOS F D F C E B E C
Approach Delay 48.3 36.9 42.8 33.1
Approach LOS D D D C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 108.3
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.95
Intersection Signal Delay: 42.3 Intersection LOS: D
Intersection Capacity Utilization 86.7% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 7: Turner Av. & Riverside Dr.

7.2-64
3248
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 7: Turner Av. & Riverside Dr. 10/06/2022
HY (2045) 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) 105 1011 273 140 1095 49 206 69 163 36 68 64 Future Volume (veh/h) 105 1011 273 140 1095 49 206 69 163 36 68 64 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 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 108 1042 178 144 1129 38 212 71 116 37 70 40 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 132 1182 201 171 1451 49 240 389 344 52 239 125 Arrive On Green 0.08 0.41 0.41 0.11 0.44 0.44 0.15 0.23 0.23 0.03 0.11 0.11 Sat Flow, veh/h 1594 2866 489 1594 3321 112 1594 1683 1485 1594 2115 1110 Grp Volume(v), veh/h 108 611 609 144 572 595 212 71 116 37 54 56 Grp Sat Flow(s),veh/h/ln 1594 1683 1671 1594 1683 1750 1594 1683 1485 1594 1683 1542 Q Serve(g_s), s 6.5 32.8 32.9 8.7 28.4 28.4 12.7 3.3 6.4 2.2 2.9 3.2 Cycle Q Clear(g_c), s 6.5 32.8 32.9 8.7 28.4 28.4 12.7 3.3 6.4 2.2 2.9 3.2 Prop In Lane 1.00 0.29 1.00 0.06 1.00 1.00 1.00 0.72
Lane Grp Cap(c), veh/h 132 694 689 171 735 764 240 389 344 52 190 174 V/C Ratio(X) 0.82 0.88 0.88 0.84 0.78 0.78 0.88 0.18 0.34 0.72 0.29 0.32 Avail Cap(c_a), veh/h 156 792 786 192 830 862 274 578 510 121 416 382 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 44.2 26.5 26.6 42.9 23.5 23.5 40.7 30.2 31.3 46.9 39.8 39.9 Incr Delay (d2), s/veh 21.3 10.3 10.7 23.0 4.2 4.1 22.8 0.2 0.6 6.7 0.8 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 13.7 13.7 4.3 10.8 11.2 6.3 1.3 2.2 1.0 1.2 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 65.4 36.8 37.2 65.9 27.7 27.6 63.5 30.4 31.9 53.6 40.6 41.0 LnGrp LOS E D D E C C E C C D D D
Approach Vol, veh/h 1328 1311 399 147
Approach Delay, s/veh 39.3 31.8 48.4 44.0
Approach LOS D C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.8 28.4 15.1 46.5 19.4 16.8 12.7 48.9 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 7.4 33.6 11.8 46.0 16.8 24.2 9.6 48.2 Max Q Clear Time (g_c+I1), s 4.2 8.4 10.7 34.9 14.7 5.2 8.5 30.4 Green Ext Time (p_c), s 0.0 1.0 0.0 5.4 0.1 0.4 0.0 6.6 Intersection Summary
HCM 6th Ctrl Delay 37.6
HCM 6th LOS D

7.2-65
3249
HCM 6th AWSC Rich Haven Specific Plan TA (JN:14822)
8: Turner Av. & Chino Av. 10/06/2022
HY (2045) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 15
Intersection
Intersection Delay, s/veh14.7
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 192 210 74 45 155 86 24 153 44 70 238 69 Future Vol, veh/h 192 210 74 45 155 86 24 153 44 70 238 69 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 209 228 80 49 168 93 26 166 48 76 259 75
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 15.7 13.8 13.6 14.7

HCM LOS C 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% 49% 0% 100% 38% 0% 100% 53% Vol Right, % 0% 0% 46% 0% 0% 51% 0% 0% 62% 0% 0% 47%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 24 102 95 192 140 144 45 103 138 70 159 148 LT Vol 24 0 0 192 0 0 45 0 0 70 0 0
Through Vol 0 102 51 0 140 70 0 103 52 0 159 79
RT Vol 0 0 44 0 0 74 0 0 86 0 0 69
Lane Flow Rate 26 111 103 209 152 157 49 112 150 76 172 161 Geometry Grp 8 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.065 0.259 0.232 0.476 0.326 0.32 0.118 0.256 0.322 0.179 0.382 0.343 Departure Headway (Hd) 8.903 8.403 8.078 8.215 7.715 7.355 8.691 8.191 7.754 8.482 7.982 7.656 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 401 426 443 438 466 488 411 437 462 422 450 469
Service Time 6.678 6.178 5.854 5.979 5.479 5.119 6.464 5.964 5.527 6.251 5.751 5.425 HCM Lane V/C Ratio 0.065 0.261 0.233 0.477 0.326 0.322 0.119 0.256 0.325 0.18 0.382 0.343 HCM Control Delay 12.3 14.1 13.3 18.3 14.2 13.6 12.6 13.8 14.2 13.1 15.6 14.4 HCM Lane LOS B B B C B B B B B B C B
HCM 95th-tile Q 0.2 1 0.9 2.5 1.4 1.4 0.4 1 1.4 0.6 1.8 1.5

7.2-66
3250
Timings Rich Haven Specific Plan TA (JN:14822)
9: S Turner Av. & Ontario Ranch Rd. 10/06/2022
HY (2045) 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) 158 2207 53 66 1892 153 19 19 160 38 Future Volume (vph) 158 2207 53 66 1892 153 19 19 160 38 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 71.0 71.0 9.6 65.6 65.6 10.2 24.4 15.0 29.2 Total Split (%) 12.5% 59.2% 59.2% 8.0% 54.7% 54.7% 8.5% 20.3% 12.5% 24.3% 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 65.3 65.3 5.0 59.9 59.9 5.4 8.6 10.4 19.7 Actuated g/C Ratio 0.09 0.59 0.59 0.05 0.54 0.54 0.05 0.08 0.09 0.18 v/c Ratio 1.02 1.13 0.06 0.89 1.06 0.17 0.23 0.34 1.03 0.33 Control Delay 124.6 89.4 0.1 127.7 63.5 1.7 58.8 28.5 127.3 21.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 124.6 89.4 0.1 127.7 63.5 1.7 58.8 28.5 127.3 21.7

LOS F F A F E A E C F C
Approach Delay 89.7 61.0 36.6 84.8
Approach LOS F E D F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 110.2
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.13
Intersection Signal Delay: 76.2 Intersection LOS: E
Intersection Capacity Utilization 94.2% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 9: S Turner Av. & Ontario Ranch Rd.

7.2-67
3251
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 9: S Turner Av. & Ontario Ranch Rd. 10/06/2022
HY (2045) 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) 158 2207 53 66 1892 153 19 19 33 160 38 70 Future Volume (veh/h) 158 2207 53 66 1892 153 19 19 33 160 38 70 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 170 2373 35 71 2034 84 20 20 19 172 41 43 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 174 2178 971 84 1997 891 37 41 39 174 103 109 Arrive On Green 0.10 0.61 0.61 0.05 0.56 0.56 0.02 0.05 0.05 0.10 0.12 0.12 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 882 838 1781 836 877 Grp Volume(v), veh/h 170 2373 35 71 2034 84 20 0 39 172 0 84 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 0 1720 1781 0 1713 Q Serve(g_s), s 10.1 65.2 0.9 4.2 59.8 2.6 1.2 0.0 2.4 10.3 0.0 4.8 Cycle Q Clear(g_c), s 10.1 65.2 0.9 4.2 59.8 2.6 1.2 0.0 2.4 10.3 0.0 4.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.49 1.00 0.51
Lane Grp Cap(c), veh/h 174 2178 971 84 1997 891 37 0 81 174 0 212 V/C Ratio(X) 0.98 1.09 0.04 0.85 1.02 0.09 0.54 0.00 0.48 0.99 0.00 0.40 Avail Cap(c_a), veh/h 174 2178 971 84 1997 891 94 0 301 174 0 377 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 47.9 20.6 8.2 50.3 23.3 10.8 51.6 0.0 49.4 47.9 0.0 43.0 Incr Delay (d2), s/veh 60.8 48.7 0.0 50.0 24.9 0.0 4.4 0.0 4.4 64.4 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 7.3 37.0 0.3 3.0 28.4 0.8 0.6 0.0 1.1 7.5 0.0 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 108.7 69.3 8.2 100.3 48.2 10.8 55.9 0.0 53.8 112.3 0.0 44.2 LnGrp LOS F F A F F B E A D F A D
Approach Vol, veh/h 2578 2189 59 256
Approach Delay, s/veh 71.1 48.4 54.6 89.9
Approach LOS E D D F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.0 10.8 9.6 71.0 6.8 19.0 15.0 65.6 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 18.6 5.0 65.2 5.6 23.4 10.4 59.8 Max Q Clear Time (g_c+I1), s 12.3 4.4 6.2 67.2 3.2 6.8 12.1 61.8 Green Ext Time (p_c), s 0.0 0.1 0.0 0.0 0.0 0.3 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 62.1
HCM 6th LOS E

7.2-68
3252
Timings Rich Haven Specific Plan TA (JN:14822)
10: Haven Av. & SR-60 WB Ramps 10/06/2022
HY (2045) 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) 384 12 682 177 1224 2179 844
Future Volume (vph) 384 12 682 177 1224 2179 844
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) 14.9 14.9 90.0 8.3 63.1 49.8 49.8
Actuated g/C Ratio 0.17 0.17 1.00 0.09 0.70 0.55 0.55
v/c Ratio 0.75 0.73 0.45 0.58 0.36 0.81 0.75
Control Delay 52.2 51.0 0.9 35.4 8.1 19.9 8.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 52.2 51.0 0.9 35.4 8.1 19.9 8.2

LOS D D A D A B A
Approach Delay 19.6 11.6 16.6
Approach LOS B B B
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 15.9 Intersection LOS: B
Intersection Capacity Utilization 82.5% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 10: Haven Av. & SR-60 WB Ramps

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HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 10: Haven Av. & SR-60 WB Ramps 10/06/2022
HY (2045) 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 0 384 12 682 177 1224 0 0 2179 844 Future Volume (veh/h) 0 0 0 384 12 682 177 1224 0 0 2179 844 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 409 0 0 184 1275 0 0 2270 731
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 503 0 253 3704 0 0 3047 934
Arrive On Green 0.14 0.00 0.00 0.15 1.00 0.00 0.00 0.60 0.60 Sat Flow, veh/h 3563 0 1585 3456 5274 0 0 5274 1565
Grp Volume(v), veh/h 409 0 0 184 1275 0 0 2270 731
Grp Sat Flow(s),veh/h/ln 1781 0 1585 1728 1702 0 0 1702 1565 Q Serve(g_s), s 10.0 0.0 0.0 4.6 0.0 0.0 0.0 29.1 31.8
Cycle Q Clear(g_c), s 10.0 0.0 0.0 4.6 0.0 0.0 0.0 29.1 31.8 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 503 0 253 3704 0 0 3047 934
V/C Ratio(X) 0.81 0.00 0.73 0.34 0.00 0.00 0.75 0.78
Avail Cap(c_a), veh/h 681 0 346 3704 0 0 3047 934
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 0.49 0.49 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 37.5 0.0 0.0 37.6 0.0 0.0 0.0 13.2 13.7 Incr Delay (d2), s/veh 5.4 0.0 0.0 1.3 0.1 0.0 0.0 1.7 6.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.5 0.0 0.0 1.8 0.0 0.0 0.0 9.4 10.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.9 0.0 0.0 38.9 0.1 0.0 0.0 14.9 20.3 LnGrp LOS D A D A A A B C
Approach Vol, veh/h 409 A 1459 3001
Approach Delay, s/veh 42.9 5.0 16.2
Approach LOS D A B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 71.5 11.6 59.9 18.5
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 6.6 33.8 12.0
Green Ext Time (p_c), s 6.6 0.1 9.9 0.7
Intersection Summary
HCM 6th Ctrl Delay 15.1
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.

7.2-70
3254
Timings Rich Haven Specific Plan TA (JN:14822)
11: Haven Av. & SR-60 EB Ramps 10/06/2022
HY (2045) 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) 423 2 257 1164 739 1939
Future Volume (vph) 423 2 257 1164 739 1939
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) 16.9 16.9 16.9 32.4 23.7 61.1
Actuated g/C Ratio 0.19 0.19 0.19 0.36 0.26 0.68
v/c Ratio 0.70 0.71 0.71 0.82 0.85 0.58
Control Delay 45.9 46.3 31.7 31.3 52.1 5.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.1
Total Delay 45.9 46.3 31.7 31.3 52.1 5.8

LOS D D C C D A
Approach Delay 40.7 31.3 18.6
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: 70
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.85
Intersection Signal Delay: 25.6 Intersection LOS: C
Intersection Capacity Utilization 82.5% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 11: Haven Av. & SR-60 EB Ramps

7.2-71
3255
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 11: Haven Av. & SR-60 EB Ramps 10/06/2022
HY (2045) 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) 423 2 257 0 0 0 0 1164 267 739 1939 0 Future Volume (veh/h) 423 2 257 0 0 0 0 1164 267 739 1939 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 442 0 138 0 1212 143 770 2020 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 556 0 248 0 1906 225 841 3628 0
Arrive On Green 0.16 0.00 0.16 0.00 0.41 0.41 0.49 1.00 0.00 Sat Flow, veh/h 3563 0 1585 0 4798 546 3456 5274 0
Grp Volume(v), veh/h 442 0 138 0 891 464 770 2020 0
Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1772 1728 1702 0 Q Serve(g_s), s 10.8 0.0 7.2 0.0 18.8 18.8 18.6 0.0 0.0 Cycle Q Clear(g_c), s 10.8 0.0 7.2 0.0 18.8 18.8 18.6 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.31 1.00 0.00
Lane Grp Cap(c), veh/h 556 0 248 0 1401 729 841 3628 0
V/C Ratio(X) 0.79 0.00 0.56 0.00 0.64 0.64 0.92 0.56 0.00 Avail Cap(c_a), veh/h 800 0 356 0 1401 729 960 3628 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 0.50 0.50 0.00 Uniform Delay (d), s/veh 36.6 0.0 35.1 0.0 21.1 21.1 22.3 0.0 0.0 Incr Delay (d2), s/veh 3.6 0.0 2.0 0.0 2.2 4.2 6.8 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.7 0.0 2.8 0.0 7.2 7.9 5.5 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.2 0.0 37.1 0.0 23.3 25.3 29.1 0.3 0.0 LnGrp LOS D A D A C C C A A
Approach Vol, veh/h 580 1355 2790
Approach Delay, s/veh 39.4 24.0 8.3
Approach LOS D C A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 26.9 43.3 19.9 70.1
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 20.6 20.8 12.8 2.0
Green Ext Time (p_c), s 1.3 3.3 1.3 14.5
Intersection Summary
HCM 6th Ctrl Delay 16.6
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

7.2-72
3256
Timings Rich Haven Specific Plan TA (JN:14822)
12: Haven Av. & Riverside Dr. 10/06/2022
HY (2045) 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) 462 683 173 535 65 642 274 756 571 Future Volume (vph) 462 683 173 535 65 642 274 756 571
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 3.21 1.86 2.77 1.07 10.56 1.07 2.65 1.20
Control Delay 1028.3 424.9 858.7 99.3 4329.6 122.9 774.7 129.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 1028.3 424.9 858.7 99.3 4329.6 122.9 774.7 129.1

LOS F F F F F F F F
Approach Delay 648.0 252.3 4329.6 433.0
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: 10.56
Intersection Signal Delay: 1199.6 Intersection LOS: F
Intersection Capacity Utilization 165.2% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 12: Haven Av. & Riverside Dr.

7.2-73
3257
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 12: Haven Av. & Riverside Dr. 10/06/2022
HY (2045) 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) 462 683 105 173 535 150 65 642 164 274 756 571 Future Volume (veh/h) 462 683 105 173 535 150 65 642 164 274 756 571 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 481 711 108 180 557 136 68 669 165 285 788 369 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 151 379 58 66 534 130 46 455 112 268 298 252 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 1495 227 1594 2671 650 129 1268 313 1594 1772 1496 Grp Volume(v), veh/h 481 0 819 180 350 343 902 0 0 285 788 369 Grp Sat Flow(s),veh/h/ln 1594 0 1722 1594 1683 1637 1709 0 0 1594 1772 1496 Q Serve(g_s), s 11.4 0.0 30.4 5.0 24.0 24.0 43.1 0.0 0.0 20.2 20.2 20.2 Cycle Q Clear(g_c), s 11.4 0.0 30.4 5.0 24.0 24.0 43.1 0.0 0.0 20.2 20.2 20.2 Prop In Lane 1.00 0.13 1.00 0.40 0.08 0.18 1.00 1.00
Lane Grp Cap(c), veh/h 151 0 436 66 337 327 614 0 0 268 298 252 V/C Ratio(X) 3.18 0.00 1.88 2.71 1.04 1.05 1.47 0.00 0.00 1.06 2.64 1.47 Avail Cap(c_a), veh/h 151 0 436 66 337 327 614 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 48.0 48.0 38.5 0.0 0.0 49.9 49.9 49.9 Incr Delay (d2), s/veh 996.6 0.0 403.4 810.5 59.9 62.5 220.0 0.0 0.0 72.4 748.4 229.8 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 46.3 0.0 61.2 16.9 15.2 15.1 55.2 0.0 0.0 13.2 70.7 23.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 1050.9 0.0 448.2 868.0 107.9 110.5 258.5 0.0 0.0 122.3 798.3 279.7 LnGrp LOS F A F F F F F A A F F F
Approach Vol, veh/h 1300 873 902 1442
Approach Delay, s/veh 671.2 265.7 258.5 532.0
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 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 466.0
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

7.2-74
3258
Timings Rich Haven Specific Plan TA (JN:14822)
13: Haven Av. & Chino Av. 10/06/2022
HY (2045) 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) 142 57 28 67 184 704 735
Future Volume (vph) 142 57 28 67 184 704 735
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 25.9 10.9 22.8 16.0 73.6 67.2 9.6
Total Split (%) 11.7% 21.6% 9.1% 19.0% 13.3% 61.3% 56.0% 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) 9.8 16.5 5.8 11.6 11.5 77.7 62.8
Actuated g/C Ratio 0.09 0.15 0.05 0.10 0.10 0.69 0.56
v/c Ratio 1.08 0.51 0.33 0.38 1.20 0.63 1.20
Control Delay 149.6 35.9 62.9 53.7 178.9 13.3 126.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 149.6 35.9 62.9 53.7 178.9 13.3 126.7

LOS F D E D F B F
Approach Delay 92.6 56.4 46.7 126.7
Approach LOS F E D F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 111.8
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.20
Intersection Signal Delay: 89.1 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.

7.2-75
3259
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 13: Haven Av. & Chino Av. 10/06/2022
HY (2045) 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) 142 57 84 28 67 0 184 704 25 0 735 356 Future Volume (veh/h) 142 57 84 28 67 0 184 704 25 0 735 356 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 149 62 46 30 73 0 194 741 14 0 774 191 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 131 143 106 48 164 0 159 1193 23 2 752 186
Arrive On Green 0.08 0.14 0.14 0.03 0.09 0.00 0.10 0.69 0.69 0.00 0.55 0.55 Sat Flow, veh/h 1594 997 740 1781 1870 0 1594 1733 33 1781 1372 339 Grp Volume(v), veh/h 149 0 108 30 73 0 194 0 755 0 0 965 Grp Sat Flow(s),veh/h/ln 1594 0 1737 1781 1870 0 1594 0 1766 1781 0 1711 Q Serve(g_s), s 9.4 0.0 6.5 1.9 4.2 0.0 11.4 0.0 26.6 0.0 0.0 62.5 Cycle Q Clear(g_c), s 9.4 0.0 6.5 1.9 4.2 0.0 11.4 0.0 26.6 0.0 0.0 62.5 Prop In Lane 1.00 0.43 1.00 0.00 1.00 0.02 1.00 0.20
Lane Grp Cap(c), veh/h 131 0 248 48 164 0 159 0 1215 2 0 937 V/C Ratio(X) 1.13 0.00 0.43 0.63 0.45 0.00 1.22 0.00 0.62 0.00 0.00 1.03 Avail Cap(c_a), veh/h 131 0 312 98 279 0 159 0 1215 78 0 937 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 52.3 0.0 44.7 54.9 49.4 0.0 51.3 0.0 9.7 0.0 0.0 25.8 Incr Delay (d2), s/veh 119.3 0.0 1.2 4.9 1.9 0.0 141.8 0.0 1.0 0.0 0.0 37.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.0 0.0 2.8 0.9 2.0 0.0 10.7 0.0 8.7 0.0 0.0 33.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 171.6 0.0 45.9 59.9 51.3 0.0 193.2 0.0 10.7 0.0 0.0 63.0 LnGrp LOS F A D E D A F A B A A F
Approach Vol, veh/h 257 103 949 965
Approach Delay, s/veh 118.8 53.8 48.0 63.0
Approach LOS F D D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 0.0 84.3 7.7 22.1 16.0 68.3 14.0 15.8 Change Period (Y+Rc), s 4.6 5.8 4.6 * 5.8 4.6 * 5.8 4.6 5.8 Max Green Setting (Gmax), s 5.0 67.8 6.3 * 21 11.4 * 63 9.4 17.0 Max Q Clear Time (g_c+I1), s 0.0 28.6 3.9 8.5 13.4 64.5 11.4 6.2 Green Ext Time (p_c), s 0.0 5.6 0.0 0.3 0.0 0.0 0.0 0.2 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.

7.2-76
3260
Timings Rich Haven Specific Plan TA (JN:14822)
14: Haven Av. & Schaefer av. 10/06/2022
HY (2045) 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) 64 123 175 527 663
Future Volume (vph) 64 123 175 527 663
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) 12.3 12.3 14.1 43.0 24.0
Actuated g/C Ratio 0.18 0.18 0.21 0.64 0.36
v/c Ratio 0.26 0.37 0.61 0.55 0.68
Control Delay 29.9 8.9 34.9 9.0 22.1
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 29.9 8.9 34.9 9.0 22.1

LOS C A C A C
Approach Delay 16.1 15.4 22.1
Approach LOS B B C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 67.5
Natural Cycle: 75
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.68
Intersection Signal Delay: 18.5 Intersection LOS: B
Intersection Capacity Utilization 54.5% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 14: Haven Av. & Schaefer av.

7.2-77
3261
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 14: Haven Av. & Schaefer av. 10/06/2022
HY (2045) 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) 64 123 175 527 663 65
Future Volume (veh/h) 64 123 175 527 663 65
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 74 74 203 613 771 76
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 274 258 251 1064 1120 110
Arrive On Green 0.17 0.17 0.16 0.60 0.35 0.35
Sat Flow, veh/h 1594 1502 1594 1772 3175 313
Grp Volume(v), veh/h 74 74 203 613 430 417
Grp Sat Flow(s),veh/h/ln 1594 1502 1594 1772 1772 1716
Q Serve(g_s), s 2.1 2.2 6.3 10.8 10.6 10.6
Cycle Q Clear(g_c), s 2.1 2.2 6.3 10.8 10.6 10.6
Prop In Lane 1.00 1.00 1.00 0.18
Lane Grp Cap(c), veh/h 274 258 251 1064 625 605
V/C Ratio(X) 0.27 0.29 0.81 0.58 0.69 0.69
Avail Cap(c_a), veh/h 882 831 919 2787 1606 1555
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 18.3 18.4 20.7 6.2 14.1 14.1
Incr Delay (d2), s/veh 0.5 0.6 2.4 0.5 1.4 1.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.7 2.0 2.1 2.1 3.4 3.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.8 19.0 23.1 6.7 15.5 15.5
LnGrp LOS B B C A B B
Approach Vol, veh/h 148 816 847
Approach Delay, s/veh 18.9 10.8 15.5
Approach LOS B B B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 36.4 14.6 12.6 23.8
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 12.8 4.2 8.3 12.6
Green Ext Time (p_c), s 4.2 0.4 0.2 5.4
Intersection Summary
HCM 6th Ctrl Delay 13.7
HCM 6th LOS B

7.2-78
3262
Timings Rich Haven Specific Plan TA (JN:14822)
15: Haven Av. & Ontario Ranch Rd. 10/06/2022
HY (2045) 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) 462 1778 95 270 1749 277 93 399 117 263 421 181 Future Volume (vph) 462 1778 95 270 1749 277 93 399 117 263 421 181 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 39.2 39.2 6.2 32.7 32.7 9.7 32.2 32.2 10.5 33.0 33.0 Actuated g/C Ratio 0.11 0.36 0.36 0.06 0.30 0.30 0.09 0.29 0.29 0.10 0.30 0.30 v/c Ratio 2.73 1.00 0.17 1.70 0.88 0.45 0.71 0.82 0.22 1.85 0.84 0.33 Control Delay 813.4 56.2 5.3 369.8 43.5 6.2 77.2 48.9 2.8 439.1 50.8 5.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 813.4 56.2 5.3 369.8 43.5 6.2 77.2 48.9 2.8 439.1 50.8 5.4

LOS F E A F D A E D A F D A
Approach Delay 203.8 77.3 44.4 159.4
Approach LOS F E D F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 109.5
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 2.73
Intersection Signal Delay: 134.1 Intersection LOS: F
Intersection Capacity Utilization 111.7% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 15: Haven Av. & Ontario Ranch Rd.

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3263
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 15: Haven Av. & Ontario Ranch Rd. 10/06/2022
HY (2045) 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) 462 1778 95 270 1749 277 93 399 117 263 421 181 Future Volume (veh/h) 462 1778 95 270 1749 277 93 399 117 263 421 181 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 491 1891 88 287 1861 250 99 424 74 280 448 160 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 187 1961 554 176 2199 466 121 480 406 157 519 440 Arrive On Green 0.12 0.37 0.37 0.06 0.31 0.31 0.08 0.27 0.27 0.10 0.29 0.29 Sat Flow, veh/h 1594 5316 1502 3000 7088 1502 1594 1772 1502 1594 1772 1502 Grp Volume(v), veh/h 491 1891 88 287 1861 250 99 424 74 280 448 160 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 36.8 4.2 6.2 26.0 14.6 6.5 24.3 4.0 10.4 25.3 8.9 Cycle Q Clear(g_c), s 12.4 36.8 4.2 6.2 26.0 14.6 6.5 24.3 4.0 10.4 25.3 8.9 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 187 1961 554 176 2199 466 121 480 406 157 519 440 V/C Ratio(X) 2.63 0.96 0.16 1.63 0.85 0.54 0.82 0.88 0.18 1.79 0.86 0.36 Avail Cap(c_a), veh/h 187 1961 554 176 2199 466 163 724 614 157 717 608 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 46.7 32.7 22.4 49.8 34.1 30.2 48.1 37.0 29.6 47.7 35.4 29.6 Incr Delay (d2), s/veh 747.0 13.5 0.6 308.3 4.2 4.4 15.7 8.6 0.2 377.9 7.9 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 43.5 16.9 1.5 9.7 10.9 5.4 3.0 11.1 1.4 20.4 11.4 3.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 793.7 46.1 23.0 358.1 38.3 34.5 63.8 45.6 29.8 425.6 43.3 30.1 LnGrp LOS F D C F D C E D C F D C
Approach Vol, veh/h 2470 2398 597 888
Approach Delay, s/veh 193.9 76.2 46.6 161.5
Approach LOS F E D F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.0 34.4 10.8 45.5 12.6 36.8 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 26.3 8.2 38.8 8.5 27.3 14.4 28.0 Green Ext Time (p_c), s 0.0 2.4 0.0 0.2 0.0 2.7 0.0 3.8 Intersection Summary
HCM 6th Ctrl Delay 131.1
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

7.2-80
3264
HCM 6th Roundabout Rich Haven Specific Plan TA (JN:14822) 16: Twinkle Av. & Chino Av. 10/06/2022
HY (2045) 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

7.2-81
3265
Timings Rich Haven Specific Plan TA (JN:14822)
17: Mill Creek Av. & Riverside Dr. 10/06/2022
HY (2045) 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) 132 1340 294 1030 70 22 26 70 17
Future Volume (vph) 132 1340 294 1030 70 22 26 70 17
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) 12.2 26.7 22.0 36.6 12.6 12.6 12.6 12.4 12.4 Actuated g/C Ratio 0.13 0.28 0.23 0.39 0.13 0.13 0.13 0.13 0.13 v/c Ratio 0.68 1.56 0.84 0.92 0.35 0.10 0.09 0.35 0.38
Control Delay 58.3 285.7 56.0 40.0 42.9 38.0 0.5 43.4 16.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 58.3 285.7 56.0 40.0 42.9 38.0 0.5 43.4 16.2

LOS E F E D D D A D B
Approach Delay 266.9 43.2 32.5 27.5
Approach LOS F D C C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 93.9
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.56
Intersection Signal Delay: 148.8 Intersection LOS: F
Intersection Capacity Utilization 85.9% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 17: Mill Creek Av. & Riverside Dr.

