Cities Index.
ATT 2 - Resolution No. 24-4779

Murrieta City Council
October 13, 2026

Document
ATT 2 - Resolution No. 24-4779
Meeting
October 13, 2026
Body
Murrieta City Council
Pages
46
Original file
26.7 MB
Text extracted from the city's file for reading and search. Open the original on murrieta.legistar1.com. That file is the official record.

Timings Timing Plan: Ex + Amb+ Cuml + Proj (2028) AM
6: Murrieta Hot Springs Road & I-215 SB Off Ramp 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 9
Lane Group EBT WBT SBL SBR
Lane Configurations
Traffic Volume (vph) 2175 2426 701 806
Future Volume (vph) 2175 2426 701 806
Turn Type NA NA Prot Prot
Protected Phases 2 6 4 4
Permitted Phases
Detector Phase 2 6 4 4
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0
Minimum Split (s) 15.3 29.3 14.2 14.2
Total Split (s) 73.0 73.0 47.0 47.0
Total Split (%) 60.8% 60.8% 39.2% 39.2%
Yellow Time (s) 4.3 4.3 3.2 3.2
All-Red Time (s) 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 -0.2
Total Lost Time (s) 5.3 5.3 4.2 4.0
Lead/Lag
Lead-Lag Optimize?
Recall Mode Max C-Max None None
Act Effct Green (s) 68.5 68.5 42.0 42.2
Actuated g/C Ratio 0.57 0.57 0.35 0.35
v/c Ratio 0.82 0.92 0.86 0.94
Control Delay 20.4 25.3 43.9 63.5
Queue Delay 0.0 26.1 0.0 0.0
Total Delay 20.4 51.3 43.9 63.5

LOS C D D E
Approach Delay 20.4 51.3 50.1
Approach LOS C D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.94
Intersection Signal Delay: 40.0 Intersection LOS: D
Intersection Capacity Utilization 140.3% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 6: Murrieta Hot Springs Road & I-215 SB Off Ramp HCM 6th Signalized Intersection Summary Timing Plan: Ex + Amb+ Cuml + Proj (2028) AM 6: Murrieta Hot Springs Road & I-215 SB Off Ramp 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 10
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 2175 2426 0 701 806
Future Volume (veh/h) 0 2175 2426 0 701 806
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 0 1870 1870 0 1945 1945
Adj Flow Rate, veh/h 0 2314 2581 0 1047 534
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 0 2 2 0 2 2
Cap, veh/h 0 2881 2881 0 1291 577
Arrive On Green 0.00 0.56 1.00 0.00 0.35 0.35
Sat Flow, veh/h 0 5443 5443 0 3705 1648
Grp Volume(v), veh/h 0 2314 2581 0 1047 534
Grp Sat Flow(s),veh/h/ln 0 1702 1702 0 1853 1648
Q Serve(g_s), s 0.0 43.3 0.0 0.0 30.8 37.4
Cycle Q Clear(g_c), s 0.0 43.3 0.0 0.0 30.8 37.4
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2881 2881 0 1291 577
V/C Ratio(X) 0.00 0.80 0.90 0.00 0.81 0.93
Avail Cap(c_a), veh/h 0 2881 2881 0 1321 591
HCM Platoon Ratio 1.00 1.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 20.8 0.0 0.0 35.5 37.5
Incr Delay (d2), s/veh 0.0 2.5 4.9 0.0 3.9 20.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 16.2 1.3 0.0 14.4 18.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 23.3 4.9 0.0 39.4 57.9
LnGrp LOS A C A A D E
Approach Vol, veh/h 2314 2581 1581
Approach Delay, s/veh 23.3 4.9 45.6
Approach LOS C A D
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 73.0 46.0 73.0
Change Period (Y+Rc), s 5.3 * 4.2 5.3
Max Green Setting (Gmax), s 67.7 * 43 67.7
Max Q Clear Time (g_c+I1), s 45.3 39.4 2.0
Green Ext Time (p_c), s 14.0 2.4 29.1
Intersection Summary
HCM 6th Ctrl Delay 21.4
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Timings Timing Plan: Ex + Amb+ Cuml + Proj (2028) AM
7: I-215 NB Off Ramp & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 11
Lane Group EBT WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 2307 2398 414 224
Future Volume (vph) 2307 2398 414 224
Turn Type NA NA Prot Perm
Protected Phases 2 6 8
Permitted Phases 8
Detector Phase 2 6 8 8
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0
Minimum Split (s) 32.3 15.3 14.2 14.2
Total Split (s) 92.0 92.0 28.0 28.0
Total Split (%) 76.7% 76.7% 23.3% 23.3%
Yellow Time (s) 4.3 4.3 3.2 3.2
All-Red Time (s) 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.3 5.3 4.2 4.2
Lead/Lag
Lead-Lag Optimize?
Recall Mode Max C-Max Max Max
Act Effct Green (s) 86.7 86.7 23.8 23.8
Actuated g/C Ratio 0.72 0.72 0.20 0.20
v/c Ratio 0.68 0.71 0.58 0.39
Control Delay 8.7 10.9 47.2 40.5
Queue Delay 0.1 3.0 0.0 0.0
Total Delay 8.8 13.9 47.2 40.5

LOS A B D D
Approach Delay 8.8 13.9 44.9
Approach LOS A B D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.71
Intersection Signal Delay: 15.4 Intersection LOS: B
Intersection Capacity Utilization 66.1% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 7: I-215 NB Off Ramp & Murrieta Hot Springs Road HCM 6th Signalized Intersection Summary Timing Plan: Ex + Amb+ Cuml + Proj (2028) AM 7: I-215 NB Off Ramp & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 12
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 2307 0 0 2398 414 224
Future Volume (veh/h) 2307 0 0 2398 414 224
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 0 0 1870 1945 1945
Adj Flow Rate, veh/h 2428 0 0 2524 436 236
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 2 0 0 2 2 2
Cap, veh/h 3689 0 0 3689 713 575
Arrive On Green 0.72 0.00 0.00 0.72 0.20 0.20
Sat Flow, veh/h 5443 0 0 5443 3594 2901
Grp Volume(v), veh/h 2428 0 0 2524 436 236
Grp Sat Flow(s),veh/h/ln 1702 0 0 1702 1797 1451
Q Serve(g_s), s 30.2 0.0 0.0 32.6 13.3 8.5
Cycle Q Clear(g_c), s 30.2 0.0 0.0 32.6 13.3 8.5
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 3689 0 0 3689 713 575
V/C Ratio(X) 0.66 0.00 0.00 0.68 0.61 0.41
Avail Cap(c_a), veh/h 3689 0 0 3689 713 575
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 8.8 0.0 0.0 9.1 43.9 42.0
Incr Delay (d2), s/veh 0.9 0.0 0.0 1.0 3.9 2.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 9.1 0.0 0.0 9.9 6.3 3.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 9.7 0.0 0.0 10.2 47.8 44.1
LnGrp LOS A A A B D D
Approach Vol, veh/h 2428 2524 672
Approach Delay, s/veh 9.7 10.2 46.5
Approach LOS A B D
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 92.0 92.0 28.0
Change Period (Y+Rc), s 5.3 5.3 4.2
Max Green Setting (Gmax), s 86.7 86.7 23.8
Max Q Clear Time (g_c+I1), s 32.2 34.6 15.3
Green Ext Time (p_c), s 23.8 25.3 2.2
Intersection Summary
HCM 6th Ctrl Delay 14.3
HCM 6th LOS B
Timings Timing Plan: Ex + Amb+ Cuml + Proj (2028) PM
1: I-15 SB On Ramp/I-15 SB Off Ramp & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 1
Lane Group EBT EBR WBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 2419 359 1698 1350 0 220
Future Volume (vph) 2419 359 1698 1350 0 220
Turn Type NA Free NA Split NA Prot
Protected Phases 2 6 4 4 4
Permitted Phases Free
Detector Phase 2 6 4 4 4
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0
Minimum Split (s) 15.3 29.3 14.6 14.6 14.6
Total Split (s) 66.0 66.0 54.0 54.0 54.0
Total Split (%) 55.0% 55.0% 45.0% 45.0% 45.0%
Yellow Time (s) 4.3 4.3 3.2 3.2 3.2
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) 5.3 5.3 4.2 4.2 4.2
Lead/Lag
Lead-Lag Optimize?
Recall Mode None C-Max Max Max Max
Act Effct Green (s) 60.7 120.0 60.7 49.8 49.8 49.8
Actuated g/C Ratio 0.51 1.00 0.51 0.42 0.42 0.42
v/c Ratio 1.01 0.24 0.71 1.00 1.08 0.33
Control Delay 50.4 0.4 28.6 67.6 91.9 23.1
Queue Delay 31.5 0.0 0.0 0.0 0.0 0.0
Total Delay 81.9 0.4 28.6 67.6 91.9 23.1

LOS F A C E F C
Approach Delay 71.3 28.6 72.6
Approach LOS E C E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow Natural Cycle: 120
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.08
Intersection Signal Delay: 59.7 Intersection LOS: E
Intersection Capacity Utilization 138.7% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 1: I-15 SB On Ramp/I-15 SB Off Ramp & Murrieta Hot Springs Road HCM 6th Signalized Intersection Summary Timing Plan: Ex + Amb+ Cuml + Proj (2028) PM 1: I-15 SB On Ramp/I-15 SB Off Ramp & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 2419 359 0 1698 0 0 0 0 1350 0 220 Future Volume (veh/h) 0 2419 359 0 1698 0 0 0 0 1350 0 220 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 0 1945 1870 1870 Adj Flow Rate, veh/h 0 2601 0 0 1826 0 1526 0 158
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 0 2 2 0 2 0 2 2 2
Cap, veh/h 0 2583 0 2583 0 1538 0 658
Arrive On Green 0.00 0.51 0.00 0.00 0.51 0.00 0.41 0.00 0.41 Sat Flow, veh/h 0 5274 1585 0 5443 0 3705 0 1585
Grp Volume(v), veh/h 0 2601 0 0 1826 0 1526 0 158
Grp Sat Flow(s),veh/h/ln 0 1702 1585 0 1702 0 1853 0 1585 Q Serve(g_s), s 0.0 60.7 0.0 0.0 33.0 0.0 49.2 0.0 7.8
Cycle Q Clear(g_c), s 0.0 60.7 0.0 0.0 33.0 0.0 49.2 0.0 7.8 Prop In Lane 0.00 1.00 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2583 0 2583 0 1538 0 658
V/C Ratio(X) 0.00 1.01 0.00 0.71 0.00 0.99 0.00 0.24
Avail Cap(c_a), veh/h 0 2583 0 2583 0 1538 0 658
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 29.6 0.0 0.0 22.8 0.0 34.9 0.0 22.8 Incr Delay (d2), s/veh 0.0 19.4 0.0 0.0 1.7 0.0 21.2 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 %ile BackOfQ(50%),veh/ln 0.0 27.1 0.0 0.0 12.6 0.0 26.1 0.0 3.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 49.1 0.0 0.0 24.5 0.0 56.1 0.0 23.7 LnGrp LOS A F A C A E A C
Approach Vol, veh/h 2601 1826 1684
Approach Delay, s/veh 49.1 24.5 53.1
Approach LOS D C D
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 66.0 54.0 66.0
Change Period (Y+Rc), s 5.3 * 4.2 5.3
Max Green Setting (Gmax), s 60.7 * 50 60.7
Max Q Clear Time (g_c+I1), s 62.7 51.2 35.0
Green Ext Time (p_c), s 0.0 0.0 11.0
Intersection Summary
HCM 6th Ctrl Delay 42.8
HCM 6th LOS D
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.

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

Timings Timing Plan: Ex + Amb+ Cuml + Proj (2028) PM
2: I-15 NB Off Ramp & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 3
Lane Group EBT EBR WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 2928 767 3371 295 492
Future Volume (vph) 2928 767 3371 295 492
Turn Type NA Perm NA Prot Free
Protected Phases 2 6 8
Permitted Phases 2 Free
Detector Phase 2 2 6 8
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0
Minimum Split (s) 22.3 22.3 15.3 14.2
Total Split (s) 97.0 97.0 97.0 23.0
Total Split (%) 80.8% 80.8% 80.8% 19.2%
Yellow Time (s) 4.3 4.3 4.3 3.2
All-Red Time (s) 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.3 5.3 5.3 4.2
Lead/Lag
Lead-Lag Optimize?
Recall Mode Max Max C-Max None
Act Effct Green (s) 94.9 94.9 94.9 15.6 120.0
Actuated g/C Ratio 0.79 0.79 0.79 0.13 1.00
v/c Ratio 0.76 0.56 0.69 0.69 0.32
Control Delay 8.2 1.5 6.2 57.9 0.5
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 8.2 1.5 6.2 57.9 0.5

LOS A A A E A
Approach Delay 6.8 6.2 22.0
Approach LOS A A C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow, Master Intersection Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.76
Intersection Signal Delay: 8.1 Intersection LOS: A
Intersection Capacity Utilization 72.9% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 2: I-15 NB Off Ramp & Murrieta Hot Springs Road HCM 6th Signalized Intersection Summary Timing Plan: Ex + Amb+ Cuml + Proj (2028) PM 2: I-15 NB Off Ramp & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 2928 767 0 3371 295 492
Future Volume (veh/h) 2928 767 0 3371 295 492
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 0 1870 1870 1870
Adj Flow Rate, veh/h 3050 0 0 3511 307 0
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 2 2 0 2 2 2
Cap, veh/h 3902 0 4917 379
Arrive On Green 0.76 0.00 0.00 1.00 0.11 0.00
Sat Flow, veh/h 5274 1585 0 6958 3456 1585
Grp Volume(v), veh/h 3050 0 0 3511 307 0
Grp Sat Flow(s),veh/h/ln 1702 1585 0 1609 1728 1585
Q Serve(g_s), s 42.0 0.0 0.0 0.0 10.4 0.0
Cycle Q Clear(g_c), s 42.0 0.0 0.0 0.0 10.4 0.0
Prop In Lane 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 3902 0 4917 379
V/C Ratio(X) 0.78 0.00 0.71 0.81
Avail Cap(c_a), veh/h 3902 0 4917 541
HCM Platoon Ratio 1.00 1.00 1.00 2.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.00 0.26 1.00 0.00
Uniform Delay (d), s/veh 8.3 0.0 0.0 0.0 52.2 0.0
Incr Delay (d2), s/veh 1.6 0.0 0.0 0.2 6.1 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 11.5 0.0 0.0 0.1 4.8 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 9.9 0.0 0.0 0.2 58.3 0.0
LnGrp LOS A A A E
Approach Vol, veh/h 3050 3511 307
Approach Delay, s/veh 9.9 0.2 58.3
Approach LOS A A E
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 97.0 97.0 17.4
Change Period (Y+Rc), s 5.3 5.3 4.2
Max Green Setting (Gmax), s 91.7 91.7 18.8
Max Q Clear Time (g_c+I1), s 44.0 2.0 12.4
Green Ext Time (p_c), s 33.8 67.4 0.7
Intersection Summary
HCM 6th Ctrl Delay 7.1
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

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

Timings Timing Plan: Ex + Amb+ Cuml + Proj (2028) PM
3: Proj. Dwy 1/Sparkman CT & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 5
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 280 2600 405 406 2372 614 10 24 10 218 Future Volume (vph) 280 2600 405 406 2372 614 10 24 10 218 Turn Type Prot NA Perm Prot NA Prot NA Prot NA Perm
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2 4
Detector Phase 5 2 2 1 6 3 8 7 4 4
Switch Phase
Minimum Initial (s) 7.0 10.0 10.0 7.0 10.0 7.0 10.0 7.0 10.0 10.0 Minimum Split (s) 11.5 21.3 21.3 11.5 21.3 11.5 20.6 11.5 20.6 20.6 Total Split (s) 15.0 53.9 53.9 18.7 57.6 25.8 35.9 11.5 21.6 21.6 Total Split (%) 12.5% 44.9% 44.9% 15.6% 48.0% 21.5% 29.9% 9.6% 18.0% 18.0% Yellow Time (s) 3.0 4.3 4.3 3.0 4.3 3.0 3.6 3.0 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) 4.0 5.3 5.3 4.0 5.3 4.0 4.6 4.0 4.6 4.6 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize?
Recall Mode None Max Max None C-Max None Max None Max Max Act Effct Green (s) 11.0 48.6 48.6 14.7 52.3 21.8 36.1 7.1 17.0 17.0 Actuated g/C Ratio 0.09 0.40 0.40 0.12 0.44 0.18 0.30 0.06 0.14 0.14 v/c Ratio 0.91 1.02 0.48 0.99 0.90 1.01 0.21 0.12 0.02 0.99 Control Delay 78.9 51.5 5.8 77.2 22.3 86.7 5.9 54.9 44.6 109.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 78.9 51.5 5.8 77.2 22.3 86.7 5.9 54.9 44.6 109.8

LOS E D A E C F A D D F
Approach Delay 48.2 30.1 65.8 102.1
Approach LOS D C E F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow Natural Cycle: 130
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.02
Intersection Signal Delay: 44.9 Intersection LOS: D
Intersection Capacity Utilization 85.0% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 3: Proj. Dwy 1/Sparkman CT & Murrieta Hot Springs Road HCM 6th Signalized Intersection Summary Timing Plan: Ex + Amb+ Cuml + Proj (2028) PM 3: Proj. Dwy 1/Sparkman CT & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 280 2600 405 406 2372 79 614 10 205 24 10 218 Future Volume (veh/h) 280 2600 405 406 2372 79 614 10 205 24 10 218 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 286 2653 413 414 2420 81 627 10 209 24 10 222 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 317 2606 642 423 2808 94 628 517 462 111 503 225 Arrive On Green 0.09 0.40 0.40 0.25 0.87 0.87 0.18 0.29 0.29 0.03 0.14 0.14 Sat Flow, veh/h 3456 6434 1585 3456 6442 215 3456 1777 1585 3456 3554 1585 Grp Volume(v), veh/h 286 2653 413 414 1812 689 627 10 209 24 10 222 Grp Sat Flow(s),veh/h/ln 1728 1609 1585 1728 1609 1832 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 9.8 48.6 25.2 14.3 23.2 23.4 21.8 0.5 12.9 0.8 0.3 16.8 Cycle Q Clear(g_c), s 9.8 48.6 25.2 14.3 23.2 23.4 21.8 0.5 12.9 0.8 0.3 16.8 Prop In Lane 1.00 1.00 1.00 0.12 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 317 2606 642 423 2103 798 628 517 462 111 503 225 V/C Ratio(X) 0.90 1.02 0.64 0.98 0.86 0.86 1.00 0.02 0.45 0.22 0.02 0.99 Avail Cap(c_a), veh/h 317 2606 642 423 2103 798 628 517 462 216 503 225 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.66 0.66 0.66 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.0 35.7 28.7 45.1 5.8 5.8 49.1 30.3 34.7 56.6 44.3 51.4 Incr Delay (d2), s/veh 20.2 19.1 3.3 37.8 4.9 11.9 35.6 0.1 3.2 1.0 0.1 57.2 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 5.0 21.2 10.0 7.3 3.3 5.2 12.4 0.2 5.4 0.4 0.1 10.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 74.2 54.8 32.0 83.0 10.8 17.8 84.7 30.4 37.9 57.6 44.4 108.6 LnGrp LOS E F C F B B F C D E D F
Approach Vol, veh/h 3352 2915 846 256
Approach Delay, s/veh 53.6 22.7 72.5 101.3
Approach LOS D C E F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 18.7 53.9 25.8 21.6 15.0 57.6 7.9 39.5 Change Period (Y+Rc), s 4.0 5.3 4.0 4.6 4.0 5.3 4.0 4.6 Max Green Setting (Gmax), s 14.7 48.6 21.8 17.0 11.0 52.3 7.5 31.3 Max Q Clear Time (g_c+I1), s 16.3 50.6 23.8 18.8 11.8 25.4 2.8 14.9 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 20.0 0.0 1.2 Intersection Summary
HCM 6th Ctrl Delay 45.2
HCM 6th LOS D
Timings Timing Plan: Ex + Amb+ Cuml + Proj (2028) PM
5: Proj. Dwy 3/Hancock Avenue & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 227 2173 278 499 2395 696 256 216 551 675 238 352 Future Volume (vph) 227 2173 278 499 2395 696 256 216 551 675 238 352 Turn Type Prot NA Perm Prot NA Perm Prot NA pm+ov Prot NA Perm Protected Phases 5 2 1 6 3 8 1 7 4
Permitted Phases 2 6 8 4
Detector Phase 5 2 2 1 6 6 3 8 1 7 4 4
Switch Phase
Minimum Initial (s) 7.0 10.0 10.0 7.0 10.0 10.0 7.0 10.0 7.0 7.0 10.0 10.0 Minimum Split (s) 11.0 15.3 15.3 11.5 38.3 38.3 11.0 20.6 11.5 14.9 14.9 14.9 Total Split (s) 11.0 50.3 50.3 22.1 61.4 61.4 14.0 20.6 22.1 27.0 33.6 33.6 Total Split (%) 9.2% 41.9% 41.9% 18.4% 51.2% 51.2% 11.7% 17.2% 18.4% 22.5% 28.0% 28.0% Yellow Time (s) 3.0 4.3 4.3 3.0 4.3 4.3 3.0 3.6 3.0 3.0 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 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) 4.0 5.3 5.3 4.0 5.3 5.3 4.0 4.6 4.0 4.0 4.6 4.6 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lead Lag Lag Lead-Lag Optimize?
Recall Mode None None None None C-Max C-Max None None None Max Max Max Act Effct Green (s) 7.0 45.0 45.0 18.1 56.1 56.1 10.0 16.0 38.7 23.0 29.0 29.0 Actuated g/C Ratio 0.06 0.38 0.38 0.15 0.47 0.47 0.08 0.13 0.32 0.19 0.24 0.24 v/c Ratio 1.33 1.02 0.42 1.05 1.13 0.80 0.97 0.95 0.62 1.20 0.81 0.67 Control Delay 213.8 39.2 4.9 90.0 86.4 5.6 101.6 97.1 32.0 145.4 57.1 31.5 Queue Delay 0.0 14.0 0.0 0.0 0.2 1.5 0.0 0.0 45.0 0.0 0.0 0.0 Total Delay 213.8 53.2 4.9 90.0 86.6 7.1 101.6 97.1 77.1 145.4 57.1 31.5

LOS F D A F F A F F E F E C
Approach Delay 61.8 71.6 87.5 98.5
Approach LOS E E F F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow Natural Cycle: 145
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.33
Intersection Signal Delay: 74.4 Intersection LOS: E
Intersection Capacity Utilization 98.3% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 5: Proj. Dwy 3/Hancock Avenue & Murrieta Hot Springs Road HCM 6th Signalized Intersection Summary Timing Plan: Ex + Amb+ Cuml + Proj (2028) PM 5: Proj. Dwy 3/Hancock Avenue & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 227 2173 278 499 2395 696 256 216 551 675 238 352 Future Volume (veh/h) 227 2173 278 499 2395 696 256 216 551 675 238 352 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 247 2362 302 542 2603 757 278 235 599 734 352 321 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 202 2413 594 521 2387 741 288 249 793 683 452 383 Arrive On Green 0.06 0.38 0.38 0.30 0.94 0.94 0.08 0.13 0.13 0.19 0.24 0.24 Sat Flow, veh/h 3456 6434 1585 3456 5106 1585 3456 1870 2790 3563 1870 1585 Grp Volume(v), veh/h 247 2362 302 542 2603 757 278 235 599 734 352 321 Grp Sat Flow(s),veh/h/ln 1728 1609 1585 1728 1702 1585 1728 1870 1395 1781 1870 1585 Q Serve(g_s), s 7.0 43.5 17.7 18.1 56.1 56.1 9.6 14.9 16.0 23.0 21.1 23.1 Cycle Q Clear(g_c), s 7.0 43.5 17.7 18.1 56.1 56.1 9.6 14.9 16.0 23.0 21.1 23.1 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 202 2413 594 521 2387 741 288 249 793 683 452 383 V/C Ratio(X) 1.23 0.98 0.51 1.04 1.09 1.02 0.97 0.94 0.76 1.07 0.78 0.84 Avail Cap(c_a), veh/h 202 2413 594 521 2387 741 288 249 793 683 452 383 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 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 56.5 37.0 29.0 41.9 3.9 3.9 54.8 51.5 39.2 48.5 42.5 43.3 Incr Delay (d2), s/veh 137.3 13.7 0.7 50.1 48.4 38.6 43.5 41.4 4.2 56.4 12.5 19.2 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 6.8 18.4 6.8 9.7 12.1 9.4 5.9 9.8 8.5 15.4 11.2 11.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 193.8 50.7 29.7 92.0 52.3 42.5 98.3 92.9 43.3 104.9 55.0 62.5 LnGrp LOS F D C F F F F F D F D E
Approach Vol, veh/h 2911 3902 1112 1407
Approach Delay, s/veh 60.7 55.9 67.5 82.7
Approach LOS E E E F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 22.1 50.3 14.0 33.6 11.0 61.4 27.0 20.6 Change Period (Y+Rc), s 4.0 5.3 4.0 4.6 4.0 5.3 4.0 4.6 Max Green Setting (Gmax), s 18.1 45.0 10.0 29.0 7.0 56.1 23.0 16.0 Max Q Clear Time (g_c+I1), s 20.1 45.5 11.6 25.1 9.0 58.1 25.0 18.0 Green Ext Time (p_c), s 0.0 0.0 0.0 1.3 0.0 0.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 62.8
HCM 6th LOS E
Notes
User approved volume balancing among the lanes for turning movement.

Timings Timing Plan: Ex + Amb+ Cuml + Proj (2028) PM
6: Murrieta Hot Springs Road & I-215 SB Off Ramp 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 9
Lane Group EBT WBT SBL SBR
Lane Configurations
Traffic Volume (vph) 3104 2866 736 660
Future Volume (vph) 3104 2866 736 660
Turn Type NA NA Prot Prot
Protected Phases 2 6 4 4
Permitted Phases
Detector Phase 2 6 4 4
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0
Minimum Split (s) 15.3 29.3 14.2 14.2
Total Split (s) 82.5 82.5 37.5 37.5
Total Split (%) 68.8% 68.8% 31.3% 31.3%
Yellow Time (s) 4.3 4.3 3.2 3.2
All-Red Time (s) 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 -0.2
Total Lost Time (s) 5.3 5.3 4.2 4.0
Lead/Lag
Lead-Lag Optimize?
Recall Mode Max C-Max None None
Act Effct Green (s) 77.2 77.2 33.3 33.5
Actuated g/C Ratio 0.64 0.64 0.28 0.28
v/c Ratio 1.04 0.96 0.99 1.10
Control Delay 44.3 23.1 69.0 112.8
Queue Delay 0.0 43.5 0.0 0.0
Total Delay 44.3 66.5 69.0 112.8

LOS D E E F
Approach Delay 44.3 66.5 82.9
Approach LOS D E F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow Natural Cycle: 120
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.10
Intersection Signal Delay: 60.3 Intersection LOS: E
Intersection Capacity Utilization 157.3% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 6: Murrieta Hot Springs Road & I-215 SB Off Ramp HCM 6th Signalized Intersection Summary Timing Plan: Ex + Amb+ Cuml + Proj (2028) PM 6: Murrieta Hot Springs Road & I-215 SB Off Ramp 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 10
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 3104 2866 0 736 660
Future Volume (veh/h) 0 3104 2866 0 736 660
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 0 1870 1870 0 1945 1945
Adj Flow Rate, veh/h 0 3302 3049 0 976 495
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 0 2 2 0 2 2
Cap, veh/h 0 3285 3285 0 1028 460
Arrive On Green 0.00 0.64 1.00 0.00 0.28 0.28
Sat Flow, veh/h 0 5443 5443 0 3705 1648
Grp Volume(v), veh/h 0 3302 3049 0 976 495
Grp Sat Flow(s),veh/h/ln 0 1702 1702 0 1853 1648
Q Serve(g_s), s 0.0 77.2 0.0 0.0 31.0 33.5
Cycle Q Clear(g_c), s 0.0 77.2 0.0 0.0 31.0 33.5
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 3285 3285 0 1028 460
V/C Ratio(X) 0.00 1.01 0.93 0.00 0.95 1.08
Avail Cap(c_a), veh/h 0 3285 3285 0 1028 460
HCM Platoon Ratio 1.00 1.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 21.4 0.0 0.0 42.5 43.3
Incr Delay (d2), s/veh 0.0 17.0 6.0 0.0 17.2 63.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 30.8 1.8 0.0 16.5 21.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 38.4 6.0 0.0 59.7 107.0
LnGrp LOS A F A A E F
Approach Vol, veh/h 3302 3049 1471
Approach Delay, s/veh 38.4 6.0 75.6
Approach LOS D A E
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 82.5 37.5 82.5
Change Period (Y+Rc), s 5.3 * 4.2 5.3
Max Green Setting (Gmax), s 77.2 * 33 77.2
Max Q Clear Time (g_c+I1), s 79.2 35.5 2.0
Green Ext Time (p_c), s 0.0 0.0 45.1
Intersection Summary
HCM 6th Ctrl Delay 32.7
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.