7.2-82
3266
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 17: Mill Creek Av. & Riverside Dr. 10/06/2022
HY (2045) 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) 132 1340 121 294 1030 137 70 22 26 70 17 81 Future Volume (veh/h) 132 1340 121 294 1030 137 70 22 26 70 17 81 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 140 1426 76 313 1096 98 74 23 -100 74 18 59 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 170 935 50 349 1259 112 198 221 187 212 47 155 Arrive On Green 0.11 0.28 0.28 0.22 0.39 0.39 0.12 0.12 0.00 0.13 0.13 0.13 Sat Flow, veh/h 1594 3334 177 1594 3206 286 1594 1772 1502 1590 356 1166 Grp Volume(v), veh/h 140 756 746 313 605 589 74 23 -100 74 0 77 Grp Sat Flow(s),veh/h/ln 1594 1772 1739 1594 1772 1720 1594 1772 1502 1590 0 1522 Q Serve(g_s), s 7.0 22.9 22.9 15.6 25.7 25.8 3.5 0.9 0.0 3.5 0.0 3.8 Cycle Q Clear(g_c), s 7.0 22.9 22.9 15.6 25.7 25.8 3.5 0.9 0.0 3.5 0.0 3.8 Prop In Lane 1.00 0.10 1.00 0.17 1.00 1.00 1.00 0.77
Lane Grp Cap(c), veh/h 170 497 487 349 696 676 198 221 187 212 0 203 V/C Ratio(X) 0.82 1.52 1.53 0.90 0.87 0.87 0.37 0.10 -0.53 0.35 0.00 0.38 Avail Cap(c_a), veh/h 293 497 487 566 782 759 512 569 482 448 0 429 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 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 35.7 29.4 29.4 30.9 22.8 22.9 32.8 31.7 0.0 32.1 0.0 32.3 Incr Delay (d2), s/veh 3.8 245.0 248.9 6.8 9.6 10.0 1.2 0.2 0.0 1.0 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 2.7 42.5 42.2 6.1 11.0 10.8 1.3 0.4 0.0 1.4 0.0 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.4 274.3 278.2 37.8 32.4 32.8 34.0 31.9 0.0 33.1 0.0 33.5 LnGrp LOS D F F D C C C C A C A C
Approach Vol, veh/h 1642 1507 -3 151
Approach Delay, s/veh 256.1 33.7 0.0 33.3
Approach LOS F C A C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 16.0 21.9 28.9 14.9 12.7 38.0
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 5.5 17.6 24.9 5.8 9.0 27.8 Green Ext Time (p_c), s 0.2 0.3 0.0 0.5 0.1 4.3
Intersection Summary
HCM 6th Ctrl Delay 144.5
HCM 6th LOS F

7.2-83
3267
Timings Rich Haven Specific Plan TA (JN:14822)
18: Mill Creek Av. & Chino Av. 10/06/2022
HY (2045) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 33
Lane Group EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 488 11 296 8 0 70 78
Future Volume (vph) 488 11 296 8 0 70 78
Turn Type NA Perm NA Perm NA Perm NA
Protected Phases 4 8 2 6
Permitted Phases 8 2 6
Detector Phase 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
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5
Total Split (s) 48.0 48.0 48.0 72.0 72.0 72.0 72.0
Total Split (%) 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
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) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None Min Min Min Min
Act Effct Green (s) 30.1 30.1 30.1 31.3 31.3 31.3 31.3
Actuated g/C Ratio 0.42 0.42 0.42 0.44 0.44 0.44 0.44
v/c Ratio 0.77 0.26 0.41 0.04 0.01 0.45 0.72
Control Delay 26.3 20.6 17.4 14.1 0.0 17.8 21.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 26.3 20.6 17.4 14.1 0.0 17.8 21.3

LOS C C B B A B C
Approach Delay 26.3 17.8 7.5 20.2
Approach LOS C B A C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 71.1
Natural Cycle: 45
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.77
Intersection Signal Delay: 21.6 Intersection LOS: C
Intersection Capacity Utilization 55.5% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 18: Mill Creek Av. & Chino Av.

7.2-84
3268
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 18: Mill Creek Av. & Chino Av. 10/06/2022
HY (2045) 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) 0 488 61 11 296 0 8 0 2 70 78 236 Future Volume (veh/h) 0 488 61 11 296 0 8 0 2 70 78 236 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 0 530 63 44 322 -40 9 0 -16 280 312 175 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 166 681 81 278 776 0 292 0 892 838 425 238
Arrive On Green 0.00 0.41 0.41 0.41 0.41 0.00 0.38 0.00 0.00 0.38 0.38 0.38 Sat Flow, veh/h 1097 1640 195 824 1870 0 909 1870 0 1781 1125 631 Grp Volume(v), veh/h 0 0 593 44 282 0 9 -16 -16 280 0 487 Grp Sat Flow(s),veh/h/ln 1097 0 1835 824 1870 0 909 1870 1585 1781 0 1757 Q Serve(g_s), s 0.0 0.0 12.1 2.1 4.5 0.0 0.4 0.0 0.0 5.0 0.0 10.4 Cycle Q Clear(g_c), s 0.0 0.0 12.1 14.2 4.5 0.0 10.7 0.0 0.0 5.0 0.0 10.4 Prop In Lane 1.00 0.11 1.00 0.00 1.00 0.00 1.00 0.36
Lane Grp Cap(c), veh/h 166 0 762 278 776 0 292 0 0 838 0 663 V/C Ratio(X) 0.00 0.00 0.78 0.16 0.36 0.00 0.03 0.00 0.00 0.33 0.00 0.73 Avail Cap(c_a), veh/h 812 0 1842 763 1877 0 1365 0 0 2941 0 2736 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 11.0 17.1 8.7 0.0 16.2 0.0 0.0 10.0 0.0 11.6 Incr Delay (d2), s/veh 0.0 0.0 1.8 0.3 0.3 0.0 0.0 0.0 0.0 0.2 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 0.0 0.0 3.4 0.3 1.2 0.0 0.1 0.0 0.0 1.4 0.0 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.0 12.7 17.4 9.0 0.0 16.3 0.0 0.0 10.2 0.0 13.2 LnGrp LOS A A B B A A B A A B A B
Approach Vol, veh/h 593 326 -23 767
Approach Delay, s/veh 12.7 10.1 0.0 12.1
Approach LOS B B A B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 20.9 22.5 20.9 22.5
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 12.7 14.1 12.4 16.2
Green Ext Time (p_c), s 0.0 3.8 4.0 1.8
Intersection Summary
HCM 6th Ctrl Delay 12.1
HCM 6th LOS B

7.2-85
3269
Timings Rich Haven Specific Plan TA (JN:14822)
19: Mill Creek Av. & Cantu Galleano Ranch Rd. 10/06/2022 HY (2045) 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) 3 1785 59 1526 14 1 99 14
Future Volume (vph) 3 1785 59 1526 14 1 99 14
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) 5.2 30.8 7.4 38.9 5.6 12.1 9.3 21.6 Actuated g/C Ratio 0.07 0.40 0.10 0.51 0.07 0.16 0.12 0.28 v/c Ratio 0.03 0.96 0.37 0.64 0.12 0.14 0.50 0.11
Control Delay 40.3 39.9 42.2 18.0 40.6 12.0 42.8 10.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 40.3 39.9 42.2 18.0 40.6 12.0 42.8 10.6

LOS D D D B D B D B
Approach Delay 39.9 18.9 19.8 31.7
Approach LOS D B B C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 76.5
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.96
Intersection Signal Delay: 30.0 Intersection LOS: C
Intersection Capacity Utilization 65.5% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 19: Mill Creek Av. & Cantu Galleano Ranch Rd.

7.2-86
3270
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 19: Mill Creek Av. & Cantu Galleano Ranch Rd. 10/06/2022 HY (2045) 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) 3 1785 27 59 1526 6 14 1 36 99 14 39 Future Volume (veh/h) 3 1785 27 59 1526 6 14 1 36 99 14 39 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 3 1940 -188 64 1659 -91 15 1 -91 108 15 -12 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 7 2135 0 96 2389 0 33 0 353 140 303 0
Arrive On Green 0.00 0.42 0.00 0.05 0.47 0.00 0.02 0.10 0.00 0.08 0.16 0.00 Sat Flow, veh/h 1781 5274 0 1781 5274 0 1781 1870 0 1781 1870 0 Grp Volume(v), veh/h 3 1752 0 64 1568 0 15 -90 -90 108 3 0 Grp Sat Flow(s),veh/h/ln 1781 1702 0 1781 1702 0 1781 1870 1585 1781 1870 0 Q Serve(g_s), s 0.1 18.8 0.0 2.2 14.6 0.0 0.5 0.0 0.0 3.7 0.1 0.0 Cycle Q Clear(g_c), s 0.1 18.8 0.0 2.2 14.6 0.0 0.5 0.0 0.0 3.7 0.1 0.0 Prop In Lane 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00
Lane Grp Cap(c), veh/h 7 2135 0 96 2389 0 33 0 0 140 303 0 V/C Ratio(X) 0.41 0.82 0.00 0.67 0.66 0.00 0.46 0.00 0.00 0.77 0.01 0.00 Avail Cap(c_a), veh/h 369 2272 0 605 2949 0 761 0 0 672 714 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 30.7 15.9 0.0 28.7 12.6 0.0 30.0 0.0 0.0 27.9 21.7 0.0 Incr Delay (d2), s/veh 13.5 2.4 0.0 2.9 0.4 0.0 3.7 0.0 0.0 3.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 5.8 0.0 0.9 3.9 0.0 0.2 0.0 0.0 1.5 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.2 18.3 0.0 31.6 13.0 0.0 33.7 0.0 0.0 31.2 21.8 0.0 LnGrp LOS D B A C B A C A A C C A
Approach Vol, veh/h 1755 1632 -165 111
Approach Delay, s/veh 18.4 13.7 0.0 31.0
Approach LOS B B A C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.5 12.1 7.9 32.3 5.7 15.8 4.9 35.4 Change Period (Y+Rc), s 4.6 5.8 4.6 6.5 4.6 5.8 4.6 6.5 Max Green Setting (Gmax), s 23.3 26.7 21.0 27.5 26.4 23.6 12.8 35.7 Max Q Clear Time (g_c+I1), s 5.7 0.0 4.2 20.8 2.5 2.1 2.1 16.6 Green Ext Time (p_c), s 0.1 0.0 0.0 5.1 0.0 0.0 0.0 9.9 Intersection Summary
HCM 6th Ctrl Delay 17.4
HCM 6th LOS B

7.2-87
3271
Timings Rich Haven Specific Plan TA (JN:14822)
20: Milliken Av. & SR-60 WB Ramps 10/06/2022
HY (2045) 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) 5 548 383 1374 1559 629
Future Volume (vph) 5 548 383 1374 1559 629
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) 28.0 28.0 21.0 62.0 41.0 41.0
Total Split (%) 31.1% 31.1% 23.3% 68.9% 45.6% 45.6%
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) 21.8 21.8 16.4 55.8 34.8 34.8
Actuated g/C Ratio 0.24 0.24 0.18 0.62 0.39 0.39
v/c Ratio 0.66 1.25 1.24 0.62 1.13 0.68
Control Delay 39.2 158.9 165.2 12.0 95.0 7.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 39.2 158.9 165.2 12.0 95.0 7.3

LOS D F F B F A
Approach Delay 119.2 45.4 69.8
Approach LOS F D E
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.25
Intersection Signal Delay: 69.3 Intersection LOS: E
Intersection Capacity Utilization 107.9% ICU Level of Service G Analysis Period (min) 15
Splits and Phases: 20: Milliken Av. & SR-60 WB Ramps

7.2-88
3272
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 20: Milliken Av. & SR-60 WB Ramps 10/06/2022
HY (2045) 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 0 267 5 548 383 1374 0 0 1559 629 Future Volume (veh/h) 0 0 0 267 5 548 383 1374 0 0 1559 629 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 278 5 290 399 1431 0 0 1624 329
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 372 7 337 337 2411 0 0 1503 637
Arrive On Green 0.21 0.21 0.21 0.19 0.64 0.00 0.00 0.40 0.40 Sat Flow, veh/h 1751 31 1585 1781 3741 0 0 3741 1585
Grp Volume(v), veh/h 283 0 290 399 1431 0 0 1624 329
Grp Sat Flow(s),veh/h/ln 1783 0 1585 1781 1870 0 0 1870 1585 Q Serve(g_s), s 12.9 0.0 15.3 16.4 19.1 0.0 0.0 34.8 13.6 Cycle Q Clear(g_c), s 12.9 0.0 15.3 16.4 19.1 0.0 0.0 34.8 13.6 Prop In Lane 0.98 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 379 0 337 337 2411 0 0 1503 637
V/C Ratio(X) 0.75 0.00 0.86 1.18 0.59 0.00 0.00 1.08 0.52 Avail Cap(c_a), veh/h 449 0 399 337 2411 0 0 1503 637
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 31.9 0.0 32.9 35.1 8.9 0.0 0.0 25.9 19.5 Incr Delay (d2), s/veh 5.6 0.0 15.3 108.4 0.4 0.0 0.0 48.2 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 5.8 0.0 6.9 16.7 5.7 0.0 0.0 23.4 4.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.6 0.0 48.1 143.5 9.3 0.0 0.0 74.1 20.3 LnGrp LOS D A D F A A A F C
Approach Vol, veh/h 573 1830 1953
Approach Delay, s/veh 42.9 38.5 65.0
Approach LOS D D E
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 62.0 21.0 41.0 24.6
Change Period (Y+Rc), s 6.2 4.6 6.2 6.2
Max Green Setting (Gmax), s 55.8 16.4 34.8 21.8
Max Q Clear Time (g_c+I1), s 21.1 18.4 36.8 17.3
Green Ext Time (p_c), s 12.5 0.0 0.0 1.1
Intersection Summary
HCM 6th Ctrl Delay 51.0
HCM 6th LOS D

7.2-89
3273
Timings Rich Haven Specific Plan TA (JN:14822)
21: Milliken Av. & SR-60 EB Ramps 10/06/2022
HY (2045) 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) 319 5 1722 270 1698
Future Volume (vph) 319 5 1722 270 1698
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) 24.0 24.0 50.0 16.0 66.0
Total Split (%) 26.7% 26.7% 55.6% 17.8% 73.3%
Yellow Time (s) 5.2 5.2 5.2 3.6 5.2
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.2 6.2 6.2 4.6 6.2
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode None None Min None Min
Act Effct Green (s) 17.8 17.8 43.8 11.4 59.8
Actuated g/C Ratio 0.20 0.20 0.49 0.13 0.66
v/c Ratio 0.85 1.21 1.21 1.25 0.71
Control Delay 58.9 149.8 123.4 181.1 11.7
Queue Delay 0.0 0.0 0.0 0.0 0.4
Total Delay 58.9 149.8 123.4 181.1 12.2

LOS E F F F B
Approach Delay 111.6 123.4 35.3
Approach LOS F F D
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.25
Intersection Signal Delay: 85.0 Intersection LOS: F
Intersection Capacity Utilization 107.9% ICU Level of Service G Analysis Period (min) 15
Splits and Phases: 21: Milliken Av. & SR-60 EB Ramps

7.2-90
3274
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 21: Milliken Av. & SR-60 EB Ramps 10/06/2022
HY (2045) 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) 319 5 359 0 0 0 0 1722 352 270 1698 0 Future Volume (veh/h) 319 5 359 0 0 0 0 1722 352 270 1698 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 264 100 192 0 1794 185 281 1769 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 344 111 212 0 1636 166 227 2500 0
Arrive On Green 0.29 0.29 0.29 0.00 0.73 0.73 0.19 1.00 0.00 Sat Flow, veh/h 1781 573 1100 0 3342 338 1781 3741 0
Grp Volume(v), veh/h 264 0 292 0 990 990 281 1769 0
Grp Sat Flow(s),veh/h/ln 1781 0 1672 0 1870 1809 1781 1870 0 Q Serve(g_s), s 12.1 0.0 15.0 0.0 43.8 43.8 11.4 0.0 0.0 Cycle Q Clear(g_c), s 12.1 0.0 15.0 0.0 43.8 43.8 11.4 0.0 0.0 Prop In Lane 1.00 0.66 0.00 0.19 1.00 0.00
Lane Grp Cap(c), veh/h 344 0 323 0 916 886 227 2500 0
V/C Ratio(X) 0.77 0.00 0.90 0.00 1.08 1.12 1.24 0.71 0.00 Avail Cap(c_a), veh/h 354 0 333 0 916 886 227 2500 0
HCM Platoon Ratio 1.50 1.50 1.50 1.00 1.50 1.50 1.50 1.50 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 30.0 0.0 31.0 0.0 11.9 11.9 36.2 0.0 0.0 Incr Delay (d2), s/veh 9.5 0.0 26.5 0.0 54.0 67.7 138.9 0.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.3 0.0 7.4 0.0 19.4 22.2 13.0 0.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.5 0.0 57.5 0.0 65.8 79.6 175.1 0.9 0.0 LnGrp LOS D A E A F F F A A
Approach Vol, veh/h 556 1979 2050
Approach Delay, s/veh 48.9 72.7 24.8
Approach LOS D E C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 16.0 50.0 23.5 66.0
Change Period (Y+Rc), s 4.6 6.2 6.2 6.2
Max Green Setting (Gmax), s 11.4 43.8 17.8 59.8
Max Q Clear Time (g_c+I1), s 13.4 45.8 17.0 2.0
Green Ext Time (p_c), s 0.0 0.0 0.2 21.0
Intersection Summary
HCM 6th Ctrl Delay 48.4
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

7.2-91
3275
Timings Rich Haven Specific Plan TA (JN:14822)
22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
HY (2045) 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) 328 161 109 191 250 482 1443 59 257 1418 Future Volume (vph) 328 161 109 191 250 482 1443 59 257 1418 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 24.8 10.1 17.7 17.7 20.4 45.4 45.4 17.8 42.8 Actuated g/C Ratio 0.14 0.21 0.08 0.15 0.15 0.17 0.38 0.38 0.15 0.36 v/c Ratio 1.52 1.29 0.86 0.77 0.59 1.88 1.20 0.10 1.15 1.72 Control Delay 292.0 183.4 102.1 69.3 11.4 439.0 130.0 0.3 152.4 354.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 292.0 183.4 102.1 69.3 11.4 439.0 130.0 0.3 152.4 354.7

LOS F F F E B F F A F F
Approach Delay 228.4 49.5 201.1 330.8
Approach LOS F D F F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 119.7
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.88
Intersection Signal Delay: 241.2 Intersection LOS: F
Intersection Capacity Utilization 142.0% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 22: Hamner Av./Milliken Av. & Riverside Dr.

7.2-92
3276
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
HY (2045) 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) 328 161 303 109 191 250 482 1443 59 257 1418 504 Future Volume (veh/h) 328 161 303 109 191 250 482 1443 59 257 1418 504 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 345 169 278 115 201 225 507 1519 57 271 1493 517 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 228 124 204 137 266 225 271 1274 567 236 887 289 Arrive On Green 0.14 0.21 0.21 0.09 0.15 0.15 0.17 0.38 0.38 0.15 0.36 0.36 Sat Flow, veh/h 1594 597 982 1594 1772 1502 1594 3367 1500 1594 2487 809 Grp Volume(v), veh/h 345 0 447 115 201 225 507 1519 57 271 979 1031 Grp Sat Flow(s),veh/h/ln 1594 0 1578 1594 1772 1502 1594 1683 1500 1594 1683 1613 Q Serve(g_s), s 17.2 0.0 24.9 8.5 13.1 18.0 20.4 45.4 2.9 17.8 42.8 42.8 Cycle Q Clear(g_c), s 17.2 0.0 24.9 8.5 13.1 18.0 20.4 45.4 2.9 17.8 42.8 42.8 Prop In Lane 1.00 0.62 1.00 1.00 1.00 1.00 1.00 0.50
Lane Grp Cap(c), veh/h 228 0 327 137 266 225 271 1274 567 236 600 575 V/C Ratio(X) 1.51 0.00 1.37 0.84 0.76 1.00 1.87 1.19 0.10 1.15 1.63 1.79 Avail Cap(c_a), veh/h 228 0 327 138 266 225 271 1274 567 236 600 575 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 51.4 0.0 47.6 54.0 48.9 51.0 49.8 37.3 24.1 51.1 38.6 38.6 Incr Delay (d2), s/veh 250.9 0.0 182.8 32.9 11.7 59.6 405.8 94.7 0.1 103.7 291.5 363.1 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 22.5 0.0 26.0 4.6 6.4 10.2 38.3 34.1 1.0 13.6 65.1 73.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 302.3 0.0 230.3 86.9 60.6 110.6 455.6 132.0 24.2 154.8 330.1 401.7 LnGrp LOS F A F F E F F F C F F F
Approach Vol, veh/h 792 541 2083 2281
Approach Delay, s/veh 261.7 87.0 207.8 341.6
Approach LOS F F F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 22.4 51.6 14.9 31.1 25.0 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 47.4 10.5 26.9 22.4 44.8 19.2 20.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 257.4
HCM 6th LOS F

7.2-93
3277
HCM 6th TWSC Rich Haven Specific Plan TA (JN:14822)
23: Hamner Av. & Chino Av. 10/06/2022
HY (2045) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 43
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 1 0 0 1905 1855 10
Future Vol, veh/h 1 0 0 1905 1855 10
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 2093 2038 11
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 3091 2044 2049 0 - 0
Stage 1 2044 - - - - -
Stage 2 1047 - - - - -
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 11 70 272 - - -
Stage 1 108 - - - - -
Stage 2 300 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 11 70 272 - - -
Mov Cap-2 Maneuver 95 - - - - -
Stage 1 108 - - - - -
Stage 2 300 - - - - -
Approach EB NB SB
HCM Control Delay, s 43.3 0 0

HCM LOS E
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 272 - 95 - -
HCM Lane V/C Ratio - - 0.012 - -
HCM Control Delay (s) 0 - 43.3 - -
HCM Lane LOS A - E - -
HCM 95th %tile Q(veh) 0 - 0 - -

7.2-94
3278
Timings Rich Haven Specific Plan TA (JN:14822)
24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
HY (2045) 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) 831 1593 451 1637 352 362 466 356 611 826 774 Future Volume (vph) 831 1593 451 1637 352 362 466 356 611 826 774 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 44.5 6.4 44.5 44.5 6.4 41.8 41.8 5.4 40.8 40.8 Actuated g/C Ratio 0.05 0.37 0.05 0.37 0.37 0.05 0.35 0.35 0.04 0.34 0.34 v/c Ratio 4.73 0.89 2.57 1.30 0.51 2.06 0.27 0.59 4.13 0.71 1.30 Control Delay 1704.4 40.3 744.4 173.5 14.2 523.8 28.7 24.9 1438.1 38.6 175.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 1704.4 40.3 744.4 173.5 14.2 523.8 28.7 24.9 1438.1 38.6 175.9

LOS F D F F B F C C F D F
Approach Delay 528.5 256.0 178.9 473.3
Approach LOS F F F F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 4.73
Intersection Signal Delay: 390.0 Intersection LOS: F
Intersection Capacity Utilization 120.4% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 24: Hamner Av. & Cantu Galleano Ranch Rd.

7.2-95
3279
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
HY (2045) 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) 831 1593 410 451 1637 352 362 466 356 611 826 774 Future Volume (veh/h) 831 1593 410 451 1637 352 362 466 356 611 826 774 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 866 1659 219 470 1705 263 377 485 189 636 860 624 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 2148 284 184 1318 588 184 1779 552 156 1208 539 Arrive On Green 0.05 0.37 0.37 0.05 0.37 0.37 0.05 0.35 0.35 0.05 0.34 0.34 Sat Flow, veh/h 3456 5794 765 3456 3554 1585 3456 5106 1585 3456 3554 1585 Grp Volume(v), veh/h 866 1382 496 470 1705 263 377 485 189 636 860 624 Grp Sat Flow(s),veh/h/ln 1728 1609 1733 1728 1777 1585 1728 1702 1585 1728 1777 1585 Q Serve(g_s), s 6.4 30.3 30.3 6.4 44.5 15.0 6.4 8.2 10.6 5.4 25.3 40.8 Cycle Q Clear(g_c), s 6.4 30.3 30.3 6.4 44.5 15.0 6.4 8.2 10.6 5.4 25.3 40.8 Prop In Lane 1.00 0.44 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 184 1789 643 184 1318 588 184 1779 552 156 1208 539 V/C Ratio(X) 4.70 0.77 0.77 2.55 1.29 0.45 2.05 0.27 0.34 4.09 0.71 1.16 Avail Cap(c_a), veh/h 184 1789 643 184 1318 588 184 1779 552 156 1208 539 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 56.8 33.3 33.3 56.8 37.8 28.5 56.8 28.2 28.9 57.3 34.5 39.6 Incr Delay (d2), s/veh 1676.7 2.1 5.8 713.3 138.0 0.5 488.9 0.1 0.4 1405.6 2.0 90.3 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 45.6 11.3 12.8 20.9 43.0 5.4 15.2 3.2 3.9 32.6 10.7 28.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 1733.5 35.4 39.1 770.1 175.7 29.0 545.7 28.2 29.3 1462.9 36.5 129.9 LnGrp LOS F D D F F C F C C F D F
Approach Vol, veh/h 2744 2438 1051 2120
Approach Delay, s/veh 572.0 274.5 214.0 491.9
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 48.0 11.0 51.0 11.0 47.0 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 12.6 8.4 32.3 8.4 42.8 8.4 46.5 Green Ext Time (p_c), s 0.0 3.7 0.0 8.3 0.0 0.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 419.8
HCM 6th LOS F

7.2-96
3280
Timings Rich Haven Specific Plan TA (JN:14822)
25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 HY (2045) 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) 1901 400 1236 504 352 1 1572
Future Volume (vph) 1901 400 1236 504 352 1 1572
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 1.39 0.67 1.29 0.20 0.34 1.00 0.95
Control Delay 211.9 19.3 176.5 0.1 13.0 55.0 41.3
Queue Delay 0.0 0.0 0.0 0.0 0.2 35.5 0.0
Total Delay 211.9 19.3 176.5 0.1 13.2 90.4 41.3

LOS F B F A B F D
Approach Delay 178.4 125.4 57.2
Approach LOS F F E
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: 1.39
Intersection Signal Delay: 123.8 Intersection LOS: F
Intersection Capacity Utilization 109.3% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 25: I-15 SB Ramps & Cantu Galleano Ranch Rd.

7.2-97
3281
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 HY (2045) 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 1901 400 0 1236 504 0 0 0 352 1 1572 Future Volume (veh/h) 0 1901 400 0 1236 504 0 0 0 352 1 1572 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 2066 0 0 1343 0 256 0 1194
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 2421 0 1685 754 0 1342
Arrive On Green 0.00 0.47 0.00 0.00 0.95 0.00 0.42 0.00 0.42 Sat Flow, veh/h 0 5274 1585 0 3647 2790 1781 0 3170
Grp Volume(v), veh/h 0 2066 0 0 1343 0 256 0 1194
Grp Sat Flow(s),veh/h/ln 0 1702 1585 0 1777 1395 1781 0 1585 Q Serve(g_s), s 0.0 42.9 0.0 0.0 9.6 0.0 11.6 0.0 41.8
Cycle Q Clear(g_c), s 0.0 42.9 0.0 0.0 9.6 0.0 11.6 0.0 41.8 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2421 0 1685 754 0 1342
V/C Ratio(X) 0.00 0.85 0.00 0.80 0.34 0.00 0.89
Avail Cap(c_a), veh/h 0 2421 0 1685 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 0.39 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 27.9 0.0 0.0 1.9 0.0 23.3 0.0 32.0 Incr Delay (d2), s/veh 0.0 0.4 0.0 0.0 1.6 0.0 0.3 0.0 4.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 15.7 0.0 0.0 1.3 0.0 4.7 0.0 15.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 28.3 0.0 0.0 3.5 0.0 23.6 0.0 36.1 LnGrp LOS A C A A C A D
Approach Vol, veh/h 2066 A 1343 A 1450
Approach Delay, s/veh 28.3 3.5 33.9
Approach LOS C A C
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 63.7 56.3 63.7
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 44.9 43.8 11.6
Green Ext Time (p_c), s 0.0 7.0 9.5
Intersection Summary
HCM 6th Ctrl Delay 23.1
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.

7.2-98
3282
Timings Rich Haven Specific Plan TA (JN:14822)
26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 HY (2045) 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) 929 1424 265 692 998 186
Future Volume (vph) 929 1424 265 692 998 186
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) 64.0 64.0 20.0 84.0 36.0 36.0
Total Split (%) 53.3% 53.3% 16.7% 70.0% 30.0% 30.0%
Yellow Time (s) 5.8 5.8 4.0 5.8 4.5 4.5
All-Red Time (s) 1.5 1.5 2.0 1.5 1.5 1.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 7.3 7.3 6.0 7.3 6.0 6.0
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Recall Mode C-Min C-Min None C-Min Min Min
Act Effct Green (s) 57.3 57.3 13.4 76.7 30.0 30.0
Actuated g/C Ratio 0.48 0.48 0.11 0.64 0.25 0.25
v/c Ratio 0.42 1.35 0.75 0.23 1.29 0.39
Control Delay 12.2 185.5 64.6 9.4 175.2 12.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 12.2 185.6 64.6 9.4 175.2 12.1

LOS B F E A F B
Approach Delay 117.1 24.7 152.1
Approach LOS F C 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: 1.35
Intersection Signal Delay: 106.7 Intersection LOS: F
Intersection Capacity Utilization 106.8% ICU Level of Service G Analysis Period (min) 15
Splits and Phases: 26: I-15 NB Ramps & Cantu Galleano Ranch Rd.

7.2-99
3283
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 HY (2045) 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) 929 1424 265 692 998 186
Future Volume (veh/h) 929 1424 265 692 998 186
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 1010 733 288 752 1085 120
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 2497 775 346 3264 891 396
Arrive On Green 0.82 0.82 0.10 0.64 0.25 0.25
Sat Flow, veh/h 5274 1585 3456 5274 3563 1585
Grp Volume(v), veh/h 1010 733 288 752 1085 120
Grp Sat Flow(s),veh/h/ln 1702 1585 1728 1702 1781 1585
Q Serve(g_s), s 6.5 44.7 9.8 7.5 30.0 7.4
Cycle Q Clear(g_c), s 6.5 44.7 9.8 7.5 30.0 7.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 2497 775 346 3264 891 396
V/C Ratio(X) 0.40 0.95 0.83 0.23 1.22 0.30
Avail Cap(c_a), veh/h 2497 775 403 3264 891 396
HCM Platoon Ratio 1.67 1.67 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.09 0.09 0.84 0.84 1.00 1.00
Uniform Delay (d), s/veh 6.2 9.7 53.0 9.2 45.0 36.5
Incr Delay (d2), s/veh 0.0 3.2 10.5 0.1 108.4 0.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.7 4.8 4.6 2.4 26.1 2.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 6.3 13.0 63.4 9.3 153.4 36.9
LnGrp LOS A B E A F D
Approach Vol, veh/h 1743 1040 1205
Approach Delay, s/veh 9.1 24.3 141.8
Approach LOS A C F
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 18.0 66.0 84.0 36.0
Change Period (Y+Rc), s 6.0 7.3 7.3 6.0
Max Green Setting (Gmax), s 14.0 56.7 76.7 30.0
Max Q Clear Time (g_c+I1), s 11.8 46.7 9.5 32.0
Green Ext Time (p_c), s 0.2 6.1 5.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 53.2
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

7.2-100
3284
Timings Rich Haven Specific Plan TA (JN:14822)
27: Wineville Av. & Cantu Galleano Ranch Rd. 10/06/2022 HY (2045) 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) 140 482 387 32 449 235 112 56 35 205 266 Future Volume (vph) 140 482 387 32 449 235 112 56 35 205 266 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 25.0 25.0 5.4 15.5 10.1 26.3 26.3 6.1 17.2 17.2 Actuated g/C Ratio 0.10 0.34 0.34 0.07 0.21 0.14 0.35 0.35 0.08 0.23 0.23 v/c Ratio 0.43 0.24 0.52 0.14 0.50 0.55 0.10 0.10 0.26 0.52 0.55 Control Delay 40.8 20.6 5.5 42.5 27.9 38.9 19.0 0.4 45.0 29.9 12.7 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 40.8 20.6 5.5 42.5 27.9 38.9 19.0 0.4 45.0 29.9 12.7

LOS D C A D C D B A D C B
Approach Delay 17.6 28.8 28.0 21.9
Approach LOS B C C C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 74.4
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.55
Intersection Signal Delay: 22.6 Intersection LOS: C
Intersection Capacity Utilization 53.6% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 27: Wineville Av. & Cantu Galleano Ranch Rd.

7.2-101
3285
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 27: Wineville Av. & Cantu Galleano Ranch Rd. 10/06/2022 HY (2045) 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) 140 482 387 32 449 35 235 112 56 35 205 266 Future Volume (veh/h) 140 482 387 32 449 35 235 112 56 35 205 266 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 152 524 283 35 488 28 255 122 35 38 223 224 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 275 1714 422 129 1108 63 375 957 427 71 375 318 Arrive On Green 0.08 0.27 0.27 0.04 0.22 0.22 0.11 0.27 0.27 0.04 0.20 0.20 Sat Flow, veh/h 3456 6434 1585 3456 4942 281 3456 3554 1585 1781 1870 1585 Grp Volume(v), veh/h 152 524 283 35 335 181 255 122 35 38 223 224 Grp Sat Flow(s),veh/h/ln 1728 1609 1585 1728 1702 1820 1728 1777 1585 1781 1870 1585 Q Serve(g_s), s 2.4 3.7 9.1 0.6 4.8 4.9 4.1 1.5 0.9 1.2 6.2 7.5 Cycle Q Clear(g_c), s 2.4 3.7 9.1 0.6 4.8 4.9 4.1 1.5 0.9 1.2 6.2 7.5 Prop In Lane 1.00 1.00 1.00 0.15 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 275 1714 422 129 763 408 375 957 427 71 375 318 V/C Ratio(X) 0.55 0.31 0.67 0.27 0.44 0.44 0.68 0.13 0.08 0.54 0.60 0.71 Avail Cap(c_a), veh/h 495 4179 1029 302 2021 1080 766 3053 1362 199 1401 1187 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 25.4 16.8 18.8 26.8 19.1 19.1 24.6 15.8 15.6 27.0 20.8 21.3 Incr Delay (d2), s/veh 0.6 0.1 1.9 0.4 0.4 0.8 0.8 0.1 0.1 2.4 1.5 2.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 1.1 2.8 0.2 1.6 1.8 1.5 0.5 0.3 0.5 2.5 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.0 16.9 20.6 27.2 19.5 19.9 25.4 15.9 15.7 29.4 22.3 24.2 LnGrp LOS C B C C B B C B B C C C
Approach Vol, veh/h 959 551 412 485
Approach Delay, s/veh 19.4 20.1 21.8 23.7
Approach LOS B C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.9 21.9 6.7 21.8 10.8 18.0 9.2 19.3 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 3.2 3.5 2.6 11.1 6.1 9.5 4.4 6.9 Green Ext Time (p_c), s 0.0 0.8 0.0 4.1 0.3 1.9 0.1 2.8 Intersection Summary
HCM 6th Ctrl Delay 20.9
HCM 6th LOS C

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Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report REV
APPENDIX 7.3: HORIZON YEAR (2050) WITHOUT PROJECT

CONDITIONS OFF-RAMP QUEUING ANALYSIS WORKSHEETS
3287
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report REV
This Page Intentionally Left Blank
3288
Queues West Haven Specific Plan TA (JN:14574)
1: Archibald Av. & SR-60 WB Ramps 09/29/2022
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 Group Flow (vph) 354 340 329 998 1366 573 198
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
Queue Length 50th (ft) 194 151 120 291 36 87 0
Queue Length 95th (ft) #421 #363 #302 #475 32 86 43
Internal Link Dist (ft) 1312 387 822
Turn Bay Length (ft) 360 360 125
Base Capacity (vph) 398 410 431 1311 3457 2435 724
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 0.89 0.83 0.76 0.76 0.40 0.24 0.27
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

7.4-1
3289
Queues West Haven Specific Plan TA (JN:14574)
2: Archibald Av. & SR-60 EB Ramps 09/29/2022
HY (2045) 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) 373 357 343 2028 754 197 927
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
Queue Length 50th (ft) 196 126 111 274 0 48 24
Queue Length 95th (ft) 305 235 210 320 67 m71 m16
Internal Link Dist (ft) 1366 1177 387
Turn Bay Length (ft) 325 325 250
Base Capacity (vph) 526 545 548 2951 1125 309 3011
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 0.69 0.67 0.64 0.31
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

7.4-2
3290
Queues West Haven Specific Plan TA (JN:14574)
10: Haven Av. & SR-60 WB Ramps 09/29/2022
HY (2045) 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) 552 556 905 442 2256 1144 515
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 36.9 18.7 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 36.9 18.7 27.2 5.9
Queue Length 50th (ft) ~271 ~275 0 118 269 174 0
Queue Length 95th (ft) 75 #487 0 m103 m239 222 67
Internal Link Dist (ft) 1155 514 1331
Turn Bay Length (ft) 240 150
Base Capacity (vph) 546 548 1583 503 2617 1533 830
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 1.01 1.01 0.57 0.88 0.86 0.75 0.62
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.

7.4-3
3291
Queues West Haven Specific Plan TA (JN:14574)
11: Haven Av. & SR-60 EB Ramps 09/29/2022
HY (2045) 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) 458 464 124 2355 414 1016
v/c Ratio 0.93 0.94 0.23 1.25 1.12 0.37
Control Delay 53.9 55.4 5.9 142.2 100.2 9.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 53.9 55.4 5.9 142.2 100.2 9.7
Queue Length 50th (ft) 215 218 2 ~505 ~124 100
Queue Length 95th (ft) #397 #403 37 #602 m#161 m129
Internal Link Dist (ft) 944 581 514
Turn Bay Length (ft) 620 285 125
Base Capacity (vph) 497 499 552 1880 371 2774
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 0.92 0.93 0.22 1.25 1.12 0.37
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

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

7.4-4
3292
Queues West Haven Specific Plan TA (JN:14574)
20: Milliken Av. & SR-60 WB Ramps 09/29/2022
HY (2045) 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) 12 691 473 1659 885 324
v/c Ratio 0.02 1.14 1.03 0.90 1.20 0.55
Control Delay 19.8 109.5 84.2 28.0 135.2 7.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 19.8 109.5 84.2 28.0 135.2 7.7
Queue Length 50th (ft) 4 ~428 ~290 424 ~324 0
Queue Length 95th (ft) 16 #645 #477 #564 #444 68
Internal Link Dist (ft) 1742 616 1566
Turn Bay Length (ft) 75
Base Capacity (vph) 619 604 460 1840 739 586
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 0.02 1.14 1.03 0.90 1.20 0.55
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.

7.4-5
3293
Queues West Haven Specific Plan TA (JN:14574)
21: Milliken Av. & SR-60 EB Ramps 09/29/2022
HY (2045) 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) 491 644 1987 106 761
v/c Ratio 0.98 1.10 1.32 0.75 0.38
Control Delay 68.6 91.6 171.9 73.0 11.6
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 68.6 91.6 171.9 73.0 11.6
Queue Length 50th (ft) 290 ~358 ~776 60 117
Queue Length 95th (ft) #503 #581 #917 #143 156
Internal Link Dist (ft) 1522 1450 616
Turn Bay Length (ft) 95
Base Capacity (vph) 501 585 1511 145 2002
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 0.98 1.10 1.32 0.73 0.38
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.

7.4-6
3294
Queues West Haven Specific Plan TA (JN:14574)
25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 09/29/2022 HY (2045) 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) 1465 193 743 391 306 836 834
v/c Ratio 1.11 0.36 0.86 0.14 0.54 0.98 0.95
Control Delay 101.4 10.6 49.8 0.1 37.1 39.5 34.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 101.4 10.6 49.8 0.1 37.1 39.5 34.6
Queue Length 50th (ft) ~474 19 208 0 205 319 287
Queue Length 95th (ft) #571 80 317 m0 307 #659 #612
Internal Link Dist (ft) 1972 847 2051
Turn Bay Length (ft) 180
Base Capacity (vph) 1322 529 920 2787 567 857 876
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 1.11 0.36 0.81 0.14 0.54 0.98 0.95
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.

7.4-7
3295
Queues West Haven Specific Plan TA (JN:14574)
26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 09/29/2022 HY (2045) 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) 607 1068 275 551 700 324
v/c Ratio 0.24 0.90 0.77 0.16 0.86 0.56
Control Delay 22.5 32.5 67.7 8.3 52.8 7.9
Queue Delay 0.0 46.9 0.0 0.0 0.0 0.0
Total Delay 22.5 79.4 67.7 8.3 52.8 7.9
Queue Length 50th (ft) 68 455 107 58 247 0
Queue Length 95th (ft) m57 m411 #174 75 319 82
Internal Link Dist (ft) 847 2104 1664
Turn Bay Length (ft) 255
Base Capacity (vph) 2569 1189 360 3343 871 603
Starvation Cap Reductn 0 256 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 1.14 0.76 0.16 0.80 0.54
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.

7.4-8
3296
Queues West Haven Specific Plan TA (JN:14574)
1: Archibald Av. & SR-60 WB Ramps 09/29/2022
HY (2045) 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) 268 260 195 664 730 1994 398
v/c Ratio 0.83 0.84 0.44 0.93 0.21 0.75 0.49
Control Delay 58.0 58.5 8.1 50.3 0.4 24.8 8.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 58.0 58.5 8.1 50.3 0.4 24.8 8.4
Queue Length 50th (ft) 153 152 0 206 2 279 44
Queue Length 95th (ft) #282 #290 57 #301 2 326 120
Internal Link Dist (ft) 1312 387 822
Turn Bay Length (ft) 360 360 125
Base Capacity (vph) 339 327 459 724 3456 2665 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 0.79 0.80 0.42 0.92 0.21 0.75 0.49
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

7.4-9
3297
Queues West Haven Specific Plan TA (JN:14574)
2: Archibald Av. & SR-60 EB Ramps 09/29/2022
HY (2045) 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) 123 300 297 1244 675 669 1659
v/c Ratio 0.37 0.94 0.81 0.47 0.71 0.90 0.49
Control Delay 34.7 69.6 43.8 20.3 9.7 56.5 2.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 34.7 69.6 43.8 20.3 9.7 56.5 2.0
Queue Length 50th (ft) 64 162 124 149 55 181 21
Queue Length 95th (ft) 117 #336 #264 181 189 m#286 33
Internal Link Dist (ft) 1366 1177 387
Turn Bay Length (ft) 325 325 250
Base Capacity (vph) 339 324 369 2634 951 762 3416
Starvation Cap Reductn 0 0 0 0 0 0 253
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.36 0.93 0.80 0.47 0.71 0.88 0.52
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.

7.4-10
3298
Queues West Haven Specific Plan TA (JN:14574)
10: Haven Av. & SR-60 WB Ramps 09/29/2022
HY (2045) 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) 208 205 710 271 1265 2278 879
v/c Ratio 0.75 0.73 0.45 0.76 0.36 0.83 0.76
Control Delay 52.2 51.0 0.9 39.1 8.6 21.0 9.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 52.2 51.0 0.9 39.1 8.6 21.0 9.0
Queue Length 50th (ft) 117 115 0 85 142 390 63
Queue Length 95th (ft) #195 191 0 m97 m155 465 241
Internal Link Dist (ft) 1155 514 1331
Turn Bay Length (ft) 240 150
Base Capacity (vph) 321 322 1583 360 3563 2752 1151
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 0.65 0.64 0.45 0.75 0.36 0.83 0.76
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.

7.4-11
3299
Queues West Haven Specific Plan TA (JN:14574)
11: Haven Av. & SR-60 EB Ramps 09/29/2022
HY (2045) 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) 220 223 430 1566 770 2028
v/c Ratio 0.58 0.59 1.00 0.95 0.86 0.62
Control Delay 38.3 38.5 71.1 43.9 51.0 6.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.1
Total Delay 38.3 38.5 71.1 43.9 51.0 6.7
Queue Length 50th (ft) 117 120 196 ~317 221 112
Queue Length 95th (ft) 196 198 #392 #431 m274 163
Internal Link Dist (ft) 944 581 514
Turn Bay Length (ft) 620 285 125
Base Capacity (vph) 377 378 432 1640 953 3265
Starvation Cap Reductn 0 0 0 0 0 220
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.58 0.59 1.00 0.95 0.81 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.

7.4-12
3300
Queues West Haven Specific Plan TA (JN:14574)
20: Milliken Av. & SR-60 WB Ramps 09/29/2022
HY (2045) 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) 274 571 456 1472 1718 655
v/c Ratio 0.78 1.47 1.04 0.63 1.33 0.73
Control Delay 51.3 249.9 87.8 10.2 182.5 11.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 51.3 249.9 87.8 10.2 182.5 11.3
Queue Length 50th (ft) 149 ~407 ~282 223 ~675 60
Queue Length 95th (ft) #269 #611 #466 284 #811 200
Internal Link Dist (ft) 1742 616 1566
Turn Bay Length (ft) 75
Base Capacity (vph) 351 389 440 2351 1289 895
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 0.78 1.47 1.04 0.63 1.33 0.73
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.

7.4-13
3301
Queues West Haven Specific Plan TA (JN:14574)
21: Milliken Av. & SR-60 EB Ramps 09/29/2022
HY (2045) 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) 299 454 2242 281 1853
v/c Ratio 0.68 1.11 1.81 0.83 0.88
Control Delay 39.2 110.8 391.8 54.7 20.8
Queue Delay 0.0 0.0 0.0 0.0 0.6
Total Delay 39.2 110.8 391.8 54.7 21.4
Queue Length 50th (ft) 163 ~313 ~1035 151 415
Queue Length 95th (ft) #263 #512 #1183 #262 533
Internal Link Dist (ft) 1522 1450 616
Turn Bay Length (ft) 95
Base Capacity (vph) 437 408 1237 391 2213
Starvation Cap Reductn 0 0 0 0 104
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.68 1.11 1.81 0.72 0.88
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.

7.4-14
3302
Queues West Haven Specific Plan TA (JN:14574)
25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 09/29/2022 HY (2045) 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) 2140 433 1305 548 345 908 905
v/c Ratio 1.44 0.67 1.26 0.20 0.34 1.04 0.98
Control Delay 233.0 20.2 161.7 0.1 13.0 65.3 48.7
Queue Delay 0.0 0.0 0.0 0.0 0.2 24.9 0.0
Total Delay 233.0 20.2 161.7 0.1 13.2 90.2 48.7
Queue Length 50th (ft) ~823 117 ~681 0 131 ~832 660
Queue Length 95th (ft) #918 237 m#633 m0 192 #1108 #1004 Internal Link Dist (ft) 1972 847 2051
Turn Bay Length (ft) 180
Base Capacity (vph) 1491 646 1038 2787 1015 875 922
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 11 0 0 0 216 185 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 1.45 0.67 1.26 0.20 0.43 1.32 0.98
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

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

7.4-15
3303
Queues West Haven Specific Plan TA (JN:14574)
26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 09/29/2022 HY (2045) 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) 1016 1605 288 774 1046 182
v/c Ratio 0.42 1.40 0.75 0.24 1.22 0.38
Control Delay 12.1 207.5 64.6 9.4 147.1 11.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 12.1 207.5 64.6 9.4 147.1 11.1
Queue Length 50th (ft) 76 ~685 112 86 ~513 18
Queue Length 95th (ft) m59 m#707 160 107 #646 86
Internal Link Dist (ft) 847 2104 1664
Turn Bay Length (ft) 255
Base Capacity (vph) 2428 1150 400 3250 860 475
Starvation Cap Reductn 0 6 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 0.42 1.40 0.72 0.24 1.22 0.38
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.

7.4-16
3304
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report REV
APPENDIX 7.4: HORIZON YEAR (2050) WITH PROJECT CONDITIONS

OFF-RAMP QUEUING ANALYSIS WORKSHEETS
3305
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report REV
This Page Intentionally Left Blank
3306
Queues West Haven Specific Plan TA (JN:14574)
1: Archibald Av. & SR-60 WB Ramps 09/29/2022
HY (2045) 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) 354 340 329 998 1333 576 198
v/c Ratio 0.89 0.82 0.77 0.76 0.41 0.46 0.42
Control Delay 60.0 43.1 35.5 26.9 3.5 32.1 6.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 60.0 43.1 35.5 26.9 3.5 32.1 6.5
Queue Length 50th (ft) 194 148 120 291 36 87 0
Queue Length 95th (ft) #421 #358 #302 #474 32 86 43
Internal Link Dist (ft) 1312 387 822
Turn Bay Length (ft) 360 360 125
Base Capacity (vph) 397 414 430 1311 3457 2435 724
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 0.89 0.82 0.77 0.76 0.39 0.24 0.27
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

7.5-1
3307
Queues West Haven Specific Plan TA (JN:14574)
2: Archibald Av. & SR-60 EB Ramps 09/29/2022
HY (2045) 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) 373 357 343 1992 754 197 929
v/c Ratio 0.80 0.72 0.69 0.68 0.67 0.66 0.31
Control Delay 43.0 27.3 25.5 21.1 4.8 58.8 1.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 43.0 27.3 25.5 21.1 4.8 58.8 1.9
Queue Length 50th (ft) 196 126 112 267 0 49 23
Queue Length 95th (ft) 305 235 210 312 67 m71 m17
Internal Link Dist (ft) 1366 1177 387
Turn Bay Length (ft) 325 325 250
Base Capacity (vph) 526 544 547 2951 1125 309 3011
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 0.68 0.67 0.64 0.31
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

7.5-2
3308
Queues West Haven Specific Plan TA (JN:14574)
10: Haven Av. & SR-60 WB Ramps 09/29/2022
HY (2045) 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) 552 556 905 383 2289 1233 515
v/c Ratio 1.01 1.01 0.57 0.79 0.87 0.79 0.62
Control Delay 69.4 70.2 1.5 34.4 18.9 28.5 5.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 69.4 70.2 1.5 34.4 18.9 28.5 5.8
Queue Length 50th (ft) ~271 ~275 0 102 274 192 0
Queue Length 95th (ft) 75 #487 0 m88 m246 244 67
Internal Link Dist (ft) 1155 514 1331
Turn Bay Length (ft) 240 150
Base Capacity (vph) 546 548 1583 503 2617 1556 835
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 1.01 1.01 0.57 0.76 0.87 0.79 0.62
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.

7.5-3
3309
Queues West Haven Specific Plan TA (JN:14574)
11: Haven Av. & SR-60 EB Ramps 09/29/2022
HY (2045) 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) 458 464 213 2329 414 1106
v/c Ratio 0.93 0.94 0.39 1.24 1.12 0.40
Control Delay 53.9 55.4 12.0 135.9 99.5 10.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 53.9 55.4 12.0 135.9 99.5 10.2
Queue Length 50th (ft) 215 218 32 ~495 ~124 109
Queue Length 95th (ft) #397 #403 86 #592 m#154 m142
Internal Link Dist (ft) 944 581 514
Turn Bay Length (ft) 620 285 125
Base Capacity (vph) 497 499 552 1881 371 2774
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 0.92 0.93 0.39 1.24 1.12 0.40
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.

7.5-4
3310
Queues West Haven Specific Plan TA (JN:14574)
20: Milliken Av. & SR-60 WB Ramps 09/29/2022
HY (2045) 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) 157 691 466 1620 934 324
v/c Ratio 0.26 1.14 1.01 0.88 1.26 0.55
Control Delay 22.8 109.5 80.4 26.3 161.8 7.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 22.8 109.5 80.4 26.3 161.8 7.7
Queue Length 50th (ft) 64 ~428 ~271 406 ~355 0
Queue Length 95th (ft) 112 #645 #468 518 #476 68
Internal Link Dist (ft) 1742 616 1566
Turn Bay Length (ft) 75
Base Capacity (vph) 608 604 460 1840 739 586
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 0.26 1.14 1.01 0.88 1.26 0.55
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.

7.5-5
3311
Queues West Haven Specific Plan TA (JN:14574)
21: Milliken Av. & SR-60 EB Ramps 09/29/2022
HY (2045) 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) 491 556 2019 106 957
v/c Ratio 0.98 1.04 1.34 0.75 0.48
Control Delay 68.6 75.4 182.2 73.0 12.7
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 68.6 75.4 182.2 73.0 12.7
Queue Length 50th (ft) 290 ~309 ~796 60 159
Queue Length 95th (ft) #503 #522 #936 #143 207
Internal Link Dist (ft) 1522 1450 616
Turn Bay Length (ft) 95
Base Capacity (vph) 501 536 1508 145 2002
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 0.98 1.04 1.34 0.73 0.48
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.

7.5-6
3312
Queues West Haven Specific Plan TA (JN:14574)
25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 09/29/2022 HY (2045) 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) 1532 405 952 391 306 861 860
v/c Ratio 0.83 0.50 0.74 0.14 0.34 1.09 1.05
Control Delay 39.8 5.9 45.8 0.1 17.4 85.9 71.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 39.8 5.9 45.8 0.1 17.4 85.9 71.7
Queue Length 50th (ft) 389 14 380 0 137 ~818 ~756
Queue Length 95th (ft) 452 85 m427 m0 205 #1093 #1018
Internal Link Dist (ft) 1972 847 2051
Turn Bay Length (ft) 180
Base Capacity (vph) 1872 821 1303 2787 900 792 822
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 0.82 0.49 0.73 0.14 0.34 1.09 1.05
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.

7.5-7
3313
Queues West Haven Specific Plan TA (JN:14574)
26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 09/29/2022 HY (2045) 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) 605 1149 275 585 822 377
v/c Ratio 0.25 0.99 0.76 0.18 0.95 0.59
Control Delay 11.8 47.0 66.8 9.0 64.9 8.1
Queue Delay 0.0 5.8 0.0 0.0 0.0 0.0
Total Delay 11.8 52.8 66.8 9.0 64.9 8.1
Queue Length 50th (ft) 41 538 108 62 317 3
Queue Length 95th (ft) m76 m#775 #162 79 #444 96
Internal Link Dist (ft) 847 2104 1664
Turn Bay Length (ft) 255
Base Capacity (vph) 2460 1164 371 3250 861 639
Starvation Cap Reductn 0 28 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 0.25 1.01 0.74 0.18 0.95 0.59
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.

7.5-8
3314
Queues West Haven Specific Plan TA (JN:14574)
1: Archibald Av. & SR-60 WB Ramps 09/29/2022
HY (2045) 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) 268 260 195 664 699 1940 398
v/c Ratio 0.83 0.84 0.44 0.93 0.20 0.73 0.49
Control Delay 58.0 58.5 8.1 50.2 0.4 24.3 8.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 58.0 58.5 8.1 50.2 0.4 24.3 8.1
Queue Length 50th (ft) 153 152 0 205 2 268 41
Queue Length 95th (ft) #282 #290 57 m#299 m2 314 116
Internal Link Dist (ft) 1312 387 822
Turn Bay Length (ft) 360 360 125
Base Capacity (vph) 339 327 459 724 3456 2665 814
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 0.79 0.80 0.42 0.92 0.20 0.73 0.49
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.

7.5-9
3315
Queues West Haven Specific Plan TA (JN:14574)
2: Archibald Av. & SR-60 EB Ramps 09/29/2022
HY (2045) 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) 123 300 297 1214 675 669 1605
v/c Ratio 0.37 0.93 0.82 0.46 0.71 0.90 0.47
Control Delay 34.8 68.1 44.2 20.1 9.7 56.8 1.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 34.8 68.1 44.2 20.1 9.7 56.8 1.9
Queue Length 50th (ft) 64 160 124 144 55 180 20
Queue Length 95th (ft) 117 #331 #264 175 189 m#286 24
Internal Link Dist (ft) 1366 1177 387
Turn Bay Length (ft) 325 325 250
Base Capacity (vph) 339 327 369 2641 952 762 3421
Starvation Cap Reductn 0 0 0 0 0 0 268
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.36 0.92 0.80 0.46 0.71 0.88 0.51
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.