Timings Timing Plan: Ex + Amb+ Cuml + Proj (2028) PM
7: I-215 NB Off Ramp & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 11
Lane Group EBT WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 2950 2772 373 334
Future Volume (vph) 2950 2772 373 334
Turn Type NA NA Prot Perm
Protected Phases 2 6 8
Permitted Phases 8
Detector Phase 2 6 8 8
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0
Minimum Split (s) 32.3 15.3 14.2 14.2
Total Split (s) 96.0 96.0 24.0 24.0
Total Split (%) 80.0% 80.0% 20.0% 20.0%
Yellow Time (s) 4.3 4.3 3.2 3.2
All-Red Time (s) 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.3 5.3 4.2 4.2
Lead/Lag
Lead-Lag Optimize?
Recall Mode Max C-Max Max Max
Act Effct Green (s) 90.7 90.7 19.8 19.8
Actuated g/C Ratio 0.76 0.76 0.16 0.16
v/c Ratio 0.85 0.80 0.64 0.73
Control Delay 6.8 11.3 52.2 56.3
Queue Delay 0.7 11.8 0.0 0.0
Total Delay 7.5 23.1 52.2 56.3

LOS A C D E
Approach Delay 7.5 23.1 54.1
Approach LOS A C D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow Natural Cycle: 70
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.85
Intersection Signal Delay: 19.4 Intersection LOS: B
Intersection Capacity Utilization 78.0% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 7: I-215 NB Off Ramp & Murrieta Hot Springs Road HCM 6th Signalized Intersection Summary Timing Plan: Ex + Amb+ Cuml + Proj (2028) PM 7: I-215 NB Off Ramp & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 12
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 2950 0 0 2772 373 334
Future Volume (veh/h) 2950 0 0 2772 373 334
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 0 0 1870 1945 1945
Adj Flow Rate, veh/h 3172 0 0 2981 401 359
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2 0 0 2 2 2
Cap, veh/h 3859 0 0 3859 593 479
Arrive On Green 0.76 0.00 0.00 0.76 0.17 0.17
Sat Flow, veh/h 5443 0 0 5443 3594 2901
Grp Volume(v), veh/h 3172 0 0 2981 401 359
Grp Sat Flow(s),veh/h/ln 1702 0 0 1702 1797 1451
Q Serve(g_s), s 48.1 0.0 0.0 41.1 12.6 14.1
Cycle Q Clear(g_c), s 48.1 0.0 0.0 41.1 12.6 14.1
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 3859 0 0 3859 593 479
V/C Ratio(X) 0.82 0.00 0.00 0.77 0.68 0.75
Avail Cap(c_a), veh/h 3859 0 0 3859 593 479
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 9.4 0.0 0.0 8.6 47.1 47.7
Incr Delay (d2), s/veh 2.1 0.0 0.0 1.6 6.1 10.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 13.6 0.0 0.0 11.5 6.1 5.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.5 0.0 0.0 10.2 53.2 58.1
LnGrp LOS B A A B D E
Approach Vol, veh/h 3172 2981 760
Approach Delay, s/veh 11.5 10.2 55.5
Approach LOS B B E
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 96.0 96.0 24.0
Change Period (Y+Rc), s 5.3 5.3 4.2
Max Green Setting (Gmax), s 90.7 90.7 19.8
Max Q Clear Time (g_c+I1), s 50.1 43.1 16.1
Green Ext Time (p_c), s 31.7 32.6 1.4
Intersection Summary
HCM 6th Ctrl Delay 15.8
HCM 6th LOS B
Queuing and Blocking Report Ex + Amb+ Cuml + Proj (2028) AM 06/08/2023
The Triangle Traffic Analysis SimTraffic Report
Rick Engineering Company Page 1
Intersection: 1: I-15 SB On Ramp/I-15 SB Off Ramp & Murrieta Hot Springs Road Movement EB EB EB EB WB WB WB SB SB SB
Directions Served T T T R T T T L LTR R
Maximum Queue (ft) 308 302 302 302 46 54 58 618 606 505 Average Queue (ft) 252 199 209 19 44 36 33 542 576 431
95th Queue (ft) 324 281 310 115 47 46 46 658 638 556
Link Distance (ft) 32 32 32 566 566
Upstream Blk Time (%) 37 33 21 12 30
Queuing Penalty (veh) 177 160 102 0 0
Storage Bay Dist (ft) 480
Storage Blk Time (%) 32 0
Queuing Penalty (veh) 57 4
Intersection: 2: I-15 NB Off Ramp & Murrieta Hot Springs Road Movement EB EB EB EB WB WB WB WB NB NB NB
Directions Served T T T R T T T T L L R
Maximum Queue (ft) 268 274 345 244 142 194 198 245 193 206 222 Average Queue (ft) 155 137 210 24 62 81 106 144 115 135 198 95th Queue (ft) 254 244 316 143 121 154 185 225 167 218 212 Link Distance (ft) 457 457 457 529 529 529 529 187 187 187 Upstream Blk Time (%) 0 6 70
Queuing Penalty (veh) 0 16 179
Storage Bay Dist (ft) 220
Storage Blk Time (%) 5 0
Queuing Penalty (veh) 10 0
Queuing and Blocking Report Ex + Amb+ Cuml + Proj (2028) AM 06/08/2023
The Triangle Traffic Analysis SimTraffic Report
Rick Engineering Company Page 2
Intersection: 3: Proj. Dwy 1/Sparkman CT & Murrieta Hot Springs Road Movement EB EB EB EB EB EB EB WB WB WB WB WB
Directions Served L L T T T T R L L T T T
Maximum Queue (ft) 164 177 276 257 297 288 161 175 186 118 149 185 Average Queue (ft) 71 98 206 207 193 181 38 93 103 47 74 101 95th Queue (ft) 123 146 283 268 267 282 104 145 156 101 136 160 Link Distance (ft) 529 529 529 529 265 265 265
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 310 310 320 245 245
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Proj. Dwy 1/Sparkman CT & Murrieta Hot Springs Road Movement WB NB NB NB NB SB SB SB SB SB
Directions Served TR L L T TR L L T T R
Maximum Queue (ft) 224 161 178 28 115 24 96 59 284 260
Average Queue (ft) 107 109 101 9 46 1 24 6 18 169
95th Queue (ft) 186 154 163 27 93 9 71 28 130 247
Link Distance (ft) 265 281 281 281 281 269 269
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 235 235 235
Storage Blk Time (%) 0 1
Queuing Penalty (veh) 0 0
Intersection: 4: Proj. Dwy 2 & Murrieta Hot Springs Road Movement EB EB EB EB NB
Directions Served T T T T R
Maximum Queue (ft) 141 256 269 48 250
Average Queue (ft) 47 17 9 2 71
95th Queue (ft) 129 102 89 16 192
Link Distance (ft) 265 265 265 265 288
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Ex + Amb+ Cuml + Proj (2028) AM 06/08/2023
The Triangle Traffic Analysis SimTraffic Report
Rick Engineering Company Page 3
Intersection: 5: Proj. Dwy 3/Hancock Avenue & Murrieta Hot Springs Road Movement EB EB EB EB EB EB EB WB WB WB WB WB
Directions Served L L T T T T R L L T T T
Maximum Queue (ft) 257 270 373 352 302 201 75 210 224 258 285 269 Average Queue (ft) 236 246 247 173 157 34 27 142 157 166 195 219 95th Queue (ft) 297 319 468 326 258 102 58 199 216 264 275 265 Link Distance (ft) 318 318 318 318 235 235 235
Upstream Blk Time (%) 31 0 0 0 1 1 3
Queuing Penalty (veh) 167 2 0 0 11 9 25
Storage Bay Dist (ft) 245 245 215 200 200
Storage Blk Time (%) 18 46 4 0 0 2 2
Queuing Penalty (veh) 72 180 14 0 2 14 11
Intersection: 5: Proj. Dwy 3/Hancock Avenue & Murrieta Hot Springs Road Movement WB NB NB NB NB NB SB SB SB SB
Directions Served R L L T R R L L TR R
Maximum Queue (ft) 106 156 68 178 189 36 162 174 314 173 Average Queue (ft) 62 50 34 76 99 6 158 174 281 40
95th Queue (ft) 98 97 62 135 172 22 169 175 297 116
Link Distance (ft) 235 295 295 295 295 295
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150 150 150
Storage Blk Time (%) 6 66 2 0
Queuing Penalty (veh) 22 258 10 1
Intersection: 6: Murrieta Hot Springs Road & I-215 SB Off Ramp Movement EB EB EB WB WB WB SB SB SB
Directions Served T T T T T T L LR R
Maximum Queue (ft) 94 112 120 142 161 142 885 894 495
Average Queue (ft) 73 76 84 127 133 128 851 857 418
95th Queue (ft) 80 91 111 150 154 141 864 880 653
Link Distance (ft) 68 68 68 122 122 122 833 833
Upstream Blk Time (%) 26 33 38 21 20 32 55 82
Queuing Penalty (veh) 189 242 273 171 164 262 0 0
Storage Bay Dist (ft) 470
Storage Blk Time (%) 67 2
Queuing Penalty (veh) 271 14
Queuing and Blocking Report Ex + Amb+ Cuml + Proj (2028) AM 06/08/2023
The Triangle Traffic Analysis SimTraffic Report
Rick Engineering Company Page 4
Intersection: 7: I-215 NB Off Ramp & Murrieta Hot Springs Road Movement EB EB EB WB WB WB NB NB NB NB
Directions Served T T T T T T L L R R
Maximum Queue (ft) 178 184 180 117 119 120 213 238 168 129 Average Queue (ft) 135 142 128 77 67 87 152 157 99 34
95th Queue (ft) 184 185 188 100 103 110 206 220 157 95
Link Distance (ft) 148 148 148 65 65 65 1041 1041
Upstream Blk Time (%) 5 5 5 18 13 36
Queuing Penalty (veh) 39 36 35 141 104 286
Storage Bay Dist (ft) 1000 1000
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 3730
Queuing and Blocking Report Ex + Amb+ Cuml + Proj (2028) PM 06/08/2023
The Triangle Traffic Analysis SimTraffic Report
Rick Engineering Company Page 1
Intersection: 1: I-15 SB On Ramp/I-15 SB Off Ramp & Murrieta Hot Springs Road Movement EB EB EB EB WB WB WB SB SB SB
Directions Served T T T R T T T L LTR R
Maximum Queue (ft) 302 302 339 302 46 46 47 582 618 505 Average Queue (ft) 126 234 309 59 40 32 18 573 588 476
95th Queue (ft) 246 369 326 239 49 46 41 602 606 615
Link Distance (ft) 32 32 32 566 566
Upstream Blk Time (%) 7 5 2 21 91
Queuing Penalty (veh) 40 31 12 0 0
Storage Bay Dist (ft) 480
Storage Blk Time (%) 88 1
Queuing Penalty (veh) 97 11
Intersection: 2: I-15 NB Off Ramp & Murrieta Hot Springs Road Movement EB EB EB EB WB WB WB WB NB NB NB
Directions Served T T T R T T T T L L R
Maximum Queue (ft) 199 182 312 245 111 195 283 332 133 201 221 Average Queue (ft) 83 73 129 24 49 94 169 248 87 122 200 95th Queue (ft) 155 154 239 144 99 158 256 342 133 194 213 Link Distance (ft) 457 457 457 529 529 529 529 187 187 187 Upstream Blk Time (%) 2 63
Queuing Penalty (veh) 5 165
Storage Bay Dist (ft) 220
Storage Blk Time (%) 1 0
Queuing Penalty (veh) 6 0
Queuing and Blocking Report Ex + Amb+ Cuml + Proj (2028) PM 06/08/2023
The Triangle Traffic Analysis SimTraffic Report
Rick Engineering Company Page 2
Intersection: 3: Proj. Dwy 1/Sparkman CT & Murrieta Hot Springs Road Movement EB EB EB EB EB EB EB WB WB WB WB WB
Directions Served L L T T T T R L L T T T
Maximum Queue (ft) 89 134 234 266 524 298 103 176 178 178 209 246 Average Queue (ft) 28 58 132 153 172 188 21 112 120 85 135 180 95th Queue (ft) 68 104 198 227 308 279 68 158 167 159 197 237 Link Distance (ft) 529 529 529 529 265 265 265
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 310 310 320 245 245
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Proj. Dwy 1/Sparkman CT & Murrieta Hot Springs Road Movement WB NB NB NB NB SB SB SB SB SB
Directions Served TR L L T TR L L T T R
Maximum Queue (ft) 268 296 335 292 74 5 56 38 299 260
Average Queue (ft) 186 232 300 75 26 0 9 6 285 260
95th Queue (ft) 264 353 316 279 69 2 30 22 289 260
Link Distance (ft) 265 281 281 281 281 269 269
Upstream Blk Time (%) 0 17 92 11 87 65
Queuing Penalty (veh) 2 0 0 0 0 0
Storage Bay Dist (ft) 235 235 235
Storage Blk Time (%) 98
Queuing Penalty (veh) 5
Intersection: 4: Proj. Dwy 2 & Murrieta Hot Springs Road Movement WB NB
Directions Served T R
Maximum Queue (ft) 41 109
Average Queue (ft) 1 67
95th Queue (ft) 14 107
Link Distance (ft) 318 288
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Ex + Amb+ Cuml + Proj (2028) PM 06/08/2023
The Triangle Traffic Analysis SimTraffic Report
Rick Engineering Company Page 3
Intersection: 5: Proj. Dwy 3/Hancock Avenue & Murrieta Hot Springs Road Movement EB EB EB EB EB EB EB WB WB WB WB WB
Directions Served L L T T T T R L L T T T
Maximum Queue (ft) 108 115 180 258 288 117 98 200 224 278 278 280 Average Queue (ft) 66 70 81 145 170 48 38 138 143 195 212 228 95th Queue (ft) 103 107 158 208 245 95 67 197 204 272 274 283 Link Distance (ft) 318 318 318 318 235 235 235
Upstream Blk Time (%) 0 1 2 6
Queuing Penalty (veh) 0 10 19 55
Storage Bay Dist (ft) 245 245 215 200 200
Storage Blk Time (%) 0 0 3
Queuing Penalty (veh) 0 2 13
Intersection: 5: Proj. Dwy 3/Hancock Avenue & Murrieta Hot Springs Road Movement WB NB NB NB NB NB SB SB SB SB
Directions Served R L L T R R L L TR R
Maximum Queue (ft) 209 227 294 334 347 347 162 175 301 175 Average Queue (ft) 69 122 136 237 312 314 158 173 282 78 95th Queue (ft) 133 196 215 364 331 330 174 182 295 175 Link Distance (ft) 235 295 295 295 295 295
Upstream Blk Time (%) 0 15 87 79
Queuing Penalty (veh) 0 0 0 0
Storage Bay Dist (ft) 150 150 150
Storage Blk Time (%) 3 58 17 0
Queuing Penalty (veh) 18 340 144 5
Intersection: 6: Murrieta Hot Springs Road & I-215 SB Off Ramp Movement EB EB EB WB WB WB SB SB SB
Directions Served T T T T T T L LR R
Maximum Queue (ft) 95 118 141 152 162 185 850 896 495
Average Queue (ft) 73 79 88 127 132 135 848 855 386
95th Queue (ft) 82 99 124 147 157 158 851 877 689
Link Distance (ft) 68 68 68 122 122 122 833 833
Upstream Blk Time (%) 18 25 30 13 15 29 49 90
Queuing Penalty (veh) 189 262 313 127 139 277 0 0
Storage Bay Dist (ft) 470
Storage Blk Time (%) 79 0
Queuing Penalty (veh) 260 2
Queuing and Blocking Report Ex + Amb+ Cuml + Proj (2028) PM 06/08/2023
The Triangle Traffic Analysis SimTraffic Report
Rick Engineering Company Page 4
Intersection: 7: I-215 NB Off Ramp & Murrieta Hot Springs Road Movement EB EB EB WB WB WB NB NB NB NB
Directions Served T T T T T T L L R R
Maximum Queue (ft) 162 176 188 100 97 145 191 193 181 167 Average Queue (ft) 137 133 115 76 72 84 117 126 133 84
95th Queue (ft) 181 184 161 89 96 114 176 180 177 169
Link Distance (ft) 148 148 148 65 65 65 1041 1041
Upstream Blk Time (%) 4 2 1 16 13 25
Queuing Penalty (veh) 39 24 10 145 119 231
Storage Bay Dist (ft) 1000 1000
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 3119
BUILDOUT (2035) TRAFFIC CONDITIONS
(MURRIETA HOT SPRINGS RD/I-15 NB RAMPS)
Timings Timing Plan: Buildout (2035) + Project AM
2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road 06/15/2023 Buildout (2035) + Project AM Synchro 11 Report
Rick Engineering Company Page 1
Lane Group EBL EBT WBT WBR NBL NBT NBR
Lane Configurations
Traffic Volume (vph) 169 2631 1620 1119 718 3 239
Future Volume (vph) 169 2631 1620 1119 718 3 239
Turn Type Prot NA NA Free Split NA Free
Protected Phases 5 2 6 8 8
Permitted Phases Free Free
Detector Phase 5 2 6 8 8
Switch Phase
Minimum Initial (s) 7.0 10.0 10.0 10.0 10.0
Minimum Split (s) 11.0 22.3 15.3 14.2 14.2
Total Split (s) 20.0 80.0 60.0 40.0 40.0
Total Split (%) 16.7% 66.7% 50.0% 33.3% 33.3%
Yellow Time (s) 3.0 4.3 4.3 3.2 3.2
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) 4.0 5.3 5.3 4.2 4.2
Lead/Lag Lead Lag
Lead-Lag Optimize?
Recall Mode None Max C-Max None None
Act Effct Green (s) 15.5 78.4 58.9 120.0 32.1 32.1 120.0 Actuated g/C Ratio 0.13 0.65 0.49 1.00 0.27 0.27 1.00
v/c Ratio 0.81 0.86 0.71 0.77 0.87 0.87 0.16
Control Delay 68.4 14.4 24.6 13.2 61.7 62.2 0.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 68.4 14.4 24.6 13.2 61.7 62.2 0.2

LOS E B C B E E A
Approach Delay 17.6 19.9 46.6
Approach LOS B B D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow, Master Intersection Natural Cycle: 70
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.87
Intersection Signal Delay: 22.9 Intersection LOS: C
Intersection Capacity Utilization 78.7% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road HCM 6th Signalized Intersection Summary Timing Plan: Buildout (2035) + Project AM 2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road 06/15/2023 Buildout (2035) + Project AM Synchro 11 Report
Rick Engineering Company Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 169 2631 0 0 1620 1119 718 3 239 0 0 0 Future Volume (veh/h) 169 2631 0 0 1620 1119 718 3 239 0 0 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 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 184 2860 0 0 1761 0 782 0 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2
Cap, veh/h 212 3179 0 0 2402 890 0
Arrive On Green 0.12 0.62 0.00 0.00 0.47 0.00 0.25 0.00 0.00 Sat Flow, veh/h 1781 5274 0 0 5274 1585 3563 0 1585
Grp Volume(v), veh/h 184 2860 0 0 1761 0 782 0 0
Grp Sat Flow(s),veh/h/ln 1781 1702 0 0 1702 1585 1781 0 1585 Q Serve(g_s), s 12.2 57.7 0.0 0.0 33.5 0.0 25.3 0.0 0.0 Cycle Q Clear(g_c), s 12.2 57.7 0.0 0.0 33.5 0.0 25.3 0.0 0.0 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 212 3179 0 0 2402 890 0
V/C Ratio(X) 0.87 0.90 0.00 0.00 0.73 0.88 0.00
Avail Cap(c_a), veh/h 238 3179 0 0 2402 1063 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 1.00 0.00 0.00 0.55 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 52.0 19.4 0.0 0.0 25.7 0.0 43.3 0.0 0.0 Incr Delay (d2), s/veh 25.6 4.6 0.0 0.0 1.1 0.0 7.5 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.8 21.0 0.0 0.0 12.9 0.0 12.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 77.5 24.1 0.0 0.0 26.8 0.0 50.8 0.0 0.0 LnGrp LOS E C A A C D A
Approach Vol, veh/h 3044 1761 782
Approach Delay, s/veh 27.3 26.8 50.8
Approach LOS C C D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 80.0 18.3 61.7 34.2
Change Period (Y+Rc), s 5.3 4.0 5.3 4.2
Max Green Setting (Gmax), s 74.7 16.0 54.7 35.8
Max Q Clear Time (g_c+I1), s 59.7 14.2 35.5 27.3
Green Ext Time (p_c), s 12.6 0.1 9.2 2.7
Intersection Summary
HCM 6th Ctrl Delay 30.4
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

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

Timings Timing Plan: Buildout (2035) + Project PM
2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road 06/15/2023 Buildout (2035) + Project PM Synchro 11 Report
Rick Engineering Company Page 1
Lane Group EBL EBT WBT WBR NBL NBT NBR
Lane Configurations
Traffic Volume (vph) 802 3526 1620 1682 499 0 109
Future Volume (vph) 802 3526 1620 1682 499 0 109
Turn Type Prot NA NA Free Split NA Free
Protected Phases 5 2 6 8 8
Permitted Phases Free Free
Detector Phase 5 2 6 8 8
Switch Phase
Minimum Initial (s) 7.0 10.0 10.0 10.0 10.0
Minimum Split (s) 11.0 22.3 15.3 14.2 14.2
Total Split (s) 55.0 98.0 43.0 22.0 22.0
Total Split (%) 45.8% 81.7% 35.8% 18.3% 18.3%
Yellow Time (s) 3.0 4.3 4.3 3.2 3.2
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) 4.0 5.3 5.3 4.2 4.2
Lead/Lag Lead Lag
Lead-Lag Optimize?
Recall Mode None Max C-Max None None
Act Effct Green (s) 51.0 92.7 37.7 120.0 17.8 17.8 120.0 Actuated g/C Ratio 0.42 0.77 0.31 1.00 0.15 0.15 1.00
v/c Ratio 1.16 0.98 1.10 1.15 1.09 1.09 0.07
Control Delay 116.4 14.8 85.6 96.5 130.5 130.5 0.1
Queue Delay 0.0 3.2 0.0 0.0 0.0 0.0 0.0
Total Delay 116.4 18.1 85.6 96.5 130.5 130.5 0.1

LOS F B F F F F A
Approach Delay 36.3 91.1 107.1
Approach LOS D F F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow, Master Intersection Natural Cycle: 150
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.16
Intersection Signal Delay: 63.5 Intersection LOS: E
Intersection Capacity Utilization 100.8% ICU Level of Service G Analysis Period (min) 15
Splits and Phases: 2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road HCM 6th Signalized Intersection Summary Timing Plan: Buildout (2035) + Project PM 2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road 06/15/2023 Buildout (2035) + Project PM Synchro 11 Report
Rick Engineering Company Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 802 3526 0 0 1620 1682 499 0 109 0 0 0 Future Volume (veh/h) 802 3526 0 0 1620 1682 499 0 109 0 0 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 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 872 3833 0 0 1761 0 542 0 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2
Cap, veh/h 757 3944 0 0 1604 528 0
Arrive On Green 0.43 0.77 0.00 0.00 0.52 0.00 0.15 0.00 0.00 Sat Flow, veh/h 1781 5274 0 0 5274 1585 3563 0 1585
Grp Volume(v), veh/h 872 3833 0 0 1761 0 542 0 0
Grp Sat Flow(s),veh/h/ln 1781 1702 0 0 1702 1585 1781 0 1585 Q Serve(g_s), s 51.0 82.2 0.0 0.0 37.7 0.0 17.8 0.0 0.0 Cycle Q Clear(g_c), s 51.0 82.2 0.0 0.0 37.7 0.0 17.8 0.0 0.0 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 757 3944 0 0 1604 528 0
V/C Ratio(X) 1.15 0.97 0.00 0.00 1.10 1.03 0.00
Avail Cap(c_a), veh/h 757 3944 0 0 1604 528 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.67 1.67 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 0.26 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 34.5 12.5 0.0 0.0 28.5 0.0 51.1 0.0 0.0 Incr Delay (d2), s/veh 83.1 9.1 0.0 0.0 47.1 0.0 45.8 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 38.0 24.1 0.0 0.0 18.1 0.0 11.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 117.6 21.6 0.0 0.0 75.6 0.0 96.9 0.0 0.0 LnGrp LOS F C A A F F A
Approach Vol, veh/h 4705 1761 542
Approach Delay, s/veh 39.4 75.6 96.9
Approach LOS D E F
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 98.0 55.0 43.0 22.0
Change Period (Y+Rc), s 5.3 4.0 5.3 4.2
Max Green Setting (Gmax), s 92.7 51.0 37.7 17.8
Max Q Clear Time (g_c+I1), s 84.2 53.0 39.7 19.8
Green Ext Time (p_c), s 8.3 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 52.9
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

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

Queuing and Blocking Report Buildout (2035) + Project AM 06/16/2023
Buildout (2035) + Project AM SimTraffic ReportRick Engineering Company Page 1Intersection: 2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs RoadMovement EB EB EB EB WB WB WB NB NB NBDirections Served L T T T T T T L LT RMaximum Queue (ft) 251 315 354 372 74 108 128 311 311 291Average Queue (ft) 123 173 157 166 22 31 30 237 227 13095th Queue (ft) 201 273 275 319 61 85 79 306 292 297Link Distance (ft) 473 473 473 1082 1082 1082 1236 1236Upstream Blk Time (%)Queuing Penalty (veh)Storage Bay Dist (ft) 500 585Storage Blk Time (%)Queuing Penalty (veh) Queuing and Blocking Report Buildout (2035) + Project PM 06/16/2023
Buildout (2035) + Project PM SimTraffic ReportRick Engineering Company Page 1Intersection: 2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs RoadMovement EB EB EB EB WB WB WB WB NB NB NBDirections Served L T T T T T T R L LT RMaximum Queue (ft) 473 529 473 483 123 151 160 78 428 416 155Average Queue (ft) 427 416 265 287 54 71 74 4 303 291 3395th Queue (ft) 523 620 485 476 115 138 131 28 405 402 132Link Distance (ft) 473 473 473 1082 1082 1082 1082 1236 1236Upstream Blk Time (%) 7 11 0 1Queuing Penalty (veh) 0 133 2 14Storage Bay Dist (ft) 500 585Storage Blk Time (%) 7 11Queuing Penalty (veh) 83 85

RECOMMENDATIONS / MITIGATION

Timings Timing Plan: Ex + Amb+ Cuml + Proj (2025) AM
1: I-15 SB On Ramp/I-15 SB Off Ramp & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 1
Lane Group EBT EBR WBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 1036 317 1376 1259 0 336
Future Volume (vph) 1036 317 1376 1259 0 336
Turn Type NA Free NA Split NA Prot
Protected Phases 2 6 4 4 4
Permitted Phases Free
Detector Phase 2 6 4 4 4
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0
Minimum Split (s) 15.3 29.3 14.6 14.6 14.6
Total Split (s) 50.0 50.0 70.0 70.0 70.0
Total Split (%) 41.7% 41.7% 58.3% 58.3% 58.3%
Yellow Time (s) 4.3 4.3 3.2 3.2 3.2
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) 5.3 5.3 4.2 4.2 4.2
Lead/Lag
Lead-Lag Optimize?
Recall Mode None C-Max Max Max Max
Act Effct Green (s) 44.7 120.0 44.7 65.8 65.8 65.8
Actuated g/C Ratio 0.37 1.00 0.37 0.55 0.55 0.55
v/c Ratio 0.58 0.21 0.77 0.71 0.76 0.38
Control Delay 31.7 0.3 37.6 25.0 27.3 16.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 31.7 0.3 37.6 25.0 27.3 16.1

LOS C A D C C B
Approach Delay 24.3 37.6 24.2
Approach LOS C D C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow Natural Cycle: 65
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.77
Intersection Signal Delay: 28.5 Intersection LOS: C
Intersection Capacity Utilization 102.0% ICU Level of Service G Analysis Period (min) 15
Splits and Phases: 1: I-15 SB On Ramp/I-15 SB Off Ramp & Murrieta Hot Springs Road HCM 6th Signalized Intersection Summary Timing Plan: Ex + Amb+ Cuml + Proj (2025) AM 1: I-15 SB On Ramp/I-15 SB Off Ramp & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1036 317 0 1376 0 0 0 0 1259 0 336 Future Volume (veh/h) 0 1036 317 0 1376 0 0 0 0 1259 0 336 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 0 1945 1870 1870 Adj Flow Rate, veh/h 0 1102 0 0 1464 0 1450 0 238
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 2 2 0 2 0 2 2 2
Cap, veh/h 0 1902 0 1902 0 2032 0 869
Arrive On Green 0.00 0.37 0.00 0.00 0.25 0.00 0.55 0.00 0.55 Sat Flow, veh/h 0 5274 1585 0 5443 0 3705 0 1585
Grp Volume(v), veh/h 0 1102 0 0 1464 0 1450 0 238
Grp Sat Flow(s),veh/h/ln 0 1702 1585 0 1702 0 1853 0 1585 Q Serve(g_s), s 0.0 20.7 0.0 0.0 32.0 0.0 34.9 0.0 9.6
Cycle Q Clear(g_c), s 0.0 20.7 0.0 0.0 32.0 0.0 34.9 0.0 9.6 Prop In Lane 0.00 1.00 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1902 0 1902 0 2032 0 869
V/C Ratio(X) 0.00 0.58 0.00 0.77 0.00 0.71 0.00 0.27
Avail Cap(c_a), veh/h 0 1902 0 1902 0 2032 0 869
HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.67 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 30.1 0.0 0.0 40.2 0.0 20.1 0.0 14.4 Incr Delay (d2), s/veh 0.0 0.4 0.0 0.0 3.1 0.0 2.2 0.0 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 %ile BackOfQ(50%),veh/ln 0.0 8.2 0.0 0.0 14.2 0.0 15.1 0.0 3.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 30.6 0.0 0.0 43.3 0.0 22.3 0.0 15.2 LnGrp LOS A C A D A C A B
Approach Vol, veh/h 1102 1464 1688
Approach Delay, s/veh 30.6 43.3 21.3
Approach LOS C D C
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 50.0 70.0 50.0
Change Period (Y+Rc), s 5.3 * 4.2 5.3
Max Green Setting (Gmax), s 44.7 * 66 44.7
Max Q Clear Time (g_c+I1), s 22.7 36.9 34.0
Green Ext Time (p_c), s 5.4 11.6 5.4
Intersection Summary
HCM 6th Ctrl Delay 31.3
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.