7.5-10
3316
Queues West Haven Specific Plan TA (JN:14574)
10: Haven Av. & SR-60 WB Ramps 09/29/2022
HY (2045) 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) 208 205 710 184 1275 2270 879
v/c Ratio 0.75 0.73 0.45 0.58 0.36 0.81 0.75
Control Delay 52.2 51.0 0.9 35.4 8.1 19.9 8.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 52.2 51.0 0.9 35.4 8.1 19.9 8.2
Queue Length 50th (ft) 117 115 0 58 128 380 55
Queue Length 95th (ft) #195 191 0 m73 172 461 219
Internal Link Dist (ft) 1155 514 1331
Turn Bay Length (ft) 240 150
Base Capacity (vph) 321 322 1583 344 3563 2811 1172
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 0.65 0.64 0.45 0.53 0.36 0.81 0.75
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.

7.5-11
3317
Queues West Haven Specific Plan TA (JN:14574)
11: Haven Av. & SR-60 EB Ramps 09/29/2022
HY (2045) 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) 220 223 268 1491 770 2020
v/c Ratio 0.70 0.71 0.71 0.82 0.85 0.58
Control Delay 45.9 46.3 31.7 31.3 52.1 5.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.1
Total Delay 45.9 46.3 31.7 31.3 52.1 5.8
Queue Length 50th (ft) 122 124 88 284 224 111
Queue Length 95th (ft) 196 198 169 #395 279 163
Internal Link Dist (ft) 944 581 514
Turn Bay Length (ft) 620 285 125
Base Capacity (vph) 377 378 432 1813 960 3453
Starvation Cap Reductn 0 0 0 0 0 243
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.58 0.59 0.62 0.82 0.80 0.63
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

7.5-12
3318
Queues West Haven Specific Plan TA (JN:14574)
20: Milliken Av. & SR-60 WB Ramps 09/29/2022
HY (2045) 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) 283 571 399 1431 1624 655
v/c Ratio 0.80 1.46 0.93 0.61 1.25 0.71
Control Delay 52.7 245.6 64.3 10.0 146.0 9.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 52.7 245.6 64.3 10.0 146.0 9.9
Queue Length 50th (ft) 155 ~407 220 213 ~615 48
Queue Length 95th (ft) #283 #611 #389 271 #751 177
Internal Link Dist (ft) 1742 616 1566
Turn Bay Length (ft) 75
Base Capacity (vph) 354 392 444 2373 1301 917
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 0.80 1.46 0.90 0.60 1.25 0.71
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.

7.5-13
3319
Queues West Haven Specific Plan TA (JN:14574)
21: Milliken Av. & SR-60 EB Ramps 09/29/2022
HY (2045) 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) 299 412 2161 281 1769
v/c Ratio 0.68 1.00 1.75 0.83 0.84
Control Delay 39.0 77.7 365.1 54.6 18.7
Queue Delay 0.0 0.0 0.0 0.0 0.3
Total Delay 39.0 77.7 365.1 54.6 19.0
Queue Length 50th (ft) 161 ~243 ~980 150 377
Queue Length 95th (ft) #263 #447 #1131 #262 483
Internal Link Dist (ft) 1522 1450 616
Turn Bay Length (ft) 95
Base Capacity (vph) 438 412 1234 392 2218
Starvation Cap Reductn 0 0 0 0 103
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.68 1.00 1.75 0.72 0.84
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.

7.5-14
3320
Queues West Haven Specific Plan TA (JN:14574)
25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 09/29/2022 HY (2045) 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) 2066 435 1343 548 345 876 872
v/c Ratio 1.39 0.67 1.29 0.20 0.34 1.00 0.95
Control Delay 211.9 19.3 176.5 0.1 13.0 55.0 41.3
Queue Delay 0.0 0.0 0.0 0.0 0.2 35.5 0.0
Total Delay 211.9 19.3 176.5 0.1 13.2 90.4 41.3
Queue Length 50th (ft) ~779 111 ~714 0 131 700 601
Queue Length 95th (ft) #875 231 m#625 m0 192 #1049 #945 Internal Link Dist (ft) 1972 847 2051
Turn Bay Length (ft) 180
Base Capacity (vph) 1491 653 1038 2787 1015 876 922
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 6 0 0 0 179 154 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 1.39 0.67 1.29 0.20 0.41 1.21 0.95
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.

7.5-15
3321
Queues West Haven Specific Plan TA (JN:14574)
26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 09/29/2022 HY (2045) 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) 1010 1548 288 752 1105 182
v/c Ratio 0.42 1.35 0.75 0.23 1.29 0.39
Control Delay 12.2 185.5 64.6 9.4 175.2 12.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 12.2 185.6 64.6 9.4 175.2 12.1
Queue Length 50th (ft) 78 ~617 112 83 ~564 24
Queue Length 95th (ft) m62 m#694 160 103 #699 93
Internal Link Dist (ft) 847 2104 1664
Turn Bay Length (ft) 255
Base Capacity (vph) 2428 1150 400 3250 859 469
Starvation Cap Reductn 0 6 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 0.42 1.35 0.72 0.23 1.29 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.

7.5-16
3322
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report REV
APPENDIX 7.5: HORIZON YEAR (2050) WITHOUT PROJECT

CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS

WITH IMPROVEMENTS
3323
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report REV
This Page Intentionally Left Blank
3324
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 1
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 38.8 38.8 17.4 38.2 38.2 23.8 49.8 14.0 40.0 Total Split (%) 15.0% 32.3% 32.3% 14.5% 31.8% 31.8% 19.8% 41.5% 11.7% 33.3% 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) 13.4 30.5 30.5 12.8 29.9 29.9 17.9 43.6 9.4 35.1 Actuated g/C Ratio 0.11 0.26 0.26 0.11 0.25 0.25 0.15 0.37 0.08 0.30 v/c Ratio 1.18 0.86 0.49 1.06 0.82 0.66 0.86 1.14 1.13 0.70 Control Delay 168.4 53.2 8.3 135.6 50.5 25.7 67.8 105.0 145.8 38.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 168.4 53.2 8.3 135.6 50.5 25.7 67.8 105.0 145.8 38.2

LOS F D A F D C E F F D
Approach Delay 62.3 56.4 98.8 61.5
Approach LOS E E F E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 117.9
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.18
Intersection Signal Delay: 75.3 Intersection LOS: E
Intersection Capacity Utilization 99.4% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 3: Archibald Av. & Riverside Dr.

7.6-1
3325
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 2
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 0.99 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 211 749 132 181 697 170 402 1811 104 276 775 111 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, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 180 838 368 172 821 360 448 1720 99 245 1348 192 Arrive On Green 0.17 0.37 0.37 0.16 0.37 0.37 0.22 0.55 0.55 0.12 0.47 0.47 Sat Flow, veh/h 1594 3367 1477 1594 3367 1474 3092 4676 268 3092 4271 607 Grp Volume(v), veh/h 211 749 132 181 697 170 402 1248 667 276 584 302 Grp Sat Flow(s),veh/h/ln 1594 1683 1477 1594 1683 1474 1546 1612 1719 1546 1612 1653 Q Serve(g_s), s 13.4 24.8 7.7 12.8 22.6 7.9 15.0 43.6 43.6 9.4 15.5 15.7 Cycle Q Clear(g_c), s 13.4 24.8 7.7 12.8 22.6 7.9 15.0 43.6 43.6 9.4 15.5 15.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.16 1.00 0.37
Lane Grp Cap(c), veh/h 180 838 368 172 821 360 448 1186 632 245 1018 522 V/C Ratio(X) 1.17 0.89 0.36 1.05 0.85 0.47 0.90 1.05 1.05 1.13 0.57 0.58 Avail Cap(c_a), veh/h 180 926 406 172 909 398 501 1186 632 245 1018 522 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 49.2 35.6 30.3 49.7 35.6 18.2 45.5 26.6 26.6 52.2 25.4 25.5 Incr Delay (d2), s/veh 120.6 10.4 0.6 82.9 7.1 1.0 16.4 40.9 51.1 95.4 0.8 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 10.8 9.6 2.5 8.6 8.5 3.3 6.1 18.8 21.8 6.6 5.0 5.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 169.8 46.0 30.9 132.5 42.6 19.1 61.9 67.5 77.7 147.6 26.2 27.1 LnGrp LOS F D C F D B E F F F C C
Approach Vol, veh/h 1092 1048 2317 1162
Approach Delay, s/veh 68.1 54.3 69.4 55.3
Approach LOS E D E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.6 49.8 17.4 35.7 21.8 43.6 18.0 35.1 Change Period (Y+Rc), s 6.2 * 6.2 4.6 6.2 4.6 6.2 4.6 6.2 Max Green Setting (Gmax), s 9.4 * 44 12.8 32.6 19.2 33.8 13.4 32.0 Max Q Clear Time (g_c+I1), s 11.4 45.6 14.8 26.8 17.0 17.7 15.4 24.6 Green Ext Time (p_c), s 0.0 0.0 0.0 2.5 0.2 4.7 0.0 2.8 Intersection Summary
HCM 6th Ctrl Delay 63.4
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

7.6-2
3326
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 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 148 141 47 135 219 214 275 1775 85 840 Future Volume (vph) 148 141 47 135 219 214 275 1775 85 840 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 22.6 22.6 9.6 22.6 22.6 9.6 22.6 9.6 22.6 Total Split (s) 19.1 24.3 24.3 18.4 23.6 23.6 31.0 63.6 13.7 46.3 Total Split (%) 15.9% 20.3% 20.3% 15.3% 19.7% 19.7% 25.8% 53.0% 11.4% 38.6% Yellow Time (s) 3.6 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 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 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None Act Effct Green (s) 14.4 19.7 19.7 13.5 18.8 18.8 25.8 57.9 9.1 41.2 Actuated g/C Ratio 0.12 0.17 0.17 0.11 0.16 0.16 0.22 0.49 0.08 0.35 v/c Ratio 0.91 0.57 0.15 0.88 0.92 0.68 0.94 0.88 0.83 0.93 Control Delay 96.3 54.5 0.9 94.4 87.9 27.8 82.5 32.1 99.6 51.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 96.3 54.5 0.9 94.4 87.9 27.8 82.5 32.1 99.6 51.7

LOS F D A F F C F C F D
Approach Delay 65.4 66.8 38.4 55.5
Approach LOS E E D E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 118.6
Natural Cycle: 100
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.94
Intersection Signal Delay: 48.8 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.

7.6-3
3327
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 4
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 31 159 258 134 324 2088 84 100 988 71 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 198 302 256 183 286 242 348 2430 97 121 1098 79 Arrive On Green 0.12 0.17 0.17 0.11 0.16 0.16 0.22 0.48 0.48 0.08 0.34 0.34 Sat Flow, veh/h 1594 1772 1502 1594 1772 1502 1594 5073 203 1594 3261 234 Grp Volume(v), veh/h 174 166 31 159 258 134 324 1456 716 100 537 522 Grp Sat Flow(s),veh/h/ln 1594 1772 1502 1594 1772 1502 1594 1772 1732 1594 1772 1724 Q Serve(g_s), s 12.4 9.9 2.0 11.3 16.5 7.7 23.0 41.9 42.3 7.1 33.2 33.2 Cycle Q Clear(g_c), s 12.4 9.9 2.0 11.3 16.5 7.7 23.0 41.9 42.3 7.1 33.2 33.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.12 1.00 0.14
Lane Grp Cap(c), veh/h 198 302 256 183 286 242 348 1697 830 121 597 581 V/C Ratio(X) 0.88 0.55 0.12 0.87 0.90 0.55 0.93 0.86 0.86 0.83 0.90 0.90 Avail Cap(c_a), veh/h 200 303 257 191 292 247 365 1813 886 126 641 623 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 1.00 1.00 Uniform Delay (d), s/veh 49.6 43.8 40.5 50.2 47.5 29.5 44.2 26.6 26.7 52.5 36.4 36.4 Incr Delay (d2), s/veh 32.7 2.1 0.2 31.3 28.9 2.6 29.7 4.2 8.4 33.5 15.1 15.4 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 6.6 4.4 0.7 6.0 9.4 2.9 11.4 16.7 17.4 3.9 15.9 15.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 82.3 45.9 40.7 81.5 76.4 32.1 73.9 30.7 35.0 86.0 51.4 51.8 LnGrp LOS F D D F E C E C D F D D
Approach Vol, veh/h 371 551 2496 1159
Approach Delay, s/veh 62.5 67.1 37.6 54.6
Approach LOS E E D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 13.4 59.8 17.8 24.3 29.7 43.4 18.9 23.2 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 9.1 59.0 13.8 19.7 26.4 41.7 14.5 19.0 Max Q Clear Time (g_c+I1), s 9.1 44.3 13.3 11.9 25.0 35.2 14.4 18.5 Green Ext Time (p_c), s 0.0 10.9 0.0 0.5 0.1 3.2 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 47.5
HCM 6th LOS D

7.6-4
3328
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 5
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 43.8 12.0 46.2 46.2 17.0 53.8 10.4 47.2 47.2 Total Split (%) 8.0% 36.5% 10.0% 38.5% 38.5% 14.2% 44.8% 8.7% 39.3% 39.3% Yellow Time (s) 3.6 5.2 3.6 5.2 5.2 3.6 5.5 3.6 5.5 5.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 4.6 6.2 6.2 4.6 6.5 4.6 6.5 6.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Min None Min Min Act Effct Green (s) 5.2 16.7 90.4 7.7 24.1 24.1 12.9 42.5 90.4 5.6 30.2 30.2 Actuated g/C Ratio 0.06 0.18 1.00 0.09 0.27 0.27 0.14 0.47 1.00 0.06 0.33 0.33 v/c Ratio 0.27 0.17 0.21 1.24 0.45 0.18 1.68 0.72 0.20 0.16 0.59 0.19 Control Delay 52.0 31.8 0.3 176.6 31.5 1.0 341.3 23.3 0.3 49.7 26.5 2.2 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 52.0 31.8 0.3 176.6 31.5 1.0 341.3 23.3 0.3 49.7 26.5 2.2

LOS D C A F C A F C A D C A
Approach Delay 14.8 83.2 105.4 24.8
Approach LOS B F F C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 90.4
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.68
Intersection Signal Delay: 75.4 Intersection LOS: E
Intersection Capacity Utilization 77.6% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 6: Archibald Av. & Edison Av./Ontario Ranch Rd.

7.6-5
3329
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 6
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 0.99 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 47 170 0 316 423 27 758 1799 0 30 1036 56 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 125 707 295 673 281 526 2372 96 1660 463
Arrive On Green 0.06 0.20 0.00 0.15 0.28 0.28 0.25 0.67 0.00 0.05 0.47 0.47 Sat Flow, veh/h 3000 5316 1502 3000 3544 1482 3188 5316 1502 3092 5316 1481 Grp Volume(v), veh/h 47 170 0 316 423 27 758 1799 0 30 1036 56 Grp Sat Flow(s),veh/h/ln 1500 1772 1502 1500 1772 1482 1594 1772 1502 1546 1772 1481 Q Serve(g_s), s 1.1 2.0 0.0 7.4 7.8 1.0 12.4 17.1 0.0 0.7 11.0 1.6 Cycle Q Clear(g_c), s 1.1 2.0 0.0 7.4 7.8 1.0 12.4 17.1 0.0 0.7 11.0 1.6 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 125 707 295 673 281 526 2372 96 1660 463 V/C Ratio(X) 0.38 0.24 1.07 0.63 0.10 1.44 0.76 0.31 0.62 0.12 Avail Cap(c_a), veh/h 200 2659 295 1886 789 526 3345 239 2878 802 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 34.3 26.9 0.0 32.0 24.6 22.1 28.3 9.7 0.0 35.1 16.7 14.2 Incr Delay (d2), s/veh 0.7 0.2 0.0 72.2 1.0 0.1 209.3 0.7 0.0 0.7 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 0.4 0.8 0.0 5.3 2.8 0.3 19.0 3.5 0.0 0.3 3.3 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.0 27.1 0.0 104.2 25.5 22.3 237.6 10.4 0.0 35.8 17.1 14.3 LnGrp LOS D C F C C F B D B B
Approach Vol, veh/h 217 A 766 2557 A 1122
Approach Delay, s/veh 28.8 57.9 77.7 17.4
Approach LOS C E E B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.9 40.0 12.0 16.2 17.0 30.0 7.7 20.5 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 5.8 47.3 7.4 37.6 12.4 40.7 5.0 40.0 Max Q Clear Time (g_c+I1), s 2.7 19.1 9.4 4.0 14.4 13.0 3.1 9.8 Green Ext Time (p_c), s 0.0 14.5 0.0 1.0 0.0 7.2 0.0 2.6 Intersection Summary
HCM 6th Ctrl Delay 57.7
HCM 6th LOS E
Notes
Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay.

7.6-6
3330
Timings 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 7
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 170 181 61 285 157 493 94 230
Future Volume (vph) 170 181 61 285 157 493 94 230
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) 64.0 64.0 64.0 64.0 56.0 56.0 56.0 56.0 Total Split (%) 53.3% 53.3% 53.3% 53.3% 46.7% 46.7% 46.7% 46.7% 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) 39.4 39.4 39.4 39.4 33.2 33.2 33.2 33.2 Actuated g/C Ratio 0.47 0.47 0.47 0.47 0.40 0.40 0.40 0.40 v/c Ratio 0.78 0.26 0.21 0.39 0.72 0.56 0.70 0.35
Control Delay 41.0 8.9 16.6 12.3 39.9 22.0 47.8 16.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 41.0 8.9 16.6 12.3 39.9 22.0 47.8 16.2

LOS D A B B D C D B
Approach Delay 20.6 12.8 26.0 23.0
Approach LOS C B C C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 83.4
Natural Cycle: 45
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.78
Intersection Signal Delay: 21.0 Intersection LOS: C
Intersection Capacity Utilization 61.4% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 8: Turner Av. & Chino Av.

7.6-7
3331
HCM 6th Signalized Intersection Summary 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 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 170 181 117 61 285 160 157 493 52 94 230 109 Future Volume (veh/h) 170 181 117 61 285 160 157 493 52 94 230 109 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.98 1.00 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 230 245 90 82 385 148 212 666 43 127 311 79 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, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 380 1119 400 477 1094 415 397 1312 85 272 1089 272 Arrive On Green 0.46 0.46 0.46 0.46 0.46 0.46 0.41 0.41 0.41 0.41 0.41 0.41 Sat Flow, veh/h 779 2430 869 935 2377 901 889 3206 207 662 2660 664 Grp Volume(v), veh/h 230 168 167 82 271 262 212 349 360 127 195 195 Grp Sat Flow(s),veh/h/ln 779 1683 1615 935 1683 1594 889 1683 1730 662 1683 1641 Q Serve(g_s), s 18.7 4.1 4.3 4.0 7.1 7.3 14.5 10.7 10.7 12.2 5.3 5.5 Cycle Q Clear(g_c), s 26.0 4.1 4.3 8.3 7.1 7.3 20.0 10.7 10.7 22.9 5.3 5.5 Prop In Lane 1.00 0.54 1.00 0.56 1.00 0.12 1.00 0.40
Lane Grp Cap(c), veh/h 380 775 744 477 775 734 397 689 708 272 689 672 V/C Ratio(X) 0.60 0.22 0.22 0.17 0.35 0.36 0.53 0.51 0.51 0.47 0.28 0.29 Avail Cap(c_a), veh/h 693 1451 1392 852 1451 1374 696 1256 1290 495 1256 1224 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 20.4 11.2 11.2 13.7 12.0 12.0 20.4 15.2 15.2 23.8 13.6 13.7 Incr Delay (d2), s/veh 1.6 0.1 0.2 0.2 0.3 0.3 1.1 0.6 0.6 1.2 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 3.1 1.3 1.3 0.8 2.3 2.3 2.7 3.5 3.6 1.8 1.7 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.0 11.3 11.4 13.9 12.2 12.3 21.5 15.8 15.8 25.0 13.8 13.9 LnGrp LOS C B B B B B C B B C B B
Approach Vol, veh/h 565 615 921 517
Approach Delay, s/veh 15.7 12.5 17.1 16.6
Approach LOS B B B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 32.7 36.3 32.7 36.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 51.5 59.5 51.5 59.5
Max Q Clear Time (g_c+I1), s 22.0 28.0 24.9 10.3
Green Ext Time (p_c), s 5.7 3.8 3.3 3.9
Intersection Summary
HCM 6th Ctrl Delay 15.6
HCM 6th LOS B

7.6-8
3332
Timings Rich Haven Specific Plan TA (JN:14822)
12: Haven Av. & Riverside Dr. 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 NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 546 754 287 548 431 50 546 186 447 256 309 Future Volume (vph) 546 754 287 548 431 50 546 186 447 256 309 Turn Type Prot NA Prot NA Perm Perm NA Perm Split NA Perm Protected Phases 7 4 3 8 2 6 6
Permitted Phases 8 2 2 6
Detector Phase 7 4 3 8 8 2 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 10.0 10.0 Minimum Split (s) 9.6 25.2 9.6 30.2 30.2 23.7 23.7 23.7 24.8 24.8 24.8 Total Split (s) 25.0 36.4 18.8 30.2 30.2 24.8 24.8 24.8 40.0 40.0 40.0 Total Split (%) 20.8% 30.3% 15.7% 25.2% 25.2% 20.7% 20.7% 20.7% 33.3% 33.3% 33.3% Yellow Time (s) 3.6 5.2 3.6 5.2 5.2 3.7 3.7 3.7 4.8 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 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 6.2 4.6 6.2 6.2 4.7 4.7 4.7 5.8 5.8 5.8 Lead/Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Recall Mode None None None None None Min Min Min Min Min Min Act Effct Green (s) 20.4 30.2 13.7 23.5 23.5 20.1 20.1 20.1 34.2 34.2 34.2 Actuated g/C Ratio 0.17 0.25 0.11 0.20 0.20 0.17 0.17 0.17 0.29 0.29 0.29 v/c Ratio 1.08 0.99 0.84 0.84 0.71 0.96 0.98 0.48 1.05 0.27 0.51 Control Delay 107.4 71.8 72.9 58.4 10.4 161.9 81.9 10.3 98.0 34.0 6.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 107.4 71.8 72.9 58.4 10.4 161.9 81.9 10.3 98.0 34.0 6.5

LOS F E E E B F F B F C A
Approach Delay 86.0 45.3 69.9 53.9
Approach LOS F D E D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 119.5
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.08
Intersection Signal Delay: 64.2 Intersection LOS: E
Intersection Capacity Utilization 96.8% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 12: Haven Av. & Riverside Dr.

7.6-9
3333
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 12: Haven Av. & Riverside Dr. 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) 546 754 65 287 548 431 50 546 186 447 256 309 Future Volume (veh/h) 546 754 65 287 548 431 50 546 186 447 256 309 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.95 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 581 802 42 305 583 236 53 581 81 476 272 153 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 546 848 44 353 688 278 269 598 249 458 1017 426 Arrive On Green 0.26 0.38 0.38 0.17 0.29 0.29 0.25 0.25 0.25 0.43 0.43 0.43 Sat Flow, veh/h 3188 3328 174 3188 3544 1432 1594 3544 1475 1594 3544 1483 Grp Volume(v), veh/h 581 427 417 305 583 236 53 581 81 476 272 153 Grp Sat Flow(s),veh/h/ln 1594 1772 1730 1594 1772 1432 1594 1772 1475 1594 1772 1483 Q Serve(g_s), s 20.4 27.8 27.8 11.1 18.4 18.5 3.1 19.3 5.3 34.2 5.9 8.3 Cycle Q Clear(g_c), s 20.4 27.8 27.8 11.1 18.4 18.5 3.1 19.3 5.3 34.2 5.9 8.3 Prop In Lane 1.00 0.10 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 546 451 441 353 688 278 269 598 249 458 1017 426 V/C Ratio(X) 1.06 0.95 0.95 0.87 0.85 0.85 0.20 0.97 0.33 1.04 0.27 0.36 Avail Cap(c_a), veh/h 546 451 441 380 714 289 269 598 249 458 1017 426 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 44.3 36.0 36.0 48.8 40.6 40.6 38.1 44.2 39.0 33.9 25.8 26.5 Incr Delay (d2), s/veh 56.8 29.1 29.6 16.4 9.1 20.1 0.4 29.6 0.8 52.9 0.1 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 11.3 13.5 13.3 4.8 7.7 7.1 1.2 10.3 1.9 17.6 2.3 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 101.0 65.1 65.6 65.2 49.7 60.7 38.5 73.8 39.7 86.8 26.0 27.0 LnGrp LOS F E E E D E D E D F C C
Approach Vol, veh/h 1425 1124 715 901
Approach Delay, s/veh 79.9 56.2 67.4 58.3
Approach LOS E E E E
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 24.8 17.8 36.5 40.0 25.0 29.3
Change Period (Y+Rc), s * 4.7 4.6 6.2 5.8 4.6 6.2
Max Green Setting (Gmax), s * 20 14.2 30.2 34.2 20.4 24.0 Max Q Clear Time (g_c+I1), s 21.3 13.1 29.8 36.2 22.4 20.5 Green Ext Time (p_c), s 0.0 0.1 0.2 0.0 0.0 1.5
Intersection Summary
HCM 6th Ctrl Delay 66.7
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

7.6-10
3334
Timings Rich Haven Specific Plan TA (JN:14822)
13: Haven Av. & Chino Av. 10/06/2022
HY (2045) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 11
Lane Group EBL EBR NBL NBT SBT
Lane Configurations
Traffic Volume (vph) 265 195 169 677 425
Future Volume (vph) 265 195 169 677 425
Turn Type Prot Perm Prot NA NA
Protected Phases 7 5 2 6
Permitted Phases 7
Detector Phase 7 7 5 2 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 10.0 10.0
Minimum Split (s) 9.6 9.6 9.6 22.8 21.7
Total Split (s) 34.0 34.0 24.0 86.0 62.0
Total Split (%) 28.3% 28.3% 20.0% 71.7% 51.7%
Yellow Time (s) 3.6 3.6 3.6 4.8 3.7
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) 4.6 4.6 4.6 5.8 4.7
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Recall Mode None None None Min Min
Act Effct Green (s) 21.4 21.4 15.0 60.2 41.4
Actuated g/C Ratio 0.23 0.23 0.16 0.65 0.45
v/c Ratio 0.77 0.41 0.70 0.63 0.85
Control Delay 51.9 7.8 57.2 12.9 34.8
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 51.9 7.8 57.2 12.9 34.8

LOS D A E B C
Approach Delay 33.2 21.8 34.8
Approach LOS C C C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 92.9
Natural Cycle: 75
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.85
Intersection Signal Delay: 28.7 Intersection LOS: C
Intersection Capacity Utilization 74.1% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 13: Haven Av. & Chino Av.

7.6-11
3335
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 13: Haven Av. & Chino Av. 10/06/2022
HY (2045) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 12
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 265 195 169 677 425 187
Future Volume (veh/h) 265 195 169 677 425 187
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 282 207 180 720 452 199
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 331 311 217 1149 524 231
Arrive On Green 0.21 0.21 0.14 0.65 0.45 0.45
Sat Flow, veh/h 1594 1502 1594 1772 1166 513
Grp Volume(v), veh/h 282 207 180 720 0 651
Grp Sat Flow(s),veh/h/ln 1594 1502 1594 1772 0 1680
Q Serve(g_s), s 12.3 9.2 7.9 17.4 0.0 25.2
Cycle Q Clear(g_c), s 12.3 9.2 7.9 17.4 0.0 25.2
Prop In Lane 1.00 1.00 1.00 0.31
Lane Grp Cap(c), veh/h 331 311 217 1149 0 754
V/C Ratio(X) 0.85 0.66 0.83 0.63 0.00 0.86
Avail Cap(c_a), veh/h 648 611 428 1967 0 1332
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 0.00 1.00
Uniform Delay (d), s/veh 27.6 26.3 30.4 7.5 0.0 17.9
Incr Delay (d2), s/veh 2.4 0.9 3.1 0.6 0.0 3.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.5 7.5 3.0 4.4 0.0 9.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.0 27.2 33.5 8.1 0.0 21.0
LnGrp LOS C C C A A C
Approach Vol, veh/h 489 900 651
Approach Delay, s/veh 28.8 13.2 21.0
Approach LOS C B C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 52.7 19.6 14.4 38.2
Change Period (Y+Rc), s 5.8 4.6 4.6 * 5.8
Max Green Setting (Gmax), s 80.2 29.4 19.4 * 57
Max Q Clear Time (g_c+I1), s 19.4 14.3 9.9 27.2
Green Ext Time (p_c), s 5.3 0.7 0.2 5.2
Intersection Summary
HCM 6th Ctrl Delay 19.4
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

7.6-12
3336
Timings Rich Haven Specific Plan TA (JN:14822)
15: Haven Av. & Ontario Ranch Rd. 10/06/2022
HY (2045) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 13
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 238 1214 54 126 831 5 75 463 187 227 435 264 Future Volume (vph) 238 1214 54 126 831 5 75 463 187 227 435 264 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) 14.0 38.5 38.5 10.0 34.5 34.5 18.0 49.5 49.5 22.0 53.5 53.5 Total Split (%) 11.7% 32.1% 32.1% 8.3% 28.8% 28.8% 15.0% 41.3% 41.3% 18.3% 44.6% 44.6% 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) 9.5 32.6 32.6 5.4 28.2 28.2 9.2 23.0 23.0 17.5 33.5 33.5 Actuated g/C Ratio 0.10 0.33 0.33 0.05 0.28 0.28 0.09 0.23 0.23 0.18 0.34 0.34 v/c Ratio 0.88 0.76 0.10 0.83 0.45 0.01 0.56 0.65 0.43 0.88 0.42 0.43 Control Delay 76.1 34.7 0.7 86.6 31.4 0.0 59.9 38.2 10.9 73.1 27.6 7.0 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 76.1 34.7 0.7 86.6 31.4 0.0 59.9 38.2 10.9 73.1 27.6 7.0

LOS E C A F C A E D B E C A
Approach Delay 40.1 38.5 33.4 32.9
Approach LOS D D C C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 99.9
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.88
Intersection Signal Delay: 36.9 Intersection LOS: D
Intersection Capacity Utilization 75.0% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 15: Haven Av. & Ontario Ranch Rd.