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

Timings Timing Plan: Ex + Amb+ Cuml + Proj (2025) AM
2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 3
Lane Group EBL EBT WBT WBR NBL NBT NBR
Lane Configurations
Traffic Volume (vph) 209 2083 1285 1024 329 0 276
Future Volume (vph) 209 2083 1285 1024 329 0 276
Turn Type Prot NA NA Free Split NA Free
Protected Phases 5 2 6 8 8
Permitted Phases Free Free
Detector Phase 5 2 6 8 8
Switch Phase
Minimum Initial (s) 7.0 10.0 10.0 10.0 10.0
Minimum Split (s) 11.0 22.3 15.3 14.2 14.2
Total Split (s) 33.0 90.0 57.0 30.0 30.0
Total Split (%) 27.5% 75.0% 47.5% 25.0% 25.0%
Yellow Time (s) 3.0 4.3 4.3 3.2 3.2
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) 4.0 5.3 5.3 4.2 4.2
Lead/Lag Lead Lag
Lead-Lag Optimize?
Recall Mode None Max C-Max None None
Act Effct Green (s) 20.6 92.5 67.9 120.0 18.0 18.0 120.0 Actuated g/C Ratio 0.17 0.77 0.57 1.00 0.15 0.15 1.00
v/c Ratio 0.75 0.58 0.49 0.70 0.71 0.71 0.19
Control Delay 57.2 3.9 20.8 13.0 63.4 63.4 0.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 57.2 3.9 20.8 13.0 63.4 63.4 0.3

LOS E A C B E E A
Approach Delay 8.8 17.3 34.6
Approach LOS A B C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow, Master Intersection Natural Cycle: 55
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.75
Intersection Signal Delay: 15.6 Intersection LOS: B
Intersection Capacity Utilization 57.3% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road HCM 6th Signalized Intersection Summary Timing Plan: Ex + Amb+ Cuml + Proj (2025) AM 2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 209 2083 0 0 1285 1024 329 0 276 0 0 0 Future Volume (veh/h) 209 2083 0 0 1285 1024 329 0 276 0 0 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 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 227 2264 0 0 1397 0 358 0 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2
Cap, veh/h 261 3604 0 0 2687 446 0
Arrive On Green 0.15 0.71 0.00 0.00 0.53 0.00 0.13 0.00 0.00 Sat Flow, veh/h 1781 5274 0 0 5274 1585 3563 0 1585
Grp Volume(v), veh/h 227 2264 0 0 1397 0 358 0 0
Grp Sat Flow(s),veh/h/ln 1781 1702 0 0 1702 1585 1781 0 1585 Q Serve(g_s), s 15.0 28.1 0.0 0.0 21.4 0.0 11.7 0.0 0.0 Cycle Q Clear(g_c), s 15.0 28.1 0.0 0.0 21.4 0.0 11.7 0.0 0.0 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 261 3604 0 0 2687 446 0
V/C Ratio(X) 0.87 0.63 0.00 0.00 0.52 0.80 0.00
Avail Cap(c_a), veh/h 430 3604 0 0 2687 766 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 1.00 0.00 0.00 0.53 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 50.1 9.3 0.0 0.0 18.5 0.0 51.0 0.0 0.0 Incr Delay (d2), s/veh 10.3 0.8 0.0 0.0 0.4 0.0 3.4 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 %ile BackOfQ(50%),veh/ln 7.2 8.8 0.0 0.0 7.9 0.0 5.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.4 10.2 0.0 0.0 18.9 0.0 54.4 0.0 0.0 LnGrp LOS E B A A B D A
Approach Vol, veh/h 2491 1397 358
Approach Delay, s/veh 14.7 18.9 54.4
Approach LOS B B D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 90.0 21.6 68.4 19.2
Change Period (Y+Rc), s 5.3 4.0 5.3 4.2
Max Green Setting (Gmax), s 84.7 29.0 51.7 25.8
Max Q Clear Time (g_c+I1), s 30.1 17.0 23.4 13.7
Green Ext Time (p_c), s 20.6 0.6 7.8 1.3
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 [NBR, WBR] is excluded from calculations of the approach delay and intersection delay.

Timings Timing Plan: Ex + Amb+ Cuml + Proj (2025) AM
3: Proj. Dwy 1/Sparkman CT & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 5
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 275 1836 194 194 1767 232 10 27 10 265 Future Volume (vph) 275 1836 194 194 1767 232 10 27 10 265 Turn Type Prot NA Perm Prot NA Prot NA Prot NA Perm
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2 4
Detector Phase 5 2 2 1 6 3 8 7 4 4
Switch Phase
Minimum Initial (s) 7.0 10.0 10.0 7.0 10.0 7.0 10.0 7.0 10.0 10.0 Minimum Split (s) 11.5 21.3 21.3 11.5 21.3 11.5 20.6 11.5 20.6 20.6 Total Split (s) 19.0 53.0 53.0 15.0 49.0 17.0 40.5 11.5 35.0 35.0 Total Split (%) 15.8% 44.2% 44.2% 12.5% 40.8% 14.2% 33.8% 9.6% 29.2% 29.2% Yellow Time (s) 3.0 4.3 4.3 3.0 4.3 3.0 3.6 3.0 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) 4.0 5.3 5.3 4.0 5.3 4.0 4.6 4.0 4.6 4.6 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize?
Recall Mode None C-Max C-Max None Max None Max None Max Max Act Effct Green (s) 14.0 48.1 48.1 10.6 44.7 12.4 40.7 7.1 31.0 31.0 Actuated g/C Ratio 0.12 0.40 0.40 0.09 0.37 0.10 0.34 0.06 0.26 0.26 v/c Ratio 0.72 0.75 0.28 0.69 0.81 0.71 0.09 0.14 0.01 0.68 Control Delay 56.7 29.1 4.8 78.1 19.5 63.9 8.3 55.1 33.7 50.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 56.7 29.1 4.8 78.1 19.5 63.9 8.3 55.1 33.7 50.0

LOS E C A E B E A E C D
Approach Delay 30.3 25.3 48.6 49.9
Approach LOS C C D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:EBT, Start of Yellow Natural Cycle: 80
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 30.7 Intersection LOS: C
Intersection Capacity Utilization 61.1% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 3: Proj. Dwy 1/Sparkman CT & Murrieta Hot Springs Road HCM 6th Signalized Intersection Summary Timing Plan: Ex + Amb+ Cuml + Proj (2025) AM 3: Proj. Dwy 1/Sparkman CT & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 275 1836 194 194 1767 52 232 10 78 27 10 265 Future Volume (veh/h) 275 1836 194 194 1767 52 232 10 78 27 10 265 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 289 1933 211 211 1860 55 252 11 85 28 11 279 Peak Hour Factor 0.95 0.95 0.92 0.92 0.95 0.95 0.92 0.92 0.92 0.95 0.92 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 350 2773 683 265 2629 78 311 547 488 122 900 402 Arrive On Green 0.10 0.43 0.43 0.15 0.81 0.81 0.09 0.31 0.31 0.04 0.25 0.25 Sat Flow, veh/h 3456 6434 1585 3456 6470 191 3456 1777 1585 3456 3554 1585 Grp Volume(v), veh/h 289 1933 211 211 1387 528 252 11 85 28 11 279 Grp Sat Flow(s),veh/h/ln 1728 1609 1585 1728 1609 1836 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 9.8 29.3 10.5 7.1 15.2 15.2 8.6 0.5 4.7 0.9 0.3 19.1 Cycle Q Clear(g_c), s 9.8 29.3 10.5 7.1 15.2 15.2 8.6 0.5 4.7 0.9 0.3 19.1 Prop In Lane 1.00 1.00 1.00 0.10 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 350 2773 683 265 1961 746 311 547 488 122 900 402 V/C Ratio(X) 0.83 0.70 0.31 0.80 0.71 0.71 0.81 0.02 0.17 0.23 0.01 0.69 Avail Cap(c_a), veh/h 432 2773 683 317 1961 746 374 547 488 216 900 402 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.83 0.83 0.83 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.9 27.8 22.4 49.9 8.1 8.1 53.6 28.9 30.4 56.3 33.6 40.6 Incr Delay (d2), s/veh 8.8 1.2 1.0 11.4 2.2 5.6 10.7 0.1 0.8 0.9 0.0 9.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.6 10.9 4.1 3.2 3.0 4.1 4.2 0.2 1.9 0.4 0.1 8.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.7 29.0 23.4 61.3 10.3 13.7 64.3 29.0 31.1 57.2 33.6 50.1 LnGrp LOS E C C E B B E C C E C D
Approach Vol, veh/h 2433 2126 348 318
Approach Delay, s/veh 32.4 16.2 55.1 50.2
Approach LOS C B E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 13.2 57.0 14.8 35.0 16.1 54.1 8.2 41.5 Change Period (Y+Rc), s 4.0 5.3 4.0 4.6 4.0 5.3 4.0 4.6 Max Green Setting (Gmax), s 11.0 47.7 13.0 30.4 15.0 43.7 7.5 35.9 Max Q Clear Time (g_c+I1), s 9.1 31.3 10.6 21.1 11.8 17.2 2.9 6.7 Green Ext Time (p_c), s 0.1 12.0 0.2 0.7 0.3 14.8 0.0 0.5 Intersection Summary
HCM 6th Ctrl Delay 28.4
HCM 6th LOS C
Timings Timing Plan: Ex + Amb+ Cuml + Proj (2025) AM
5: Proj. Dwy 3/Hancock Avenue & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 295 1420 135 232 1753 579 108 93 187 547 116 214 Future Volume (vph) 295 1420 135 232 1753 579 108 93 187 547 116 214 Turn Type Prot NA Perm Prot NA Perm Prot NA pm+ov Prot NA Perm Protected Phases 5 2 1 6 3 8 1 7 4
Permitted Phases 2 6 8 4
Detector Phase 5 2 2 1 6 6 3 8 1 7 4 4
Switch Phase
Minimum Initial (s) 7.0 10.0 10.0 7.0 10.0 10.0 7.0 10.0 7.0 7.0 10.0 10.0 Minimum Split (s) 11.0 15.3 15.3 11.5 38.3 38.3 11.0 20.6 11.5 14.9 14.9 14.9 Total Split (s) 17.0 52.9 52.9 18.5 54.4 54.4 12.0 20.6 18.5 28.0 36.6 36.6 Total Split (%) 14.2% 44.1% 44.1% 15.4% 45.3% 45.3% 10.0% 17.2% 15.4% 23.3% 30.5% 30.5% Yellow Time (s) 3.0 4.3 4.3 3.0 4.3 4.3 3.0 3.6 3.0 3.0 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 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) 4.0 5.3 5.3 4.0 5.3 5.3 4.0 4.6 4.0 4.0 4.6 4.6 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lead Lag Lag Lead-Lag Optimize?
Recall Mode None None None None C-Max C-Max None None None Max Max Max Act Effct Green (s) 13.0 48.9 48.9 13.2 49.1 49.1 7.8 16.0 33.8 24.0 32.2 32.2 Actuated g/C Ratio 0.11 0.41 0.41 0.11 0.41 0.41 0.06 0.13 0.28 0.20 0.27 0.27 v/c Ratio 0.90 0.60 0.20 0.67 0.93 0.68 0.53 0.41 0.24 0.91 0.25 0.40 Control Delay 95.5 14.9 1.4 67.8 32.0 4.3 63.2 53.2 17.9 66.5 36.2 7.3 Queue Delay 0.0 0.0 0.0 0.0 4.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 95.5 14.9 1.4 67.8 36.0 4.6 63.2 53.2 17.9 66.5 36.2 7.3

LOS F B A E D A E D B E D A
Approach Delay 26.7 31.8 39.0 48.0
Approach LOS C C D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow Natural Cycle: 95
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.93
Intersection Signal Delay: 33.2 Intersection LOS: C
Intersection Capacity Utilization 76.1% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 5: Proj. Dwy 3/Hancock Avenue & Murrieta Hot Springs Road HCM 6th Signalized Intersection Summary Timing Plan: Ex + Amb+ Cuml + Proj (2025) AM 5: Proj. Dwy 3/Hancock Avenue & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 295 1420 135 232 1753 579 108 93 187 547 116 214 Future Volume (veh/h) 295 1420 135 232 1753 579 108 93 187 547 116 214 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 314 1511 147 252 1865 616 117 101 203 582 126 228 Peak Hour Factor 0.94 0.94 0.92 0.92 0.94 0.94 0.92 0.92 0.92 0.94 0.92 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 363 2733 673 309 2089 649 198 232 595 691 499 423 Arrive On Green 0.21 0.85 0.85 0.18 0.82 0.82 0.06 0.12 0.12 0.20 0.27 0.27 Sat Flow, veh/h 3456 6434 1585 3456 5106 1585 3456 1870 2790 3456 1870 1585 Grp Volume(v), veh/h 314 1511 147 252 1865 616 117 101 203 582 126 228 Grp Sat Flow(s),veh/h/ln 1728 1609 1585 1728 1702 1585 1728 1870 1395 1728 1870 1585 Q Serve(g_s), s 10.5 8.0 2.1 8.4 29.5 38.0 4.0 6.0 7.4 19.4 6.4 14.8 Cycle Q Clear(g_c), s 10.5 8.0 2.1 8.4 29.5 38.0 4.0 6.0 7.4 19.4 6.4 14.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 363 2733 673 309 2089 649 198 232 595 691 499 423 V/C Ratio(X) 0.87 0.55 0.22 0.82 0.89 0.95 0.59 0.44 0.34 0.84 0.25 0.54 Avail Cap(c_a), veh/h 374 2733 673 418 2089 649 230 249 621 691 499 423 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.6 5.8 5.3 48.3 9.1 9.9 55.2 48.7 40.1 46.2 34.6 37.7 Incr Delay (d2), s/veh 18.3 0.2 0.2 8.9 6.3 25.0 3.0 1.3 0.3 11.9 1.2 4.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.9 1.7 0.7 3.6 4.7 8.1 1.8 2.9 2.6 9.4 3.0 6.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.9 6.0 5.5 57.2 15.5 34.8 58.2 50.0 40.4 58.1 35.8 42.6 LnGrp LOS E A A E B C E D D E D D
Approach Vol, veh/h 1972 2733 421 936
Approach Delay, s/veh 15.4 23.7 47.6 51.3
Approach LOS B C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 14.7 56.3 10.9 36.6 16.6 54.4 28.0 19.5 Change Period (Y+Rc), s 4.0 5.3 4.0 4.6 4.0 5.3 4.0 4.6 Max Green Setting (Gmax), s 14.5 47.6 8.0 32.0 13.0 49.1 24.0 16.0 Max Q Clear Time (g_c+I1), s 10.4 10.0 6.0 16.8 12.5 40.0 21.4 9.4 Green Ext Time (p_c), s 0.3 10.1 0.1 1.5 0.1 7.2 0.8 0.7 Intersection Summary
HCM 6th Ctrl Delay 26.9
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Timings Timing Plan: Ex + Amb+ Cuml + Proj (2025) AM
6: Murrieta Hot Springs Road & I-215 SB Off Ramp 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 9
Lane Group EBT WBT SBL SBR
Lane Configurations
Traffic Volume (vph) 2039 2046 665 602
Future Volume (vph) 2039 2046 665 602
Turn Type NA NA Prot Prot
Protected Phases 2 6 4 4
Permitted Phases
Detector Phase 2 6 4 4
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0
Minimum Split (s) 15.3 29.3 14.2 14.2
Total Split (s) 71.0 71.0 49.0 49.0
Total Split (%) 59.2% 59.2% 40.8% 40.8%
Yellow Time (s) 4.3 4.3 3.2 3.2
All-Red Time (s) 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 -0.2
Total Lost Time (s) 5.3 5.3 4.2 4.0
Lead/Lag
Lead-Lag Optimize?
Recall Mode Max C-Max None None
Act Effct Green (s) 70.9 70.9 39.6 39.8
Actuated g/C Ratio 0.59 0.59 0.33 0.33
v/c Ratio 0.75 0.75 0.76 0.82
Control Delay 15.4 18.1 39.7 50.1
Queue Delay 0.0 0.3 0.0 0.0
Total Delay 15.4 18.5 39.7 50.1

LOS B B D D
Approach Delay 15.4 18.5 42.9
Approach LOS B B D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow Natural Cycle: 55
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.82
Intersection Signal Delay: 23.1 Intersection LOS: C
Intersection Capacity Utilization 122.2% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 6: Murrieta Hot Springs Road & I-215 SB Off Ramp HCM 6th Signalized Intersection Summary Timing Plan: Ex + Amb+ Cuml + Proj (2025) AM 6: Murrieta Hot Springs Road & I-215 SB Off Ramp 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 10
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 2039 2046 0 665 602
Future Volume (veh/h) 0 2039 2046 0 665 602
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 0 1870 1870 0 1945 1945
Adj Flow Rate, veh/h 0 2169 2177 0 885 449
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 0 2 2 0 2 2
Cap, veh/h 0 2796 2796 0 1178 527
Arrive On Green 0.00 0.55 1.00 0.00 0.32 0.32
Sat Flow, veh/h 0 5443 5443 0 3705 1648
Grp Volume(v), veh/h 0 2169 2177 0 885 449
Grp Sat Flow(s),veh/h/ln 0 1702 1702 0 1853 1648
Q Serve(g_s), s 0.0 40.1 0.0 0.0 25.7 30.6
Cycle Q Clear(g_c), s 0.0 40.1 0.0 0.0 25.7 30.6
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2796 2796 0 1178 527
V/C Ratio(X) 0.00 0.78 0.78 0.00 0.75 0.85
Avail Cap(c_a), veh/h 0 2796 2796 0 1383 618
HCM Platoon Ratio 1.00 1.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 21.4 0.0 0.0 36.7 38.2
Incr Delay (d2), s/veh 0.0 2.2 2.2 0.0 2.0 9.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 15.1 0.6 0.0 11.9 13.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 23.5 2.2 0.0 38.7 48.0
LnGrp LOS A C A A D D
Approach Vol, veh/h 2169 2177 1334
Approach Delay, s/veh 23.5 2.2 41.8
Approach LOS C A D
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 71.0 42.3 71.0
Change Period (Y+Rc), s 5.3 * 4.2 5.3
Max Green Setting (Gmax), s 65.7 * 45 65.7
Max Q Clear Time (g_c+I1), s 42.1 32.6 2.0
Green Ext Time (p_c), s 13.3 5.6 19.7
Intersection Summary
HCM 6th Ctrl Delay 19.7
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Timings Timing Plan: Ex + Amb+ Cuml + Proj (2025) AM
7: I-215 NB Off Ramp & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 11
Lane Group EBT WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 2189 2182 232 214
Future Volume (vph) 2189 2182 232 214
Turn Type NA NA Prot Perm
Protected Phases 2 6 8
Permitted Phases 8
Detector Phase 2 6 8 8
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0
Minimum Split (s) 32.3 15.3 14.2 14.2
Total Split (s) 97.0 97.0 23.0 23.0
Total Split (%) 80.8% 80.8% 19.2% 19.2%
Yellow Time (s) 4.3 4.3 3.2 3.2
All-Red Time (s) 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.3 5.3 4.2 4.2
Lead/Lag
Lead-Lag Optimize?
Recall Mode Max C-Max Max Max
Act Effct Green (s) 91.7 91.7 18.8 18.8
Actuated g/C Ratio 0.76 0.76 0.16 0.16
v/c Ratio 0.61 0.61 0.41 0.46
Control Delay 7.2 7.1 48.0 42.8
Queue Delay 0.0 1.0 0.0 0.0
Total Delay 7.2 8.1 48.0 42.8

LOS A A D D
Approach Delay 7.2 8.1 45.5
Approach LOS A A D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow Natural Cycle: 50
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.61
Intersection Signal Delay: 11.2 Intersection LOS: B
Intersection Capacity Utilization 58.5% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 7: I-215 NB Off Ramp & Murrieta Hot Springs Road HCM 6th Signalized Intersection Summary Timing Plan: Ex + Amb+ Cuml + Proj (2025) AM 7: I-215 NB Off Ramp & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 12
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 2189 0 0 2182 232 214
Future Volume (veh/h) 2189 0 0 2182 232 214
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 0 0 1870 1945 1945
Adj Flow Rate, veh/h 2304 0 0 2297 244 225
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 2 0 0 2 2 2
Cap, veh/h 3902 0 0 3902 563 455
Arrive On Green 0.76 0.00 0.00 0.76 0.16 0.16
Sat Flow, veh/h 5443 0 0 5443 3594 2901
Grp Volume(v), veh/h 2304 0 0 2297 244 225
Grp Sat Flow(s),veh/h/ln 1702 0 0 1702 1797 1451
Q Serve(g_s), s 23.3 0.0 0.0 23.1 7.4 8.5
Cycle Q Clear(g_c), s 23.3 0.0 0.0 23.1 7.4 8.5
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 3902 0 0 3902 563 455
V/C Ratio(X) 0.59 0.00 0.00 0.59 0.43 0.50
Avail Cap(c_a), veh/h 3902 0 0 3902 563 455
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 6.1 0.0 0.0 6.1 45.8 46.3
Incr Delay (d2), s/veh 0.7 0.0 0.0 0.7 2.4 3.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 6.3 0.0 0.0 6.3 3.5 3.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 6.7 0.0 0.0 6.7 48.2 50.1
LnGrp LOS A A A A D D
Approach Vol, veh/h 2304 2297 469
Approach Delay, s/veh 6.7 6.7 49.1
Approach LOS A A D
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 97.0 97.0 23.0
Change Period (Y+Rc), s 5.3 5.3 4.2
Max Green Setting (Gmax), s 91.7 91.7 18.8
Max Q Clear Time (g_c+I1), s 25.3 25.1 10.5
Green Ext Time (p_c), s 22.5 22.4 1.5
Intersection Summary
HCM 6th Ctrl Delay 10.7
HCM 6th LOS B
Timings Timing Plan: Ex + Amb+ Cuml + Proj (2025) PM
1: I-15 SB On Ramp/I-15 SB Off Ramp & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 1
Lane Group EBT EBR WBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 2262 346 1577 1045 0 213
Future Volume (vph) 2262 346 1577 1045 0 213
Turn Type NA Free NA Split NA Prot
Protected Phases 2 6 4 4 4
Permitted Phases Free
Detector Phase 2 6 4 4 4
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0
Minimum Split (s) 15.3 29.3 14.6 14.6 14.6
Total Split (s) 69.0 69.0 51.0 51.0 51.0
Total Split (%) 57.5% 57.5% 42.5% 42.5% 42.5%
Yellow Time (s) 4.3 4.3 3.2 3.2 3.2
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) 5.3 5.3 4.2 4.2 4.2
Lead/Lag
Lead-Lag Optimize?
Recall Mode None C-Max Max Max Max
Act Effct Green (s) 63.7 120.0 63.7 46.8 46.8 46.8
Actuated g/C Ratio 0.53 1.00 0.53 0.39 0.39 0.39
v/c Ratio 0.90 0.23 0.63 0.82 0.90 0.34
Control Delay 31.1 0.3 21.5 44.1 51.8 25.0
Queue Delay 13.9 0.0 0.0 0.0 0.0 0.0
Total Delay 45.1 0.3 21.5 44.1 51.8 25.0

LOS D A C D D C
Approach Delay 39.1 21.5 44.5
Approach LOS D C D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.90
Intersection Signal Delay: 35.3 Intersection LOS: D
Intersection Capacity Utilization 121.4% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 1: I-15 SB On Ramp/I-15 SB Off Ramp & Murrieta Hot Springs Road HCM 6th Signalized Intersection Summary Timing Plan: Ex + Amb+ Cuml + Proj (2025) PM 1: I-15 SB On Ramp/I-15 SB Off Ramp & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 2262 346 0 1577 0 0 0 0 1045 0 213 Future Volume (veh/h) 0 2262 346 0 1577 0 0 0 0 1045 0 213 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 0 1945 1870 1870 Adj Flow Rate, veh/h 0 2432 0 0 1696 0 1195 0 153
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 0 2 2 0 2 0 2 2 2
Cap, veh/h 0 2710 0 2710 0 1445 0 618
Arrive On Green 0.00 0.53 0.00 0.00 0.71 0.00 0.39 0.00 0.39 Sat Flow, veh/h 0 5274 1585 0 5443 0 3705 0 1585
Grp Volume(v), veh/h 0 2432 0 0 1696 0 1195 0 153
Grp Sat Flow(s),veh/h/ln 0 1702 1585 0 1702 0 1853 0 1585 Q Serve(g_s), s 0.0 51.2 0.0 0.0 21.0 0.0 34.8 0.0 7.8
Cycle Q Clear(g_c), s 0.0 51.2 0.0 0.0 21.0 0.0 34.8 0.0 7.8 Prop In Lane 0.00 1.00 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2710 0 2710 0 1445 0 618
V/C Ratio(X) 0.00 0.90 0.00 0.63 0.00 0.83 0.00 0.25
Avail Cap(c_a), veh/h 0 2710 0 2710 0 1445 0 618
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 25.2 0.0 0.0 11.4 0.0 33.0 0.0 24.7 Incr Delay (d2), s/veh 0.0 4.4 0.0 0.0 1.1 0.0 5.6 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 %ile BackOfQ(50%),veh/ln 0.0 19.8 0.0 0.0 5.7 0.0 16.5 0.0 3.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 29.7 0.0 0.0 12.5 0.0 38.5 0.0 25.7 LnGrp LOS A C A B A D A C
Approach Vol, veh/h 2432 1696 1348
Approach Delay, s/veh 29.7 12.5 37.1
Approach LOS C B D
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 69.0 51.0 69.0
Change Period (Y+Rc), s 5.3 * 4.2 5.3
Max Green Setting (Gmax), s 63.7 * 47 63.7
Max Q Clear Time (g_c+I1), s 53.2 36.8 23.0
Green Ext Time (p_c), s 8.3 5.1 11.3
Intersection Summary
HCM 6th Ctrl Delay 26.2
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

Timings Timing Plan: Ex + Amb+ Cuml + Proj (2025) PM
2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 3
Lane Group EBL EBT WBT WBR NBL NBT NBR
Lane Configurations
Traffic Volume (vph) 730 2601 1337 1442 285 0 321
Future Volume (vph) 730 2601 1337 1442 285 0 321
Turn Type Prot NA NA Free Split NA Free
Protected Phases 5 2 6 8 8
Permitted Phases Free Free
Detector Phase 5 2 6 8 8
Switch Phase
Minimum Initial (s) 7.0 10.0 10.0 10.0 10.0
Minimum Split (s) 11.0 22.3 15.3 14.2 14.2
Total Split (s) 60.0 102.0 42.0 18.0 18.0
Total Split (%) 50.0% 85.0% 35.0% 15.0% 15.0%
Yellow Time (s) 3.0 4.3 4.3 3.2 3.2
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) 4.0 5.3 5.3 4.2 4.2
Lead/Lag Lead Lag
Lead-Lag Optimize?
Recall Mode None Max C-Max None None
Act Effct Green (s) 54.3 97.3 39.1 120.0 13.2 13.2 120.0 Actuated g/C Ratio 0.45 0.81 0.33 1.00 0.11 0.11 1.00
v/c Ratio 0.95 0.66 0.84 0.95 0.80 0.81 0.21
Control Delay 53.6 3.6 36.4 31.7 82.5 83.2 0.3
Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 0.0
Total Delay 53.6 3.7 36.4 31.7 82.5 83.2 0.3

LOS D A D C F F A
Approach Delay 14.6 33.9 39.2
Approach LOS B C D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow, Master Intersection Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.95
Intersection Signal Delay: 24.8 Intersection LOS: C
Intersection Capacity Utilization 85.9% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road HCM 6th Signalized Intersection Summary Timing Plan: Ex + Amb+ Cuml + Proj (2025) PM 2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 730 2601 0 0 1337 1442 285 0 321 0 0 0 Future Volume (veh/h) 730 2601 0 0 1337 1442 285 0 321 0 0 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 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 760 2709 0 0 1393 0 297 0 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 0 0 2 2 2 2 2
Cap, veh/h 790 4115 0 0 1681 359 0
Arrive On Green 0.44 0.81 0.00 0.00 0.55 0.00 0.10 0.00 0.00 Sat Flow, veh/h 1781 5274 0 0 5274 1585 3563 0 1585
Grp Volume(v), veh/h 760 2709 0 0 1393 0 297 0 0
Grp Sat Flow(s),veh/h/ln 1781 1702 0 0 1702 1585 1781 0 1585 Q Serve(g_s), s 49.7 26.3 0.0 0.0 27.1 0.0 9.8 0.0 0.0
Cycle Q Clear(g_c), s 49.7 26.3 0.0 0.0 27.1 0.0 9.8 0.0 0.0 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 790 4115 0 0 1681 359 0
V/C Ratio(X) 0.96 0.66 0.00 0.00 0.83 0.83 0.00
Avail Cap(c_a), veh/h 831 4115 0 0 1681 410 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.67 1.67 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 0.44 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 32.4 4.8 0.0 0.0 24.2 0.0 52.9 0.0 0.0 Incr Delay (d2), s/veh 22.0 0.8 0.0 0.0 2.2 0.0 11.9 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 %ile BackOfQ(50%),veh/ln 24.7 6.0 0.0 0.0 8.1 0.0 5.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.4 5.7 0.0 0.0 26.4 0.0 64.8 0.0 0.0 LnGrp LOS D A A A C E A
Approach Vol, veh/h 3469 1393 297
Approach Delay, s/veh 16.3 26.4 64.8
Approach LOS B C E
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 102.0 57.2 44.8 16.3
Change Period (Y+Rc), s 5.3 4.0 5.3 4.2
Max Green Setting (Gmax), s 96.7 56.0 36.7 13.8
Max Q Clear Time (g_c+I1), s 28.3 51.7 29.1 11.8
Green Ext Time (p_c), s 33.0 1.5 4.0 0.3
Intersection Summary
HCM 6th Ctrl Delay 21.9
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

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

Timings Timing Plan: Ex + Amb+ Cuml + Proj (2025) PM
3: Proj. Dwy 1/Sparkman CT & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 5
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 272 2316 200 200 2198 281 10 23 10 233 Future Volume (vph) 272 2316 200 200 2198 281 10 23 10 233 Turn Type Prot NA Perm Prot NA Prot NA Prot NA Perm
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2 4
Detector Phase 5 2 2 1 6 3 8 7 4 4
Switch Phase
Minimum Initial (s) 7.0 10.0 10.0 7.0 10.0 7.0 10.0 7.0 10.0 10.0 Minimum Split (s) 11.5 21.3 21.3 11.5 21.3 11.5 20.6 11.5 20.6 20.6 Total Split (s) 17.0 59.0 59.0 14.0 56.0 18.0 35.5 11.5 29.0 29.0 Total Split (%) 14.2% 49.2% 49.2% 11.7% 46.7% 15.0% 29.6% 9.6% 24.2% 24.2% Yellow Time (s) 3.0 4.3 4.3 3.0 4.3 3.0 3.6 3.0 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) 4.0 5.3 5.3 4.0 5.3 4.0 4.6 4.0 4.6 4.6 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize?
Recall Mode None Max Max None C-Max None Max None Max Max Act Effct Green (s) 12.6 53.9 53.9 9.8 51.1 13.4 35.7 7.1 25.0 25.0 Actuated g/C Ratio 0.10 0.45 0.45 0.08 0.43 0.11 0.30 0.06 0.21 0.21 v/c Ratio 0.77 0.82 0.25 0.73 0.86 0.75 0.11 0.11 0.01 0.72 Control Delay 62.2 27.6 3.5 65.8 20.4 64.7 8.6 54.8 38.4 58.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 62.2 27.6 3.5 65.8 20.4 64.7 8.6 54.8 38.4 58.2

LOS E C A E C E A D D E
Approach Delay 29.3 24.0 49.6 57.2
Approach LOS C C D E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.86
Intersection Signal Delay: 29.7 Intersection LOS: C
Intersection Capacity Utilization 67.2% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 3: Proj. Dwy 1/Sparkman CT & Murrieta Hot Springs Road HCM 6th Signalized Intersection Summary Timing Plan: Ex + Amb+ Cuml + Proj (2025) PM 3: Proj. Dwy 1/Sparkman CT & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 272 2316 200 200 2198 77 281 10 93 23 10 233 Future Volume (veh/h) 272 2316 200 200 2198 77 281 10 93 23 10 233 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 278 2363 204 204 2243 79 287 10 95 23 10 238 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 335 2879 709 256 2731 96 346 484 431 108 723 322 Arrive On Green 0.10 0.45 0.45 0.15 0.85 0.85 0.10 0.27 0.27 0.03 0.20 0.20 Sat Flow, veh/h 3456 6434 1585 3456 6429 226 3456 1777 1585 3456 3554 1585 Grp Volume(v), veh/h 278 2363 204 204 1683 639 287 10 95 23 10 238 Grp Sat Flow(s),veh/h/ln 1728 1609 1585 1728 1609 1830 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 9.5 38.5 9.8 6.8 20.8 20.9 9.8 0.5 5.6 0.8 0.3 16.9 Cycle Q Clear(g_c), s 9.5 38.5 9.8 6.8 20.8 20.9 9.8 0.5 5.6 0.8 0.3 16.9 Prop In Lane 1.00 1.00 1.00 0.12 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 335 2879 709 256 2050 777 346 484 431 108 723 322 V/C Ratio(X) 0.83 0.82 0.29 0.80 0.82 0.82 0.83 0.02 0.22 0.21 0.01 0.74 Avail Cap(c_a), veh/h 374 2879 709 288 2050 777 403 484 431 216 723 322 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.76 0.76 0.76 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.2 28.9 21.0 50.2 6.8 6.8 53.0 32.0 33.8 56.7 38.2 44.8 Incr Delay (d2), s/veh 10.5 2.1 0.8 13.0 3.8 9.5 12.0 0.1 1.2 1.0 0.0 14.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.5 14.3 3.8 3.2 3.2 4.9 4.8 0.2 2.3 0.4 0.1 7.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.7 31.1 21.8 63.2 10.6 16.3 65.0 32.0 35.0 57.7 38.2 58.9 LnGrp LOS E C C E B B E C C E D E
Approach Vol, veh/h 2845 2526 392 271
Approach Delay, s/veh 33.6 16.3 56.9 58.0
Approach LOS C B E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.9 59.0 16.0 29.0 15.6 56.3 7.7 37.3 Change Period (Y+Rc), s 4.0 5.3 4.0 4.6 4.0 5.3 4.0 4.6 Max Green Setting (Gmax), s 10.0 53.7 14.0 24.4 13.0 50.7 7.5 30.9 Max Q Clear Time (g_c+I1), s 8.8 40.5 11.8 18.9 11.5 22.9 2.8 7.6 Green Ext Time (p_c), s 0.1 11.4 0.2 0.4 0.1 19.0 0.0 0.5 Intersection Summary
HCM 6th Ctrl Delay 29.0
HCM 6th LOS C
Timings Timing Plan: Ex + Amb+ Cuml + Proj (2025) PM
5: Proj. Dwy 3/Hancock Avenue & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 219 1923 140 242 2145 664 131 112 225 646 120 338 Future Volume (vph) 219 1923 140 242 2145 664 131 112 225 646 120 338 Turn Type Prot NA Perm Prot NA Perm Prot NA pm+ov Prot NA Perm Protected Phases 5 2 1 6 3 8 1 7 4
Permitted Phases 2 6 8 4
Detector Phase 5 2 2 1 6 6 3 8 1 7 4 4
Switch Phase
Minimum Initial (s) 7.0 10.0 10.0 7.0 10.0 10.0 7.0 10.0 7.0 7.0 10.0 10.0 Minimum Split (s) 11.0 15.3 15.3 11.5 38.3 38.3 11.0 20.6 11.5 14.9 14.9 14.9 Total Split (s) 13.0 54.6 54.6 16.1 57.7 57.7 11.0 20.6 16.1 28.7 38.3 38.3 Total Split (%) 10.8% 45.5% 45.5% 13.4% 48.1% 48.1% 9.2% 17.2% 13.4% 23.9% 31.9% 31.9% Yellow Time (s) 3.0 4.3 4.3 3.0 4.3 4.3 3.0 3.6 3.0 3.0 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 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) 4.0 5.3 5.3 4.0 5.3 5.3 4.0 4.6 4.0 4.0 4.6 4.6 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lead Lag Lag Lead-Lag Optimize?
Recall Mode None None None None C-Max C-Max None None None Max Max Max Act Effct Green (s) 9.0 49.6 49.6 11.8 52.4 52.4 7.0 16.0 32.4 24.7 33.7 33.7 Actuated g/C Ratio 0.08 0.41 0.41 0.10 0.44 0.44 0.06 0.13 0.27 0.21 0.28 0.28 v/c Ratio 0.99 0.82 0.21 0.78 1.09 0.78 0.71 0.49 0.30 1.07 0.25 0.68 Control Delay 118.5 14.1 1.5 70.1 69.5 6.5 75.1 55.7 22.0 99.3 35.0 28.8 Queue Delay 0.0 0.0 0.0 0.0 5.8 1.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 118.5 14.1 1.5 70.1 75.4 7.5 75.1 55.7 22.0 99.3 35.0 28.8

LOS F B A E E A E E C F C C
Approach Delay 23.3 60.2 44.9 70.7
Approach LOS C E D E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow Natural Cycle: 145
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.09
Intersection Signal Delay: 48.6 Intersection LOS: D
Intersection Capacity Utilization 84.4% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 5: Proj. Dwy 3/Hancock Avenue & Murrieta Hot Springs Road HCM 6th Signalized Intersection Summary Timing Plan: Ex + Amb+ Cuml + Proj (2025) PM 5: Proj. Dwy 3/Hancock Avenue & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 219 1923 140 242 2145 664 131 112 225 646 120 338 Future Volume (veh/h) 219 1923 140 242 2145 664 131 112 225 646 120 338 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 238 2090 152 263 2332 722 142 122 245 702 130 367 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 259 2706 667 315 2230 692 200 248 625 711 525 445 Arrive On Green 0.08 0.42 0.42 0.18 0.87 0.87 0.06 0.13 0.13 0.21 0.28 0.28 Sat Flow, veh/h 3456 6434 1585 3456 5106 1585 3456 1870 2790 3456 1870 1585 Grp Volume(v), veh/h 238 2090 152 263 2332 722 142 122 245 702 130 367 Grp Sat Flow(s),veh/h/ln 1728 1609 1585 1728 1702 1585 1728 1870 1395 1728 1870 1585 Q Serve(g_s), s 8.2 33.5 7.4 8.8 52.4 52.4 4.8 7.3 9.0 24.3 6.4 26.0 Cycle Q Clear(g_c), s 8.2 33.5 7.4 8.8 52.4 52.4 4.8 7.3 9.0 24.3 6.4 26.0 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 259 2706 667 315 2230 692 200 248 625 711 525 445 V/C Ratio(X) 0.92 0.77 0.23 0.84 1.05 1.04 0.71 0.49 0.39 0.99 0.25 0.82 Avail Cap(c_a), veh/h 259 2706 667 348 2230 692 202 249 626 711 525 445 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 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 55.1 29.8 22.3 48.2 7.6 7.6 55.5 48.3 39.6 47.5 33.4 40.4 Incr Delay (d2), s/veh 34.9 1.4 0.2 14.9 32.4 46.0 11.0 1.5 0.4 30.7 1.1 15.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.7 12.5 2.8 4.0 9.5 11.6 2.4 3.5 3.1 13.3 3.1 12.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 90.0 31.3 22.5 63.1 40.0 53.6 66.5 49.8 40.0 78.2 34.5 56.2 LnGrp LOS F C C E F F E D D E C E
Approach Vol, veh/h 2480 3317 509 1199
Approach Delay, s/veh 36.4 44.8 49.7 66.7
Approach LOS D D D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 14.9 55.8 10.9 38.3 13.0 57.7 28.7 20.5 Change Period (Y+Rc), s 4.0 5.3 4.0 4.6 4.0 5.3 4.0 4.6 Max Green Setting (Gmax), s 12.1 49.3 7.0 33.7 9.0 52.4 24.7 16.0 Max Q Clear Time (g_c+I1), s 10.8 35.5 6.8 28.0 10.2 54.4 26.3 11.0 Green Ext Time (p_c), s 0.1 9.4 0.0 1.2 0.0 0.0 0.0 0.8 Intersection Summary
HCM 6th Ctrl Delay 45.8
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

Timings Timing Plan: Ex + Amb+ Cuml + Proj (2025) PM
6: Murrieta Hot Springs Road & I-215 SB Off Ramp 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 9
Lane Group EBT WBT SBL SBR
Lane Configurations
Traffic Volume (vph) 2670 2526 699 473
Future Volume (vph) 2670 2526 699 473
Turn Type NA NA Prot Prot
Protected Phases 2 6 4 4
Permitted Phases
Detector Phase 2 6 4 4
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0
Minimum Split (s) 15.3 29.3 14.2 14.2
Total Split (s) 80.6 80.6 39.4 39.4
Total Split (%) 67.2% 67.2% 32.8% 32.8%
Yellow Time (s) 4.3 4.3 3.2 3.2
All-Red Time (s) 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 -0.2
Total Lost Time (s) 5.3 5.3 4.2 4.0
Lead/Lag
Lead-Lag Optimize?
Recall Mode Max C-Max None None
Act Effct Green (s) 76.9 76.9 33.6 33.8
Actuated g/C Ratio 0.64 0.64 0.28 0.28
v/c Ratio 0.90 0.85 0.82 0.89
Control Delay 18.7 14.7 47.5 64.5
Queue Delay 0.0 17.1 0.0 0.0
Total Delay 18.7 31.8 47.5 64.5

LOS B C D E
Approach Delay 18.7 31.8 52.8
Approach LOS B C D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow Natural Cycle: 80
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.90
Intersection Signal Delay: 30.2 Intersection LOS: C
Intersection Capacity Utilization 139.2% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 6: Murrieta Hot Springs Road & I-215 SB Off Ramp HCM 6th Signalized Intersection Summary Timing Plan: Ex + Amb+ Cuml + Proj (2025) PM 6: Murrieta Hot Springs Road & I-215 SB Off Ramp 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 10
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 2670 2526 0 699 473
Future Volume (veh/h) 0 2670 2526 0 699 473
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 0 1870 1870 0 1945 1945
Adj Flow Rate, veh/h 0 2840 2687 0 826 416
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 0 2 2 0 2 2
Cap, veh/h 0 3204 3204 0 1034 463
Arrive On Green 0.00 0.63 1.00 0.00 0.28 0.28
Sat Flow, veh/h 0 5443 5443 0 3705 1648
Grp Volume(v), veh/h 0 2840 2687 0 826 416
Grp Sat Flow(s),veh/h/ln 0 1702 1702 0 1853 1648
Q Serve(g_s), s 0.0 56.0 0.0 0.0 24.8 29.1
Cycle Q Clear(g_c), s 0.0 56.0 0.0 0.0 24.8 29.1
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 3204 3204 0 1034 463
V/C Ratio(X) 0.00 0.89 0.84 0.00 0.80 0.90
Avail Cap(c_a), veh/h 0 3204 3204 0 1087 486
HCM Platoon Ratio 1.00 1.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 18.8 0.0 0.0 40.1 41.5
Incr Delay (d2), s/veh 0.0 4.1 2.8 0.0 4.1 18.9
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 20.1 0.8 0.0 11.8 14.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 22.8 2.8 0.0 44.3 60.5
LnGrp LOS A C A A D E
Approach Vol, veh/h 2840 2687 1242
Approach Delay, s/veh 22.8 2.8 49.7
Approach LOS C A D
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 80.6 37.7 80.6
Change Period (Y+Rc), s 5.3 * 4.2 5.3
Max Green Setting (Gmax), s 75.3 * 35 75.3
Max Q Clear Time (g_c+I1), s 58.0 31.1 2.0
Green Ext Time (p_c), s 14.2 2.3 33.3
Intersection Summary
HCM 6th Ctrl Delay 19.8
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Timings Timing Plan: Ex + Amb+ Cuml + Proj (2025) PM
7: I-215 NB Off Ramp & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 11
Lane Group EBT WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 2698 2555 237 318
Future Volume (vph) 2698 2555 237 318
Turn Type NA NA Prot Perm
Protected Phases 2 6 8
Permitted Phases 8
Detector Phase 2 6 8 8
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0
Minimum Split (s) 32.3 15.3 14.2 14.2
Total Split (s) 94.9 94.9 25.1 25.1
Total Split (%) 79.1% 79.1% 20.9% 20.9%
Yellow Time (s) 4.3 4.3 3.2 3.2
All-Red Time (s) 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.3 5.3 4.2 4.2
Lead/Lag
Lead-Lag Optimize?
Recall Mode Max C-Max Max Max
Act Effct Green (s) 89.6 89.6 20.9 20.9
Actuated g/C Ratio 0.75 0.75 0.17 0.17
v/c Ratio 0.79 0.75 0.39 0.65
Control Delay 8.4 10.4 45.9 51.5
Queue Delay 0.2 4.8 0.0 0.0
Total Delay 8.6 15.1 45.9 51.5

LOS A B D D
Approach Delay 8.6 15.1 49.1
Approach LOS A B D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay: 15.4 Intersection LOS: B
Intersection Capacity Utilization 71.2% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 7: I-215 NB Off Ramp & Murrieta Hot Springs Road HCM 6th Signalized Intersection Summary Timing Plan: Ex + Amb+ Cuml + Proj (2025) PM 7: I-215 NB Off Ramp & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 12
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 2698 0 0 2555 237 318
Future Volume (veh/h) 2698 0 0 2555 237 318
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 0 0 1870 1945 1945
Adj Flow Rate, veh/h 2901 0 0 2747 255 342
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2 0 0 2 2 2
Cap, veh/h 3813 0 0 3813 626 505
Arrive On Green 0.75 0.00 0.00 0.75 0.17 0.17
Sat Flow, veh/h 5443 0 0 5443 3594 2901
Grp Volume(v), veh/h 2901 0 0 2747 255 342
Grp Sat Flow(s),veh/h/ln 1702 0 0 1702 1797 1451
Q Serve(g_s), s 40.0 0.0 0.0 35.4 7.6 13.2
Cycle Q Clear(g_c), s 40.0 0.0 0.0 35.4 7.6 13.2
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 3813 0 0 3813 626 505
V/C Ratio(X) 0.76 0.00 0.00 0.72 0.41 0.68
Avail Cap(c_a), veh/h 3813 0 0 3813 626 505
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 8.9 0.0 0.0 8.3 44.0 46.4
Incr Delay (d2), s/veh 1.5 0.0 0.0 1.2 2.0 7.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 11.5 0.0 0.0 10.1 3.6 5.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.4 0.0 0.0 9.5 46.0 53.5
LnGrp LOS B A A A D D
Approach Vol, veh/h 2901 2747 597
Approach Delay, s/veh 10.4 9.5 50.3
Approach LOS B A D
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 94.9 94.9 25.1
Change Period (Y+Rc), s 5.3 5.3 4.2
Max Green Setting (Gmax), s 89.6 89.6 20.9
Max Q Clear Time (g_c+I1), s 42.0 37.4 15.2
Green Ext Time (p_c), s 31.2 29.9 1.5
Intersection Summary
HCM 6th Ctrl Delay 13.8
HCM 6th LOS B
Queuing and Blocking Report Ex + Amb+ Cuml + Proj (2025) AM 06/08/2023
The Triangle Traffic Analysis SimTraffic Report
Rick Engineering Company Page 1
Intersection: 1: I-15 SB On Ramp/I-15 SB Off Ramp & Murrieta Hot Springs Road Movement EB EB EB WB WB WB SB SB SB
Directions Served T T T T T T L LTR R
Maximum Queue (ft) 294 240 153 53 63 83 494 580 440
Average Queue (ft) 224 154 50 51 58 46 328 368 235
95th Queue (ft) 306 249 106 53 61 67 465 510 404
Link Distance (ft) 48 48 48 566 566
Upstream Blk Time (%) 30 28 10 0
Queuing Penalty (veh) 139 129 48 0
Storage Bay Dist (ft) 480
Storage Blk Time (%) 1
Queuing Penalty (veh) 1
Intersection: 2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road Movement EB EB EB EB WB WB WB WB NB NB NB
Directions Served L T T T T T T R L LT R
Maximum Queue (ft) 231 137 162 157 109 164 143 67 173 199 181 Average Queue (ft) 123 70 33 16 46 64 69 2 117 120 43
95th Queue (ft) 189 121 93 68 102 130 135 22 170 185 155 Link Distance (ft) 473 473 473 1082 1082 1082 1082 1236 1236 Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 500 585
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Ex + Amb+ Cuml + Proj (2025) AM 06/08/2023
The Triangle Traffic Analysis SimTraffic Report
Rick Engineering Company Page 2
Intersection: 3: Proj. Dwy 1/Sparkman CT & Murrieta Hot Springs Road Movement EB EB EB EB EB EB EB WB WB WB WB WB
Directions Served L L T T T T R L L T T T
Maximum Queue (ft) 135 180 228 238 242 207 26 110 121 119 172 235 Average Queue (ft) 60 86 158 169 159 119 3 48 66 29 82 131 95th Queue (ft) 118 151 229 229 226 195 16 95 109 74 150 207 Link Distance (ft) 1082 1082 1082 1082 271 271 271
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 310 310 320 245 245
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Proj. Dwy 1/Sparkman CT & Murrieta Hot Springs Road Movement WB NB NB NB NB SB SB SB SB SB
Directions Served TR L L T TR L L T T R
Maximum Queue (ft) 271 157 234 27 71 6 55 17 271 259
Average Queue (ft) 181 91 114 8 30 0 10 5 9 164
95th Queue (ft) 253 142 191 26 63 2 32 18 89 245
Link Distance (ft) 271 275 275 275 275 269 269
Upstream Blk Time (%) 0 0 0
Queuing Penalty (veh) 2 0 0
Storage Bay Dist (ft) 235 235 235
Storage Blk Time (%) 2
Queuing Penalty (veh) 0
Intersection: 4: Proj. Dwy 2 & Murrieta Hot Springs Road Movement WB NB
Directions Served T R
Maximum Queue (ft) 31 45
Average Queue (ft) 1 27
95th Queue (ft) 10 43
Link Distance (ft) 307 288
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Ex + Amb+ Cuml + Proj (2025) AM 06/08/2023
The Triangle Traffic Analysis SimTraffic Report
Rick Engineering Company Page 3
Intersection: 5: Proj. Dwy 3/Hancock Avenue & Murrieta Hot Springs Road Movement EB EB EB EB EB EB EB WB WB WB WB WB
Directions Served L L T T T T R L L T T T
Maximum Queue (ft) 179 181 140 203 218 91 50 176 167 232 261 273 Average Queue (ft) 119 129 75 110 128 16 18 61 82 121 178 234 95th Queue (ft) 163 173 128 174 200 54 38 139 133 226 264 275 Link Distance (ft) 307 307 307 307 240 240 240
Upstream Blk Time (%) 0 0 4
Queuing Penalty (veh) 1 3 27
Storage Bay Dist (ft) 245 245 215 300 300
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 5: Proj. Dwy 3/Hancock Avenue & Murrieta Hot Springs Road Movement WB NB NB NB NB NB SB SB SB SB
Directions Served R L L T R R L L T R
Maximum Queue (ft) 166 134 120 134 263 24 162 175 323 175 Average Queue (ft) 55 55 49 76 99 4 159 174 282 58
95th Queue (ft) 108 106 92 131 207 19 171 176 305 123
Link Distance (ft) 240 311 311 311 311 311
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150 150 150
Storage Blk Time (%) 6 64 1 1
Queuing Penalty (veh) 19 211 8 9
Intersection: 6: Murrieta Hot Springs Road & I-215 SB Off Ramp Movement EB EB EB WB WB WB SB SB SB
Directions Served T T T T T T L LR R
Maximum Queue (ft) 75 117 98 138 160 139 842 861 495
Average Queue (ft) 72 76 77 105 116 121 772 820 433
95th Queue (ft) 75 92 90 143 156 131 935 903 643
Link Distance (ft) 70 70 70 113 113 113 827 827
Upstream Blk Time (%) 27 33 37 9 14 37 16 30
Queuing Penalty (veh) 182 223 253 63 95 254 0 0
Storage Bay Dist (ft) 470
Storage Blk Time (%) 63 0
Queuing Penalty (veh) 188 2
Queuing and Blocking Report Ex + Amb+ Cuml + Proj (2025) AM 06/08/2023
The Triangle Traffic Analysis SimTraffic Report
Rick Engineering Company Page 4
Intersection: 7: I-215 NB Off Ramp & Murrieta Hot Springs Road Movement EB EB EB WB WB WB NB NB NB NB
Directions Served T T T T T T L L R R
Maximum Queue (ft) 160 162 166 52 71 77 149 177 200 144 Average Queue (ft) 114 114 124 26 26 46 65 102 118 61
95th Queue (ft) 169 174 168 44 54 68 116 159 170 140
Link Distance (ft) 144 144 144 15 15 15 1042 1042
Upstream Blk Time (%) 3 2 3 15 12 33
Queuing Penalty (veh) 20 17 20 110 87 242
Storage Bay Dist (ft) 1000 1000
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 2352
Queuing and Blocking Report Ex + Amb+ Cuml + Proj (2025) PM 06/08/2023
The Triangle Traffic Analysis SimTraffic Report
Rick Engineering Company Page 1
Intersection: 1: I-15 SB On Ramp/I-15 SB Off Ramp & Murrieta Hot Springs Road Movement EB EB EB WB WB WB SB SB SB
Directions Served T T T T T T L LTR R
Maximum Queue (ft) 331 314 294 74 85 65 582 582 505
Average Queue (ft) 297 253 210 52 56 41 431 387 259
95th Queue (ft) 311 331 328 61 78 68 602 539 473
Link Distance (ft) 48 48 48 566 566
Upstream Blk Time (%) 22 18 10 2 1
Queuing Penalty (veh) 114 93 52 0 0
Storage Bay Dist (ft) 480
Storage Blk Time (%) 2 0
Queuing Penalty (veh) 2 0
Intersection: 2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road Movement EB EB EB EB WB WB WB NB NB NB
Directions Served L T T T T T T L LT R
Maximum Queue (ft) 459 530 473 223 160 152 180 171 446 526 Average Queue (ft) 386 211 128 102 57 73 85 120 116 329 95th Queue (ft) 468 507 344 198 120 141 147 165 230 546 Link Distance (ft) 473 473 473 1082 1082 1082 1236 1236 Upstream Blk Time (%) 0 1 0
Queuing Penalty (veh) 0 6 1
Storage Bay Dist (ft) 500 585
Storage Blk Time (%) 0 1
Queuing Penalty (veh) 0 4
Queuing and Blocking Report Ex + Amb+ Cuml + Proj (2025) PM 06/08/2023
The Triangle Traffic Analysis SimTraffic Report
Rick Engineering Company Page 2
Intersection: 3: Proj. Dwy 1/Sparkman CT & Murrieta Hot Springs Road Movement EB EB EB EB EB EB EB WB WB WB WB WB
Directions Served L L T T T T R L L T T T
Maximum Queue (ft) 121 334 342 294 339 318 27 106 84 84 250 305 Average Queue (ft) 70 98 186 215 245 180 2 40 56 30 97 176 95th Queue (ft) 109 179 278 295 335 276 12 84 83 67 188 275 Link Distance (ft) 1082 1082 1082 1082 271 271 271
Upstream Blk Time (%) 1
Queuing Penalty (veh) 4
Storage Bay Dist (ft) 310 310 320 245 245
Storage Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Intersection: 3: Proj. Dwy 1/Sparkman CT & Murrieta Hot Springs Road Movement WB NB NB NB NB SB SB SB SB SB
Directions Served TR L L T TR L L T T R
Maximum Queue (ft) 284 225 290 49 89 6 55 39 284 260
Average Queue (ft) 222 103 212 9 31 0 13 7 46 180
95th Queue (ft) 279 186 330 35 71 2 38 25 215 268
Link Distance (ft) 271 275 275 275 275 269 269
Upstream Blk Time (%) 3 24 2 1
Queuing Penalty (veh) 16 0 0 0
Storage Bay Dist (ft) 235 235 235
Storage Blk Time (%) 1 4
Queuing Penalty (veh) 3 0
Intersection: 4: Proj. Dwy 2 & Murrieta Hot Springs Road Movement EB EB WB WB NB
Directions Served T T T T R
Maximum Queue (ft) 40 136 31 118 83
Average Queue (ft) 1 11 1 6 38
95th Queue (ft) 13 61 10 43 66
Link Distance (ft) 271 271 307 307 288
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Ex + Amb+ Cuml + Proj (2025) PM 06/08/2023
The Triangle Traffic Analysis SimTraffic Report
Rick Engineering Company Page 3
Intersection: 5: Proj. Dwy 3/Hancock Avenue & Murrieta Hot Springs Road Movement EB EB EB EB EB EB EB WB WB WB WB WB
Directions Served L L T T T T R L L T T T
Maximum Queue (ft) 186 197 227 303 309 319 66 121 239 247 280 287 Average Queue (ft) 93 103 158 196 218 65 28 49 72 148 198 253 95th Queue (ft) 141 151 216 273 300 202 52 100 137 241 285 281 Link Distance (ft) 307 307 307 307 240 240 240
Upstream Blk Time (%) 0 1 0 0 0 2 12
Queuing Penalty (veh) 0 7 1 0 1 17 88
Storage Bay Dist (ft) 245 245 215 300 300
Storage Blk Time (%) 0 3 0 0
Queuing Penalty (veh) 0 4 0 0
Intersection: 5: Proj. Dwy 3/Hancock Avenue & Murrieta Hot Springs Road Movement WB NB NB NB NB NB SB SB SB SB
Directions Served R L L T R R L L T R
Maximum Queue (ft) 164 92 115 136 320 48 162 175 275 175 Average Queue (ft) 64 54 68 76 157 14 159 174 275 97
95th Queue (ft) 113 84 114 123 275 41 177 175 275 176
Link Distance (ft) 240 311 311 311 311 311
Upstream Blk Time (%) 1
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 150 150 150
Storage Blk Time (%) 5 62 0 4
Queuing Penalty (veh) 25 282 1 32
Intersection: 6: Murrieta Hot Springs Road & I-215 SB Off Ramp Movement EB EB EB WB WB WB SB SB SB
Directions Served T T T T T T L LR R
Maximum Queue (ft) 76 112 121 120 147 145 861 879 495
Average Queue (ft) 73 77 90 91 93 124 842 846 395
95th Queue (ft) 75 93 118 132 147 133 848 861 675
Link Distance (ft) 70 70 70 113 113 113 827 827
Upstream Blk Time (%) 26 29 34 4 7 37 50 88
Queuing Penalty (veh) 233 259 299 32 57 313 0 0
Storage Bay Dist (ft) 470
Storage Blk Time (%) 76 0
Queuing Penalty (veh) 179 1
Queuing and Blocking Report Ex + Amb+ Cuml + Proj (2025) PM 06/08/2023
The Triangle Traffic Analysis SimTraffic Report
Rick Engineering Company Page 4
Intersection: 7: I-215 NB Off Ramp & Murrieta Hot Springs Road Movement EB EB EB WB WB WB NB NB NB NB
Directions Served T T T T T T L L R R
Maximum Queue (ft) 181 164 187 52 52 77 123 173 201 186 Average Queue (ft) 151 148 140 31 29 49 56 101 146 97
95th Queue (ft) 181 170 183 44 50 72 104 158 201 181
Link Distance (ft) 144 144 144 15 15 15 1042 1042
Upstream Blk Time (%) 11 5 5 18 15 28
Queuing Penalty (veh) 95 49 42 151 130 243
Storage Bay Dist (ft) 1000 1000
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 2838
Timings Timing Plan: Ex + Amb+ Cuml + Proj (2028) AM
1: I-15 SB On Ramp/I-15 SB Off Ramp & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 1
Lane Group EBT EBR WBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 1124 325 1434 1508 0 352
Future Volume (vph) 1124 325 1434 1508 0 352
Turn Type NA Free NA Split NA Prot
Protected Phases 2 6 4 4 4
Permitted Phases Free
Detector Phase 2 6 4 4 4
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0
Minimum Split (s) 15.3 29.3 14.6 14.6 14.6
Total Split (s) 47.0 47.0 73.0 73.0 73.0
Total Split (%) 39.2% 39.2% 60.8% 60.8% 60.8%
Yellow Time (s) 4.3 4.3 3.2 3.2 3.2
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) 5.3 5.3 4.2 4.2 4.2
Lead/Lag
Lead-Lag Optimize?
Recall Mode None C-Max Max Max Max
Act Effct Green (s) 41.7 120.0 41.7 68.8 68.8 68.8
Actuated g/C Ratio 0.35 1.00 0.35 0.57 0.57 0.57
v/c Ratio 0.68 0.22 0.86 0.80 0.89 0.39
Control Delay 35.8 0.3 37.6 27.4 34.9 14.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 35.8 0.3 37.6 27.4 34.9 14.7