7.6-13
3337
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 15: Haven Av. & Ontario Ranch Rd. 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) 238 1214 54 126 831 5 75 463 187 227 435 264 Future Volume (veh/h) 238 1214 54 126 831 5 75 463 187 227 435 264 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 256 1305 31 135 894 -103 81 498 99 244 468 193 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 306 1805 510 170 2109 447 100 700 312 270 1059 470 Arrive On Green 0.15 0.51 0.51 0.09 0.45 0.00 0.09 0.31 0.31 0.25 0.47 0.47 Sat Flow, veh/h 3092 5316 1500 3000 7088 1502 1594 3367 1499 1594 3367 1494 Grp Volume(v), veh/h 256 1305 31 135 894 -103 81 498 99 244 468 193 Grp Sat Flow(s),veh/h/ln 1546 1772 1500 1500 1772 1502 1594 1683 1499 1594 1683 1494 Q Serve(g_s), s 7.7 18.1 1.0 4.2 8.2 0.0 4.7 12.4 4.8 14.1 8.8 8.0 Cycle Q Clear(g_c), s 7.7 18.1 1.0 4.2 8.2 0.0 4.7 12.4 4.8 14.1 8.8 8.0 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 306 1805 510 170 2109 447 100 700 312 270 1059 470 V/C Ratio(X) 0.84 0.72 0.06 0.79 0.42 -0.23 0.81 0.71 0.32 0.90 0.44 0.41 Avail Cap(c_a), veh/h 306 1805 510 170 2109 447 225 1547 689 292 1688 750 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.8 19.9 15.7 43.0 20.8 0.0 42.5 30.2 27.6 34.7 19.5 19.3 Incr Delay (d2), s/veh 17.3 2.5 0.2 20.5 0.6 0.0 5.7 1.4 0.6 26.9 0.3 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 3.4 5.8 0.3 1.9 2.9 0.0 1.9 4.4 1.6 6.7 3.0 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.0 22.4 15.9 63.4 21.4 0.0 48.2 31.5 28.1 61.6 19.8 19.9 LnGrp LOS E C B E C A D C C E B B
Approach Vol, veh/h 1592 926 678 905
Approach Delay, s/veh 27.8 29.9 33.0 31.1
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 20.7 25.6 10.0 38.8 10.6 35.7 14.0 34.8 Change Period (Y+Rc), s 4.6 5.8 4.6 * 6.5 4.6 5.8 4.6 6.5 Max Green Setting (Gmax), s 17.4 43.7 5.4 * 32 13.4 47.7 9.4 28.0 Max Q Clear Time (g_c+I1), s 16.1 14.4 6.2 20.1 6.7 10.8 9.7 10.2 Green Ext Time (p_c), s 0.1 3.5 0.0 6.4 0.0 3.7 0.0 5.1 Intersection Summary
HCM 6th Ctrl Delay 29.9
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

7.6-14
3338
Timings Rich Haven Specific Plan TA (JN:14822)
17: Mill Creek Av. & Riverside Dr. 10/06/2022
HY (2045) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 15
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 370 774 149 973 219 91 422 100 188 93 Future Volume (vph) 370 774 149 973 219 91 422 100 188 93 Turn Type Prot NA Prot NA Split NA pm+ov Split NA Perm
Protected Phases 7 4 3 8 2 2 3 6 6
Permitted Phases 2 6
Detector Phase 7 4 3 8 2 2 3 6 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 5.0 10.0 10.0 10.0 Minimum Split (s) 9.0 26.0 9.0 23.0 29.8 29.8 9.0 27.0 27.0 27.0 Total Split (s) 37.0 43.0 28.0 34.0 32.0 32.0 28.0 27.0 27.0 27.0 Total Split (%) 28.5% 33.1% 21.5% 26.2% 24.6% 24.6% 21.5% 20.8% 20.8% 20.8% Yellow Time (s) 3.0 5.0 3.0 5.0 4.8 4.8 3.0 3.0 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 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) 4.0 6.0 4.0 6.0 5.8 5.8 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Recall Mode None None None None Min Min None Min Min Min Act Effct Green (s) 33.1 42.4 18.7 28.1 24.5 24.5 45.0 20.5 20.5 20.5 Actuated g/C Ratio 0.26 0.34 0.15 0.22 0.19 0.19 0.36 0.16 0.16 0.16 v/c Ratio 1.13 0.73 0.80 1.17 0.90 0.34 0.83 0.49 0.83 0.36 Control Delay 126.9 39.6 76.9 130.3 81.2 47.2 24.4 55.4 75.1 7.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 126.9 39.6 76.9 130.3 81.2 47.2 24.4 55.4 75.1 7.5

LOS F D E F F D C E E A
Approach Delay 63.0 123.8 44.2 53.4
Approach LOS E F D D
Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 126
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.17
Intersection Signal Delay: 78.4 Intersection LOS: E
Intersection Capacity Utilization 93.9% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 17: Mill Creek Av. & Riverside Dr.

7.6-15
3339
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 17: Mill Creek Av. & Riverside Dr. 10/06/2022
HY (2045) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 16
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 370 774 236 149 973 109 219 91 422 100 188 93 Future Volume (veh/h) 370 774 236 149 973 109 219 91 422 100 188 93 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 0.87 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 468 980 122 189 1232 75 277 115 281 127 238 48 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 415 1617 201 211 1095 67 303 337 482 275 305 226 Arrive On Green 0.39 0.52 0.52 0.20 0.33 0.33 0.29 0.29 0.29 0.26 0.26 0.26 Sat Flow, veh/h 1594 4631 575 1594 4954 302 1594 1772 1492 1594 1772 1311 Grp Volume(v), veh/h 468 749 353 189 881 426 277 115 281 127 238 48 Grp Sat Flow(s),veh/h/ln 1594 1772 1663 1594 1772 1712 1594 1772 1492 1594 1772 1311 Q Serve(g_s), s 33.0 18.7 18.8 14.7 28.0 28.0 21.3 6.5 19.9 8.5 15.8 3.6 Cycle Q Clear(g_c), s 33.0 18.7 18.8 14.7 28.0 28.0 21.3 6.5 19.9 8.5 15.8 3.6 Prop In Lane 1.00 0.35 1.00 0.18 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 415 1237 580 211 783 378 303 337 482 275 305 226 V/C Ratio(X) 1.13 0.61 0.61 0.90 1.13 1.13 0.91 0.34 0.58 0.46 0.78 0.21 Avail Cap(c_a), veh/h 415 1237 580 302 783 378 329 366 507 289 322 238 HCM Platoon Ratio 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.6 24.1 24.1 49.9 42.4 42.4 44.3 39.0 31.6 42.0 44.7 40.2 Incr Delay (d2), s/veh 83.7 0.8 1.8 16.9 72.5 85.0 27.7 0.6 1.6 1.2 11.1 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 20.4 6.3 6.1 6.2 18.3 19.0 9.7 2.7 6.2 3.3 7.4 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 122.4 25.0 26.0 66.9 114.9 127.4 72.0 39.6 33.2 43.2 55.8 40.7 LnGrp LOS F C C E F F E D C D E D
Approach Vol, veh/h 1570 1496 673 413
Approach Delay, s/veh 54.2 112.4 50.3 50.2
Approach LOS D F D D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 29.9 20.8 50.2 25.8 37.0 34.0
Change Period (Y+Rc), s 5.8 4.0 6.0 4.0 4.0 6.0
Max Green Setting (Gmax), s 26.2 24.0 37.0 23.0 33.0 28.0 Max Q Clear Time (g_c+I1), s 23.3 16.7 20.8 17.8 35.0 30.0 Green Ext Time (p_c), s 0.8 0.1 6.0 0.9 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 74.1
HCM 6th LOS E

7.6-16
3340
Timings Rich Haven Specific Plan TA (JN:14822)
22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
HY (2045) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 17
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 480 217 619 34 140 295 263 1226 70 296 706 287 Future Volume (vph) 480 217 619 34 140 295 263 1226 70 296 706 287 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 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) 26.5 34.7 34.7 9.9 18.1 18.1 22.9 56.9 56.9 18.5 52.5 52.5 Total Split (%) 22.1% 28.9% 28.9% 8.3% 15.1% 15.1% 19.1% 47.4% 47.4% 15.4% 43.8% 43.8% 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) 21.8 30.4 30.4 5.2 11.9 11.9 15.3 50.0 50.0 13.9 48.6 48.6 Actuated g/C Ratio 0.18 0.26 0.26 0.04 0.10 0.10 0.13 0.42 0.42 0.12 0.41 0.41 v/c Ratio 0.96 0.55 0.58 0.57 0.91 0.56 0.75 0.95 0.11 0.92 0.38 0.41 Control Delay 76.4 45.1 8.4 86.6 102.4 9.2 61.8 48.2 0.3 83.5 25.7 4.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 76.4 45.1 8.4 86.6 102.4 9.2 61.8 48.2 0.3 83.5 25.7 4.2

LOS E D A F F A E D A F C A
Approach Delay 39.3 42.6 48.4 34.2
Approach LOS D D D C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 119.2
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.96
Intersection Signal Delay: 41.3 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.

7.6-17
3341
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
HY (2045) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 18
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 480 217 619 34 140 295 263 1226 70 296 706 287 Future Volume (veh/h) 480 217 619 34 140 295 263 1226 70 296 706 287 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 552 249 366 39 161 172 302 1409 40 340 811 175 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 588 451 764 49 178 301 354 1474 624 373 2242 633 Arrive On Green 0.28 0.38 0.38 0.05 0.15 0.15 0.17 0.62 0.62 0.18 0.63 0.63 Sat Flow, veh/h 3188 1772 3003 1594 1772 3003 3188 3544 1502 3188 5316 1502 Grp Volume(v), veh/h 552 249 366 39 161 172 302 1409 40 340 811 175 Grp Sat Flow(s),veh/h/ln 1594 1772 1502 1594 1772 1502 1594 1772 1502 1594 1772 1502 Q Serve(g_s), s 20.1 13.1 10.9 2.9 10.6 6.3 10.9 44.0 1.2 12.4 8.6 6.2 Cycle Q Clear(g_c), s 20.1 13.1 10.9 2.9 10.6 6.3 10.9 44.0 1.2 12.4 8.6 6.2 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 588 451 764 49 178 301 354 1474 624 373 2242 633 V/C Ratio(X) 0.94 0.55 0.48 0.80 0.91 0.57 0.85 0.96 0.06 0.91 0.36 0.28 Avail Cap(c_a), veh/h 588 451 764 71 178 301 492 1515 642 373 2242 633 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 42.2 31.4 30.7 56.3 49.8 48.0 48.5 21.3 13.3 48.3 14.2 13.7 Incr Delay (d2), s/veh 22.7 1.5 0.5 20.6 41.8 2.6 7.6 13.9 0.0 25.2 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 8.6 5.0 3.6 1.4 6.4 2.3 4.3 14.6 0.4 5.8 2.9 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.9 32.8 31.2 76.8 91.6 50.6 56.1 35.2 13.3 73.5 14.3 14.0 LnGrp LOS E C C E F D E D B E B B
Approach Vol, veh/h 1167 372 1751 1326
Approach Delay, s/veh 47.5 71.1 38.3 29.4
Approach LOS D E D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 18.5 55.5 8.2 36.4 17.8 56.2 26.5 18.1 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 13.9 50.7 5.3 28.5 18.3 46.3 21.9 11.9 Max Q Clear Time (g_c+I1), s 14.4 46.0 4.9 15.1 12.9 10.6 22.1 12.6 Green Ext Time (p_c), s 0.0 3.4 0.0 2.3 0.3 6.3 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 40.7
HCM 6th LOS D

7.6-18
3342
Timings Rich Haven Specific Plan TA (JN:14822)
23: Hamner Av. & Chino Av. 10/06/2022
HY (2045) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 19
Lane Group EBL NBL NBT SBT
Lane Configurations
Traffic Volume (vph) 110 3 1459 1463
Future Volume (vph) 110 3 1459 1463
Turn Type Prot Perm NA NA
Protected Phases 4 2 6
Permitted Phases 2
Detector Phase 4 2 2 6
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) 30.0 90.0 90.0 90.0
Total Split (%) 25.0% 75.0% 75.0% 75.0%
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) 13.0 47.8 47.8
Actuated g/C Ratio 0.19 0.68 0.68
v/c Ratio 0.57 0.69 0.70
Control Delay 31.7 8.8 9.0
Queue Delay 0.0 0.0 0.0
Total Delay 31.7 8.8 9.0

LOS C A A
Approach Delay 31.7 8.8 9.0
Approach LOS C A A
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 70.1
Natural Cycle: 60
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.70
Intersection Signal Delay: 10.1 Intersection LOS: B
Intersection Capacity Utilization 59.5% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 23: Hamner Av. & Chino Av.

7.6-19
3343
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 23: Hamner Av. & Chino Av. 10/06/2022
HY (2045) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 20
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 110 57 3 1459 1463 19
Future Volume (veh/h) 110 57 3 1459 1463 19
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 125 65 3 1658 1662 22
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 163 85 73 2407 2424 32
Arrive On Green 0.15 0.15 0.67 0.67 0.67 0.67
Sat Flow, veh/h 1119 582 1 3566 3685 47
Grp Volume(v), veh/h 191 0 869 792 821 863
Grp Sat Flow(s),veh/h/ln 1710 0 1865 1702 1777 1862
Q Serve(g_s), s 5.4 0.0 0.0 14.2 14.0 14.1
Cycle Q Clear(g_c), s 5.4 0.0 14.2 14.2 14.0 14.1
Prop In Lane 0.65 0.34 0.00 0.03
Lane Grp Cap(c), veh/h 249 0 1331 1149 1199 1257
V/C Ratio(X) 0.77 0.00 0.65 0.69 0.68 0.69
Avail Cap(c_a), veh/h 869 0 3221 2900 3028 3173
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 20.6 0.0 5.0 5.0 4.9 4.9
Incr Delay (d2), s/veh 4.9 0.0 0.5 0.7 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 2.1 0.0 1.4 1.4 1.4 1.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.5 0.0 5.5 5.7 5.6 5.6
LnGrp LOS C A A A A A
Approach Vol, veh/h 191 1661 1684
Approach Delay, s/veh 25.5 5.6 5.6
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 38.4 11.8 38.4
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 85.5 25.5 85.5
Max Q Clear Time (g_c+I1), s 16.2 7.4 16.1
Green Ext Time (p_c), s 17.4 0.5 17.8
Intersection Summary
HCM 6th Ctrl Delay 6.7
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

7.6-20
3344
Timings Rich Haven Specific Plan TA (JN:14822)
24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
HY (2045) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 21
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 573 1208 269 1040 453 148 762 378 415 291 166 Future Volume (vph) 573 1208 269 1040 453 148 762 378 415 291 166 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) 28.0 53.2 23.3 48.5 48.5 14.0 47.5 47.5 16.0 49.5 49.5 Total Split (%) 20.0% 38.0% 16.6% 34.6% 34.6% 10.0% 33.9% 33.9% 11.4% 35.4% 35.4% 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) 23.8 43.8 13.7 33.6 33.6 8.6 26.5 26.5 11.6 29.5 29.5 Actuated g/C Ratio 0.20 0.37 0.12 0.29 0.29 0.07 0.22 0.22 0.10 0.25 0.25 v/c Ratio 0.83 0.45 0.68 0.51 0.83 0.60 0.63 0.68 1.24 0.16 0.19 Control Delay 58.3 29.5 60.5 36.1 38.6 66.1 43.9 17.5 174.5 35.4 5.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 58.3 29.5 60.5 36.1 38.6 66.1 43.9 17.5 174.5 35.4 5.6

LOS E C E D D E D B F D A
Approach Delay 38.7 40.5 38.7 95.9
Approach LOS D D D F
Intersection Summary
Cycle Length: 140
Actuated Cycle Length: 117.8
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.24
Intersection Signal Delay: 48.0 Intersection LOS: D
Intersection Capacity Utilization 76.2% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 24: Hamner Av. & Cantu Galleano Ranch Rd.

7.6-21
3345
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
HY (2045) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 22
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 573 1208 0 269 1040 453 148 762 378 415 291 166 Future Volume (veh/h) 573 1208 0 269 1040 453 148 762 378 415 291 166 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 597 1258 -125 280 1083 337 154 794 186 432 303 -35 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 670 2814 596 353 2149 455 219 1156 326 389 1898 804 Arrive On Green 0.19 0.38 0.00 0.10 0.29 0.29 0.06 0.21 0.21 0.11 0.25 0.00 Sat Flow, veh/h 3563 7481 1585 3563 7481 1585 3563 5611 1585 3563 7481 3170 Grp Volume(v), veh/h 597 1258 -125 280 1083 337 154 794 186 432 303 -35 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 17.1 13.2 0.0 8.0 12.6 20.1 4.4 13.7 11.0 11.4 3.3 0.0 Cycle Q Clear(g_c), s 17.1 13.2 0.0 8.0 12.6 20.1 4.4 13.7 11.0 11.4 3.3 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 670 2814 596 353 2149 455 219 1156 326 389 1898 804 V/C Ratio(X) 0.89 0.45 -0.21 0.79 0.50 0.74 0.70 0.69 0.57 1.11 0.16 -0.04 Avail Cap(c_a), veh/h 798 3345 709 638 3009 637 321 2219 627 389 3102 1314 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 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 41.4 24.4 0.0 46.0 31.0 33.7 48.1 38.4 37.3 46.5 30.3 0.0 Incr Delay (d2), s/veh 9.8 0.1 0.0 1.5 0.2 2.9 1.5 0.7 1.6 79.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.9 5.3 0.0 3.4 5.3 7.5 1.9 6.0 4.2 9.1 1.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 51.2 24.5 0.0 47.5 31.2 36.6 49.6 39.1 38.9 125.7 30.4 0.0 LnGrp LOS D C A D C D D D D F C A
Approach Vol, veh/h 1730 1700 1134 700
Approach Delay, s/veh 35.5 35.0 40.5 90.7
Approach LOS D C D F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 16.0 27.7 14.9 45.8 11.0 32.7 24.2 36.5 Change Period (Y+Rc), s 4.6 6.2 4.6 6.5 4.6 6.2 4.6 6.5 Max Green Setting (Gmax), s 11.4 41.3 18.7 46.7 9.4 43.3 23.4 42.0 Max Q Clear Time (g_c+I1), s 13.4 15.7 10.0 15.2 6.4 5.3 19.1 22.1 Green Ext Time (p_c), s 0.0 5.8 0.3 9.3 0.1 1.9 0.6 7.9 Intersection Summary
HCM 6th Ctrl Delay 43.7
HCM 6th LOS D

7.6-22
3346
Timings Rich Haven Specific Plan TA (JN:14822)
3: Archibald Av. & Riverside Dr. 10/06/2022
HY (2045) Without Project Conditions - 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) 223 973 695 245 793 220 374 1180 353 1191 Future Volume (vph) 223 973 695 245 793 220 374 1180 353 1191 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) 22.4 41.0 41.0 20.0 38.6 38.6 17.0 43.0 16.0 42.0 Total Split (%) 18.7% 34.2% 34.2% 16.7% 32.2% 32.2% 14.2% 35.8% 13.3% 35.0% 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) 17.8 34.8 34.8 15.4 32.4 32.4 12.4 36.8 11.4 35.8 Actuated g/C Ratio 0.15 0.29 0.29 0.13 0.27 0.27 0.10 0.31 0.10 0.30 v/c Ratio 0.97 1.02 1.17 1.23 0.89 0.42 1.21 0.93 1.24 1.07 Control Delay 104.0 76.7 117.1 183.2 55.7 9.7 163.8 52.1 177.4 85.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 104.0 76.7 117.1 183.2 55.7 9.7 163.8 52.1 177.4 85.4

LOS F E F F E A F D F F
Approach Delay 94.8 72.5 76.6 102.9
Approach LOS F E E F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.24
Intersection Signal Delay: 88.2 Intersection LOS: F
Intersection Capacity Utilization 107.5% ICU Level of Service G Analysis Period (min) 15
Splits and Phases: 3: Archibald Av. & Riverside Dr.

7.6-23
3347
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 - 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) 223 973 695 245 793 220 374 1180 156 353 1191 307 Future Volume (veh/h) 223 973 695 245 793 220 374 1180 156 353 1191 307 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 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 228 993 352 250 809 111 382 1204 82 360 1215 160 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 237 979 427 205 912 405 321 1333 91 302 1279 168 Arrive On Green 0.22 0.44 0.44 0.19 0.41 0.41 0.16 0.43 0.43 0.15 0.44 0.44 Sat Flow, veh/h 1594 3367 1467 1594 3367 1495 3092 4619 315 3092 4319 569 Grp Volume(v), veh/h 228 993 352 250 809 111 382 840 446 360 907 468 Grp Sat Flow(s),veh/h/ln 1594 1683 1467 1594 1683 1495 1546 1612 1709 1546 1612 1663 Q Serve(g_s), s 16.9 34.8 25.3 15.4 26.7 4.3 12.4 29.0 29.0 11.7 32.4 32.4 Cycle Q Clear(g_c), s 16.9 34.8 25.3 15.4 26.7 4.3 12.4 29.0 29.0 11.7 32.4 32.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.18 1.00 0.34
Lane Grp Cap(c), veh/h 237 979 427 205 912 405 321 931 493 302 955 492 V/C Ratio(X) 0.96 1.01 0.82 1.22 0.89 0.27 1.19 0.90 0.90 1.19 0.95 0.95 Avail Cap(c_a), veh/h 237 979 427 205 912 405 321 992 526 302 965 498 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 46.1 33.7 31.0 48.3 33.8 14.5 50.5 32.4 32.4 51.0 32.4 32.4 Incr Delay (d2), s/veh 47.2 32.2 12.4 134.1 10.6 0.4 113.0 10.9 18.3 114.0 18.0 28.1 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 9.0 15.7 8.7 13.1 10.2 2.0 9.4 10.5 12.1 8.9 12.4 14.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 93.3 66.0 43.4 182.4 44.4 14.8 163.5 43.3 50.6 165.0 50.4 60.5 LnGrp LOS F F D F D B F D D F D E
Approach Vol, veh/h 1573 1170 1668 1735
Approach Delay, s/veh 64.9 71.1 72.8 76.9
Approach LOS E E E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 17.9 40.7 20.0 41.0 17.0 41.6 22.4 38.6 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 11.4 * 37 15.4 34.8 12.4 35.8 17.8 32.4 Max Q Clear Time (g_c+I1), s 13.7 31.0 17.4 36.8 14.4 34.4 18.9 28.7 Green Ext Time (p_c), s 0.0 3.5 0.0 0.0 0.0 1.1 0.0 1.8 Intersection Summary
HCM 6th Ctrl Delay 71.6
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

7.6-24
3348
Timings Rich Haven Specific Plan TA (JN:14822)
4: Archibald Av. & Chino Av. 10/06/2022
HY (2045) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 196 428 266 55 211 77 223 1411 93 1658 Future Volume (vph) 196 428 266 55 211 77 223 1411 93 1658 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 22.6 22.6 9.6 22.6 22.6 9.6 22.6 9.6 22.6 Total Split (s) 18.0 29.6 29.6 11.0 22.6 22.6 20.0 60.2 19.2 59.4 Total Split (%) 15.0% 24.7% 24.7% 9.2% 18.8% 18.8% 16.7% 50.2% 16.0% 49.5% Yellow Time (s) 3.6 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 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 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 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 26.5 26.5 6.4 17.2 17.2 15.4 53.7 18.8 54.8 Actuated g/C Ratio 0.11 0.22 0.22 0.05 0.14 0.14 0.13 0.45 0.16 0.46 v/c Ratio 1.15 1.14 0.52 0.68 0.87 0.22 1.14 0.65 0.39 1.16 Control Delay 161.2 131.9 10.2 92.5 80.7 1.3 151.3 28.5 49.7 110.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 161.2 131.9 10.2 92.5 80.7 1.3 151.3 28.5 49.7 110.3

LOS F F B F F A F C D F
Approach Delay 102.0 64.8 44.5 107.3
Approach LOS F E D F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 119.2
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.16
Intersection Signal Delay: 81.1 Intersection LOS: F
Intersection Capacity Utilization 110.0% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 4: Archibald Av. & Chino Av.

7.6-25
3349
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 - 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) 196 428 266 55 211 77 223 1411 77 93 1658 134 Future Volume (veh/h) 196 428 266 55 211 77 223 1411 77 93 1658 134 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 204 446 136 57 220 44 232 1470 38 97 1727 72 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 180 373 311 70 251 213 207 1772 46 394 1558 65 Arrive On Green 0.17 0.32 0.32 0.07 0.21 0.21 0.19 0.52 0.52 0.37 0.69 0.69 Sat Flow, veh/h 1594 1772 1478 1594 1772 1502 1594 5156 133 1594 3379 140 Grp Volume(v), veh/h 204 446 136 57 220 44 232 1010 498 97 901 898 Grp Sat Flow(s),veh/h/ln 1594 1772 1478 1594 1772 1502 1594 1772 1745 1594 1772 1747 Q Serve(g_s), s 13.4 25.0 8.7 4.2 14.3 1.8 15.4 28.7 28.7 5.0 54.8 54.8 Cycle Q Clear(g_c), s 13.4 25.0 8.7 4.2 14.3 1.8 15.4 28.7 28.7 5.0 54.8 54.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.08 1.00 0.08
Lane Grp Cap(c), veh/h 180 373 311 70 251 213 207 1218 600 394 817 805 V/C Ratio(X) 1.14 1.20 0.44 0.81 0.88 0.21 1.12 0.83 0.83 0.25 1.10 1.11 Avail Cap(c_a), veh/h 180 373 311 86 268 227 207 1658 816 394 817 805 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 49.4 40.7 35.1 55.0 45.8 16.0 47.9 25.9 25.9 29.7 18.3 18.3 Incr Delay (d2), s/veh 108.2 111.7 1.0 36.1 25.0 0.5 99.7 2.7 5.3 0.3 63.6 68.1 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 10.3 21.1 3.0 2.3 7.4 1.1 11.1 9.3 9.6 1.8 26.4 27.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 157.6 152.4 36.1 91.1 70.8 16.4 147.6 28.6 31.2 30.1 82.0 86.4 LnGrp LOS F F D F E B F C C C F F
Approach Vol, veh/h 786 321 1740 1896
Approach Delay, s/veh 133.6 67.0 45.2 81.4
Approach LOS F E D F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 34.0 45.4 9.9 29.6 20.0 59.4 18.0 21.5 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 14.6 55.6 6.4 25.0 15.4 54.8 13.4 18.0 Max Q Clear Time (g_c+I1), s 7.0 30.7 6.2 27.0 17.4 56.8 15.4 16.3 Green Ext Time (p_c), s 0.1 10.1 0.0 0.0 0.0 0.0 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 75.8
HCM 6th LOS E

7.6-26
3350
Timings Rich Haven Specific Plan TA (JN:14822)
6: Archibald Av. & Edison Av./Ontario Ranch Rd. 10/06/2022 HY (2045) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 178 775 874 308 333 133 305 1220 387 185 1716 126 Future Volume (vph) 178 775 874 308 333 133 305 1220 387 185 1716 126 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) 11.0 39.6 17.6 46.2 46.2 15.0 48.0 14.8 47.8 47.8 Total Split (%) 9.2% 33.0% 14.7% 38.5% 38.5% 12.5% 40.0% 12.3% 39.8% 39.8% 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) 6.4 24.2 111.0 13.0 30.8 30.8 10.4 42.1 111.0 9.7 41.4 41.4 Actuated g/C Ratio 0.06 0.22 1.00 0.12 0.28 0.28 0.09 0.38 1.00 0.09 0.37 0.37 v/c Ratio 1.09 0.71 0.61 0.93 0.36 0.27 1.08 0.64 0.27 0.72 0.91 0.20 Control Delay 144.6 43.6 1.9 82.6 32.9 6.2 123.3 30.7 0.4 66.1 42.0 3.5 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 144.6 43.6 1.9 82.6 32.9 6.2 123.3 30.7 0.4 66.1 42.0 3.5

LOS F D A F C A F C A E D A
Approach Delay 33.4 48.1 39.4 41.8
Approach LOS C D D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 111
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.09
Intersection Signal Delay: 39.5 Intersection LOS: D
Intersection Capacity Utilization 89.2% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 6: Archibald Av. & Edison Av./Ontario Ranch Rd.

7.6-27
3351
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 - 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) 178 775 874 308 333 133 305 1220 387 185 1716 126 Future Volume (veh/h) 178 775 874 308 333 133 305 1220 387 185 1716 126 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 187 816 0 324 351 98 321 1284 0 195 1806 114 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 178 1094 361 946 400 307 2075 249 1992 563
Arrive On Green 0.06 0.21 0.00 0.12 0.27 0.27 0.10 0.39 0.00 0.08 0.37 0.37 Sat Flow, veh/h 3000 5316 1502 3000 3544 1500 3188 5316 1502 3092 5316 1502 Grp Volume(v), veh/h 187 816 0 324 351 98 321 1284 0 195 1806 114 Grp Sat Flow(s),veh/h/ln 1500 1772 1502 1500 1772 1500 1594 1772 1502 1546 1772 1502 Q Serve(g_s), s 6.4 15.6 0.0 11.5 8.7 5.5 10.4 21.0 0.0 6.7 34.7 5.5 Cycle Q Clear(g_c), s 6.4 15.6 0.0 11.5 8.7 5.5 10.4 21.0 0.0 6.7 34.7 5.5 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 178 1094 361 946 400 307 2075 249 1992 563 V/C Ratio(X) 1.05 0.75 0.90 0.37 0.24 1.05 0.62 0.78 0.91 0.20 Avail Cap(c_a), veh/h 178 1644 361 1313 556 307 2075 292 2033 574 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.8 40.2 0.0 46.8 32.2 31.0 48.8 26.5 0.0 48.7 32.0 22.8 Incr Delay (d2), s/veh 81.8 1.0 0.0 23.4 0.2 0.3 63.8 0.6 0.0 9.2 6.3 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.3 6.5 0.0 5.3 3.6 1.9 6.6 8.2 0.0 2.8 14.6 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 132.6 41.3 0.0 70.2 32.4 31.4 112.6 27.0 0.0 57.9 38.3 23.0 LnGrp LOS F D E C C F C E D C
Approach Vol, veh/h 1003 A 773 1605 A 2115
Approach Delay, s/veh 58.3 48.1 44.1 39.3
Approach LOS E D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 13.3 48.7 17.6 28.4 15.0 47.0 11.0 35.0 Change Period (Y+Rc), s 4.6 6.5 4.6 6.2 4.6 6.5 4.6 6.2 Max Green Setting (Gmax), s 10.2 41.5 13.0 33.4 10.4 41.3 6.4 40.0 Max Q Clear Time (g_c+I1), s 8.7 23.0 13.5 17.6 12.4 36.7 8.4 10.7 Green Ext Time (p_c), s 0.1 7.8 0.0 4.5 0.0 3.7 0.0 2.4 Intersection Summary
HCM 6th Ctrl Delay 45.4
HCM 6th LOS D
Notes
Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay.

7.6-28
3352
Timings Rich Haven Specific Plan TA (JN:14822)
8: Turner Av. & Chino Av. 10/06/2022
HY (2045) Without Project Conditions - 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) 192 290 51 194 24 153 86 238
Future Volume (vph) 192 290 51 194 24 153 86 238
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) 76.0 76.0 76.0 76.0 44.0 44.0 44.0 44.0 Total Split (%) 63.3% 63.3% 63.3% 63.3% 36.7% 36.7% 36.7% 36.7% 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) 14.5 14.5 14.5 14.5 10.2 10.2 10.2 10.2 Actuated g/C Ratio 0.42 0.42 0.42 0.42 0.30 0.30 0.30 0.30 v/c Ratio 0.53 0.28 0.15 0.22 0.10 0.24 0.31 0.34
Control Delay 13.4 6.4 7.7 4.8 11.4 8.6 13.9 10.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 13.4 6.4 7.7 4.8 11.4 8.6 13.9 10.3

LOS B A A A B A B B
Approach Delay 8.8 5.2 8.9 11.1
Approach LOS A A A B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 34.3
Natural Cycle: 45
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.53
Intersection Signal Delay: 8.6 Intersection LOS: A
Intersection Capacity Utilization 51.1% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 8: Turner Av. & Chino Av.

7.6-29
3353
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 8: Turner Av. & Chino Av. 10/06/2022
HY (2045) 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) 192 290 74 51 194 94 24 153 59 86 238 69 Future Volume (veh/h) 192 290 74 51 194 94 24 153 59 86 238 69 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 0.97 0.99 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 209 315 47 55 211 59 26 166 42 93 259 42 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 598 1198 177 553 1064 290 453 757 186 491 827 132 Arrive On Green 0.41 0.41 0.41 0.41 0.41 0.41 0.28 0.28 0.28 0.28 0.28 0.28 Sat Flow, veh/h 993 2942 435 912 2614 713 965 2662 653 1039 2906 465 Grp Volume(v), veh/h 209 179 183 55 134 136 26 103 105 93 149 152 Grp Sat Flow(s),veh/h/ln 993 1683 1694 912 1683 1644 965 1683 1632 1039 1683 1688 Q Serve(g_s), s 5.0 2.1 2.1 1.2 1.5 1.6 0.6 1.4 1.4 2.2 2.0 2.1 Cycle Q Clear(g_c), s 6.6 2.1 2.1 3.3 1.5 1.6 2.7 1.4 1.4 3.6 2.0 2.1 Prop In Lane 1.00 0.26 1.00 0.43 1.00 0.40 1.00 0.28
Lane Grp Cap(c), veh/h 598 685 690 553 685 669 453 479 464 491 479 480 V/C Ratio(X) 0.35 0.26 0.27 0.10 0.20 0.20 0.06 0.22 0.23 0.19 0.31 0.32 Avail Cap(c_a), veh/h 2626 4125 4150 2417 4125 4027 1484 2279 2209 1602 2279 2285 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 5.7 5.7 6.9 5.6 5.6 9.3 8.0 8.0 9.4 8.2 8.2 Incr Delay (d2), s/veh 0.3 0.2 0.2 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.3 0.3 0.1 0.2 0.2 0.1 0.3 0.3 0.3 0.4 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 8.1 5.9 6.0 6.9 5.7 5.7 9.3 8.2 8.2 9.6 8.6 8.6 LnGrp LOS A A A A A A A A A A A A
Approach Vol, veh/h 571 325 234 394
Approach Delay, s/veh 6.7 5.9 8.3 8.8
Approach LOS A A A A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 12.8 16.4 12.8 16.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 39.5 71.5 39.5 71.5
Max Q Clear Time (g_c+I1), s 4.7 8.6 5.6 5.3
Green Ext Time (p_c), s 1.2 3.3 2.0 1.9
Intersection Summary
HCM 6th Ctrl Delay 7.3
HCM 6th LOS A

7.6-30
3354
Timings Rich Haven Specific Plan TA (JN:14822)
12: Haven Av. & Riverside Dr. 10/06/2022
HY (2045) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 9
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 462 709 147 538 115 85 742 149 262 919 571 Future Volume (vph) 462 709 147 538 115 85 742 149 262 919 571 Turn Type Prot NA Prot NA Perm Perm NA Perm Split NA Perm Protected Phases 7 4 3 8 2 6 6
Permitted Phases 8 2 2 6
Detector Phase 7 4 3 8 8 2 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 10.0 10.0 Minimum Split (s) 9.6 25.2 9.6 30.2 30.2 23.7 23.7 23.7 24.8 24.8 24.8 Total Split (s) 21.0 34.8 16.4 30.2 30.2 28.0 28.0 28.0 40.8 40.8 40.8 Total Split (%) 17.5% 29.0% 13.7% 25.2% 25.2% 23.3% 23.3% 23.3% 34.0% 34.0% 34.0% Yellow Time (s) 3.6 5.2 3.6 5.2 5.2 3.7 3.7 3.7 4.8 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 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 6.2 4.6 6.2 6.2 4.7 4.7 4.7 5.8 5.8 5.8 Lead/Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Recall Mode None None None None None Min Min Min Min Min Min Act Effct Green (s) 16.4 29.3 9.8 22.7 22.7 23.3 23.3 23.3 35.0 35.0 35.0 Actuated g/C Ratio 0.14 0.25 0.08 0.19 0.19 0.20 0.20 0.20 0.29 0.29 0.29 v/c Ratio 1.10 1.03 0.59 0.83 0.32 1.59 1.12 0.37 0.59 0.92 0.78 Control Delay 120.8 80.7 61.9 57.8 9.5 369.8 114.7 9.1 42.0 55.3 16.8 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 120.8 80.7 61.9 57.8 9.5 369.8 114.7 9.1 42.0 55.3 16.8

LOS F F E E A F F A D E B
Approach Delay 94.8 51.6 120.9 40.8
Approach LOS F D F D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 118.7
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.59
Intersection Signal Delay: 73.4 Intersection LOS: E
Intersection Capacity Utilization 86.8% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 12: Haven Av. & Riverside Dr.

7.6-31
3355
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 12: Haven Av. & Riverside Dr. 10/06/2022
HY (2045) 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) 462 709 138 147 538 115 85 742 149 262 919 571 Future Volume (veh/h) 462 709 138 147 538 115 85 742 149 262 919 571 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 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 481 739 76 153 560 63 89 773 82 273 957 298 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 449 822 84 205 651 269 319 710 301 465 1035 438 Arrive On Green 0.21 0.39 0.39 0.10 0.28 0.28 0.30 0.30 0.30 0.44 0.44 0.44 Sat Flow, veh/h 3188 3154 324 3188 3544 1466 1594 3544 1502 1594 3544 1499 Grp Volume(v), veh/h 481 415 400 153 560 63 89 773 82 273 957 298 Grp Sat Flow(s),veh/h/ln 1594 1772 1706 1594 1772 1466 1594 1772 1502 1594 1772 1499 Q Serve(g_s), s 16.4 25.6 25.6 5.4 17.5 3.9 5.0 23.3 4.8 15.1 29.7 18.5 Cycle Q Clear(g_c), s 16.4 25.6 25.6 5.4 17.5 3.9 5.0 23.3 4.8 15.1 29.7 18.5 Prop In Lane 1.00 0.19 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 449 462 444 205 651 269 319 710 301 465 1035 438 V/C Ratio(X) 1.07 0.90 0.90 0.75 0.86 0.23 0.28 1.09 0.27 0.59 0.92 0.68 Avail Cap(c_a), veh/h 449 462 444 323 731 302 319 710 301 479 1066 451 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 45.9 34.0 34.0 51.7 40.7 35.8 34.3 40.7 34.2 27.4 31.5 28.4 Incr Delay (d2), s/veh 62.6 20.2 21.0 2.0 9.4 0.4 0.5 60.7 0.5 1.8 13.0 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.6 11.6 11.2 2.1 7.4 1.3 1.9 15.2 1.7 5.1 12.2 5.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 108.5 54.3 55.0 53.7 50.1 36.2 34.8 101.4 34.7 29.2 44.5 32.4 LnGrp LOS F D D D D D C F C C D C
Approach Vol, veh/h 1296 776 944 1528
Approach Delay, s/veh 74.6 49.7 89.3 39.4
Approach LOS E D F D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 28.0 12.1 36.5 39.8 21.0 27.6
Change Period (Y+Rc), s * 4.7 4.6 6.2 5.8 4.6 6.2
Max Green Setting (Gmax), s * 23 11.8 28.6 35.0 16.4 24.0 Max Q Clear Time (g_c+I1), s 25.3 7.4 27.6 31.7 18.4 19.5 Green Ext Time (p_c), s 0.0 0.1 0.5 2.3 0.0 1.5
Intersection Summary
HCM 6th Ctrl Delay 61.6
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

7.6-32
3356
Timings Rich Haven Specific Plan TA (JN:14822)
13: Haven Av. & Chino Av. 10/06/2022
HY (2045) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 11
Lane Group EBL EBR NBL NBT SBT
Lane Configurations
Traffic Volume (vph) 192 87 187 799 889
Future Volume (vph) 192 87 187 799 889
Turn Type Prot Perm Prot NA NA
Protected Phases 7 5 2 6
Permitted Phases 7
Detector Phase 7 7 5 2 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 10.0 10.0
Minimum Split (s) 9.6 9.6 9.6 22.8 21.7
Total Split (s) 18.0 18.0 18.0 102.0 84.0
Total Split (%) 15.0% 15.0% 15.0% 85.0% 70.0%
Yellow Time (s) 3.6 3.6 3.6 4.8 3.7
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) 4.6 4.6 4.6 5.8 4.7
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Recall Mode None None None Min Min
Act Effct Green (s) 13.4 13.4 13.4 96.2 79.3
Actuated g/C Ratio 0.11 0.11 0.11 0.80 0.66
v/c Ratio 1.15 0.37 1.12 0.59 1.19
Control Delay 160.5 14.4 151.9 6.6 114.6
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 160.5 14.4 151.9 6.6 114.6

LOS F B F A F
Approach Delay 114.8 34.2 114.6
Approach LOS F C F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.19
Intersection Signal Delay: 83.4 Intersection LOS: F
Intersection Capacity Utilization 109.2% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 13: Haven Av. & Chino Av.

7.6-33
3357
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 13: Haven Av. & Chino Av. 10/06/2022
HY (2045) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 12
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 192 87 187 799 889 385
Future Volume (veh/h) 192 87 187 799 889 385
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 202 50 197 841 936 205
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 176 166 176 1424 922 202
Arrive On Green 0.11 0.11 0.11 0.80 0.65 0.65
Sat Flow, veh/h 1594 1502 1594 1772 1408 308
Grp Volume(v), veh/h 202 50 197 841 0 1141
Grp Sat Flow(s),veh/h/ln 1594 1502 1594 1772 0 1716
Q Serve(g_s), s 13.4 3.7 13.4 21.5 0.0 79.3
Cycle Q Clear(g_c), s 13.4 3.7 13.4 21.5 0.0 79.3
Prop In Lane 1.00 1.00 1.00 0.18
Lane Grp Cap(c), veh/h 176 166 176 1424 0 1124
V/C Ratio(X) 1.15 0.30 1.12 0.59 0.00 1.02
Avail Cap(c_a), veh/h 176 166 176 1424 0 1124
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 0.00 1.00
Uniform Delay (d), s/veh 53.9 49.5 53.9 4.5 0.0 20.9
Incr Delay (d2), s/veh 112.3 0.4 102.7 0.7 0.0 30.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 10.8 0.0 10.3 5.2 0.0 38.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 166.1 49.9 156.5 5.1 0.0 51.6
LnGrp LOS F D F A A F
Approach Vol, veh/h 252 1038 1141
Approach Delay, s/veh 143.1 33.8 51.6
Approach LOS F C D
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 103.1 18.0 18.0 85.1
Change Period (Y+Rc), s 5.8 4.6 4.6 * 5.8
Max Green Setting (Gmax), s 96.2 13.4 13.4 * 79
Max Q Clear Time (g_c+I1), s 23.5 15.4 15.4 81.3
Green Ext Time (p_c), s 6.9 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 53.5
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

7.6-34
3358
Timings Rich Haven Specific Plan TA (JN:14822)
15: Haven Av. & Ontario Ranch Rd. 10/06/2022
HY (2045) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 13
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 602 1680 95 264 1705 228 93 486 115 170 568 264 Future Volume (vph) 602 1680 95 264 1705 228 93 486 115 170 568 264 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) 21.0 43.0 43.0 13.0 35.0 35.0 15.5 49.0 49.0 15.0 48.5 48.5 Total Split (%) 17.5% 35.8% 35.8% 10.8% 29.2% 29.2% 12.9% 40.8% 40.8% 12.5% 40.4% 40.4% Yellow Time (s) 3.6 5.2 5.2 3.6 5.5 5.5 3.6 4.8 4.8 3.6 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 6.2 4.6 6.5 6.5 4.6 5.8 5.8 4.6 5.8 5.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Max Max None Max Max None None None None None None Act Effct Green (s) 16.5 37.1 37.1 8.5 28.7 28.7 9.6 26.0 26.0 10.5 26.8 26.8 Actuated g/C Ratio 0.16 0.36 0.36 0.08 0.28 0.28 0.09 0.25 0.25 0.10 0.26 0.26 v/c Ratio 1.30 0.94 0.17 1.16 0.93 0.41 0.67 0.61 0.25 1.13 0.70 0.47 Control Delay 187.4 44.2 5.4 149.4 46.4 6.7 69.7 36.9 3.0 155.4 38.8 6.1 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 187.4 44.2 5.4 149.4 46.4 6.7 69.7 36.9 3.0 155.4 38.8 6.1

LOS F D A F D A E D A F D A
Approach Delay 78.9 54.6 35.7 50.0
Approach LOS E D D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 103.3
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.30
Intersection Signal Delay: 61.0 Intersection LOS: E
Intersection Capacity Utilization 87.9% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 15: Haven Av. & Ontario Ranch Rd.

7.6-35
3359
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 15: Haven Av. & Ontario Ranch Rd. 10/06/2022
HY (2045) 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) 602 1680 95 264 1705 228 93 486 115 170 568 264 Future Volume (veh/h) 602 1680 95 264 1705 228 93 486 115 170 568 264 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 640 1787 52 281 1814 123 99 517 63 181 604 141 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 528 2036 575 262 2125 450 121 664 296 173 773 345 Arrive On Green 0.26 0.57 0.57 0.13 0.45 0.45 0.11 0.30 0.30 0.16 0.34 0.34 Sat Flow, veh/h 3092 5316 1502 3000 7088 1502 1594 3367 1502 1594 3367 1502 Grp Volume(v), veh/h 640 1787 52 281 1814 123 99 517 63 181 604 141 Grp Sat Flow(s),veh/h/ln 1546 1772 1502 1500 1772 1502 1594 1683 1502 1594 1683 1502 Q Serve(g_s), s 16.4 27.7 1.5 8.4 22.0 4.9 5.8 13.5 3.0 10.4 15.5 6.9 Cycle Q Clear(g_c), s 16.4 27.7 1.5 8.4 22.0 4.9 5.8 13.5 3.0 10.4 15.5 6.9 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 528 2036 575 262 2125 450 121 664 296 173 773 345 V/C Ratio(X) 1.21 0.88 0.09 1.07 0.85 0.27 0.82 0.78 0.21 1.05 0.78 0.41 Avail Cap(c_a), veh/h 528 2036 575 262 2125 450 181 1514 675 173 1497 668 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 35.7 18.5 12.9 41.7 24.5 19.9 41.9 31.9 28.2 40.2 29.3 26.5 Incr Delay (d2), s/veh 112.2 5.7 0.3 75.7 4.6 1.5 10.0 2.0 0.4 82.0 1.8 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 13.3 7.9 0.5 5.5 7.2 1.7 2.5 4.9 1.0 7.6 5.3 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 147.9 24.2 13.2 117.4 29.2 21.4 51.9 33.9 28.6 122.3 31.1 27.3 LnGrp LOS F C B F C C D C C F C C
Approach Vol, veh/h 2479 2218 679 926
Approach Delay, s/veh 55.9 39.9 36.0 48.3
Approach LOS E D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.0 24.8 13.0 43.3 11.9 27.9 21.0 35.3 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 8.4 * 37 10.9 42.7 16.4 28.5 Max Q Clear Time (g_c+I1), s 12.4 15.5 10.4 29.7 7.8 17.5 18.4 24.0 Green Ext Time (p_c), s 0.0 3.5 0.0 5.5 0.0 4.3 0.0 3.7 Intersection Summary
HCM 6th Ctrl Delay 47.0
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

7.6-36
3360
Timings Rich Haven Specific Plan TA (JN:14822)
17: Mill Creek Av. & Riverside Dr. 10/06/2022
HY (2045) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 15
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 125 1343 515 1034 18 22 130 70 17 68 Future Volume (vph) 125 1343 515 1034 18 22 130 70 17 68 Turn Type Prot NA Prot NA Split NA Perm Split NA Perm
Protected Phases 7 4 3 8 2 2 6 6
Permitted Phases 2 6
Detector Phase 7 4 3 8 2 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 10.0 Minimum Split (s) 9.0 26.0 9.0 23.0 29.8 29.8 29.8 27.0 27.0 27.0 Total Split (s) 23.0 36.0 36.0 49.0 31.0 31.0 31.0 27.0 27.0 27.0 Total Split (%) 17.7% 27.7% 27.7% 37.7% 23.8% 23.8% 23.8% 20.8% 20.8% 20.8% Yellow Time (s) 3.0 5.0 3.0 5.0 4.8 4.8 4.8 3.0 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 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) 4.0 6.0 4.0 6.0 5.8 5.8 5.8 4.0 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 Min Act Effct Green (s) 12.9 30.3 32.3 49.7 12.4 12.4 12.4 12.6 12.6 12.6 Actuated g/C Ratio 0.12 0.28 0.30 0.46 0.12 0.12 0.12 0.12 0.12 0.12 v/c Ratio 0.70 1.04 1.15 0.52 0.10 0.11 0.47 0.40 0.09 0.24 Control Delay 66.3 72.3 126.7 23.1 44.4 44.4 13.0 51.1 43.8 1.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 66.3 72.3 126.7 23.1 44.4 44.4 13.0 51.1 43.8 1.9

LOS E E F C D D B D D A
Approach Delay 71.8 54.7 20.3 28.7
Approach LOS E D C C
Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 107.6
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.15
Intersection Signal Delay: 59.5 Intersection LOS: E
Intersection Capacity Utilization 85.8% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 17: Mill Creek Av. & Riverside Dr.

7.6-37
3361
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 17: Mill Creek Av. & Riverside Dr. 10/06/2022
HY (2045) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 16
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 125 1343 101 515 1034 137 18 22 130 70 17 68 Future Volume (veh/h) 125 1343 101 515 1034 137 18 22 130 70 17 68 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 133 1429 54 548 1100 98 19 23 74 74 18 45 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 159 1481 56 495 2412 215 158 175 148 171 191 156 Arrive On Green 0.10 0.29 0.29 0.31 0.50 0.50 0.10 0.10 0.10 0.11 0.11 0.11 Sat Flow, veh/h 1594 5088 192 1594 4811 428 1594 1772 1497 1594 1772 1453 Grp Volume(v), veh/h 133 995 488 548 810 388 19 23 74 74 18 45 Grp Sat Flow(s),veh/h/ln 1594 1772 1736 1594 1772 1695 1594 1772 1497 1594 1772 1453 Q Serve(g_s), s 8.4 28.5 28.5 32.0 15.2 15.3 1.1 1.2 4.8 4.5 0.9 2.9 Cycle Q Clear(g_c), s 8.4 28.5 28.5 32.0 15.2 15.3 1.1 1.2 4.8 4.5 0.9 2.9 Prop In Lane 1.00 0.11 1.00 0.25 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 159 1031 505 495 1777 850 158 175 148 171 191 156 V/C Ratio(X) 0.83 0.97 0.97 1.11 0.46 0.46 0.12 0.13 0.50 0.43 0.09 0.29 Avail Cap(c_a), veh/h 294 1031 505 495 1777 850 390 433 366 356 395 324 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.6 36.0 36.0 35.5 16.6 16.6 42.4 42.4 44.0 43.1 41.5 42.4 Incr Delay (d2), s/veh 4.3 20.1 31.2 73.2 0.2 0.4 0.3 0.3 2.6 1.7 0.2 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 3.4 14.3 15.6 21.5 5.6 5.4 0.4 0.5 1.8 1.8 0.4 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.9 56.1 67.2 108.8 16.8 17.0 42.7 42.7 46.6 44.8 41.7 43.4 LnGrp LOS D E E F B B D D D D D D
Approach Vol, veh/h 1616 1746 116 137
Approach Delay, s/veh 59.0 45.7 45.2 43.9
Approach LOS E D D D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 16.0 36.0 36.0 15.1 14.3 57.7
Change Period (Y+Rc), s 5.8 4.0 6.0 4.0 4.0 6.0
Max Green Setting (Gmax), s 25.2 32.0 30.0 23.0 19.0 43.0 Max Q Clear Time (g_c+I1), s 6.8 34.0 30.5 6.5 10.4 17.3 Green Ext Time (p_c), s 0.3 0.0 0.0 0.3 0.1 7.9
Intersection Summary
HCM 6th Ctrl Delay 51.5
HCM 6th LOS D

7.6-38
3362
Timings Rich Haven Specific Plan TA (JN:14822)
22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
HY (2045) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 17
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 393 203 303 109 274 250 482 1456 59 257 1398 646 Future Volume (vph) 393 203 303 109 274 250 482 1456 59 257 1398 646 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 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) 20.5 29.5 29.5 17.0 26.0 26.0 25.0 58.1 58.1 15.4 48.5 48.5 Total Split (%) 17.1% 24.6% 24.6% 14.2% 21.7% 21.7% 20.8% 48.4% 48.4% 12.8% 40.4% 40.4% 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) 15.9 24.4 24.4 11.3 19.8 19.8 20.3 51.9 51.9 10.8 42.4 42.4 Actuated g/C Ratio 0.13 0.20 0.20 0.09 0.16 0.16 0.17 0.43 0.43 0.09 0.35 0.35 v/c Ratio 0.99 0.60 0.38 0.78 0.99 0.37 0.95 1.00 0.09 0.95 0.79 0.92 Control Delay 93.3 51.7 5.8 85.4 100.6 6.8 77.3 58.4 0.5 96.7 38.5 38.2 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 93.3 51.7 5.8 85.4 100.6 6.8 77.3 58.4 0.5 96.7 38.5 38.2

LOS F D A F F A E E A F D D
Approach Delay 54.4 60.9 61.3 44.9
Approach LOS D E E D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.00
Intersection Signal Delay: 53.7 Intersection LOS: D
Intersection Capacity Utilization 96.4% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 22: Hamner Av./Milliken Av. & Riverside Dr.