LOS D A D C C B
Approach Delay 27.8 37.6 28.3
Approach LOS C D C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow Natural Cycle: 70
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.89
Intersection Signal Delay: 31.0 Intersection LOS: C
Intersection Capacity Utilization 113.0% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 1: I-15 SB On Ramp/I-15 SB Off Ramp & Murrieta Hot Springs Road HCM 6th Signalized Intersection Summary Timing Plan: Ex + Amb+ Cuml + Proj (2028) AM 1: I-15 SB On Ramp/I-15 SB Off Ramp & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1124 325 0 1434 0 0 0 0 1508 0 352 Future Volume (veh/h) 0 1124 325 0 1434 0 0 0 0 1508 0 352 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 0 1945 1870 1870 Adj Flow Rate, veh/h 0 1196 0 0 1526 0 1720 0 249
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 2 2 0 2 0 2 2 2
Cap, veh/h 0 1774 0 1774 0 2124 0 909
Arrive On Green 0.00 0.35 0.00 0.00 0.23 0.00 0.57 0.00 0.57 Sat Flow, veh/h 0 5274 1585 0 5443 0 3705 0 1585
Grp Volume(v), veh/h 0 1196 0 0 1526 0 1720 0 249
Grp Sat Flow(s),veh/h/ln 0 1702 1585 0 1702 0 1853 0 1585 Q Serve(g_s), s 0.0 24.0 0.0 0.0 34.4 0.0 44.4 0.0 9.5
Cycle Q Clear(g_c), s 0.0 24.0 0.0 0.0 34.4 0.0 44.4 0.0 9.5 Prop In Lane 0.00 1.00 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1774 0 1774 0 2124 0 909
V/C Ratio(X) 0.00 0.67 0.00 0.86 0.00 0.81 0.00 0.27
Avail Cap(c_a), veh/h 0 1774 0 1774 0 2124 0 909
HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.67 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 33.4 0.0 0.0 43.2 0.0 20.4 0.0 13.0 Incr Delay (d2), s/veh 0.0 1.0 0.0 0.0 5.7 0.0 3.5 0.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 9.6 0.0 0.0 15.7 0.0 19.2 0.0 3.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 34.4 0.0 0.0 48.9 0.0 23.9 0.0 13.7 LnGrp LOS A C A D A C A B
Approach Vol, veh/h 1196 1526 1969
Approach Delay, s/veh 34.4 48.9 22.6
Approach LOS C D C
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 47.0 73.0 47.0
Change Period (Y+Rc), s 5.3 * 4.2 5.3
Max Green Setting (Gmax), s 41.7 * 69 41.7
Max Q Clear Time (g_c+I1), s 26.0 46.4 36.4
Green Ext Time (p_c), s 5.3 12.7 3.3
Intersection Summary
HCM 6th Ctrl Delay 34.2
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

Timings Timing Plan: Ex + Amb+ Cuml + Proj (2028) AM
2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 3
Lane Group EBL EBT WBT WBR NBL NBT NBR
Lane Configurations
Traffic Volume (vph) 217 2402 1451 1105 344 0 417
Future Volume (vph) 217 2402 1451 1105 344 0 417
Turn Type Prot NA NA Free Split NA Free
Protected Phases 5 2 6 8 8
Permitted Phases Free Free
Detector Phase 5 2 6 8 8
Switch Phase
Minimum Initial (s) 7.0 10.0 10.0 10.0 10.0
Minimum Split (s) 11.0 22.3 15.3 14.2 14.2
Total Split (s) 32.0 91.0 59.0 29.0 29.0
Total Split (%) 26.7% 75.8% 49.2% 24.2% 24.2%
Yellow Time (s) 3.0 4.3 4.3 3.2 3.2
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) 4.0 5.3 5.3 4.2 4.2
Lead/Lag Lead Lag
Lead-Lag Optimize?
Recall Mode None Max C-Max None None
Act Effct Green (s) 21.1 92.0 66.9 120.0 18.5 18.5 120.0 Actuated g/C Ratio 0.18 0.77 0.56 1.00 0.15 0.15 1.00
v/c Ratio 0.76 0.67 0.56 0.76 0.72 0.72 0.29
Control Delay 57.8 4.5 19.7 13.7 63.8 63.8 0.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 57.8 4.5 19.7 13.7 63.8 63.8 0.5

LOS E A B B E E A
Approach Delay 8.9 17.1 29.1
Approach LOS A B C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow, Master Intersection Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.76
Intersection Signal Delay: 15.0 Intersection LOS: B
Intersection Capacity Utilization 63.9% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road HCM 6th Signalized Intersection Summary Timing Plan: Ex + Amb+ Cuml + Proj (2028) AM 2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 217 2402 0 0 1451 1105 344 0 417 0 0 0 Future Volume (veh/h) 217 2402 0 0 1451 1105 344 0 417 0 0 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 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 236 2611 0 0 1577 0 374 0 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2
Cap, veh/h 269 3647 0 0 2705 461 0
Arrive On Green 0.15 0.71 0.00 0.00 0.53 0.00 0.13 0.00 0.00 Sat Flow, veh/h 1781 5274 0 0 5274 1585 3563 0 1585
Grp Volume(v), veh/h 236 2611 0 0 1577 0 374 0 0
Grp Sat Flow(s),veh/h/ln 1781 1702 0 0 1702 1585 1781 0 1585 Q Serve(g_s), s 15.6 35.9 0.0 0.0 25.2 0.0 12.3 0.0 0.0 Cycle Q Clear(g_c), s 15.6 35.9 0.0 0.0 25.2 0.0 12.3 0.0 0.0 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 269 3647 0 0 2705 461 0
V/C Ratio(X) 0.88 0.72 0.00 0.00 0.58 0.81 0.00
Avail Cap(c_a), veh/h 416 3647 0 0 2705 736 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 1.00 0.00 0.00 0.55 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 49.8 10.0 0.0 0.0 19.2 0.0 50.8 0.0 0.0 Incr Delay (d2), s/veh 12.5 1.2 0.0 0.0 0.5 0.0 3.7 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 %ile BackOfQ(50%),veh/ln 7.7 11.0 0.0 0.0 9.3 0.0 5.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.3 11.3 0.0 0.0 19.7 0.0 54.5 0.0 0.0 LnGrp LOS E B A A B D A
Approach Vol, veh/h 2847 1577 374
Approach Delay, s/veh 15.5 19.7 54.5
Approach LOS B B D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 91.0 22.1 68.9 19.7
Change Period (Y+Rc), s 5.3 4.0 5.3 4.2
Max Green Setting (Gmax), s 85.7 28.0 53.7 24.8
Max Q Clear Time (g_c+I1), s 37.9 17.6 27.2 14.3
Green Ext Time (p_c), s 26.0 0.6 9.0 1.3
Intersection Summary
HCM 6th Ctrl Delay 19.9
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

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

Timings Timing Plan: Ex + Amb+ Cuml + Proj (2028) AM
3: Proj. Dwy 1/Sparkman CT & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 5
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 287 2137 339 339 1923 242 10 27 10 244 Future Volume (vph) 287 2137 339 339 1923 242 10 27 10 244 Turn Type Prot NA Perm Prot NA Prot NA Prot NA Perm
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2 4
Detector Phase 5 2 2 1 6 3 8 7 4 4
Switch Phase
Minimum Initial (s) 7.0 10.0 10.0 7.0 10.0 7.0 10.0 7.0 10.0 10.0 Minimum Split (s) 11.5 21.3 21.3 11.5 21.3 11.5 20.6 11.5 20.6 20.6 Total Split (s) 18.0 53.8 53.8 20.1 55.9 16.1 34.6 11.5 30.0 30.0 Total Split (%) 15.0% 44.8% 44.8% 16.8% 46.6% 13.4% 28.8% 9.6% 25.0% 25.0% Yellow Time (s) 3.0 4.3 4.3 3.0 4.3 3.0 3.6 3.0 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) 4.0 5.3 5.3 4.0 5.3 4.0 4.6 4.0 4.6 4.6 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize?
Recall Mode None C-Max C-Max None Max None Max None Max Max Act Effct Green (s) 13.6 49.0 49.0 15.6 51.0 11.8 34.8 7.1 25.7 25.7 Actuated g/C Ratio 0.11 0.41 0.41 0.13 0.42 0.10 0.29 0.06 0.21 0.21 v/c Ratio 0.78 0.86 0.43 0.82 0.77 0.78 0.10 0.14 0.01 0.76 Control Delay 65.8 34.3 4.7 74.2 17.8 69.0 9.4 55.1 37.6 60.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 65.8 34.3 4.7 74.2 17.8 69.0 9.4 55.1 37.6 60.0

LOS E C A E B E A E D E
Approach Delay 33.8 26.2 52.7 58.7
Approach LOS C C D E
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: 0.86
Intersection Signal Delay: 33.1 Intersection LOS: C
Intersection Capacity Utilization 65.8% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 3: Proj. Dwy 1/Sparkman CT & Murrieta Hot Springs Road HCM 6th Signalized Intersection Summary Timing Plan: Ex + Amb+ Cuml + Proj (2028) AM 3: Proj. Dwy 1/Sparkman CT & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 287 2137 339 339 1923 54 242 10 81 27 10 244 Future Volume (veh/h) 287 2137 339 339 1923 54 242 10 81 27 10 244 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 302 2249 368 368 2024 57 263 11 88 28 11 257 Peak Hour Factor 0.95 0.95 0.92 0.92 0.95 0.95 0.92 0.92 0.92 0.95 0.92 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 359 2738 675 419 2870 81 319 477 426 122 752 336 Arrive On Green 0.10 0.43 0.43 0.24 0.89 0.89 0.09 0.27 0.27 0.04 0.21 0.21 Sat Flow, veh/h 3456 6434 1585 3456 6481 182 3456 1777 1585 3456 3554 1585 Grp Volume(v), veh/h 302 2249 368 368 1507 574 263 11 88 28 11 257 Grp Sat Flow(s),veh/h/ln 1728 1609 1585 1728 1609 1838 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 10.3 37.0 20.8 12.3 11.4 11.4 9.0 0.5 5.2 0.9 0.3 18.3 Cycle Q Clear(g_c), s 10.3 37.0 20.8 12.3 11.4 11.4 9.0 0.5 5.2 0.9 0.3 18.3 Prop In Lane 1.00 1.00 1.00 0.10 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 359 2738 675 419 2137 814 319 477 426 122 752 336 V/C Ratio(X) 0.84 0.82 0.55 0.88 0.71 0.71 0.82 0.02 0.21 0.23 0.01 0.77 Avail Cap(c_a), veh/h 403 2738 675 464 2137 814 348 477 426 216 752 336 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.76 0.76 0.76 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 30.4 25.8 44.6 4.5 4.5 53.5 32.3 34.0 56.3 37.4 44.5 Incr Delay (d2), s/veh 10.6 2.2 2.4 16.2 2.0 5.1 13.9 0.1 1.1 0.9 0.0 15.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.9 13.9 8.2 5.4 2.0 3.0 4.5 0.2 2.1 0.4 0.1 8.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.4 32.7 28.2 60.8 6.5 9.6 67.4 32.4 35.1 57.2 37.4 59.8 LnGrp LOS E C C E A A E C D E D E
Approach Vol, veh/h 2919 2449 362 296
Approach Delay, s/veh 35.3 15.3 58.5 58.8
Approach LOS D B E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 18.6 56.4 15.1 30.0 16.5 58.4 8.2 36.8 Change Period (Y+Rc), s 4.0 5.3 4.0 4.6 4.0 5.3 4.0 4.6 Max Green Setting (Gmax), s 16.1 48.5 12.1 25.4 14.0 50.6 7.5 30.0 Max Q Clear Time (g_c+I1), s 14.3 39.0 11.0 20.3 12.3 13.4 2.9 7.2 Green Ext Time (p_c), s 0.3 8.4 0.1 0.4 0.2 19.8 0.0 0.5 Intersection Summary
HCM 6th Ctrl Delay 29.7
HCM 6th LOS C
Timings Timing Plan: Ex + Amb+ Cuml + Proj (2028) AM
5: Proj. Dwy 3/Hancock Avenue & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 306 1571 203 476 2047 607 109 93 204 570 169 223 Future Volume (vph) 306 1571 203 476 2047 607 109 93 204 570 169 223 Turn Type Prot NA Perm Prot NA Perm Prot NA pm+ov Prot NA Perm Protected Phases 5 2 1 6 3 8 1 7 4
Permitted Phases 2 6 8 4
Detector Phase 5 2 2 1 6 6 3 8 1 7 4 4
Switch Phase
Minimum Initial (s) 7.0 10.0 10.0 7.0 10.0 10.0 7.0 10.0 7.0 7.0 10.0 10.0 Minimum Split (s) 11.0 15.3 15.3 11.5 38.3 38.3 11.0 20.6 11.5 14.9 14.9 14.9 Total Split (s) 16.0 47.1 47.1 25.7 56.8 56.8 12.0 20.6 25.7 26.6 35.2 35.2 Total Split (%) 13.3% 39.3% 39.3% 21.4% 47.3% 47.3% 10.0% 17.2% 21.4% 22.2% 29.3% 29.3% Yellow Time (s) 3.0 4.3 4.3 3.0 4.3 4.3 3.0 3.6 3.0 3.0 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 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) 4.0 5.3 5.3 4.0 5.3 5.3 4.0 4.6 4.0 4.0 4.6 4.6 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lead Lag Lag Lead-Lag Optimize?
Recall Mode None None None None C-Max C-Max None None None Max Max Max Act Effct Green (s) 12.0 42.6 42.6 20.9 51.5 51.5 7.8 16.0 41.5 22.6 30.8 30.8 Actuated g/C Ratio 0.10 0.36 0.36 0.17 0.43 0.43 0.06 0.13 0.35 0.19 0.26 0.26 v/c Ratio 1.02 0.76 0.32 0.86 1.03 0.72 0.53 0.41 0.22 1.00 0.38 0.43 Control Delay 112.5 16.8 2.5 62.2 47.4 4.0 63.3 53.2 16.0 86.6 39.8 9.9 Queue Delay 0.0 0.0 0.0 0.0 27.3 0.6 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 112.5 16.8 2.5 62.2 74.7 4.5 63.3 53.2 16.0 86.6 39.8 9.9

LOS F B A E E A E D B F D A
Approach Delay 29.5 59.2 37.2 60.5
Approach LOS C E D E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow Natural Cycle: 135
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.03
Intersection Signal Delay: 48.6 Intersection LOS: D
Intersection Capacity Utilization 87.8% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 5: Proj. Dwy 3/Hancock Avenue & Murrieta Hot Springs Road HCM 6th Signalized Intersection Summary Timing Plan: Ex + Amb+ Cuml + Proj (2028) AM 5: Proj. Dwy 3/Hancock Avenue & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 306 1571 203 476 2047 607 109 93 204 570 169 223 Future Volume (veh/h) 306 1571 203 476 2047 607 109 93 204 570 169 223 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 326 1671 221 517 2178 646 118 101 222 606 184 237 Peak Hour Factor 0.94 0.94 0.92 0.92 0.94 0.94 0.92 0.92 0.92 0.94 0.92 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 346 2347 578 568 2191 680 198 232 804 651 477 404 Arrive On Green 0.20 0.73 0.73 0.33 0.86 0.86 0.06 0.12 0.12 0.19 0.26 0.26 Sat Flow, veh/h 3456 6434 1585 3456 5106 1585 3456 1870 2790 3456 1870 1585 Grp Volume(v), veh/h 326 1671 221 517 2178 646 118 101 222 606 184 237 Grp Sat Flow(s),veh/h/ln 1728 1609 1585 1728 1702 1585 1728 1870 1395 1728 1870 1585 Q Serve(g_s), s 11.2 17.5 6.3 17.2 49.4 37.5 4.0 6.0 7.4 20.7 9.8 15.7 Cycle Q Clear(g_c), s 11.2 17.5 6.3 17.2 49.4 37.5 4.0 6.0 7.4 20.7 9.8 15.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 346 2347 578 568 2191 680 198 232 804 651 477 404 V/C Ratio(X) 0.94 0.71 0.38 0.91 0.99 0.95 0.60 0.44 0.28 0.93 0.39 0.59 Avail Cap(c_a), veh/h 346 2347 578 625 2191 680 230 249 830 651 477 404 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 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 47.7 12.7 11.2 39.4 8.3 7.5 55.2 48.7 33.0 47.9 36.9 39.2 Incr Delay (d2), s/veh 33.9 1.0 0.4 16.6 17.8 24.2 3.1 1.3 0.2 21.9 2.4 6.1 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 5.8 3.7 1.9 7.0 6.7 7.5 1.8 2.9 2.5 10.8 4.7 6.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 81.6 13.7 11.6 56.0 26.2 31.7 58.3 50.0 33.2 69.8 39.3 45.3 LnGrp LOS F B B E C C E D C E D D
Approach Vol, veh/h 2218 3341 441 1027
Approach Delay, s/veh 23.5 31.9 43.8 58.7
Approach LOS C C D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 23.7 49.1 10.9 35.2 16.0 56.8 26.6 19.5 Change Period (Y+Rc), s 4.0 5.3 4.0 4.6 4.0 5.3 4.0 4.6 Max Green Setting (Gmax), s 21.7 41.8 8.0 30.6 12.0 51.5 22.6 16.0 Max Q Clear Time (g_c+I1), s 19.2 19.5 6.0 17.7 13.2 51.4 22.7 9.4 Green Ext Time (p_c), s 0.5 10.1 0.1 1.7 0.0 0.1 0.0 0.8 Intersection Summary
HCM 6th Ctrl Delay 33.9
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Timings Timing Plan: Ex + Amb+ Cuml + Proj (2028) AM
6: Murrieta Hot Springs Road & I-215 SB Off Ramp 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 9
Lane Group EBT WBT SBL SBR
Lane Configurations
Traffic Volume (vph) 2175 2426 701 806
Future Volume (vph) 2175 2426 701 806
Turn Type NA NA Prot Prot
Protected Phases 2 6 4 4
Permitted Phases
Detector Phase 2 6 4 4
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0
Minimum Split (s) 15.3 29.3 14.2 14.2
Total Split (s) 73.0 73.0 47.0 47.0
Total Split (%) 60.8% 60.8% 39.2% 39.2%
Yellow Time (s) 4.3 4.3 3.2 3.2
All-Red Time (s) 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 -0.2
Total Lost Time (s) 5.3 5.3 4.2 4.0
Lead/Lag
Lead-Lag Optimize?
Recall Mode Max C-Max None None
Act Effct Green (s) 68.5 68.5 42.0 42.2
Actuated g/C Ratio 0.57 0.57 0.35 0.35
v/c Ratio 0.82 0.92 0.86 0.94
Control Delay 20.0 25.2 43.9 63.5
Queue Delay 0.0 26.1 0.0 0.0
Total Delay 20.0 51.3 43.9 63.5

LOS B D D E
Approach Delay 20.0 51.3 50.1
Approach LOS B D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.94
Intersection Signal Delay: 39.8 Intersection LOS: D
Intersection Capacity Utilization 140.3% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 6: Murrieta Hot Springs Road & I-215 SB Off Ramp HCM 6th Signalized Intersection Summary Timing Plan: Ex + Amb+ Cuml + Proj (2028) AM 6: Murrieta Hot Springs Road & I-215 SB Off Ramp 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 10
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 2175 2426 0 701 806
Future Volume (veh/h) 0 2175 2426 0 701 806
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 0 1870 1870 0 1945 1945
Adj Flow Rate, veh/h 0 2314 2581 0 1047 534
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 0 2 2 0 2 2
Cap, veh/h 0 2881 2881 0 1291 577
Arrive On Green 0.00 0.56 1.00 0.00 0.35 0.35
Sat Flow, veh/h 0 5443 5443 0 3705 1648
Grp Volume(v), veh/h 0 2314 2581 0 1047 534
Grp Sat Flow(s),veh/h/ln 0 1702 1702 0 1853 1648
Q Serve(g_s), s 0.0 43.3 0.0 0.0 30.8 37.4
Cycle Q Clear(g_c), s 0.0 43.3 0.0 0.0 30.8 37.4
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2881 2881 0 1291 577
V/C Ratio(X) 0.00 0.80 0.90 0.00 0.81 0.93
Avail Cap(c_a), veh/h 0 2881 2881 0 1321 591
HCM Platoon Ratio 1.00 1.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 20.8 0.0 0.0 35.5 37.5
Incr Delay (d2), s/veh 0.0 2.5 4.9 0.0 3.9 20.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 16.2 1.3 0.0 14.4 18.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 23.3 4.9 0.0 39.4 57.9
LnGrp LOS A C A A D E
Approach Vol, veh/h 2314 2581 1581
Approach Delay, s/veh 23.3 4.9 45.6
Approach LOS C A D
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 73.0 46.0 73.0
Change Period (Y+Rc), s 5.3 * 4.2 5.3
Max Green Setting (Gmax), s 67.7 * 43 67.7
Max Q Clear Time (g_c+I1), s 45.3 39.4 2.0
Green Ext Time (p_c), s 14.0 2.4 29.1
Intersection Summary
HCM 6th Ctrl Delay 21.4
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Timings Timing Plan: Ex + Amb+ Cuml + Proj (2028) AM
7: I-215 NB Off Ramp & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 11
Lane Group EBT WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 2307 2398 414 224
Future Volume (vph) 2307 2398 414 224
Turn Type NA NA Prot Perm
Protected Phases 2 6 8
Permitted Phases 8
Detector Phase 2 6 8 8
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0
Minimum Split (s) 32.3 15.3 14.2 14.2
Total Split (s) 92.0 92.0 28.0 28.0
Total Split (%) 76.7% 76.7% 23.3% 23.3%
Yellow Time (s) 4.3 4.3 3.2 3.2
All-Red Time (s) 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.3 5.3 4.2 4.2
Lead/Lag
Lead-Lag Optimize?
Recall Mode Max C-Max Max Max
Act Effct Green (s) 86.7 86.7 23.8 23.8
Actuated g/C Ratio 0.72 0.72 0.20 0.20
v/c Ratio 0.68 0.71 0.58 0.39
Control Delay 8.8 10.9 47.2 40.5
Queue Delay 0.1 3.0 0.0 0.0
Total Delay 8.8 13.9 47.2 40.5