7.6-39
3363
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
HY (2045) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 18
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 393 203 303 109 274 250 482 1456 59 257 1398 646 Future Volume (veh/h) 393 203 303 109 274 250 482 1456 59 257 1398 646 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 414 214 161 115 288 131 507 1533 33 271 1472 343 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 422 376 628 136 292 496 542 1533 649 287 1874 522 Arrive On Green 0.20 0.32 0.32 0.13 0.25 0.25 0.25 0.65 0.65 0.13 0.53 0.53 Sat Flow, veh/h 3188 1772 2961 1594 1772 3003 3188 3544 1501 3188 5316 1481 Grp Volume(v), veh/h 414 214 161 115 288 131 507 1533 33 271 1472 343 Grp Sat Flow(s),veh/h/ln 1594 1772 1480 1594 1772 1502 1594 1772 1501 1594 1772 1481 Q Serve(g_s), s 15.5 12.1 4.8 8.5 19.4 4.2 18.7 51.9 1.0 10.1 26.8 20.1 Cycle Q Clear(g_c), s 15.5 12.1 4.8 8.5 19.4 4.2 18.7 51.9 1.0 10.1 26.8 20.1 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 422 376 628 136 292 496 542 1533 649 287 1874 522 V/C Ratio(X) 0.98 0.57 0.26 0.84 0.99 0.26 0.94 1.00 0.05 0.94 0.79 0.66 Avail Cap(c_a), veh/h 422 376 628 165 292 496 542 1533 649 287 1874 522 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 47.9 36.4 33.9 51.5 45.0 39.3 44.1 21.1 12.1 51.6 24.6 23.0 Incr Delay (d2), s/veh 38.3 2.0 0.2 23.8 48.4 0.3 23.5 23.0 0.0 38.0 2.3 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.7 4.9 1.7 4.0 11.3 1.5 8.1 18.1 0.3 5.2 8.8 5.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 86.3 38.4 34.1 75.3 93.4 39.6 67.6 44.1 12.2 89.7 26.9 26.0 LnGrp LOS F D C E F D E F B F C C
Approach Vol, veh/h 789 534 2073 2086
Approach Delay, s/veh 62.6 76.3 49.3 34.9
Approach LOS E E D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.4 58.1 14.9 31.6 25.0 48.5 20.5 26.0 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 10.8 51.9 12.4 23.3 20.4 42.3 15.9 19.8 Max Q Clear Time (g_c+I1), s 12.1 53.9 10.5 14.1 20.7 28.8 17.5 21.4 Green Ext Time (p_c), s 0.0 0.0 0.0 1.1 0.0 8.5 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 48.4
HCM 6th LOS D

7.6-40
3364
Timings Rich Haven Specific Plan TA (JN:14822)
23: Hamner Av. & Chino Av. 10/06/2022
HY (2045) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 19
Lane Group EBL NBL NBT SBT
Lane Configurations
Traffic Volume (vph) 54 76 1865 1724
Future Volume (vph) 54 76 1865 1724
Turn Type Prot Perm NA NA
Protected Phases 4 2 6
Permitted Phases 2
Detector Phase 4 2 2 6
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) 22.5 97.5 97.5 97.5
Total Split (%) 18.8% 81.3% 81.3% 81.3%
Yellow Time (s) 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode None Min Min Min
Act Effct Green (s) 11.2 99.8 99.8
Actuated g/C Ratio 0.09 0.83 0.83
v/c Ratio 0.55 1.09 0.70
Control Delay 49.4 63.5 6.1
Queue Delay 0.0 0.0 0.0
Total Delay 49.4 63.5 6.1

LOS D E A
Approach Delay 49.4 63.5 6.1
Approach LOS D E A
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.09
Intersection Signal Delay: 35.9 Intersection LOS: D
Intersection Capacity Utilization 119.9% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 23: Hamner Av. & Chino Av.

7.6-41
3365
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 23: Hamner Av. & Chino Av. 10/06/2022
HY (2045) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 20
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 54 36 76 1865 1724 121
Future Volume (veh/h) 54 36 76 1865 1724 121
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 59 24 84 2049 1895 67
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 75 31 98 2459 2994 105
Arrive On Green 0.06 0.06 0.86 0.86 0.86 0.86
Sat Flow, veh/h 1209 492 73 2876 3595 123
Grp Volume(v), veh/h 84 0 1093 1040 956 1006
Grp Sat Flow(s),veh/h/ln 1721 0 1247 1702 1777 1848
Q Serve(g_s), s 5.2 0.0 74.2 24.8 18.4 18.8
Cycle Q Clear(g_c), s 5.2 0.0 93.0 24.8 18.4 18.8
Prop In Lane 0.70 0.29 0.08 0.07
Lane Grp Cap(c), veh/h 107 0 1102 1455 1519 1580
V/C Ratio(X) 0.78 0.00 0.99 0.71 0.63 0.64
Avail Cap(c_a), veh/h 285 0 1102 1455 1519 1580
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 50.3 0.0 7.0 2.9 2.5 2.5
Incr Delay (d2), s/veh 11.8 0.0 25.1 1.7 0.8 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 2.5 0.0 9.2 2.3 1.6 1.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.1 0.0 32.1 4.6 3.3 3.4
LnGrp LOS E A C A A A
Approach Vol, veh/h 84 2133 1962
Approach Delay, s/veh 62.1 18.7 3.3
Approach LOS E B A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 97.5 11.3 97.5
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 93.0 18.0 93.0
Max Q Clear Time (g_c+I1), s 95.0 7.2 20.8
Green Ext Time (p_c), s 0.0 0.1 26.3
Intersection Summary
HCM 6th Ctrl Delay 12.4
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

7.6-42
3366
Timings Rich Haven Specific Plan TA (JN:14822)
24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
HY (2045) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 21
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 704 1527 331 475 1542 449 239 516 371 729 855 569 Future Volume (vph) 704 1527 331 475 1542 449 239 516 371 729 855 569 Turn Type Prot NA pm+ov Prot NA Perm Prot NA pm+ov Prot NA pm+ov Protected Phases 7 4 5 3 8 5 2 3 1 6 7
Permitted Phases 4 8 2 6
Detector Phase 7 4 5 3 8 8 5 2 3 1 6 7
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 9.6 9.6 48.5 48.5 9.6 46.2 9.6 9.6 46.2 9.6 Total Split (s) 27.0 50.6 19.6 24.9 48.5 48.5 19.6 47.5 24.9 22.0 49.9 27.0 Total Split (%) 18.6% 34.9% 13.5% 17.2% 33.4% 33.4% 13.5% 32.8% 17.2% 15.2% 34.4% 18.6% Yellow Time (s) 3.6 5.5 3.6 3.6 5.5 5.5 3.6 5.2 3.6 3.6 5.2 3.6 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 4.6 4.6 6.5 6.5 4.6 6.2 4.6 4.6 6.2 4.6 Lead/Lag Lead Lead Lag Lag Lag Lag Lag Lag Lag Lead 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 None None Min None Act Effct Green (s) 22.6 35.7 57.3 25.8 38.9 38.9 15.0 21.3 48.7 17.6 23.9 48.1 Actuated g/C Ratio 0.18 0.29 0.47 0.21 0.32 0.32 0.12 0.17 0.40 0.14 0.20 0.39 v/c Ratio 1.12 0.73 0.43 0.67 0.68 0.67 0.58 0.55 0.56 1.50 0.61 0.45 Control Delay 119.4 41.7 16.7 51.1 38.7 18.5 58.3 48.1 15.2 269.9 46.9 13.2 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 119.4 41.7 16.7 51.1 38.7 18.5 58.3 48.1 15.2 269.9 46.9 13.2

LOS F D B D D B E D B F D B
Approach Delay 59.8 37.4 39.4 113.4
Approach LOS E D D F
Intersection Summary
Cycle Length: 145
Actuated Cycle Length: 122.5
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.50
Intersection Signal Delay: 64.3 Intersection LOS: E
Intersection Capacity Utilization 91.4% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 24: Hamner Av. & Cantu Galleano Ranch Rd.

7.6-43
3367
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
HY (2045) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 22
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 704 1527 331 475 1542 449 239 516 371 729 855 569 Future Volume (veh/h) 704 1527 331 475 1542 449 239 516 371 729 855 569 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 733 1591 131 495 1606 285 249 538 202 759 891 202 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 722 2220 628 668 2235 474 353 803 524 561 1398 1235 Arrive On Green 0.30 0.45 0.45 0.28 0.45 0.45 0.15 0.21 0.21 0.24 0.28 0.28 Sat Flow, veh/h 3563 7481 1585 3563 7481 1585 3563 5611 1585 3563 7481 3170 Grp Volume(v), veh/h 733 1591 131 495 1606 285 249 538 202 759 891 202 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 22.4 19.2 0.0 13.9 19.3 15.0 7.3 9.7 3.2 17.4 11.5 2.5 Cycle Q Clear(g_c), s 22.4 19.2 0.0 13.9 19.3 15.0 7.3 9.7 3.2 17.4 11.5 2.5 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 722 2220 628 668 2235 474 353 803 524 561 1398 1235 V/C Ratio(X) 1.02 0.72 0.21 0.74 0.72 0.60 0.70 0.67 0.39 1.35 0.64 0.16 Avail Cap(c_a), veh/h 722 2984 790 668 2842 602 483 2096 889 561 2957 1895 HCM Platoon Ratio 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.5 26.9 17.0 37.3 26.7 25.5 45.5 41.0 9.5 42.2 36.5 7.9 Incr Delay (d2), s/veh 37.4 0.5 0.2 3.9 0.7 1.2 1.3 1.0 0.5 170.6 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 11.7 6.7 1.6 5.6 6.8 4.7 3.1 4.1 1.5 19.8 4.7 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 75.9 27.4 17.2 41.2 27.4 26.8 46.8 42.0 10.0 212.8 37.0 8.0 LnGrp LOS F C B D C C D D B F D A
Approach Vol, veh/h 2455 2386 989 1852
Approach Delay, s/veh 41.3 30.2 36.7 105.9
Approach LOS D C D F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 22.0 22.0 27.2 39.3 17.2 26.9 27.0 39.5 Change Period (Y+Rc), s 4.6 6.2 6.5 * 6.5 6.2 * 6.2 4.6 6.5 Max Green Setting (Gmax), s 17.4 41.3 20.3 * 44 15.0 * 44 22.4 42.0 Max Q Clear Time (g_c+I1), s 19.4 11.7 15.9 21.2 9.3 13.5 24.4 21.3 Green Ext Time (p_c), s 0.0 4.1 0.4 11.7 0.2 7.1 0.0 11.7 Intersection Summary
HCM 6th Ctrl Delay 52.8
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

7.6-44
3368
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report REV
APPENDIX 7.6: HORIZON YEAR (2050) WITH PROJECT CONDITIONS

INTERSECTION OPERATIONS ANALYSIS WORKSHEETS WITH

IMPROVEMENTS
3369
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report REV
This Page Intentionally Left Blank
3370
Timings Rich Haven Specific Plan TA (JN:14822)
3: Archibald Av. & Riverside Dr. 10/06/2022
HY (2045) With Project Conditions - 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) 203 718 306 174 621 318 409 1706 267 744 Future Volume (vph) 203 718 306 174 621 318 409 1706 267 744 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 38.8 38.8 17.4 38.2 38.2 24.8 49.8 14.0 39.0 Total Split (%) 15.0% 32.3% 32.3% 14.5% 31.8% 31.8% 20.7% 41.5% 11.7% 32.5% 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 30.5 30.5 12.8 29.9 29.9 18.8 43.6 9.4 34.2 Actuated g/C Ratio 0.11 0.26 0.26 0.11 0.25 0.25 0.16 0.37 0.08 0.29 v/c Ratio 1.18 0.86 0.53 1.06 0.76 0.66 0.87 1.12 1.14 0.72 Control Delay 168.4 53.1 8.5 135.6 47.3 25.7 67.1 97.3 148.3 39.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 168.4 53.1 8.5 135.6 47.3 25.7 67.1 97.3 148.3 39.3

LOS F D A F D C E F F D
Approach Delay 61.0 55.0 92.0 63.1
Approach LOS E D F E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 117.9
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.18
Intersection Signal Delay: 72.5 Intersection LOS: E
Intersection Capacity Utilization 97.9% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 3: Archibald Av. & Riverside Dr.

7.7-1
3371
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 3: Archibald Av. & Riverside Dr. 10/06/2022
HY (2045) 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) 203 718 306 174 621 318 409 1706 190 267 744 211 Future Volume (veh/h) 203 718 306 174 621 318 409 1706 190 267 744 211 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 211 748 163 181 647 170 426 1777 104 278 775 111 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, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 180 848 372 172 831 364 476 1712 100 244 1303 185 Arrive On Green 0.11 0.25 0.25 0.11 0.25 0.25 0.15 0.37 0.37 0.08 0.31 0.31 Sat Flow, veh/h 1594 3367 1477 1594 3367 1474 3092 4670 273 3092 4271 607 Grp Volume(v), veh/h 211 748 163 181 647 170 426 1226 655 278 584 302 Grp Sat Flow(s),veh/h/ln 1594 1683 1477 1594 1683 1474 1546 1612 1718 1546 1612 1653 Q Serve(g_s), s 13.4 25.4 11.0 12.8 21.3 8.8 16.1 43.6 43.6 9.4 18.3 18.5 Cycle Q Clear(g_c), s 13.4 25.4 11.0 12.8 21.3 8.8 16.1 43.6 43.6 9.4 18.3 18.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.16 1.00 0.37
Lane Grp Cap(c), veh/h 180 848 372 172 831 364 476 1182 630 244 984 504 V/C Ratio(X) 1.18 0.88 0.44 1.06 0.78 0.47 0.90 1.04 1.04 1.14 0.59 0.60 Avail Cap(c_a), veh/h 180 923 405 172 906 396 525 1182 630 244 984 504 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 52.8 42.8 37.4 53.1 41.8 21.8 49.4 37.7 37.7 54.8 35.1 35.1 Incr Delay (d2), s/veh 122.2 9.5 0.8 84.1 4.1 0.9 15.9 36.3 46.6 99.8 1.0 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 11.3 11.2 3.9 8.9 8.9 3.0 7.0 22.0 25.2 6.9 7.0 7.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 175.0 52.3 38.2 137.2 45.8 22.8 65.2 74.0 84.3 154.5 36.0 37.1 LnGrp LOS F D D F D C E F F F D D
Approach Vol, veh/h 1122 998 2307 1164
Approach Delay, s/veh 73.3 58.5 75.3 64.6
Approach LOS E E E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.6 49.8 17.4 36.1 22.9 42.5 18.0 35.5 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 * 44 12.8 32.6 20.2 32.8 13.4 32.0 Max Q Clear Time (g_c+I1), s 11.4 45.6 14.8 27.4 18.1 20.5 15.4 23.3 Green Ext Time (p_c), s 0.0 0.0 0.0 2.3 0.2 4.1 0.0 2.9 Intersection Summary
HCM 6th Ctrl Delay 69.7
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

7.7-2
3372
Timings Rich Haven Specific Plan TA (JN:14822)
4: Archibald Av. & Chino Av. 10/06/2022
HY (2045) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 148 127 64 153 157 214 293 1765 85 870 Future Volume (vph) 148 127 64 153 157 214 293 1765 85 870 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 22.6 22.6 9.6 22.6 22.6 9.6 22.6 9.6 22.6 Total Split (s) 19.1 22.6 22.6 19.6 23.1 23.1 32.4 62.0 15.8 45.4 Total Split (%) 15.9% 18.8% 18.8% 16.3% 19.3% 19.3% 27.0% 51.7% 13.2% 37.8% Yellow Time (s) 3.6 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 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 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None Act Effct Green (s) 14.4 15.6 15.6 14.9 16.1 16.1 27.1 56.2 11.8 40.9 Actuated g/C Ratio 0.12 0.13 0.13 0.13 0.14 0.14 0.23 0.48 0.10 0.35 v/c Ratio 0.89 0.63 0.23 0.90 0.76 0.68 0.94 0.90 0.63 0.96 Control Delay 93.2 60.8 1.7 92.6 69.2 23.9 79.5 33.7 70.0 54.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 93.2 60.8 1.7 92.6 69.2 23.9 79.5 33.7 70.0 54.9

LOS F E A F E C E C E D
Approach Delay 63.8 57.5 39.8 56.1
Approach LOS E E D E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 116.9
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.96
Intersection Signal Delay: 48.2 Intersection LOS: D
Intersection Capacity Utilization 80.8% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 4: Archibald Av. & Chino Av.

7.7-3
3373
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 4: Archibald Av. & Chino Av. 10/06/2022
HY (2045) 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) 148 127 64 153 157 214 293 1765 161 85 870 121 Future Volume (veh/h) 148 127 64 153 157 214 293 1765 161 85 870 121 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 174 149 67 180 185 158 345 2076 181 100 1024 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 199 216 183 205 222 188 369 2361 204 154 1086 142 Arrive On Green 0.12 0.12 0.12 0.13 0.13 0.13 0.23 0.49 0.49 0.10 0.35 0.35 Sat Flow, veh/h 1594 1772 1502 1594 1772 1502 1594 4819 416 1594 3061 400 Grp Volume(v), veh/h 174 149 67 180 185 158 345 1521 736 100 592 566 Grp Sat Flow(s),veh/h/ln 1594 1772 1502 1594 1772 1502 1594 1772 1691 1594 1772 1690 Q Serve(g_s), s 12.1 9.1 4.6 12.5 11.5 9.2 23.9 43.2 44.3 6.8 36.5 36.6 Cycle Q Clear(g_c), s 12.1 9.1 4.6 12.5 11.5 9.2 23.9 43.2 44.3 6.8 36.5 36.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.25 1.00 0.24
Lane Grp Cap(c), veh/h 199 216 183 205 222 188 369 1737 829 154 629 599 V/C Ratio(X) 0.88 0.69 0.37 0.88 0.83 0.84 0.93 0.88 0.89 0.65 0.94 0.94 Avail Cap(c_a), veh/h 205 283 240 212 291 246 393 1804 861 158 641 612 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 48.5 47.5 45.5 48.3 48.1 30.5 42.5 25.7 26.0 49.1 35.2 35.3 Incr Delay (d2), s/veh 31.3 4.7 1.2 31.1 14.4 17.5 28.4 5.1 10.9 8.7 22.2 23.2 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 6.4 4.2 1.8 6.6 5.9 4.2 11.7 17.2 18.1 3.0 18.5 17.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 79.8 52.1 46.7 79.3 62.6 48.0 70.9 30.7 36.9 57.8 57.4 58.5 LnGrp LOS E D D E E D E C D E E E
Approach Vol, veh/h 390 523 2602 1258
Approach Delay, s/veh 63.5 63.9 37.8 57.9
Approach LOS E E D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.5 59.8 19.1 18.3 30.7 44.6 18.7 18.8 Change Period (Y+Rc), s 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 Max Green Setting (Gmax), s 11.2 57.4 15.0 18.0 27.8 40.8 14.5 18.5 Max Q Clear Time (g_c+I1), s 8.8 46.3 14.5 11.1 25.9 38.6 14.1 13.5 Green Ext Time (p_c), s 0.0 8.9 0.0 0.5 0.2 1.4 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay 48.1
HCM 6th LOS D

7.7-4
3374
Timings Rich Haven Specific Plan TA (JN:14822)
6: Archibald Av. & Edison Av./Ontario Ranch Rd. 10/06/2022 HY (2045) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 43 256 292 304 499 129 690 1637 339 109 943 101 Future Volume (vph) 43 256 292 304 499 129 690 1637 339 109 943 101 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 43.8 12.0 46.2 46.2 17.0 53.8 10.4 47.2 47.2 Total Split (%) 8.0% 36.5% 10.0% 38.5% 38.5% 14.2% 44.8% 8.7% 39.3% 39.3% Yellow Time (s) 3.6 5.2 3.6 5.2 5.2 3.6 5.5 3.6 5.5 5.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 4.6 6.2 6.2 4.6 6.5 4.6 6.5 6.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Min None Min Min Act Effct Green (s) 5.1 20.4 98.1 7.6 25.4 25.4 12.7 41.7 98.1 5.9 35.0 35.0 Actuated g/C Ratio 0.05 0.21 1.00 0.08 0.26 0.26 0.13 0.43 1.00 0.06 0.36 0.36 v/c Ratio 0.30 0.25 0.21 1.45 0.60 0.28 1.85 0.80 0.25 0.65 0.55 0.18 Control Delay 55.5 32.8 0.3 261.5 35.9 5.2 419.1 28.6 0.4 65.8 27.1 2.1 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 55.5 32.8 0.3 261.5 35.9 5.2 419.1 28.6 0.4 65.8 27.1 2.1

LOS E C A F D A F C A E C A
Approach Delay 18.4 105.2 126.0 28.6
Approach LOS B F F C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 98.1
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.85
Intersection Signal Delay: 89.5 Intersection LOS: F
Intersection Capacity Utilization 78.2% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 6: Archibald Av. & Edison Av./Ontario Ranch Rd.

7.7-5
3375
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) 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) 43 256 292 304 499 129 690 1637 339 109 943 101 Future Volume (veh/h) 43 256 292 304 499 129 690 1637 339 109 943 101 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 0.99 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 47 281 0 334 548 76 758 1799 0 120 1036 56 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 120 834 268 732 306 477 2292 179 1805 503
Arrive On Green 0.06 0.24 0.00 0.13 0.31 0.31 0.22 0.65 0.00 0.09 0.51 0.51 Sat Flow, veh/h 3000 5316 1502 3000 3544 1482 3188 5316 1502 3092 5316 1482 Grp Volume(v), veh/h 47 281 0 334 548 76 758 1799 0 120 1036 56 Grp Sat Flow(s),veh/h/ln 1500 1772 1502 1500 1772 1482 1594 1772 1502 1546 1772 1482 Q Serve(g_s), s 1.2 3.6 0.0 7.4 11.5 3.2 12.4 20.1 0.0 3.1 11.2 1.6 Cycle Q Clear(g_c), s 1.2 3.6 0.0 7.4 11.5 3.2 12.4 20.1 0.0 3.1 11.2 1.6 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 120 834 268 732 306 477 2292 179 1805 503 V/C Ratio(X) 0.39 0.34 1.25 0.75 0.25 1.59 0.78 0.67 0.57 0.11 Avail Cap(c_a), veh/h 181 2414 268 1712 716 477 3036 217 2613 728 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 38.0 28.1 0.0 35.9 26.7 23.8 32.1 11.9 0.0 37.0 16.2 13.8 Incr Delay (d2), s/veh 0.8 0.2 0.0 137.9 1.6 0.4 274.4 1.0 0.0 3.6 0.3 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 1.4 0.0 7.5 4.1 1.0 22.1 4.5 0.0 1.2 3.4 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.7 28.3 0.0 173.8 28.2 24.2 306.6 12.9 0.0 40.6 16.5 13.9 LnGrp LOS D C F C C F B D B B
Approach Vol, veh/h 328 A 958 2557 A 1212
Approach Delay, s/veh 29.8 78.6 99.9 18.7
Approach LOS C E F B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.4 42.2 12.0 19.2 17.0 34.6 7.9 23.3 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 5.8 47.3 7.4 37.6 12.4 40.7 5.0 40.0 Max Q Clear Time (g_c+I1), s 5.1 22.1 9.4 5.6 14.4 13.2 3.2 13.5 Green Ext Time (p_c), s 0.0 13.6 0.0 1.7 0.0 7.2 0.0 3.6 Intersection Summary
HCM 6th Ctrl Delay 71.9
HCM 6th LOS E
Notes
Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay.

7.7-6
3376
Timings Rich Haven Specific Plan TA (JN:14822)
8: Turner Av. & Chino Av. 10/06/2022
HY (2045) With Project Conditions - 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) 170 169 49 224 157 493 92 230
Future Volume (vph) 170 169 49 224 157 493 92 230
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) 62.0 62.0 62.0 62.0 58.0 58.0 58.0 58.0 Total Split (%) 51.7% 51.7% 51.7% 51.7% 48.3% 48.3% 48.3% 48.3% 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) 32.0 32.0 32.0 32.0 30.7 30.7 30.7 30.7 Actuated g/C Ratio 0.43 0.43 0.43 0.43 0.42 0.42 0.42 0.42 v/c Ratio 0.73 0.27 0.18 0.35 0.67 0.53 0.61 0.33
Control Delay 35.2 8.8 16.3 10.8 32.2 18.5 35.8 13.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 35.2 8.8 16.3 10.8 32.2 18.5 35.8 13.5

LOS D A B B C B D B
Approach Delay 18.7 11.5 21.6 18.3
Approach LOS B B C B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 73.7
Natural Cycle: 45
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.73
Intersection Signal Delay: 18.1 Intersection LOS: B
Intersection Capacity Utilization 59.2% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 8: Turner Av. & Chino Av.

7.7-7
3377
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 8: Turner Av. & Chino Av. 10/06/2022
HY (2045) 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) 170 169 117 49 224 148 157 493 51 92 230 109 Future Volume (veh/h) 170 169 117 49 224 148 157 493 51 92 230 109 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.97 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 230 228 158 66 303 200 212 666 69 124 311 147 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, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 373 870 578 429 878 563 376 1318 136 272 956 441 Arrive On Green 0.45 0.45 0.45 0.45 0.45 0.45 0.43 0.43 0.43 0.43 0.43 0.43 Sat Flow, veh/h 801 1937 1287 892 1954 1254 835 3068 317 646 2226 1027 Grp Volume(v), veh/h 230 197 189 66 260 243 212 365 370 124 233 225 Grp Sat Flow(s),veh/h/ln 801 1683 1540 892 1683 1525 835 1683 1702 646 1683 1570 Q Serve(g_s), s 19.6 5.4 5.7 3.7 7.5 7.8 16.9 11.7 11.8 12.9 6.8 7.1 Cycle Q Clear(g_c), s 27.4 5.4 5.7 9.5 7.5 7.8 23.9 11.7 11.8 24.7 6.8 7.1 Prop In Lane 1.00 0.84 1.00 0.82 1.00 0.19 1.00 0.65
Lane Grp Cap(c), veh/h 373 757 692 429 757 685 376 723 731 272 723 674 V/C Ratio(X) 0.62 0.26 0.27 0.15 0.34 0.35 0.56 0.50 0.51 0.46 0.32 0.33 Avail Cap(c_a), veh/h 632 1301 1191 718 1301 1179 618 1211 1224 459 1211 1129 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 22.4 12.8 12.9 15.8 13.3 13.4 22.1 15.5 15.5 24.5 14.0 14.1 Incr Delay (d2), s/veh 1.7 0.2 0.2 0.2 0.3 0.3 1.3 0.5 0.5 1.2 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 3.5 1.8 1.8 0.7 2.5 2.4 3.0 4.0 4.0 1.9 2.3 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.0 12.9 13.1 16.0 13.6 13.7 23.4 16.0 16.0 25.6 14.3 14.4 LnGrp LOS C B B B B B C B B C B B
Approach Vol, veh/h 616 569 947 582
Approach Delay, s/veh 17.1 13.9 17.7 16.8
Approach LOS B B B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 36.5 37.9 36.5 37.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 53.5 57.5 53.5 57.5
Max Q Clear Time (g_c+I1), s 25.9 29.4 26.7 11.5
Green Ext Time (p_c), s 6.0 4.0 3.8 3.6
Intersection Summary
HCM 6th Ctrl Delay 16.6
HCM 6th LOS B

7.7-8
3378
Timings Rich Haven Specific Plan TA (JN:14822)
12: Haven Av. & Riverside Dr. 10/06/2022
HY (2045) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 9
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 546 763 321 526 439 24 530 222 478 412 309 Future Volume (vph) 546 763 321 526 439 24 530 222 478 412 309 Turn Type Prot NA Prot NA Perm Perm NA Perm Split NA Perm Protected Phases 7 4 3 8 2 6 6
Permitted Phases 8 2 2 6
Detector Phase 7 4 3 8 8 2 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 10.0 10.0 Minimum Split (s) 9.6 25.2 9.6 30.2 30.2 23.7 23.7 23.7 24.8 24.8 24.8 Total Split (s) 25.0 36.4 18.8 30.2 30.2 24.8 24.8 24.8 40.0 40.0 40.0 Total Split (%) 20.8% 30.3% 15.7% 25.2% 25.2% 20.7% 20.7% 20.7% 33.3% 33.3% 33.3% Yellow Time (s) 3.6 5.2 3.6 5.2 5.2 3.7 3.7 3.7 4.8 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 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 6.2 4.6 6.2 6.2 4.7 4.7 4.7 5.8 5.8 5.8 Lead/Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Recall Mode None None None None None Min Min Min Min Min Min Act Effct Green (s) 20.4 30.2 14.1 23.9 23.9 20.1 20.1 20.1 34.2 34.2 34.2 Actuated g/C Ratio 0.17 0.25 0.12 0.20 0.20 0.17 0.17 0.17 0.29 0.29 0.29 v/c Ratio 1.08 0.99 0.91 0.80 0.71 0.47 0.95 0.54 1.13 0.44 0.51 Control Delay 108.9 73.0 82.0 55.1 10.4 74.6 77.0 10.4 122.1 36.6 6.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 108.9 73.0 82.0 55.1 10.4 74.6 77.0 10.4 122.1 36.6 6.5

LOS F E F E B E E B F D A
Approach Delay 87.3 46.6 57.9 63.0
Approach LOS F D E E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 119.9
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.13
Intersection Signal Delay: 64.8 Intersection LOS: E
Intersection Capacity Utilization 98.1% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 12: Haven Av. & Riverside Dr.