LOS A B D D
Approach Delay 8.8 13.9 44.9
Approach LOS A B D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.71
Intersection Signal Delay: 15.4 Intersection LOS: B
Intersection Capacity Utilization 66.1% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 7: I-215 NB Off Ramp & Murrieta Hot Springs Road HCM 6th Signalized Intersection Summary Timing Plan: Ex + Amb+ Cuml + Proj (2028) AM 7: I-215 NB Off Ramp & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 12
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 2307 0 0 2398 414 224
Future Volume (veh/h) 2307 0 0 2398 414 224
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 0 0 1870 1945 1945
Adj Flow Rate, veh/h 2428 0 0 2524 436 236
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 2 0 0 2 2 2
Cap, veh/h 3689 0 0 3689 713 575
Arrive On Green 0.72 0.00 0.00 0.72 0.20 0.20
Sat Flow, veh/h 5443 0 0 5443 3594 2901
Grp Volume(v), veh/h 2428 0 0 2524 436 236
Grp Sat Flow(s),veh/h/ln 1702 0 0 1702 1797 1451
Q Serve(g_s), s 30.2 0.0 0.0 32.6 13.3 8.5
Cycle Q Clear(g_c), s 30.2 0.0 0.0 32.6 13.3 8.5
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 3689 0 0 3689 713 575
V/C Ratio(X) 0.66 0.00 0.00 0.68 0.61 0.41
Avail Cap(c_a), veh/h 3689 0 0 3689 713 575
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 8.8 0.0 0.0 9.1 43.9 42.0
Incr Delay (d2), s/veh 0.9 0.0 0.0 1.0 3.9 2.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 9.1 0.0 0.0 9.9 6.3 3.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 9.7 0.0 0.0 10.2 47.8 44.1
LnGrp LOS A A A B D D
Approach Vol, veh/h 2428 2524 672
Approach Delay, s/veh 9.7 10.2 46.5
Approach LOS A B D
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 92.0 92.0 28.0
Change Period (Y+Rc), s 5.3 5.3 4.2
Max Green Setting (Gmax), s 86.7 86.7 23.8
Max Q Clear Time (g_c+I1), s 32.2 34.6 15.3
Green Ext Time (p_c), s 23.8 25.3 2.2
Intersection Summary
HCM 6th Ctrl Delay 14.3
HCM 6th LOS B
Timings Timing Plan: Ex + Amb+ Cuml + Proj (2028) PM
1: I-15 SB On Ramp/I-15 SB Off Ramp & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 1
Lane Group EBT EBR WBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 2419 359 1698 1350 0 220
Future Volume (vph) 2419 359 1698 1350 0 220
Turn Type NA Free NA Split NA Prot
Protected Phases 2 6 4 4 4
Permitted Phases Free
Detector Phase 2 6 4 4 4
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0
Minimum Split (s) 15.3 29.3 14.6 14.6 14.6
Total Split (s) 66.0 66.0 54.0 54.0 54.0
Total Split (%) 55.0% 55.0% 45.0% 45.0% 45.0%
Yellow Time (s) 4.3 4.3 3.2 3.2 3.2
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) 5.3 5.3 4.2 4.2 4.2
Lead/Lag
Lead-Lag Optimize?
Recall Mode None C-Max Max Max Max
Act Effct Green (s) 60.7 120.0 60.7 49.8 49.8 49.8
Actuated g/C Ratio 0.51 1.00 0.51 0.42 0.42 0.42
v/c Ratio 1.01 0.24 0.71 1.00 1.08 0.33
Control Delay 50.4 0.4 22.0 67.6 91.9 23.1
Queue Delay 34.8 0.0 0.0 0.0 0.0 0.0
Total Delay 85.2 0.4 22.0 67.6 91.9 23.1

LOS F A C E F C
Approach Delay 74.2 22.0 72.6
Approach LOS E C E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow Natural Cycle: 120
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.08
Intersection Signal Delay: 59.1 Intersection LOS: E
Intersection Capacity Utilization 138.7% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 1: I-15 SB On Ramp/I-15 SB Off Ramp & Murrieta Hot Springs Road HCM 6th Signalized Intersection Summary Timing Plan: Ex + Amb+ Cuml + Proj (2028) PM 1: I-15 SB On Ramp/I-15 SB Off Ramp & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 2419 359 0 1698 0 0 0 0 1350 0 220 Future Volume (veh/h) 0 2419 359 0 1698 0 0 0 0 1350 0 220 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 0 1945 1870 1870 Adj Flow Rate, veh/h 0 2601 0 0 1826 0 1526 0 158
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 0 2 2 0 2 0 2 2 2
Cap, veh/h 0 2583 0 2583 0 1538 0 658
Arrive On Green 0.00 0.51 0.00 0.00 0.67 0.00 0.41 0.00 0.41 Sat Flow, veh/h 0 5274 1585 0 5443 0 3705 0 1585
Grp Volume(v), veh/h 0 2601 0 0 1826 0 1526 0 158
Grp Sat Flow(s),veh/h/ln 0 1702 1585 0 1702 0 1853 0 1585 Q Serve(g_s), s 0.0 60.7 0.0 0.0 26.8 0.0 49.2 0.0 7.8
Cycle Q Clear(g_c), s 0.0 60.7 0.0 0.0 26.8 0.0 49.2 0.0 7.8 Prop In Lane 0.00 1.00 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2583 0 2583 0 1538 0 658
V/C Ratio(X) 0.00 1.01 0.00 0.71 0.00 0.99 0.00 0.24
Avail Cap(c_a), veh/h 0 2583 0 2583 0 1538 0 658
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 29.6 0.0 0.0 14.1 0.0 34.9 0.0 22.8 Incr Delay (d2), s/veh 0.0 19.4 0.0 0.0 1.7 0.0 21.2 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 %ile BackOfQ(50%),veh/ln 0.0 27.1 0.0 0.0 7.6 0.0 26.1 0.0 3.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 49.1 0.0 0.0 15.7 0.0 56.1 0.0 23.7 LnGrp LOS A F A B A E A C
Approach Vol, veh/h 2601 1826 1684
Approach Delay, s/veh 49.1 15.7 53.1
Approach LOS D B D
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 66.0 54.0 66.0
Change Period (Y+Rc), s 5.3 * 4.2 5.3
Max Green Setting (Gmax), s 60.7 * 50 60.7
Max Q Clear Time (g_c+I1), s 62.7 51.2 28.8
Green Ext Time (p_c), s 0.0 0.0 11.9
Intersection Summary
HCM 6th Ctrl Delay 40.2
HCM 6th LOS D
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.

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

Timings Timing Plan: Ex + Amb+ Cuml + Proj (2028) PM
2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 3
Lane Group EBL EBT WBT WBR NBL NBT NBR
Lane Configurations
Traffic Volume (vph) 767 2928 1670 1701 295 0 492
Future Volume (vph) 767 2928 1670 1701 295 0 492
Turn Type Prot NA NA Free Split NA Free
Protected Phases 5 2 6 8 8
Permitted Phases Free Free
Detector Phase 5 2 6 8 8
Switch Phase
Minimum Initial (s) 7.0 10.0 10.0 10.0 10.0
Minimum Split (s) 11.0 22.3 15.3 14.2 14.2
Total Split (s) 57.0 104.4 47.4 15.6 15.6
Total Split (%) 47.5% 87.0% 39.5% 13.0% 13.0%
Yellow Time (s) 3.0 4.3 4.3 3.2 3.2
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) 4.0 5.3 5.3 4.2 4.2
Lead/Lag Lead Lag
Lead-Lag Optimize?
Recall Mode None Max C-Max None None
Act Effct Green (s) 53.0 99.1 42.1 120.0 11.4 11.4 120.0 Actuated g/C Ratio 0.44 0.83 0.35 1.00 0.10 0.10 1.00
v/c Ratio 1.02 0.73 0.98 1.12 0.96 0.97 0.32
Control Delay 65.2 3.9 44.2 80.9 116.6 118.1 0.5
Queue Delay 0.0 0.2 0.0 0.0 0.0 0.0 0.0
Total Delay 65.2 4.1 44.2 80.9 116.6 118.1 0.5

LOS E A D F F F A
Approach Delay 16.8 62.7 44.3
Approach LOS B E D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow, Master Intersection Natural Cycle: 120
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.12
Intersection Signal Delay: 39.3 Intersection LOS: D
Intersection Capacity Utilization 94.3% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road HCM 6th Signalized Intersection Summary Timing Plan: Ex + Amb+ Cuml + Proj (2028) PM 2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 767 2928 0 0 1670 1701 295 0 492 0 0 0 Future Volume (veh/h) 767 2928 0 0 1670 1701 295 0 492 0 0 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 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 799 3050 0 0 1740 0 307 0 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 0 0 2 2 2 2 2
Cap, veh/h 787 4217 0 0 1791 338 0
Arrive On Green 0.44 0.83 0.00 0.00 0.59 0.00 0.09 0.00 0.00 Sat Flow, veh/h 1781 5274 0 0 5274 1585 3563 0 1585
Grp Volume(v), veh/h 799 3050 0 0 1740 0 307 0 0
Grp Sat Flow(s),veh/h/ln 1781 1702 0 0 1702 1585 1781 0 1585 Q Serve(g_s), s 53.0 31.0 0.0 0.0 39.3 0.0 10.2 0.0 0.0 Cycle Q Clear(g_c), s 53.0 31.0 0.0 0.0 39.3 0.0 10.2 0.0 0.0 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 787 4217 0 0 1791 338 0
V/C Ratio(X) 1.02 0.72 0.00 0.00 0.97 0.91 0.00
Avail Cap(c_a), veh/h 787 4217 0 0 1791 338 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.67 1.67 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 0.26 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 33.5 4.5 0.0 0.0 24.3 0.0 53.8 0.0 0.0 Incr Delay (d2), s/veh 36.0 1.1 0.0 0.0 6.0 0.0 27.0 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 %ile BackOfQ(50%),veh/ln 29.1 6.1 0.0 0.0 11.6 0.0 5.8 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 69.5 5.6 0.0 0.0 30.3 0.0 80.7 0.0 0.0 LnGrp LOS F A A A C F A
Approach Vol, veh/h 3849 1740 307
Approach Delay, s/veh 18.9 30.3 80.7
Approach LOS B C F
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 104.4 57.0 47.4 15.6
Change Period (Y+Rc), s 5.3 4.0 5.3 4.2
Max Green Setting (Gmax), s 99.1 53.0 42.1 11.4
Max Q Clear Time (g_c+I1), s 33.0 55.0 41.3 12.2
Green Ext Time (p_c), s 41.9 0.0 0.6 0.0
Intersection Summary
HCM 6th Ctrl Delay 25.5
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

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

Timings Timing Plan: Ex + Amb+ Cuml + Proj (2028) PM
3: Proj. Dwy 1/Sparkman CT & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 5
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 280 2600 405 406 2372 614 10 24 10 218 Future Volume (vph) 280 2600 405 406 2372 614 10 24 10 218 Turn Type Prot NA Perm Prot NA Prot NA Prot NA Perm
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2 4
Detector Phase 5 2 2 1 6 3 8 7 4 4
Switch Phase
Minimum Initial (s) 7.0 10.0 10.0 7.0 10.0 7.0 10.0 7.0 10.0 10.0 Minimum Split (s) 11.5 21.3 21.3 11.5 21.3 11.5 20.6 11.5 20.6 20.6 Total Split (s) 15.0 53.9 53.9 18.7 57.6 25.8 35.9 11.5 21.6 21.6 Total Split (%) 12.5% 44.9% 44.9% 15.6% 48.0% 21.5% 29.9% 9.6% 18.0% 18.0% Yellow Time (s) 3.0 4.3 4.3 3.0 4.3 3.0 3.6 3.0 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) 4.0 5.3 5.3 4.0 5.3 4.0 4.6 4.0 4.6 4.6 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize?
Recall Mode None Max Max None C-Max None Max None Max Max Act Effct Green (s) 11.0 48.6 48.6 14.7 52.3 21.8 36.1 7.1 17.0 17.0 Actuated g/C Ratio 0.09 0.40 0.40 0.12 0.44 0.18 0.30 0.06 0.14 0.14 v/c Ratio 0.91 1.02 0.48 0.99 0.90 1.01 0.21 0.12 0.02 0.99 Control Delay 78.8 54.0 5.3 77.5 21.7 86.7 5.9 54.9 44.6 109.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 78.8 54.0 5.3 77.5 21.7 86.7 5.9 54.9 44.6 109.8

LOS E D A E C F A D D F
Approach Delay 50.1 29.6 65.8 102.1
Approach LOS D C E F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow Natural Cycle: 130
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.02
Intersection Signal Delay: 45.6 Intersection LOS: D
Intersection Capacity Utilization 85.0% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 3: Proj. Dwy 1/Sparkman CT & Murrieta Hot Springs Road HCM 6th Signalized Intersection Summary Timing Plan: Ex + Amb+ Cuml + Proj (2028) PM 3: Proj. Dwy 1/Sparkman CT & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 280 2600 405 406 2372 79 614 10 205 24 10 218 Future Volume (veh/h) 280 2600 405 406 2372 79 614 10 205 24 10 218 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 286 2653 413 414 2420 81 627 10 209 24 10 222 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 317 2606 642 423 2808 94 628 517 462 111 503 225 Arrive On Green 0.09 0.40 0.40 0.25 0.87 0.87 0.18 0.29 0.29 0.03 0.14 0.14 Sat Flow, veh/h 3456 6434 1585 3456 6442 215 3456 1777 1585 3456 3554 1585 Grp Volume(v), veh/h 286 2653 413 414 1812 689 627 10 209 24 10 222 Grp Sat Flow(s),veh/h/ln 1728 1609 1585 1728 1609 1832 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 9.8 48.6 25.2 14.3 23.2 23.4 21.8 0.5 12.9 0.8 0.3 16.8 Cycle Q Clear(g_c), s 9.8 48.6 25.2 14.3 23.2 23.4 21.8 0.5 12.9 0.8 0.3 16.8 Prop In Lane 1.00 1.00 1.00 0.12 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 317 2606 642 423 2103 798 628 517 462 111 503 225 V/C Ratio(X) 0.90 1.02 0.64 0.98 0.86 0.86 1.00 0.02 0.45 0.22 0.02 0.99 Avail Cap(c_a), veh/h 317 2606 642 423 2103 798 628 517 462 216 503 225 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.69 0.69 0.69 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.0 35.7 28.7 45.1 5.8 5.8 49.1 30.3 34.7 56.6 44.3 51.4 Incr Delay (d2), s/veh 20.9 19.4 3.4 37.8 4.9 11.9 35.6 0.1 3.2 1.0 0.1 57.2 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 5.1 21.3 10.1 7.3 3.3 5.2 12.4 0.2 5.4 0.4 0.1 10.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 74.9 55.1 32.1 83.0 10.8 17.8 84.7 30.4 37.9 57.6 44.4 108.6 LnGrp LOS E F C F B B F C D E D F
Approach Vol, veh/h 3352 2915 846 256
Approach Delay, s/veh 54.0 22.7 72.5 101.3
Approach LOS D C E F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 18.7 53.9 25.8 21.6 15.0 57.6 7.9 39.5 Change Period (Y+Rc), s 4.0 5.3 4.0 4.6 4.0 5.3 4.0 4.6 Max Green Setting (Gmax), s 14.7 48.6 21.8 17.0 11.0 52.3 7.5 31.3 Max Q Clear Time (g_c+I1), s 16.3 50.6 23.8 18.8 11.8 25.4 2.8 14.9 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 20.0 0.0 1.2 Intersection Summary
HCM 6th Ctrl Delay 45.4
HCM 6th LOS D
Timings Timing Plan: Ex + Amb+ Cuml + Proj (2028) PM
5: Proj. Dwy 3/Hancock Avenue & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 227 2173 278 499 2395 696 256 216 551 675 238 352 Future Volume (vph) 227 2173 278 499 2395 696 256 216 551 675 238 352 Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 5 2 3 1 6 7 3 8 1 7 4 5
Permitted Phases 2 6 8 4
Detector Phase 5 2 3 1 6 7 3 8 1 7 4 5
Switch Phase
Minimum Initial (s) 7.0 10.0 7.0 7.0 10.0 7.0 7.0 10.0 7.0 7.0 10.0 7.0 Minimum Split (s) 11.0 15.3 11.0 11.0 38.3 11.0 11.0 14.6 11.0 11.0 14.6 11.0 Total Split (s) 11.0 53.0 16.0 22.0 64.0 27.0 16.0 18.0 22.0 27.0 29.0 11.0 Total Split (%) 9.2% 44.2% 13.3% 18.3% 53.3% 22.5% 13.3% 15.0% 18.3% 22.5% 24.2% 9.2% Yellow Time (s) 3.0 4.3 3.0 3.0 4.3 3.0 3.0 3.6 3.0 3.0 3.6 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 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) 4.0 5.3 4.0 4.0 5.3 4.0 4.0 4.6 4.0 4.0 4.6 4.0 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead-Lag Optimize?
Recall Mode None None None None C-Min Min None None None Min Min None Act Effct Green (s) 7.0 47.7 64.9 18.0 58.7 87.0 11.9 13.4 36.0 23.0 24.5 36.1 Actuated g/C Ratio 0.06 0.40 0.54 0.15 0.49 0.72 0.10 0.11 0.30 0.19 0.20 0.30 v/c Ratio 1.33 0.96 0.33 1.05 1.08 0.70 0.82 1.13 0.66 1.20 0.68 0.73 Control Delay 212.7 25.8 0.5 92.6 63.5 8.4 72.6 149.7 34.8 145.4 54.4 37.2 Queue Delay 0.0 2.8 0.0 0.0 7.6 5.3 0.0 0.0 0.4 0.0 0.0 0.0 Total Delay 212.7 28.6 0.5 92.6 71.1 13.8 72.6 149.7 35.2 145.4 54.4 37.2

LOS F C A F E B E F D F D D
Approach Delay 41.3 63.0 68.8 98.1
Approach LOS D E E F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow Natural Cycle: 150
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.33
Intersection Signal Delay: 62.1 Intersection LOS: E
Intersection Capacity Utilization 98.3% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 5: Proj. Dwy 3/Hancock Avenue & Murrieta Hot Springs Road HCM 6th Signalized Intersection Summary Timing Plan: Ex + Amb+ Cuml + Proj (2028) PM 5: Proj. Dwy 3/Hancock Avenue & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 227 2173 278 499 2395 696 256 216 551 675 238 352 Future Volume (veh/h) 227 2173 278 499 2395 696 256 216 551 675 238 352 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 247 2362 302 542 2603 757 278 235 599 734 259 383 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 202 2558 783 518 2498 1079 332 209 730 662 387 421 Arrive On Green 0.06 0.40 0.40 0.30 0.98 0.98 0.10 0.11 0.11 0.19 0.21 0.21 Sat Flow, veh/h 3456 6434 1585 3456 5106 1585 3456 1870 2790 3456 1870 1585 Grp Volume(v), veh/h 247 2362 302 542 2603 757 278 235 599 734 259 383 Grp Sat Flow(s),veh/h/ln 1728 1609 1585 1728 1702 1585 1728 1870 1395 1728 1870 1585 Q Serve(g_s), s 7.0 41.9 14.3 18.0 58.7 17.3 9.5 13.4 13.4 23.0 15.3 24.9 Cycle Q Clear(g_c), s 7.0 41.9 14.3 18.0 58.7 17.3 9.5 13.4 13.4 23.0 15.3 24.9 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 202 2558 783 518 2498 1079 332 209 730 662 387 421 V/C Ratio(X) 1.23 0.92 0.39 1.05 1.04 0.70 0.84 1.13 0.82 1.11 0.67 0.91 Avail Cap(c_a), veh/h 202 2558 783 518 2498 1079 346 209 730 662 387 421 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 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 56.5 34.4 19.0 42.0 1.3 0.4 53.3 53.3 41.7 48.5 43.8 42.7 Incr Delay (d2), s/veh 137.3 6.3 0.3 52.0 30.2 3.8 15.8 100.0 7.4 68.5 4.4 23.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.8 16.5 5.3 9.8 7.5 1.4 4.8 12.1 9.0 16.1 7.5 13.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 193.8 40.7 19.3 94.0 31.5 4.2 69.1 153.3 49.1 117.0 48.2 66.2 LnGrp LOS F D B F F A E F D F D E
Approach Vol, veh/h 2911 3902 1112 1376
Approach Delay, s/veh 51.5 34.9 76.1 89.9
Approach LOS D C E F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 22.0 53.0 15.5 29.5 11.0 64.0 27.0 18.0 Change Period (Y+Rc), s 4.0 5.3 4.0 4.6 4.0 5.3 4.0 4.6 Max Green Setting (Gmax), s 18.0 47.7 12.0 24.4 7.0 58.7 23.0 13.4 Max Q Clear Time (g_c+I1), s 20.0 43.9 11.5 26.9 9.0 60.7 25.0 15.4 Green Ext Time (p_c), s 0.0 3.4 0.1 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 53.1
HCM 6th LOS D
Timings Timing Plan: Ex + Amb+ Cuml + Proj (2028) PM
6: Murrieta Hot Springs Road & I-215 SB Off Ramp 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 9
Lane Group EBT WBT SBL SBR
Lane Configurations
Traffic Volume (vph) 3104 2866 736 660
Future Volume (vph) 3104 2866 736 660
Turn Type NA NA Prot Prot
Protected Phases 2 6 4 4
Permitted Phases
Detector Phase 2 6 4 4
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0
Minimum Split (s) 15.3 29.3 14.2 14.2
Total Split (s) 82.5 82.5 37.5 37.5
Total Split (%) 68.8% 68.8% 31.3% 31.3%
Yellow Time (s) 4.3 4.3 3.2 3.2
All-Red Time (s) 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 -0.2
Total Lost Time (s) 5.3 5.3 4.2 4.0
Lead/Lag
Lead-Lag Optimize?
Recall Mode Max C-Max None None
Act Effct Green (s) 77.2 77.2 33.3 33.5
Actuated g/C Ratio 0.64 0.64 0.28 0.28
v/c Ratio 1.04 0.96 0.99 1.10
Control Delay 42.3 23.0 69.0 112.8
Queue Delay 0.0 43.4 0.0 0.0
Total Delay 42.3 66.5 69.0 112.8

LOS D E E F
Approach Delay 42.3 66.5 82.9
Approach LOS D E F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow Natural Cycle: 120
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.10
Intersection Signal Delay: 59.4 Intersection LOS: E
Intersection Capacity Utilization 157.3% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 6: Murrieta Hot Springs Road & I-215 SB Off Ramp HCM 6th Signalized Intersection Summary Timing Plan: Ex + Amb+ Cuml + Proj (2028) PM 6: Murrieta Hot Springs Road & I-215 SB Off Ramp 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 10
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 3104 2866 0 736 660
Future Volume (veh/h) 0 3104 2866 0 736 660
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 0 1870 1870 0 1945 1945
Adj Flow Rate, veh/h 0 3302 3049 0 976 495
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 0 2 2 0 2 2
Cap, veh/h 0 3285 3285 0 1028 460
Arrive On Green 0.00 0.64 1.00 0.00 0.28 0.28
Sat Flow, veh/h 0 5443 5443 0 3705 1648
Grp Volume(v), veh/h 0 3302 3049 0 976 495
Grp Sat Flow(s),veh/h/ln 0 1702 1702 0 1853 1648
Q Serve(g_s), s 0.0 77.2 0.0 0.0 31.0 33.5
Cycle Q Clear(g_c), s 0.0 77.2 0.0 0.0 31.0 33.5
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 3285 3285 0 1028 460
V/C Ratio(X) 0.00 1.01 0.93 0.00 0.95 1.08
Avail Cap(c_a), veh/h 0 3285 3285 0 1028 460
HCM Platoon Ratio 1.00 1.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 21.4 0.0 0.0 42.5 43.3
Incr Delay (d2), s/veh 0.0 17.0 6.0 0.0 17.2 63.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 30.8 1.8 0.0 16.5 21.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 38.4 6.0 0.0 59.7 107.0
LnGrp LOS A F A A E F
Approach Vol, veh/h 3302 3049 1471
Approach Delay, s/veh 38.4 6.0 75.6
Approach LOS D A E
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 82.5 37.5 82.5
Change Period (Y+Rc), s 5.3 * 4.2 5.3
Max Green Setting (Gmax), s 77.2 * 33 77.2
Max Q Clear Time (g_c+I1), s 79.2 35.5 2.0
Green Ext Time (p_c), s 0.0 0.0 45.1
Intersection Summary
HCM 6th Ctrl Delay 32.7
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.

Timings Timing Plan: Ex + Amb+ Cuml + Proj (2028) PM
7: I-215 NB Off Ramp & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 11
Lane Group EBT WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 2950 2772 373 334
Future Volume (vph) 2950 2772 373 334
Turn Type NA NA Prot Perm
Protected Phases 2 6 8
Permitted Phases 8
Detector Phase 2 6 8 8
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0
Minimum Split (s) 32.3 15.3 14.2 14.2
Total Split (s) 96.0 96.0 24.0 24.0
Total Split (%) 80.0% 80.0% 20.0% 20.0%
Yellow Time (s) 4.3 4.3 3.2 3.2
All-Red Time (s) 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.3 5.3 4.2 4.2
Lead/Lag
Lead-Lag Optimize?
Recall Mode Max C-Max Max Max
Act Effct Green (s) 90.7 90.7 19.8 19.8
Actuated g/C Ratio 0.76 0.76 0.16 0.16
v/c Ratio 0.85 0.80 0.64 0.73
Control Delay 6.8 11.3 52.2 56.3
Queue Delay 0.6 11.8 0.0 0.0
Total Delay 7.4 23.1 52.2 56.3

LOS A C D E
Approach Delay 7.4 23.1 54.1
Approach LOS A C D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow Natural Cycle: 70
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.85
Intersection Signal Delay: 19.3 Intersection LOS: B
Intersection Capacity Utilization 78.0% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 7: I-215 NB Off Ramp & Murrieta Hot Springs Road HCM 6th Signalized Intersection Summary Timing Plan: Ex + Amb+ Cuml + Proj (2028) PM 7: I-215 NB Off Ramp & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 12
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 2950 0 0 2772 373 334
Future Volume (veh/h) 2950 0 0 2772 373 334
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 0 0 1870 1945 1945
Adj Flow Rate, veh/h 3172 0 0 2981 401 359
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2 0 0 2 2 2
Cap, veh/h 3859 0 0 3859 593 479
Arrive On Green 0.76 0.00 0.00 0.76 0.17 0.17
Sat Flow, veh/h 5443 0 0 5443 3594 2901
Grp Volume(v), veh/h 3172 0 0 2981 401 359
Grp Sat Flow(s),veh/h/ln 1702 0 0 1702 1797 1451
Q Serve(g_s), s 48.1 0.0 0.0 41.1 12.6 14.1
Cycle Q Clear(g_c), s 48.1 0.0 0.0 41.1 12.6 14.1
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 3859 0 0 3859 593 479
V/C Ratio(X) 0.82 0.00 0.00 0.77 0.68 0.75
Avail Cap(c_a), veh/h 3859 0 0 3859 593 479
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 9.4 0.0 0.0 8.6 47.1 47.7
Incr Delay (d2), s/veh 2.1 0.0 0.0 1.6 6.1 10.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 13.6 0.0 0.0 11.5 6.1 5.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.5 0.0 0.0 10.2 53.2 58.1
LnGrp LOS B A A B D E
Approach Vol, veh/h 3172 2981 760
Approach Delay, s/veh 11.5 10.2 55.5
Approach LOS B B E
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 96.0 96.0 24.0
Change Period (Y+Rc), s 5.3 5.3 4.2
Max Green Setting (Gmax), s 90.7 90.7 19.8
Max Q Clear Time (g_c+I1), s 50.1 43.1 16.1
Green Ext Time (p_c), s 31.7 32.6 1.4
Intersection Summary
HCM 6th Ctrl Delay 15.8
HCM 6th LOS B
Queuing and Blocking Report Ex + Amb+ Cuml + Proj (2028) AM 06/08/2023
The Triangle Traffic Analysis SimTraffic Report
Rick Engineering Company Page 1
Intersection: 1: I-15 SB On Ramp/I-15 SB Off Ramp & Murrieta Hot Springs Road Movement EB EB EB WB WB WB SB SB SB
Directions Served T T T T T T L LTR R
Maximum Queue (ft) 294 278 294 72 84 71 618 619 505
Average Queue (ft) 221 149 125 51 60 49 445 475 354
95th Queue (ft) 305 262 273 60 74 60 620 628 526
Link Distance (ft) 48 48 48 566 566
Upstream Blk Time (%) 34 36 17 7 10
Queuing Penalty (veh) 161 171 80 0 0
Storage Bay Dist (ft) 480
Storage Blk Time (%) 11 0
Queuing Penalty (veh) 19 1
Intersection: 2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road Movement EB EB EB EB WB WB WB NB NB NB
Directions Served L T T T T T T L LT R
Maximum Queue (ft) 239 139 131 242 117 151 184 228 202 528 Average Queue (ft) 133 81 57 74 48 72 74 151 131 365
95th Queue (ft) 207 129 122 192 104 143 143 212 191 510 Link Distance (ft) 473 473 473 1082 1082 1082 1236 1236 Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 500 585
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Ex + Amb+ Cuml + Proj (2028) AM 06/08/2023
The Triangle Traffic Analysis SimTraffic Report
Rick Engineering Company Page 2
Intersection: 3: Proj. Dwy 1/Sparkman CT & Murrieta Hot Springs Road Movement EB EB EB EB EB EB EB WB WB WB WB WB
Directions Served L L T T T T R L L T T T
Maximum Queue (ft) 159 170 309 277 318 274 45 160 153 86 125 201 Average Queue (ft) 73 107 170 186 197 183 6 84 97 35 61 106 95th Queue (ft) 140 157 251 255 274 254 21 130 137 81 121 173 Link Distance (ft) 1082 1082 1082 1082 271 271 271
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 310 310 320 245 245
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 3: Proj. Dwy 1/Sparkman CT & Murrieta Hot Springs Road Movement WB NB NB NB NB SB SB SB SB SB
Directions Served TR L L T TR L L T T R
Maximum Queue (ft) 226 220 244 49 150 6 52 39 284 260
Average Queue (ft) 140 102 162 16 42 1 10 6 36 180
95th Queue (ft) 216 193 235 44 98 3 31 23 190 258
Link Distance (ft) 271 275 275 275 275 269 269
Upstream Blk Time (%) 1 1
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 235 235 235
Storage Blk Time (%) 0 4
Queuing Penalty (veh) 0 0
Intersection: 4: Proj. Dwy 2 & Murrieta Hot Springs Road Movement EB EB NB
Directions Served T T R
Maximum Queue (ft) 94 38 66
Average Queue (ft) 7 2 30
95th Queue (ft) 41 14 59
Link Distance (ft) 271 271 288
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Ex + Amb+ Cuml + Proj (2028) AM 06/08/2023
The Triangle Traffic Analysis SimTraffic Report
Rick Engineering Company Page 3
Intersection: 5: Proj. Dwy 3/Hancock Avenue & Murrieta Hot Springs Road Movement EB EB EB EB EB EB EB WB WB WB WB WB
Directions Served L L T T T T R L L T T T
Maximum Queue (ft) 257 270 347 307 260 176 71 193 199 197 238 263 Average Queue (ft) 181 194 144 157 165 30 27 118 125 112 163 205 95th Queue (ft) 270 278 273 256 238 93 63 177 180 191 222 270 Link Distance (ft) 307 307 307 307 240 240 240
Upstream Blk Time (%) 3 0 0 2
Queuing Penalty (veh) 17 1 0 15
Storage Bay Dist (ft) 245 245 215 300 300
Storage Blk Time (%) 5 10 1
Queuing Penalty (veh) 19 37 3
Intersection: 5: Proj. Dwy 3/Hancock Avenue & Murrieta Hot Springs Road Movement WB NB NB NB NB NB SB SB SB SB
Directions Served R L L T R R L L T R
Maximum Queue (ft) 118 114 94 115 223 47 162 175 299 163 Average Queue (ft) 51 58 40 53 95 10 161 174 278 67
95th Queue (ft) 87 108 73 97 164 34 164 176 289 135
Link Distance (ft) 240 311 311 311 311 311
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150 150 150
Storage Blk Time (%) 7 64 1 0
Queuing Penalty (veh) 28 252 8 2
Intersection: 6: Murrieta Hot Springs Road & I-215 SB Off Ramp Movement EB EB EB WB WB WB SB SB SB
Directions Served T T T T T T L LR R
Maximum Queue (ft) 97 96 114 123 160 126 889 880 495
Average Queue (ft) 74 75 82 113 111 120 845 846 430
95th Queue (ft) 83 87 103 136 152 126 862 860 652
Link Distance (ft) 70 70 70 113 113 113 827 827
Upstream Blk Time (%) 28 34 38 17 14 34 57 81
Queuing Penalty (veh) 205 248 274 136 112 277 0 0
Storage Bay Dist (ft) 470
Storage Blk Time (%) 67 0
Queuing Penalty (veh) 272 3
Queuing and Blocking Report Ex + Amb+ Cuml + Proj (2028) AM 06/08/2023
The Triangle Traffic Analysis SimTraffic Report
Rick Engineering Company Page 4
Intersection: 7: I-215 NB Off Ramp & Murrieta Hot Springs Road Movement EB EB EB WB WB WB NB NB NB NB
Directions Served T T T T T T L L R R
Maximum Queue (ft) 182 177 169 70 53 100 266 282 214 152 Average Queue (ft) 139 141 132 34 27 50 136 178 108 49
95th Queue (ft) 183 179 171 59 52 81 213 258 171 122
Link Distance (ft) 144 144 144 15 15 15 1042 1042
Upstream Blk Time (%) 7 5 4 20 15 33
Queuing Penalty (veh) 53 41 30 159 120 265
Storage Bay Dist (ft) 1000 1000
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 3010
Queuing and Blocking Report Ex + Amb+ Cuml + Proj (2028) PM 06/08/2023
The Triangle Traffic Analysis SimTraffic Report
Rick Engineering Company Page 1
Intersection: 1: I-15 SB On Ramp/I-15 SB Off Ramp & Murrieta Hot Springs Road Movement EB EB EB EB WB WB WB SB SB SB
Directions Served T T T R T T T L LTR R
Maximum Queue (ft) 318 313 311 292 69 61 49 606 618 505 Average Queue (ft) 296 257 243 19 27 24 10 585 585 466
95th Queue (ft) 308 323 328 139 63 60 37 598 598 545
Link Distance (ft) 48 48 48 566 566
Upstream Blk Time (%) 4 3 1 55 62
Queuing Penalty (veh) 22 18 7 0 0
Storage Bay Dist (ft) 480
Storage Blk Time (%) 63 1
Queuing Penalty (veh) 70 4
Intersection: 2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road Movement EB EB EB EB WB WB WB NB NB NB
Directions Served L T T T T T T L LT R
Maximum Queue (ft) 470 508 459 214 96 85 78 1275 1275 610 Average Queue (ft) 416 266 138 137 28 28 26 1234 1254 610 95th Queue (ft) 493 591 350 213 74 71 66 1304 1265 610
Link Distance (ft) 473 473 473 1082 1082 1082 1236 1236 Upstream Blk Time (%) 4 5 0 44 100
Queuing Penalty (veh) 0 63 1 0 0
Storage Bay Dist (ft) 500 585
Storage Blk Time (%) 4 5 2 100
Queuing Penalty (veh) 37 38 8 147
Queuing and Blocking Report Ex + Amb+ Cuml + Proj (2028) PM 06/08/2023
The Triangle Traffic Analysis SimTraffic Report
Rick Engineering Company Page 2
Intersection: 3: Proj. Dwy 1/Sparkman CT & Murrieta Hot Springs Road Movement EB EB EB EB EB EB EB WB WB WB WB WB
Directions Served L L T T T T R L L T T T
Maximum Queue (ft) 138 202 280 281 313 315 80 108 129 74 79 115 Average Queue (ft) 65 88 167 188 227 215 16 48 58 12 36 56 95th Queue (ft) 125 153 239 264 304 297 53 95 103 47 77 104 Link Distance (ft) 1082 1082 1082 1082 271 271 271
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 310 310 320 245 245
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 3: Proj. Dwy 1/Sparkman CT & Murrieta Hot Springs Road Movement WB NB NB NB NB SB SB SB SB SB
Directions Served TR L L T TR L L T T R
Maximum Queue (ft) 133 290 314 290 89 4 55 39 321 260
Average Queue (ft) 66 204 291 19 21 0 8 9 287 260
95th Queue (ft) 121 324 301 136 69 1 30 27 302 260
Link Distance (ft) 271 275 275 275 275 269 269
Upstream Blk Time (%) 9 92 3 91 65
Queuing Penalty (veh) 0 0 0 0 0
Storage Bay Dist (ft) 235 235 235
Storage Blk Time (%) 0 98
Queuing Penalty (veh) 0 5
Intersection: 4: Proj. Dwy 2 & Murrieta Hot Springs Road Movement EB EB EB NB
Directions Served T T T R
Maximum Queue (ft) 112 223 228 145
Average Queue (ft) 4 14 13 65
95th Queue (ft) 37 94 82 113
Link Distance (ft) 271 271 271 288
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Ex + Amb+ Cuml + Proj (2028) PM 06/08/2023
The Triangle Traffic Analysis SimTraffic Report
Rick Engineering Company Page 3
Intersection: 5: Proj. Dwy 3/Hancock Avenue & Murrieta Hot Springs Road Movement EB EB EB EB EB EB EB WB WB WB WB WB
Directions Served L L T T T T R L L T T T
Maximum Queue (ft) 210 223 276 312 355 323 240 68 88 157 240 250 Average Queue (ft) 83 100 171 231 251 107 38 18 35 69 107 157 95th Queue (ft) 154 162 268 324 360 276 131 51 72 136 188 229 Link Distance (ft) 307 307 307 307 240 240 240
Upstream Blk Time (%) 0 4 0 0 0
Queuing Penalty (veh) 3 27 1 0 1
Storage Bay Dist (ft) 245 245 215 300 300
Storage Blk Time (%) 0 2
Queuing Penalty (veh) 1 7
Intersection: 5: Proj. Dwy 3/Hancock Avenue & Murrieta Hot Springs Road Movement WB NB NB NB NB NB SB SB SB SB
Directions Served R L L T R R L L T R
Maximum Queue (ft) 119 180 318 326 328 363 162 174 304 175 Average Queue (ft) 32 89 116 278 326 329 157 174 281 74 95th Queue (ft) 78 153 244 403 327 343 174 176 297 160
Link Distance (ft) 240 311 311 311 311 311
Upstream Blk Time (%) 2 24 97 87
Queuing Penalty (veh) 0 0 0 0
Storage Bay Dist (ft) 150 150 150
Storage Blk Time (%) 3 64 5 1
Queuing Penalty (veh) 18 378 52 6
Intersection: 6: Murrieta Hot Springs Road & I-215 SB Off Ramp Movement EB EB EB WB WB WB SB SB SB
Directions Served T T T T T T L LR R
Maximum Queue (ft) 91 97 144 118 117 121 890 861 495
Average Queue (ft) 73 78 99 63 65 89 845 843 429
95th Queue (ft) 79 94 135 116 107 145 865 851 664
Link Distance (ft) 70 70 70 113 113 113 827 827
Upstream Blk Time (%) 24 28 33 1 0 2 55 90
Queuing Penalty (veh) 249 288 338 6 2 15 0 0
Storage Bay Dist (ft) 470
Storage Blk Time (%) 78 0
Queuing Penalty (veh) 259 2
Queuing and Blocking Report Ex + Amb+ Cuml + Proj (2028) PM 06/08/2023
The Triangle Traffic Analysis SimTraffic Report
Rick Engineering Company Page 4
Intersection: 7: I-215 NB Off Ramp & Murrieta Hot Springs Road Movement EB EB EB NB NB NB NB
Directions Served T T T L L R R
Maximum Queue (ft) 182 186 177 188 237 222 208
Average Queue (ft) 149 147 131 123 145 144 104
95th Queue (ft) 176 176 173 178 208 202 191
Link Distance (ft) 144 144 144 1042 1042
Upstream Blk Time (%) 7 5 3
Queuing Penalty (veh) 71 48 26
Storage Bay Dist (ft) 1000 1000
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 2217

ATTACHMENT D
Cumulative Projects
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3480 The Terraces at Murrieta
N:\3480 - The Terraces\Report\1. May End 2023\May 2023 TIA.3480 - Clean.docx 41 TABLE 5–1

CUMULATIVE PROJECTS TRIP GENERATION SUMMARY
Project Land Use Size Daily
Volume
AM Peak Hour Volume PM Peak Hour Volume
In Out Total In Out Total

1. Los Alamos Community Plan (DP‐2014‐490) Apartment 542 DU 3604 54 222 276 217 119 336 2. Sial Medical Plaza (DP‐2016‐785) Medical Office 20.826 KSF 725 45 13 58 20 52 72 3. Whittaker Office Complex (DP‐02‐474/RPO‐ 007‐2570)
Office 118.56 KSF 1,436 183 25 208 33 160 193

4. Jefferson & Ivy (DP‐2017‐1397) Apartment 333 DU 2214 33 137 170 133 206 339 5. Downtown Market Place (DP‐2018‐1741) Commercial Office 51.455 KSF 704 61 13 74 19 56 75 6. Mar Vista Business Park (DP‐2018‐1792) General Light Industrial

37.783 KSF 187 23 3 26 3 21 24

7. Murrieta Town Shopping Center Exp (DP‐2018‐
1802)
Shopping Center 15 KSF 566 22 23 45 32 32 64

8. Jefferson & Fig (DP‐2019‐1919) Super Convenience
Market / Gas Stn

3.009 KSF 3009 149 149 298 124 125 249
Automated Car Wash 0.131 KSF 131 9 5 14 7 7 14 (Pass-by reduction) -785 -40 -38 -33 -33 Subtotal 2355 118 120 238 98 99 197

9. Hotel Murrieta (DP‐2019‐2031) Hotel 257 Room
s
2,149 71 50 121 79 76 155

10. Hancock Children's Clinic (DP‐2020‐2206) Medical Office Bldg 3.76 KSF 131 8 5 13 6 9 15 11. Rancho Springs Medical Center (DP‐2020‐2199) Hospital 43 KSF 461 26 12 38 13 29 42 12. Jefferson Apartments (DP‐2020‐2170) Residential 160 DU 1171 17 57 74 56 33 90 13. Beyond Food Mart (DP‐2020‐2171) Con Mkt / Gas Stn 16 Pumps 3688 225 224 449 184 183 367 (Pass-by reduction) -922 -56 -56 -46 -46 Subtotal 2766 169 168 337 138 137 275 Continued on the Next Page
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3480 The Terraces at Murrieta
N:\3480 - The Terraces\Report\1. May End 2023\May 2023 TIA.3480 - Clean.docx 42 TABLE 5–1 (CONTINUED)
CUMULATIVE PROJECTS TRIP GENERATION SUMMARY a
Project Land Use Size Daily
Volume
AM Peak Hour Volume PM Peak Hour Volume
In Out Total In Out Total
Continued from the Previous Page

14. U-Haul (DP‐2021‐2359) Warehouse 11.608 KSF 21 1 1 2 1 1 2 15. The Triangle b DP-2022-2705 / TTM-2022-2706 Retail 268.464 KSF 6,158 181 111 292 552 597 1,149 16. QMC Murrieta Multi-Family Project (DP-2022-2605) Multi-Family Housing 390 DU 2,629 37 119 156 125 74 199 17. Jefferson Multi-Family Project (DP-2022-2685) Multi-Family Housing 851 DU 3,863 72 242 314 203 130 333 18. Makena Hancock II Project (DP-2022-2744) Medical Office Building 31.6 KSF 1,138 77 21 98 37 87 124

19. Los Alamos / Vista Murrieta Apartments (DP-2023-
2786) Multi-Family Housing 120 DU 809 12 36 48 38 23 61

20. Vista Murrieta (DP-2022-2562) Multi-Family Housing 214 DU 1,442 21 65 86 69 40 109 21. Los Alamos SS & Retail (DP-2022-2700) Mini Warehouse /Variety Store/FF Various 1,607 69 42 111 72 73 145 22. Monamos Apartments (DP-2021-2385) Multifamily 140 DU 1,025 15 50 65 50 29 79 23. Jefferson South Apartments (DP-2022-2480) Multifamily 68 DU 446 7 21 28 22 13 35 24. 24960 Adams Avenue (DP-2022-2562) Multifamily 200 DU 947 17 42 59 44 29 73 25. Ivy House Residential (DP-2021-2311) Single Family 62 DU 585 11 32 43 37 21 58 26. 41705 Hawthorn Housing (DP-2022-2601) Multifamily 96 DU 462 10 25 35 26 18 44 27. Gierson Ranch (DP-2022-2551) Multifamily 107 DU 721 10 33 43 35 20 55 Total Cumulative Trips 40,322 1,371 1,688 3,058 2,158 2,185 4,342 General Note: 1. Trip generation obtained from City of Murrieta traffic studies.

2. This Project is expected to be open in the Year 2028 and is only included in the cumulative projects for the Year 2028.

ATTACHMENT E
Buildout (2035) calculations

FORECAST MOVEMENT VOLUMES

AM PEAK
19843
BRS
6/16/2023
INPUTS: 2021 2035
OUTPUTS: 2035 AM
2035 AM
2021 AM
1 1 1 0
U-Turn
131 759 43,310 52,610 68,521 102,458
1491 918
1 1
U-Turn
0 246 1 77
2035 AM
1 3 2 0
U-Turn

29.11% 47.38%
162.58%
169 1119
2631 1620 58.21% 94.75%
3 3

76.48%
191.68% 209.95%
U-Turn
0 718 3 239
Existing Peak Hour Turning Movement Volumes
Forecasted Peak Hour Turning Movement Volumes
Baseline ADTs Forecast Year ADTs
Time of Day:
2021 2035
1 Forecast year: Baseline Year 1:

Baseline Year 2:
- Baseline Peak Hour Turning Movement Calculations -
Intersection Name (Major/Minor): I-15 NB OFF RAMP (N-S)/ MURRIETA HOT SPRINGS ROAD (E-W) 325.15%
Percent Increase/Decrease
4,636

0.00%
1 19,710
\\cp.rickeng.com\projects\C19500\19843_TriangleAnalysis\Traffic\Analysis\AnalysisCalcs\Buildout analysis\19843_Triangle_buildout.xlsx

FORECAST MOVEMENT VOLUMES

PM PEAK
19843
BRS
6/16/2023
INPUTS: 2021 2035
OUTPUTS: 2035 PM
2035 PM
.
2021 PM
1 1 1 0
U-Turn
621 1141 43,310 52,610 68,521 102,458
1998 918
1 1
U-Turn
0 171 1 35
2035 PM
1 3 2 0
U-Turn

29.11% 47.38%
162.58%
802 1682
3526 1620 58.21% 94.75%
3 3

76.48%
191.68% 209.95%
U-Turn
0 499 3 109
Baseline Year 1: Forecast year:
- Baseline Peak Hour Turning Movement Calculations -
Forecast Year's ADTs
Forecasted Peak Hour Turning Movement Volumes
Existing Peak Hour Turning Movement Volumes
Percent Increase/Decrease
2035
Baseline Year 2: Time of Day:

Baseline ADTs
2021
1 Intersection Name (Major/Minor): I-15 NB OFF RAMP (N-S)/ MURRIETA HOT SPRINGS ROAD (E-W) 325.15%
4,636

0.00%
1 19,710
\\cp.rickeng.com\projects\C19500\19843_TriangleAnalysis\Traffic\Analysis\AnalysisCalcs\Buildout analysis\19843_Triangle_buildout.xlsx

YRS
DIST_COUNTY_ROUTE
DIST
CNTY
RTE
RTE_SFX
PM_PFX

POSTMILE
PM_SFX
LOCATION_DESC
YR_2012YR_2013YR_2014YR_2015YR_2016YR_2017YR_2018YR_2019YR_2020YR_2021 2012 - 2021 08-RIV-015 08 RIV 015 3.192 NB OFF TO RTE 79/TEMECULA 1001 2012 - 2021 08-RIV-015 08 RIV 015 3.257 SB ON FR RTE 79/TEMECULA 1001 2012 - 2021 08-RIV-015 08 RIV 015 3.531 SB OFF TO RTE 79/TEMECULA 1001 2012 - 2021 08-RIV-015 08 RIV 015 3.595 NB ON FR RTE 79/TEMECULA 1001 2012 - 2021 08-RIV-015 08 RIV 015 4.830 SB ON FR RANCHO CALIF 11789 2012 - 2021 08-RIV-015 08 RIV 015 4.844 NBOFF TO RANCHO CALIF 11992 2012 - 2021 08-RIV-015 08 RIV 015 5.112 SBOFF TO RANCHO CALIF 18348 2012 - 2021 08-RIV-015 08 RIV 015 5.130 NB ON FR RANCHO CALIF 13524 2012 - 2021 08-RIV-015 08 RIV 015 6.450 SBON FR NB 79/WINCHESTER 3922 2012 - 2021 08-RIV-015 08 RIV 015 6.477 NB OFF TO RTE 79/WINCHESTER 13277 2012 - 2021 08-RIV-015 08 RIV 015 6.592 NB ON FR NB 79/WINCHESTER 1001 1001 1001 2012 - 2021 08-RIV-015 08 RIV 015 6.648 SBON FR SB 79/WINCHESTER 10063 2012 - 2021 08-RIV-015 08 RIV 015 6.812 NB ON FR 79/WINCHESTER 17119 2012 - 2021 08-RIV-015 08 RIV 015 6.822 SB OFF TO RTE 79/WINCHESTER 23111 2012 - 2021 08-RIV-015 08 RIV 015 7.410 015/SB OFF TO FRENCH VALLEY PKWY 1001 2012 - 2021 08-RIV-015 08 RIV 015 9.243 NBOFF TO MURRIETA H.SPG 4636 2012 - 2021 08-RIV-015 08 RIV 015 9.342 SBON FR MURRIETA H.SPGS 42387 2012 - 2021 08-RIV-015 08 RIV 015 9.592 NBON FR MURRIETA H.SPGS 17428 2012 - 2021 08-RIV-015 08 RIV 015 9.735 SBOFF TO MURRIETA H.SPG 19797 2012 - 2021 08-RIV-015 08 RIV 015 10.421 NB OFF TO CALIF OAKS RD 12704 2012 - 2021 08-RIV-015 08 RIV 015 10.442 SB ON FR CALIF OAKS RD 5600 5898 2012 - 2021 08-RIV-015 08 RIV 015 10.573 NB ON FR EB KAMIA ST 1001 1001 1001 1001 1001 1001 2012 - 2021 08-RIV-015 08 RIV 015 10.625 SB ON FR WB CALIF OAKS RD 1001 1001 1001 1001 1001 1001 2012 - 2021 08-RIV-015 08 RIV 015 10.780 SB OFF TO CALIF OAKS RD 10127 2012 - 2021 08-RIV-015 08 RIV 015 10.784 NB ON FR CALIF OAKS RD 5100 5165 Appendix F
Updated Trip Generation Evaluation
Claremont Law Group, Inc. (July 2024)

30376-0055 202325.3
CLAREMONT LAW GROUP, INC.
618 WEST BASELINE ROAD
CLAREMONT, CALIFORNIA 91711
(909) 445-9133
FAX (909) 445-9138

SAUL JAFFE
(909) 445-9135
[email protected]
July 2, 2024
Dennis Watts
Senior Planner
City of Murrieta
1 Town Square
Murrieta, CA 92562
Re: The Shops at the Triangle
Trip Generation Evaluation
Case No. DP-2022-2705 and TTM-2022-2706
Dear Dennis:

We understand that the City has reviewed the preliminary trip generation analysis provided by Scott Sato of Trames Solutions, Inc. We further understand that you requested additional information related to (a) the location of the proposed uses on site, (b) the trip generation results by phase, and (c) if certain improvements are needed with respect to the proposed scope of development.

By way of background, Mr. Sato provided the City with the trip generation counts for the following:

Planning Area 1 – 144,483 sf (5,900 sf outdoor)
Planning Area 2 – 77,616 sf (4,700 sf outdoor)
Planning Area 3 – 57,439 sf (500 sf outdoor)
Future Development – Outdoor Commercial Recreation
The trip generation calculations completed by Mr. Sato are shown in the Use Matrix attached hereto as Exhibit A. Table 2 of the Use Matrix is a Trip Generation Summary which is summarized below:

PEAK HOUR
DAILY
AM PM

IN OUT TOTAL IN OUT TOTAL
698 539 1,240 1,032 907 1,937 19,248
The locations of each use are listed by building number and the buildings are depicted on the Site Plan included at Exhibit B (the "Site Plan"). Received - Planning Division SP-2023-00003/ DP-2022-2705/
TTM-2022-2706
7/2/24
Dennis Watts
July 2, 2024

Page 2 ends

30376-0055 202325.3
CLAREMONT LAW GROUP, INC.

You have asked for the trip generation analysis to compare the trip generation for the proposed project to the trip generation analysis completed in the existing entitlements. The project was analyzed under a Subsequent Environmental Impact Report which was approved on May 8, 2013 (the "SEIR").

Table 5.10-6 of the SEIR contains the trip generation analysis for Phase 1c of the project and is enclosed at Exhibit "C" (the "Phase 1c Trip Generation Summary").

The Phase 1c Trip Generation Summary is summarized below:

PEAK HOUR
DAILY
AM PM

IN OUT TOTAL IN OUT TOTAL
723 534 1,257 1,082 967 2,049 22,541
We note that in all aspects, AM (In and Out) and Total Trips, PM (In and Out) Total Trips and Total Daily Trips, the proposed project is within the trip generation counts analyzed for Phase 1c, and that this analysis includes the anticipated trips for an additional confidential tenant in the future development area which is not currently included in Case No. DP-2022- 2705. Accordingly, the proposed project is well within the trip generation for Phase 1c of the project.1
Under the SEIR the project is required to construct certain project design features and to pay a fair share contribution to traffic improvements. The project incorporates the required project design features and will pay its fair share contribution at the time building permits are issues for the respective construction.

If you have any questions, please do not hesitate to contact me.

Very truly yours,
CLAREMONT LAW GROUP, INC.

SAUL JAFFE
SJ:hjw
Enclosures
1 The AM out exceeds the Phase 1c trips by 5 trips (539 vs 534). Upon removal of the 5 anticipated trips for the confidential use listed for Future Development, the project complies with the Phase 1c trip generation for AM Out specified in the SEIR.