7.7-9
3379
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 12: Haven Av. & Riverside Dr. 10/06/2022
HY (2045) 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) 546 763 57 321 526 439 24 530 222 478 412 309 Future Volume (veh/h) 546 763 57 321 526 439 24 530 222 478 412 309 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.95 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 581 812 34 341 560 244 26 564 119 509 438 153 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 542 848 35 377 709 287 267 594 247 454 1010 423 Arrive On Green 0.25 0.38 0.38 0.18 0.30 0.30 0.25 0.25 0.25 0.43 0.43 0.43 Sat Flow, veh/h 3188 3369 141 3188 3544 1433 1594 3544 1475 1594 3544 1483 Grp Volume(v), veh/h 581 427 419 341 560 244 26 564 119 509 438 153 Grp Sat Flow(s),veh/h/ln 1594 1772 1738 1594 1772 1433 1594 1772 1475 1594 1772 1483 Q Serve(g_s), s 20.4 28.2 28.2 12.6 17.4 19.2 1.5 18.8 8.2 34.2 10.4 8.4 Cycle Q Clear(g_c), s 20.4 28.2 28.2 12.6 17.4 19.2 1.5 18.8 8.2 34.2 10.4 8.4 Prop In Lane 1.00 0.08 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 542 446 437 377 709 287 267 594 247 454 1010 423 V/C Ratio(X) 1.07 0.96 0.96 0.90 0.79 0.85 0.10 0.95 0.48 1.12 0.43 0.36 Avail Cap(c_a), veh/h 542 446 437 377 709 287 267 594 247 454 1010 423 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 44.7 36.7 36.7 48.7 39.7 40.3 38.0 44.4 40.5 34.4 27.5 27.0 Incr Delay (d2), s/veh 59.4 31.9 32.3 23.8 6.0 21.0 0.2 25.1 1.5 79.4 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 11.4 14.0 13.8 5.8 7.1 7.4 0.6 9.7 2.9 20.9 4.0 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 104.1 68.6 69.1 72.5 45.7 61.3 38.1 69.6 41.9 113.8 27.8 27.5 LnGrp LOS F E E E D E D E D F C C
Approach Vol, veh/h 1427 1145 709 1100
Approach Delay, s/veh 83.2 57.0 63.8 67.6
Approach LOS F E E E
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 24.8 18.8 36.4 40.0 25.0 30.2
Change Period (Y+Rc), s * 4.7 4.6 6.2 5.8 4.6 6.2
Max Green Setting (Gmax), s * 20 14.2 30.2 34.2 20.4 24.0 Max Q Clear Time (g_c+I1), s 20.8 14.6 30.2 36.2 22.4 21.2 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 1.2
Intersection Summary
HCM 6th Ctrl Delay 69.3
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

7.7-10
3380
Timings Rich Haven Specific Plan TA (JN:14822)
13: Haven Av. & Chino Av. 12/15/2022
HY (2045) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT WBL WBT NBL NBT SBT Ø1
Lane Configurations
Traffic Volume (vph) 252 68 25 55 174 685 611
Future Volume (vph) 252 68 25 55 174 685 611
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) 32.0 45.2 9.6 22.8 24.0 55.6 41.2 9.6
Total Split (%) 26.7% 37.7% 8.0% 19.0% 20.0% 46.3% 34.3% 8% Yellow Time (s) 3.6 4.4 3.6 4.8 3.6 4.8 3.7 3.6
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 5.4 4.6 5.8 4.6 5.8 4.7
Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None Min Min None
Act Effct Green (s) 21.0 27.8 5.5 12.2 15.6 49.1 29.6
Actuated g/C Ratio 0.22 0.30 0.06 0.13 0.17 0.52 0.31
v/c Ratio 0.76 0.51 0.13 0.25 0.71 0.41 0.78
Control Delay 53.1 19.6 53.4 47.7 58.0 16.1 36.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 53.1 19.6 53.4 47.7 58.0 16.1 36.5

LOS D B D D E B D
Approach Delay 35.5 49.5 24.3 36.5
Approach LOS D D C D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 94.2
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.78
Intersection Signal Delay: 32.0 Intersection LOS: C
Intersection Capacity Utilization 68.1% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 13: Haven Av. & Chino Av.

7.7-11
3381
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 13: Haven Av. & Chino Av. 12/15/2022
HY (2045) 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) 252 68 208 25 55 0 174 685 28 0 611 149 Future Volume (veh/h) 252 68 208 25 55 0 174 685 28 0 611 149 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 268 74 221 27 60 0 185 729 30 0 650 159 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 304 117 349 96 224 0 218 1676 69 2 815 199
Arrive On Green 0.19 0.28 0.28 0.03 0.12 0.00 0.14 0.50 0.50 0.00 0.30 0.30 Sat Flow, veh/h 1594 413 1235 3456 1870 0 1594 3380 139 1781 2682 655 Grp Volume(v), veh/h 268 0 295 27 60 0 185 382 377 0 408 401 Grp Sat Flow(s),veh/h/ln 1594 0 1648 1728 1870 0 1594 1772 1747 1781 1683 1654 Q Serve(g_s), s 13.7 0.0 13.1 0.6 2.4 0.0 9.5 11.6 11.6 0.0 18.6 18.6 Cycle Q Clear(g_c), s 13.7 0.0 13.1 0.6 2.4 0.0 9.5 11.6 11.6 0.0 18.6 18.6 Prop In Lane 1.00 0.75 1.00 0.00 1.00 0.08 1.00 0.40
Lane Grp Cap(c), veh/h 304 0 465 96 224 0 218 879 866 2 511 503 V/C Ratio(X) 0.88 0.00 0.63 0.28 0.27 0.00 0.85 0.43 0.44 0.00 0.80 0.80 Avail Cap(c_a), veh/h 522 0 785 207 380 0 370 1056 1041 107 735 722 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 32.9 0.0 26.2 39.8 33.5 0.0 35.2 13.5 13.5 0.0 26.7 26.7 Incr Delay (d2), s/veh 4.3 0.0 1.4 0.6 0.6 0.0 3.5 0.3 0.3 0.0 4.0 4.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.3 0.0 5.0 0.3 1.1 0.0 3.7 4.1 4.0 0.0 7.7 7.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.2 0.0 27.6 40.4 34.1 0.0 38.7 13.9 13.9 0.0 30.7 30.9 LnGrp LOS D A C D C A D B B A C C
Approach Vol, veh/h 563 87 944 809
Approach Delay, s/veh 32.2 36.1 18.7 30.8
Approach LOS C D B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 0.0 47.3 6.9 29.4 16.1 31.2 20.5 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 49.8 5.0 * 40 19.4 * 37 27.4 17.0 Max Q Clear Time (g_c+I1), s 0.0 13.6 2.6 15.1 11.5 20.6 15.7 4.4 Green Ext Time (p_c), s 0.0 4.7 0.0 1.8 0.1 4.8 0.3 0.1 Intersection Summary
HCM 6th Ctrl Delay 26.6
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

7.7-12
3382
Timings Rich Haven Specific Plan TA (JN:14822)
15: Haven Av. & Ontario Ranch Rd. 10/06/2022
HY (2045) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 15
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 230 1503 54 127 1092 209 75 362 192 489 419 172 Future Volume (vph) 230 1503 54 127 1092 209 75 362 192 489 419 172 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) 18.0 41.9 41.9 10.6 34.5 34.5 18.0 48.5 48.5 19.0 49.5 49.5 Total Split (%) 15.0% 34.9% 34.9% 8.8% 28.8% 28.8% 15.0% 40.4% 40.4% 15.8% 41.3% 41.3% 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) 13.5 36.1 36.1 6.1 28.3 28.3 9.1 19.9 19.9 14.6 27.6 27.6 Actuated g/C Ratio 0.14 0.37 0.37 0.06 0.29 0.29 0.09 0.20 0.20 0.15 0.28 0.28 v/c Ratio 1.13 0.83 0.09 0.74 0.58 0.38 0.55 0.57 0.48 2.24 0.48 0.34 Control Delay 141.9 34.0 0.6 71.6 32.3 6.6 58.9 37.7 12.9 595.5 31.7 5.9 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 141.9 34.0 0.6 71.6 32.3 6.6 58.9 37.7 12.9 595.5 31.7 5.9

LOS F C A E C A E D B F C A
Approach Delay 46.9 32.0 32.7 282.8
Approach LOS D C C F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 98
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 2.24
Intersection Signal Delay: 92.5 Intersection LOS: F
Intersection Capacity Utilization 94.3% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 15: Haven Av. & Ontario Ranch Rd.

7.7-13
3383
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 15: Haven Av. & Ontario Ranch Rd. 10/06/2022
HY (2045) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 16
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 230 1503 54 127 1092 209 75 362 192 489 419 172 Future Volume (veh/h) 230 1503 54 127 1092 209 75 362 192 489 419 172 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 0.99 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 1575 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 247 1616 47 137 1174 173 81 389 155 526 451 162 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 225 2003 565 190 2117 449 101 609 271 242 908 403 Arrive On Green 0.14 0.38 0.38 0.06 0.30 0.30 0.06 0.18 0.18 0.15 0.27 0.27 Sat Flow, veh/h 1594 5316 1500 3000 7088 1502 1594 3367 1499 1594 3367 1493 Grp Volume(v), veh/h 247 1616 47 137 1174 173 81 389 155 526 451 162 Grp Sat Flow(s),veh/h/ln 1594 1772 1500 1500 1772 1502 1594 1683 1499 1594 1683 1493 Q Serve(g_s), s 13.4 25.8 1.9 4.2 13.2 8.7 4.8 10.1 8.9 14.4 10.7 8.4 Cycle Q Clear(g_c), s 13.4 25.8 1.9 4.2 13.2 8.7 4.8 10.1 8.9 14.4 10.7 8.4 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 225 2003 565 190 2117 449 101 609 271 242 908 403 V/C Ratio(X) 1.10 0.81 0.08 0.72 0.55 0.39 0.80 0.64 0.57 2.17 0.50 0.40 Avail Cap(c_a), veh/h 225 2003 565 190 2117 449 225 1517 676 242 1553 689 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 40.7 26.4 19.0 43.5 27.9 26.3 43.8 35.9 35.4 40.2 29.2 28.3 Incr Delay (d2), s/veh 87.9 3.6 0.3 11.0 1.1 2.5 5.6 1.1 1.9 540.5 0.4 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.4 10.4 0.6 1.8 5.2 3.1 2.0 4.0 0.1 41.7 4.1 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 128.5 30.0 19.3 54.5 29.0 28.8 49.4 37.1 37.3 580.7 29.6 29.0 LnGrp LOS F C B D C C D D D F C C
Approach Vol, veh/h 1910 1484 625 1139
Approach Delay, s/veh 42.5 31.3 38.7 284.0
Approach LOS D C D F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 19.0 22.9 10.6 42.2 10.6 31.4 18.0 34.8 Change Period (Y+Rc), s 4.6 5.8 4.6 * 6.5 4.6 5.8 4.6 6.5 Max Green Setting (Gmax), s 14.4 42.7 6.0 * 36 13.4 43.7 13.4 28.0 Max Q Clear Time (g_c+I1), s 16.4 12.1 6.2 27.8 6.8 12.7 15.4 15.2 Green Ext Time (p_c), s 0.0 2.9 0.0 5.6 0.0 3.4 0.0 6.2 Intersection Summary
HCM 6th Ctrl Delay 92.2
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

7.7-14
3384
Timings Rich Haven Specific Plan TA (JN:14822)
17: Mill Creek Av. & Riverside Dr. 10/06/2022
HY (2045) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 17
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 388 779 120 986 231 91 251 100 188 110 Future Volume (vph) 388 779 120 986 231 91 251 100 188 110 Turn Type Prot NA Prot NA Split NA pm+ov Split NA Perm
Protected Phases 7 4 3 8 2 2 3 6 6
Permitted Phases 2 6
Detector Phase 7 4 3 8 2 2 3 6 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 5.0 10.0 10.0 10.0 Minimum Split (s) 9.0 26.0 9.0 23.0 29.8 29.8 9.0 27.0 27.0 27.0 Total Split (s) 36.0 47.0 24.0 35.0 32.0 32.0 24.0 27.0 27.0 27.0 Total Split (%) 27.7% 36.2% 18.5% 26.9% 24.6% 24.6% 18.5% 20.8% 20.8% 20.8% Yellow Time (s) 3.0 5.0 3.0 5.0 4.8 4.8 3.0 3.0 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 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) 4.0 6.0 4.0 6.0 5.8 5.8 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Recall Mode None None None None Min Min None Min Min Min Act Effct Green (s) 32.1 45.3 15.8 29.1 25.3 25.3 42.9 20.6 20.6 20.6 Actuated g/C Ratio 0.25 0.36 0.12 0.23 0.20 0.20 0.34 0.16 0.16 0.16 v/c Ratio 1.23 0.73 0.77 1.16 0.93 0.33 0.52 0.49 0.83 0.42 Control Delay 163.7 37.4 78.9 122.5 85.6 47.0 10.6 55.5 75.5 11.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 163.7 37.4 78.9 122.5 85.6 47.0 10.6 55.5 75.5 11.3

LOS F D E F F D B E E B
Approach Delay 71.2 118.2 46.6 52.8
Approach LOS E F D D
Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 126.8
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.23
Intersection Signal Delay: 81.0 Intersection LOS: F
Intersection Capacity Utilization 96.0% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 17: Mill Creek Av. & Riverside Dr.

7.7-15
3385
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 17: Mill Creek Av. & Riverside Dr. 10/06/2022
HY (2045) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 18
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 388 779 285 120 986 109 231 91 251 100 188 110 Future Volume (veh/h) 388 779 285 120 986 109 231 91 251 100 188 110 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 1.00 0.99 1.00 0.87 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 491 986 184 152 1248 75 292 115 65 127 238 69 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 399 1604 298 174 1125 68 313 348 456 273 304 225 Arrive On Green 0.38 0.55 0.55 0.16 0.34 0.34 0.29 0.29 0.29 0.26 0.26 0.26 Sat Flow, veh/h 1594 4352 810 1594 4959 298 1594 1772 1492 1594 1772 1310 Grp Volume(v), veh/h 491 802 368 152 892 431 292 115 65 127 238 69 Grp Sat Flow(s),veh/h/ln 1594 1772 1618 1594 1772 1713 1594 1772 1492 1594 1772 1310 Q Serve(g_s), s 32.0 19.6 19.7 11.9 29.0 29.0 22.8 6.5 3.6 8.6 16.0 5.4 Cycle Q Clear(g_c), s 32.0 19.6 19.7 11.9 29.0 29.0 22.8 6.5 3.6 8.6 16.0 5.4 Prop In Lane 1.00 0.50 1.00 0.17 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 399 1306 596 174 804 389 313 348 456 273 304 225 V/C Ratio(X) 1.23 0.61 0.62 0.88 1.11 1.11 0.93 0.33 0.14 0.46 0.78 0.31 Avail Cap(c_a), veh/h 399 1306 596 249 804 389 327 363 470 287 319 236 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 39.9 22.4 22.4 52.6 42.1 42.1 44.3 38.5 28.2 42.5 45.2 41.3 Incr Delay (d2), s/veh 123.7 0.9 1.9 15.9 65.9 78.5 32.4 0.6 0.1 1.2 11.5 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 24.3 6.5 6.1 5.1 18.2 18.9 10.8 2.7 1.3 3.3 7.5 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 163.6 23.3 24.4 68.5 108.0 120.6 76.7 39.1 28.3 43.7 56.8 42.1 LnGrp LOS F C C E F F E D C D E D
Approach Vol, veh/h 1661 1475 472 434
Approach Delay, s/veh 65.0 107.6 60.9 50.6
Approach LOS E F E D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 30.9 17.9 53.1 25.9 36.0 35.0
Change Period (Y+Rc), s 5.8 4.0 6.0 4.0 4.0 6.0
Max Green Setting (Gmax), s 26.2 20.0 41.0 23.0 32.0 29.0 Max Q Clear Time (g_c+I1), s 24.8 13.9 21.7 18.0 34.0 31.0 Green Ext Time (p_c), s 0.3 0.1 7.0 0.9 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 78.5
HCM 6th LOS E

7.7-16
3386
Timings Rich Haven Specific Plan TA (JN:14822)
22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
HY (2045) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 19
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 371 161 619 34 141 295 263 1368 70 296 828 270 Future Volume (vph) 371 161 619 34 141 295 263 1368 70 296 828 270 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 16.2 16.2 9.6 16.2 16.2 9.6 35.2 35.2 9.6 16.2 16.2 Total Split (s) 22.2 30.5 30.5 9.9 18.2 18.2 22.9 60.7 60.7 18.9 56.7 56.7 Total Split (%) 18.5% 25.4% 25.4% 8.3% 15.2% 15.2% 19.1% 50.6% 50.6% 15.8% 47.3% 47.3% Yellow Time (s) 3.6 5.2 5.2 3.6 5.2 5.2 3.6 5.2 5.2 3.6 5.2 5.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 6.2 4.6 6.2 6.2 4.6 6.2 6.2 4.6 6.2 6.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Min Min None Min Min Act Effct Green (s) 17.6 26.3 26.3 5.2 12.0 12.0 15.3 54.5 54.5 14.3 53.5 53.5 Actuated g/C Ratio 0.15 0.22 0.22 0.04 0.10 0.10 0.13 0.45 0.45 0.12 0.45 0.45 v/c Ratio 0.95 0.48 0.73 0.57 0.92 0.60 0.75 0.98 0.10 0.93 0.61 0.37 Control Delay 82.0 46.8 17.7 87.4 103.6 10.0 62.1 51.1 0.3 84.7 27.7 3.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 82.0 46.8 17.7 87.4 103.6 10.0 62.1 51.1 0.3 84.7 27.7 3.7

LOS F D B F F B E D A F C A
Approach Delay 42.5 43.7 50.7 35.2
Approach LOS D D D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.98
Intersection Signal Delay: 43.4 Intersection LOS: D
Intersection Capacity Utilization 87.5% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 22: Hamner Av./Milliken Av. & Riverside Dr.

7.7-17
3387
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
HY (2045) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 20
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 371 161 619 34 141 295 263 1368 70 296 828 270 Future Volume (veh/h) 371 161 619 34 141 295 263 1368 70 296 828 270 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 426 185 366 39 162 172 302 1572 40 340 952 155 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 455 384 573 48 178 265 354 1605 680 369 1635 693 Arrive On Green 0.22 0.33 0.33 0.05 0.15 0.15 0.17 0.68 0.68 0.18 0.69 0.69 Sat Flow, veh/h 3092 1772 2643 1594 1772 2643 3188 3544 1502 3092 3544 1502 Grp Volume(v), veh/h 426 185 366 39 162 172 302 1572 40 340 952 155 Grp Sat Flow(s),veh/h/ln 1546 1772 1321 1594 1772 1321 1594 1772 1502 1546 1772 1502 Q Serve(g_s), s 16.2 10.0 14.1 2.9 10.8 7.3 11.0 50.9 1.1 12.9 16.6 4.5 Cycle Q Clear(g_c), s 16.2 10.0 14.1 2.9 10.8 7.3 11.0 50.9 1.1 12.9 16.6 4.5 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 455 384 573 48 178 265 354 1605 680 369 1635 693 V/C Ratio(X) 0.94 0.48 0.64 0.81 0.91 0.65 0.85 0.98 0.06 0.92 0.58 0.22 Avail Cap(c_a), veh/h 455 384 573 71 178 265 487 1613 684 369 1635 693 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 46.1 35.0 36.4 56.8 50.3 48.9 48.9 18.7 10.7 48.6 12.5 10.6 Incr Delay (d2), s/veh 26.8 0.9 2.4 21.9 43.3 5.5 8.0 17.7 0.0 27.3 0.5 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.2 4.0 4.2 1.4 6.5 2.5 4.4 15.6 0.3 5.9 4.7 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 72.9 35.9 38.8 78.7 93.6 54.3 56.9 36.3 10.7 75.9 13.0 10.8 LnGrp LOS E D D E F D E D B E B B
Approach Vol, veh/h 977 373 1914 1447
Approach Delay, s/veh 53.1 74.0 39.0 27.6
Approach LOS D E D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 18.9 60.4 8.2 32.2 17.9 61.4 22.2 18.2 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 14.3 54.5 5.3 24.3 18.3 50.5 17.6 12.0 Max Q Clear Time (g_c+I1), s 14.9 52.9 4.9 16.1 13.0 18.6 18.2 12.8 Green Ext Time (p_c), s 0.0 1.3 0.0 1.5 0.3 7.4 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 41.2
HCM 6th LOS D

7.7-18
3388
Timings Rich Haven Specific Plan TA (JN:14822)
23: Hamner Av. & Chino Av. 10/06/2022
HY (2045) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 21
Lane Group EBL NBT SBT
Lane Configurations
Traffic Volume (vph) 24 1686 1600
Future Volume (vph) 24 1686 1600
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) 8.6 59.2 59.2
Actuated g/C Ratio 0.13 0.86 0.86
v/c Ratio 0.17 0.60 0.60
Control Delay 29.6 4.4 4.5
Queue Delay 0.0 0.0 0.0
Total Delay 29.6 4.4 4.5

LOS C A A
Approach Delay 29.6 4.4 4.5
Approach LOS C A A
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 68.5
Natural Cycle: 60
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.60
Intersection Signal Delay: 4.7 Intersection LOS: A
Intersection Capacity Utilization 58.3% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 23: Hamner Av. & Chino Av.

7.7-19
3389
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 23: Hamner Av. & Chino Av. 10/06/2022
HY (2045) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 22
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 24 10 0 1686 1600 3
Future Volume (veh/h) 24 10 0 1686 1600 3
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 27 11 0 1916 1818 3
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 49 20 0 2936 2857 5
Arrive On Green 0.04 0.04 0.00 0.78 0.78 0.78
Sat Flow, veh/h 1193 486 0 3741 3734 6
Grp Volume(v), veh/h 39 0 0 1916 887 934
Grp Sat Flow(s),veh/h/ln 1723 0 0 1870 1777 1869
Q Serve(g_s), s 1.1 0.0 0.0 11.7 11.1 11.1
Cycle Q Clear(g_c), s 1.1 0.0 0.0 11.7 11.1 11.1
Prop In Lane 0.69 0.28 0.00 0.00
Lane Grp Cap(c), veh/h 71 0 0 2936 1394 1467
V/C Ratio(X) 0.55 0.00 0.00 0.65 0.64 0.64
Avail Cap(c_a), veh/h 616 0 0 6681 3173 3338
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 24.3 0.0 0.0 2.5 2.4 2.4
Incr Delay (d2), s/veh 6.3 0.0 0.0 0.2 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 0.5 0.0 0.0 0.1 0.2 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.7 0.0 0.0 2.7 2.9 2.9
LnGrp LOS C A A A A A
Approach Vol, veh/h 39 1916 1821
Approach Delay, s/veh 30.7 2.7 2.9
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 45.1 6.6 45.1
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 13.7 3.1 13.1
Green Ext Time (p_c), s 26.9 0.0 21.9
Intersection Summary
HCM 6th Ctrl Delay 3.1
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

7.7-20
3390
Timings Rich Haven Specific Plan TA (JN:14822)
24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
HY (2045) With Project Conditions - AM 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) 850 1509 93 291 1405 307 314 749 376 373 253 441 Future Volume (vph) 850 1509 93 291 1405 307 314 749 376 373 253 441 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) 27.0 48.4 48.4 22.1 43.5 43.5 14.0 44.5 44.5 15.0 45.5 45.5 Total Split (%) 20.8% 37.2% 37.2% 17.0% 33.5% 33.5% 10.8% 34.2% 34.2% 11.5% 35.0% 35.0% Yellow Time (s) 3.6 5.5 5.5 3.6 5.5 5.5 3.6 5.2 5.2 3.6 5.2 5.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.5 6.5 4.6 6.5 6.5 4.6 6.2 6.2 4.6 6.2 6.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Min Min None Min Min Act Effct Green (s) 22.6 42.0 42.0 13.8 33.2 33.2 9.5 25.4 25.4 10.5 26.4 26.4 Actuated g/C Ratio 0.20 0.37 0.37 0.12 0.29 0.29 0.08 0.22 0.22 0.09 0.23 0.23 v/c Ratio 1.26 0.57 0.15 0.71 0.67 0.55 1.11 0.63 0.67 1.19 0.15 0.42 Control Delay 167.3 30.6 5.4 58.6 37.6 19.1 134.0 42.2 16.3 158.5 34.9 4.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 167.3 30.6 5.4 58.6 37.6 19.1 134.0 42.2 16.3 158.5 34.9 4.3

LOS FCAEDBFDBFCA
Approach Delay 77.0 37.8 55.5 65.5
Approach LOS E D E E
Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 113.8
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.26
Intersection Signal Delay: 59.5 Intersection LOS: E
Intersection Capacity Utilization 88.0% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 24: Hamner Av. & Cantu Galleano Ranch Rd.

7.7-21
3391
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
HY (2045) 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) 850 1509 93 291 1405 307 314 749 376 373 253 441 Future Volume (veh/h) 850 1509 93 291 1405 307 314 749 376 373 253 441 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 885 1572 71 303 1464 143 327 780 137 389 264 412 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 760 2900 614 375 2089 443 319 1119 316 353 1563 662 Arrive On Green 0.21 0.39 0.39 0.11 0.28 0.28 0.09 0.20 0.20 0.10 0.21 0.21 Sat Flow, veh/h 3563 7481 1585 3563 7481 1585 3563 5611 1585 3563 7481 3170 Grp Volume(v), veh/h 885 1572 71 303 1464 143 327 780 137 389 264 412 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 22.4 17.1 3.0 8.7 18.4 7.5 9.4 13.6 7.9 10.4 3.0 12.4 Cycle Q Clear(g_c), s 22.4 17.1 3.0 8.7 18.4 7.5 9.4 13.6 7.9 10.4 3.0 12.4 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 760 2900 614 375 2089 443 319 1119 316 353 1563 662 V/C Ratio(X) 1.16 0.54 0.12 0.81 0.70 0.32 1.02 0.70 0.43 1.10 0.17 0.62 Avail Cap(c_a), veh/h 760 2987 633 594 2638 559 319 2048 579 353 2802 1187 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.3 24.9 20.6 45.9 33.9 30.0 47.8 39.1 36.8 47.3 34.0 37.7 Incr Delay (d2), s/veh 87.8 0.2 0.1 2.0 0.6 0.4 56.8 0.8 0.9 78.1 0.1 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 18.4 6.9 1.0 3.8 7.8 2.7 6.5 6.0 3.0 8.2 1.3 4.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 129.1 25.1 20.7 47.9 34.5 30.4 104.6 39.9 37.7 125.4 34.1 38.7 LnGrp LOS F CCDCCFDDFCD
Approach Vol, veh/h 2528 1910 1244 1065
Approach Delay, s/veh 61.4 36.3 56.6 69.2
Approach LOS E D E E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.0 27.1 15.6 47.2 14.0 28.1 27.0 35.8 Change Period (Y+Rc), s 4.6 6.2 4.6 6.5 4.6 6.2 4.6 6.5 Max Green Setting (Gmax), s 10.4 38.3 17.5 41.9 9.4 39.3 22.4 37.0 Max Q Clear Time (g_c+I1), s 12.4 15.6 10.7 19.1 11.4 14.4 24.4 20.4 Green Ext Time (p_c), s 0.0 5.4 0.3 11.2 0.0 3.2 0.0 8.9 Intersection Summary
HCM 6th Ctrl Delay 54.6
HCM 6th LOS D

7.7-22
3392
Timings Rich Haven Specific Plan TA (JN:14822)
3: Archibald Av. & Riverside Dr. 10/06/2022
HY (2045) With Project Conditions - 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) 223 913 705 245 769 222 379 1148 354 1138 Future Volume (vph) 223 913 705 245 769 222 379 1148 354 1138 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) 22.2 42.0 42.0 20.0 39.8 39.8 17.0 42.0 16.0 41.0 Total Split (%) 18.5% 35.0% 35.0% 16.7% 33.2% 33.2% 14.2% 35.0% 13.3% 34.2% 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) 17.6 35.8 35.8 15.4 33.6 33.6 12.4 35.7 11.5 34.8 Actuated g/C Ratio 0.15 0.30 0.30 0.13 0.28 0.28 0.10 0.30 0.10 0.29 v/c Ratio 0.98 0.93 1.16 1.23 0.84 0.40 1.22 0.94 1.23 1.06 Control Delay 106.4 57.5 112.7 183.2 49.9 8.5 169.4 53.5 176.1 82.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 106.4 57.5 112.7 183.2 49.9 8.5 169.4 53.5 176.1 82.8

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