EXHIBIT A

ITE

CODE IN OUT TOTAL IN OUT TOTAL
Drive-in Bank 912 TSF 5.77 4.18 9.95 10.51 10.51 21.02 100.35 Fast Casual Restaurant 930 TSF 0.72 0.71 1.43 6.9 5.65 12.55 97.14 Fine Dining Restaurant 931 TSF 0.37 0.37 0.74 5.23 2.57 7.8 83.84 High Turnover (Sit-Down) Restaurant 932 TSF 5.26 4.31 9.57 5.52 3.53 9.05 107.2 Fast-Food Restaurant w/ Drive-Through Window 934 TSF 22.75 21.86 44.61 17.18 15.85 33.03 467.48 Shopping Center (<40k) 822 TSF 1.42 0.94 2.36 3.3 3.29 6.59 54.45 Supermarket 850 TSF 2.29 1.53 3.82 4.71 4.53 9.24 106.78 Small Office Building (10k or less) 712 TSF 1.37 0.3 1.67 0.73 1.43 2.16 14.39 Health/Fitness Club 492 TSF 0.67 0.64 1.31 1.97 1.48 3.45 30 Outdoor Recreational Commercial 433 80 Bays 0.31 0.07 0.38 1.18 1.06 2.24 20.235 1 Source: ITE (Institute of Transportation Engineers) Trip Generation Manual, 11th Edition, 2021. 2 TSF = Thousand Square Feet
3 DATA = Trip Rates determined by Empirical Counts
TABLE 1
TRIP GENERATION RATES1
LAND USE UNITS2

PEAK HOUR TRIP RATES
DAILY
AM PM

BUILDING

LAND USE

CODE IN OUT TOTAL IN OUT TOTAL
Drive-in Bank B-7 Bank 912 5.495 TSF 32 23 55 58 58 116 551 Pass-by (AM:29%, PM:35%, Daily:29%) -9 -7 -16 -20 -20 -41 -160 Fast Casual Restaurant B-8 Fast Food 930 7.404 TSF 5 5 10 51 42 93 719 Pass-by (AM:50%, PM:55%, Daily:50%) -3 -3 -5 -28 -23 -51 -360 High Turnover (Sit-Down) Restaurant B-11 Fast Food 932 7.5 TSF 39 32 71 41 26 67 804 Pass-by (AM:50%, PM:55%, Daily:50%) -20 -16 -36 -23 -14 -37 -402 High Turnover (Sit-Down) Restaurant B-12 Sit Down Restaurant 932 11.031 TSF 58 48 106 61 39 100 1,183 Pass-by (AM:0%, PM:43%, Daily:43%) 0 0 0 -26 -17 -43 -509 Shopping Center (<40k) B-B-1 Retail 822 1.998 TSF 3 2 5 7 7 14 109 Shopping Center (<40k) B-B-2 Retail 822 3.5 TSF 5 3 8 12 12 24 191 Shopping Center (<40k) B-B-3 Retail 822 4.55 TSF 6 4 10 15 15 30 248 Supermarket B-B Supermarket 850 39.967 TSF 92 61 153 188 181 369 4,268 Pass-by (AM:0%, PM:24%, Daily:24%) 0 0 0 -45 -43 -89 -1,024 Shopping Center (<40k) B-B-4 Retail 822 10 TSF 14 9 23 33 33 66 545 Shopping Center (<40k) B-B-5 Retail 822 11.187 TSF 16 11 27 37 37 74 609 Shopping Center (<40k) B-C-1 Retail 822 12.3 TSF 17 12 29 41 40 81 670 Shopping Center (<40k) B-C Retail 822 12.413 TSF 18 12 30 41 41 82 676 Shopping Center (<40k) B-D Retail 822 23.038 TSF 33 22 55 76 76 152 1,254 High Turnover (Sit-Down) Restaurant B-1 Sit Down Restaurant 932 5.993 TSF 32 26 58 33 21 54 642 Pass-by (AM:0%, PM:43%, Daily:43%) 0 0 0 -14 -9 -23 -276 Fine Dining Restaurant B-2 Sit Down Restaurant 931 10.092 TSF 4 4 8 53 26 79 846 Pass-by (AM:0%, PM:43%, Daily:43%) 0 0 0 -23 -11 -34 -364 Shopping Center (<40k) B-3 Retail 822 5.818 TSF 8 5 13 19 19 38 317 High Turnover (Sit-Down) Restaurant B-4 Sit Down Restaurant 932 8.744 TSF 46 38 84 48 31 79 937 Pass-by (AM:0%, PM:43%, Daily:43%) 0 0 0 -21 -13 -34 -403 Shopping Center (<40k) B-5 Retail 822 10.568 TSF 15 10 25 35 35 70 575 Fast-Food Restaurant w/ Drive-Through Window B-6 Fast Food 934 6.744 TSF 153 147 300 116 107 223 3,153 Pass-by (AM:50%, PM:55%, Daily:50%) -77 -74 -150 -64 -59 -123 -1,577 High Turnover (Sit-Down) Restaurant B-A Arcade/Restaurant 932 16.441 TSF 86 71 157 91 58 149 1,762 Pass-by (AM:0%, PM:43%, Daily:43%) 0 0 0 -39 -25 -64 -758 Shopping Center (<40k) B-A-1 Retail 822 6.428 TSF 9 6 15 21 21 42 350 Small Office Building (10k or less) B-A-3 Office 712 1.194 TSF 2 0 2 1 2 3 17 Shopping Center (<40k) B-A-2 Retail 822 3.122 TSF 4 3 7 10 10 20 170 Fine Dining Restaurant B-13 Sit Down Restaurant 931 8.046 TSF 3 3 6 42 21 63 675 Pass-by (AM:0%, PM:43%, Daily:43%) 0 0 0 -18 -9 -27 -290 Fast-Food Restaurant w/ Drive-Through Window B-14 Fast Food 934 4.28 TSF 97 94 191 74 68 142 2,001 Pass-by (AM:50%, PM:55%, Daily:50%) -49 -47 -96 -41 -37 -78 -1,001 Health/Fitness Club B-E Gym 492 41.001 TSF 27 26 53 81 61 142 1,230 Shopping Center (<40k) B-E-1 Retail 822 4.612 TSF 7 4 11 15 15 30 251 Outdoor Recreational Commercial
Outdoor Recreational
Commercial 433 80 Bays 25 5 31 94 85 179 1619
TOTAL 698 539 1,240 1,032 907 1,937 19,248
1 TSF = Thousand Square Feet
TABLE 2

TRIP GENERATION SUMMARY
LAND USE QUANTITY UNITS1

PEAK HOUR
DAILY
AM PM

EXHIBIT B

EXHIBIT C

The Triangle Specific Plan
Draft Subsequent EIR
R:\Projects\Murriet\J001-S\DEIR\5.10 Traffic-020613.docx 5.10-22 Traffic and Circulation not been considered in this analysis; the traffic projections are "conservative" in that public transit might be able to reduce the traffic volumes.

TABLE 5.10-6

THE TRIANGLE SPECIFIC PLAN LAND USE

AND TRIP GENERATION SUMMARY
Land Use Quantity Unitsa
Peak Hour
Daily
AM PM
In Out Total In Out Total
Phase 1a (Year 2009)
High Turnover (Sit-Down) Rest. 49.392 TSF 296 273 569 329 210 539 6,280 Passby Trips (15%) c -34 -15 -49 -754
PHASE 1A TOTAL 296 273 569 295 195 490 5,526
Phase 1b (Year 2010)
Commercial Retail 184.486 TSF 138 89 227 450 487 937 10,112 General Office Building 48.0 TSF 92 12 104 23 110 133 758 Theater 74.66 TSF 10 10 20 287 191 478 5,973
High Turnover (Sit-Down) Rest. 75.122 TSF 450 415 865 500 320 820 9,552 Phase 1b Subtotal 690 526 1,216 1,260 1,108 2,368 26,395 Internal Trips (AM=5%, PM=17%, ADT=17%)b -28 -28 -56 -202 -202 -404 -4,503 Passby Trips (Shopping Center and High Turnover
[Sit-Down] Restaurant)(15%)c -115 -94 -209 -2,446
PHASE 1B TOTAL 662 498 1,160 943 812 1,755 19,446
Phase 1c (Year 2010)
Commercial Retail 339.714 TSF 200 126 326 673 730 1,403 15,036 General Office Building 48.0 TSF 92 12 104 23 110 133 758 Theater 74.66 TSF 10 10 20 287 191 478 5,973
High Turnover (Sit-Down) Rest. 75.122 TSF 450 415 865 500 320 820 9,552 Phase 1c Subtotal 752 563 1,315 1,483 1,351 2,834 31,319 Internal Trips (AM=5%, PM=18%, ADT=18%)b -29 -29 -58 -261 -261 -522 -5,769 Passby Trips (Shopping Center and High Turnover
[Sit-Down] Restaurant)(15%)c -140 -123 -263 -3,009
PHASE 1C TOTAL 723 534 1,257 1,082 967 2,049 22,541
Phase 2 (Year 2014)
Commercial Retail 438.774 TSF 233 149 382 799 864 1,663 17,757 General Office Building 530.0 TSF 625 85 710 117 557 674 4,818 Hotel 220 RM 75 48 123 68 59 127 1,797
Theater 74.66 TSF 10 10 20 287 191 478 5,973
High Turnover (Sit-Down) Rest. 75.122 TSF 450 415 865 500 320 820 9,552 Phase 2 Subtotal 1,393 707 2,100 1,771 1,991 3,762 39,897 Internal Trips (AM=11%, PM=18%, ADT=18%)b -112 -112 -224 -331 -331 -662 -7,021 Passby Trips (Shopping Center and High Turnover
[Sit-Down] Restaurant)(15%)c -166 -151 -317 -3,375
PHASE 2 TOTAL 1,281 595 1,876 1,274 1,509 2,783 29,501
Appendix G
Transportation Demand Management Memorandum
RK Engineering Group, Inc. (July 2024)
group, inc. engineering

TRANSPORTATION DEMAND MANAGEMENT PLAN

THE TRIANGLE
City of Murrieta, California

THE TRIANGLE

TRANSPORTATION DEMAND MANAGEMENT PLAN
City of Murrieta, California

Prepared for:

TRES ESTRELLAS, LLC
618 West Baseline Road
Murrieta, CA 91711
Prepared by:

RK ENGINEERING GROUP, INC.
1401 Dove Street, Suite 540
Newport Beach, CA 92660
Rogier Goedecke
President
July 10, 2024
RK17757.1
JN: 2850-2022-01
Table of Contents

Section Page

1.0 Introduction.......................................................................................... 1-1

2.0 Alternative Transportation Methods .................................................... 2-1

2.1 Public Transit Options 2-1

2.2 Motorcycle and Bicycle Use 2-4

3.0 TDM Recommendations........................................................................ 3-1

3.1 Flex Time Schedules 3-1

3.2 Preferential Rideshare (Carpool) Parking 3-2

3.3 Transit Information Center 3-2

3.4 Secure Bicycle Parking 3-3

3.5 On-Site Amenities 3-3

3.6 Trip Reductions 3-3
List of Attachments
Exhibits
Location Map ........................................................................................................... A Site Plan ................................................................................................................... B Existing Bus Stops..................................................................................................... C City of Murrieta General Plan Trails and Bikeways………………………...................... D TDM On-Site Recommendations ............................................................................... E

Appendices
Riverside Transit Agency (RTA) Bus Schedules ............................................................ A City of Murrieta Municipal Code Section 16.40: Transportation Demand Management… B 1-1

1.0 Introduction
Project Description
The proposed Triangle mixed-use development project (hereinafter referred to as “The Triangle” or “project”) consists of a regional shopping center on an approximately 64.3- acre site bounded by Murrieta Hot Springs Road to the north, I-15 to the southwest, and I215 to the southeast, in the City of Murrieta. The project will be served by three (3) vehicular access points located along Murrieta Hot Springs Road. The initial development plan consists of approximately 280,000 square feet (SF) of use on approximately 40 acres.

The project site is currently designated commercial in the City of Murrieta General Plan and is also zoned as The Triangle Specific Plan (SP 276). No changes are proposed to those existing designations.

Based on project conditions of approval, a Transportation Demand Management (TDM) plan is required to reduce single-occupancy employee vehicle trips to and from the project site, per the City of Murrieta Municipal Code Section 16.40: Transportation Demand Management.

Appendix B includes the City of Murrieta Municipal Code Section 16.40: Transportation Demand Management.

The Triangle mixed-use development project will be constructed in multiple phases. Typical land uses within the shopping center will consist of retail, restaurant, health club, general office, etc. This TDM plan as it stands reflects only the initial phase of the development, which consists of approximately 280,000 SF of commercial/retail use. As more development phases are added, the TDM plan may be modified to include future project expansions.

A location map and site plan for the project are provided in Exhibit A and Exhibit B, respectively.
1-2
Proposed Employees
The site will be occupied by The Triangle mixed-use development project. Due to the preliminary stage of the project, the final tenant/land use mix for the initial 280,000 SF phase of The Triangle has not been determined, and as such, there is no employee information available.

The City of Murrieta Municipal Code Section 16.40.030 provides a methodology to determine employee generation for new developments where actual employment statistics may not exist. Said methodology utilizes gross square feet-to-employee rates which are dependent on land use categories, as published in the Municipal Code and shown in the table below.

Employee Generation by Land Use Category
Land Use Category Gross Square Feet/Employee
Retail/Commercial Five Hundred (500) Square Feet/Employee Office/Professional Three Hundred (300) Square Feet/Employee Industrial/Manufacturing Five Hundred (500) Square Feet/Employee Warehouse One Thousand (1,000) Square Feet/Employee
Hotel/Motel 0.5 Employees/Guest Room
Hospital Three Hundred (300) Square Feet/Employee
Source: City of Murrieta Municipal Code Section 16.40.030 Table 3-12.

For retail/commercial land uses such as the proposed project, the Municipal Code advises one employee per 500 SF. As previously mentioned, the initial development plan for The Triangle consists of approximately 280,000 SF of commercial/retail use. Therefore, the number of employees expected to be employed during the initial phase of The Triangle is calculated as follows:

Number of Employees = 280,000 SF x (1 Employee/500 SF) = 560 Employees. 1-3
TDM Plan & Objectives
The City of Murrieta Municipal Code requires all new or expanded facilities that employ 100 or more persons at one site to prepare a TDM plan. Since the proposed Triangle mixed-use development project is forecast to employ approximately 560 employees, it is subject to following these guidelines.

This TDM plan is consistent with The Triangle Specific Plan (SP 276) Ordinance, dated October 2013, and the South Coast Air Quality Management District (SCAQMD) Rule 2202 Employee Commute Reduction Program (ECRP) Guidelines, dated February 5, 2016.

In accordance with the SCAQMD Rule 2202 ECRP Guidelines, employers shall submit an ECRP that demonstrates that they have met the annual Average Vehicle Ridership (AVR) target for the AVR Performance Zone in which the worksite is located. In the case of new developments, such as the proposed project, employers may fulfill this requirement by choosing to submit a TDM plan that includes employee commute trip reduction strategies.

The purpose of the TDM plan is to provide regulations to help reduce air pollution and congestion caused by vehicle trips and vehicle miles traveled (VMT). The TDM plan will provide the occupants of the site with additional transportation options to reduce vehicle trips and VMT.

The primary objective of this TDM plan is to reduce the number of single occupancy vehicle (SOV) trips to and from the project site. To reduce the amount of vehicular traffic, the number of people driving alone to the building can be reduced by diverting a portion of employees to alternative modes of transportation. Common vehicle trip reduction strategies include walking, public transit, bicycling, carpooling, vanpooling, monetary incentives, etc. This TDM plan incorporates many strategies which can facilitate convenient access to transit, provide a pedestrian-friendly environment, promote non-automobile travel, and can support the goals of a trip reduction program.

The Triangle will include pedestrian walkways and open spaces to ensure pedestrian mobility within the site. Each Planning Area within The Triangle will be linked through a series of pedestrian walkways to the pedestrian walkway along the Internal Connector Road. This network of pedestrian connections among all the uses on-site will be designed to unify the entire project area and provide pedestrian site access to the buildings, parking, and site activity areas. A 6’ meandering sidewalk along the southern side of Murrieta Hot Springs Road provides pedestrian access to the three (3) project site entries. Internal 1-4
pedestrian circulation is provided throughout The Triangle by use of 6’ sidewalks along the Internal Connector Road, 5’ sidewalks along all secondary drives, and 5’ pathways that connect all the Planning Areas and uses of The Triangle. Marked crosswalks will be provided at all street crossings to provide safe crossings of the Internal Connector Road, secondary drives, and access to building entries.

The project's location allows the employees to take advantage of the existing network of public transit offerings. The Triangle project site is bounded by Murrieta Hot Springs Road to the north, I-15 to the southwest, and I-215 to the southeast. As a result, the project can utilize existing public transit services with five (5) bus stops located within ½ of a mile of the site. Class II Bike Lanes are also conveniently provided near the project site. Based on the City of Murrieta General Plan Trails and Bikeways map, bicycle and pedestrian facilities will continue to expand near the project site.
2-1

2.0 Alternative Transportation Methods
This Transportation Demand Management plan contains interrelated strategies that work together to reduce the number of work-related SOV trips to and from the site. A primary objective of the TDM plan is to make more efficient use of existing transportation facilities to reduce traffic congestion and air pollution. Apart from increasing vehicle occupancy, the TDM strategies proposed to be implemented by The Triangle mixed-use development project have great potential to promote and encourage the use of alternative transportation methods by the employees. A key to getting employees to use alternative transportation is informing and educating them about the availability and benefits of alternative transportation modes.

2.1 Public Transit Options (Exhibit C)
The location of The Triangle along Murrieta Hot Springs Road makes the site easily served by public transit. Currently, bus transit service operates nearby and may be a viable option for employees.

Public transit use is the most ideal of the TDM strategies. It is a total removal of a vehicle trip from the roadways and the need for a parking space, rather than merely shifting the time of a vehicle trip. Making public transit services more readily available to the employees of the site would allow them more opportunity to take advantage of public transit to commute to work. Utilizing public transit would also reduce parking demand and traffic impacts.

Using public transit also results in savings for people who start using it. They save money on fuel and the mileage on their cars. They also gain time to use when riding public transit to read, sleep, or work.

Bus Service
Public transit bus service in the City of Murrieta is provided by the Riverside Transit Agency (RTA) and runs on major arterial and collector streets in the city. The following two (2) bus lines operate within ½ of a mile of the project site, as shown on Exhibit C:
2-2

1. Route 23: Temecula – Murrieta – Wildomar
 Service is provided from approximately 6:30 AM – 8:00 PM at approximately 1-hour intervals Monday – Friday.
 Service is provided from approximately 7:00 AM – 7:30 PM at approximately 1-hour intervals Saturday – Sunday.

2. Route 61: Perris Station Transit Center – Sun City – Quail Valley – Menifee – Murrieta - Temecula
 Service is provided from approximately 4:30 AM – 8:30 PM at approximately 1-hour intervals Monday – Friday.
 Service is provided from approximately 6:30 AM – 7:30 PM at approximately 1-hour intervals Saturday – Sunday.
 Service is provided to and from the Perris Station Transit Center, in the City of Perris.

It should be noted that anticipating future expansion of local transit service, per The Triangle Specific Plan (SP 276) Ordinance, a public transit stop with a bus turnout is planned on the south side of Murrieta Hot Springs Road just east of the future Monroe Avenue at Murrieta Hot Springs Road intersection. This future bus stop will include a seating bench and a passenger shade shelter and will provide service eastbound along Murrieta Hot Springs Road. The proximity of the proposed location to the project site will further promote and encourage the use of public transit by project employees and visitors.

RTA Routes 23 and 61 have five (5) bus stops located within ½ of a mile walking distance from the project site, as described below:

1. Bus Stop #2514 is in the Walmart parking lot along Madison Avenue and serves RTA Route 23. Service is provided both northbound and southbound along Madison Avenue, since this is a turnaround stop.
2-3

2. Bus Stop #2473 is located at the southwest corner of Hancock Avenue at Medical Center Drive and serves RTA Routes 23 and 61. Service is provided southbound along Hancock Avenue.

3. Bus Stop #2531 is located at the northeast corner of Hancock Avenue at Medical Center Drive and serves RTA Routes 23 and 61. Service is provided northbound along Hancock Avenue.

4. Bus Stop #2493 is located on the west side of Alta Murrieta Drive approximately ¼ of a mile north of Murrieta Hot Springs Road and serves RTA Route 23.

Service is provided southbound along Alta Murrieta Drive.

5. Bus Stop #3318 is located at the southeast corner of Alta Murrieta Drive at Murrieta Hot Springs Road and serves RTA Routes 23 and 61. Service is provided eastbound along Murrieta Hot Springs Road.

The project should provide bus service maps and schedules and information to all employees to further promote the use of local transit.

Transit schedules for RTA Routes 23 and 61 are included in Appendix B.

Train Service
As previously mentioned, RTA Route 61 offers service to and from the Perris Station Transit Center, which is located approximately eighteen (18) miles from the project site, in the City of Perris.

Trains can provide service for longer distance commuters to the project. Current Metrolink schedules are available online at www.metrolinktrains.com. Copies of the Metrolink train schedules can also be obtained at the Perris Metrolink Station. 2-4

2.2 Motorcycle and Bicycle Use (Exhibit D)
Although the automobile is the most common type of vehicle used for commuting in Southern California, other vehicle types exist that accomplish the same purpose with much less traffic and pollution impact. The motorcycle and bicycle are the vehicle types that have the narrowest profile of all vehicles and cause the least traffic impact.

Motorcycles provide the same amount of mobility cars provide yet produce low traffic and parking impact. They occupy less than half the space of a car, even less compared to a sports utility vehicle (SUV). In traffic, a motorcycle easily bypasses traffic congestion due to its small size. Although motorcycles have some drawbacks compared with an automobile, growing traffic congestion in the region may make motorcycle use more desirable.

Biking is encouraged since it has a low traffic impact and is non-polluting and healthy for the commuter. Southern California is particularly well-suited for bicycle commuting due to its temperate climate, and research has indicated that a commute distance of 1-7 miles can easily be done on a bicycle. In addition, all RTA buses have bicycle racks, making bicycle commuting very convenient and extending the range of a bicycle commuter.

Bicycle facilities have been implemented throughout the city, which make bicycling safer and more convenient. The closest existing bicycle facility to the project site is the Class II on-road striped bike lane along Hancock Avenue. The City of Murrieta General Plan Trails and Bikeways map is shown on Exhibit D.

Additionally, and as previously mentioned, bicycle facilities are planned to continue to expand in the future near the project site. Per The Triangle Specific Plan (SP 276) Ordinance, a Class II bike lane is planned for Murrieta Hot Springs Road that will allow bicyclists access to the project site. Furthermore, to facilitate bicycle movement into and through the site, a 5’ bicycle lane will be provided either as an on-street lane on the Internal Connector Road or in a multi-purpose path along one side of the Internal Connector Road.
3-1

3.0 TDM Recommendations (Exhibit E)
Transportation Demand Management is the use of strategies to make more efficient use of existing transportation facilities to reduce traffic congestion and air pollution. This includes strategies to increase vehicle occupancy (the number of occupants per vehicle) during the AM/PM peak hour commutes, diverting drivers to alternative transportation, and reducing lunchtime vehicle trips. This involves providing opportunities to reduce driving alone and providing incentives for alternative modes of transportation.

The Triangle mixed-use development project will implement this TDM plan which consists of the following employee commute reduction strategies:

1. Flex Time Schedules

2. Preferential Parking for Ridesharers

3. Transit Information Center

4. Secure Bicycle Parking

5. On-Site Amenities
As previously mentioned, this TDM plan along with its recommended trip reduction strategies reflects only the initial phase of The Triangle mixed-use development project, which consists of approximately 280,000 SF of commercial/retail use. As more development phases are added in future expansions, the TDM plan may be modified and new trip reduction strategies/recommendations may be considered.

The implementation of the employee commute reduction strategies described in the following sections is the responsibility of The Triangle as a whole development, and not the responsibility of the individual employers/tenants that will operate within The Triangle.

3.1 Flex Time Schedules
Employees within The Triangle should be allowed to adjust their work hours to accommodate public transit schedules or rideshare arrangements. Employers must have a formal written policy on flex time that outlines the provisions to permit their employees to adjust their startand end-times based on available alternative transportation. 3-2

3.2 Preferential Rideshare (Carpool) Parking
The Triangle will provide preferential parking spaces for rideshare vehicles. Such spaces must be clearly posted or marked in a manner that identifies them for carpool use only. Preferential parking may include parking that is located near the building entrance, covered, or otherwise preferable. Passenger loading areas to embark and disembark passengers from carpool vehicles will also be established. The passenger loading areas will be located near the building entrance and should be designed in a manner that does not impede vehicular circulation in the parking area or internal street system of the site, as well as fire, police, or paramedic access to the site.

The Triangle will have designated areas for preferential parking spaces for all employees from all worksites to access and utilize. Individual employers must inform their employees about the location of these parking spaces and their shared nature among all employees within The Triangle. Exhibit E illustrates the location of the proposed forty-eight (48) preferential carpool parking spaces, as well as the location of proposed passenger loading areas.

3.3 Transit Information Center
The Triangle will provide a transit information center that makes available general transit information and/or the on-site sale of public transit passes, tickets, or tokens to the worksite employees. At a minimum, the information must be updated quarterly. Since The Triangle will be a multi-employer site, this strategy may be implemented by establishing a centralized sitewide transit information center. The centralized transit information center will serve all employees from all worksites within The Triangle and will be in a central area accessible to all employees on-site. It will provide the most up-to-date transit information as well as sell bus passes, tickets, etc. Additionally, transit information kiosks will be located throughout the site with real-time travel information screens to further promote alternative transportation to all employees and visitors. Exhibit E illustrates the location of the proposed centralized transit information center as well as the proposed transit information kiosks.

3.4 Secure Bicycle Parking
3-3
The Triangle will provide secure bicycle parking throughout the site available to eligible employees who commute by bicycle. Site-wide secure bicycle parking, in the form of racks, will be installed throughout the site and accessible to all employees from all worksites. Exhibit E illustrates the location of the proposed twelve (12) bicycle racks throughout the site, comprising sixty (60) secure bicycle parking spaces on-site.

3.5 On-Site Amenities
The Triangle will include typical shopping center land uses designed to encourage solo commuters to participate in the commute reduction program. Since The Triangle will be a multi-employer site, on-site amenities such as restaurant uses, cafeterias and food vendors, transit information kiosks, and ATMs, will be established and accessible to all employees from all worksites. This strategy has the potential to decrease off-site trips, reducing overall VMT.

Exhibit E illustrates the location of the proposed on-site amenities.

3.6 Trip Reductions
Per the City of Murrieta Municipal Code Section 16.40.040, applicable developments employing 100 or more persons shall incorporate facilities and/or programs to attain a 12% work-related trip reduction.

As previously mentioned, the number of employees expected to be employed during the initial phase of The Triangle mixed-use development project is 560, which generates 560 round-trip employee trips. As such, the resulting trip reduction required to meet the City of Murrieta Municipal Code trip reduction requirement is sixty-eight (68) round-trip employee trips.

The City of Murrieta Municipal Code provides specific trip reduction measures that can be utilized to comply with the 12% reduction requirement. The table below shows the projected number of round-trip employee trips that will be reduced per applicable trip reduction measures to attain a minimum 12% work-related trip reduction (68 trips). 3-4
Trip Reduction Summary
Measure
Number Reduction Measure Trips
1 Preferential Parking for Carpool Vehicles 48
2 Secure Bicycle Parking (Racks) 60
3 Information Center for Transportation Alternatives 2
4 On-Site Amenities 8
Total Trip Reduction 118 (21%)
Through the implementation of the TDM strategies summarized in the table above, The Triangle is expected to attain a 21% work-related vehicle trip reduction (118 trips), which is greater than the 12% trip reduction requirement outlined in the City of Murrieta Municipal Code Section 16.40.

RK ENGINEERING GROUP, INC. appreciates this opportunity to work with TRES ESTRELLAS, LLC on this project. If you have any questions regarding this study, please do not hesitate to contact us at (949) 474-0809.

Respectfully Submitted,
RK ENGINEERING GROUP, INC.

Rogier Goedecke
President

Exhibits

engineering group, inc. THE TRIANGLE TRANSPORTATION DEMAND MANAGEMENT PLAN, City of Murrieta, CA 2850-2022-01 Site Plan Exhibit B N = The Triangle Phase 1 (Proposed Project) Legend:

Appendices
Appendix A

Riverside Transit Agency (RTA) Bus Schedules
Lake
Perris
Lake
Mathews
Canyon
Lake
Lake
Elsinore
Santa Ana River
Santa Ana River
Santa Ana River
215
UCR
UCR
University
Village
Post Office
60 MLK Blvd.

MLK Blvd.

University Av.

University Av.

Blaine
Monte Vista
Vassar
Spruce St.

Watkins Dr.

Central Av.

Iowa Av.

Chicago Av.

Chicago Av.

El Cerrito
Canyon Crest Dr.

W Campus
Canyon Crest Dr.

RIVERSIDE
ROUTE 51 Crest Cruiser Trolley
Trolley Stops
Transfer Point and Information
Legend | Map not to scale
51 51
51 UCR AT

BANNOCKBURN
1•16•51•204

IOWA AT UNIVERSITY
1•14•16•51•204

IOWA & BLAINE
1•10•14•51

CHICAGO
& CENTRAL
22•51

CANYON CREST

TOWNE CENTRE
16•51

UNIVERSITY VILLAGE
& VILLAGE TOWERS APTS
1•14•16•51

WINCHESTER RD

YNEZ RD
15 15
Chaparral
H.S.

Ysabel
Barnett
E.S.

Abbott
Extended Stay America
Best
Western

HARVESTON
Palm Plaza
Shopping Center

TEMECULA
MOTOR
CAR
PKWY
The Promenade
at Temecula

OVERLAND

WINCHESTER RD

DATE ST
COUNTY

CENTER DR

EQUITY DR

YNEZ RD

NICOLAS RD

YNEZ RD

YNEZ RD

HARVESTON DR

HARVESTON

SCHOOL RD RUSTIC GLEN DR

HARVESTON DR

VILLAGE RD

LAKEVIEW RD

MARGARITA RD

MARGARITA RD
« TOWNSHIP RD
Trolley Stops
Transfer Point and Information
Legend | Map not to scale
ROUTE 55 Temecula Trolley

COUNTY CENTER
55•79 PROMENADE MALL
23•24•55•61•79•206
55 55
Route 204 continues to
Montclair Transit Center.
« Route 200 to
Anaheim
Route 200 to
San Bernardino
Transit Center
« OCTA 794 to
South Coast Metro
MEAD
VALLEY
CANYON
LAKE
QUAIL
VALLEY
SUN
CITY

MENIFEE

WINCHESTER
PERRIS
MORENO
VALLEY
LOMA
LINDA
GRAND

TERRACE

HIGHGROVE
CANYON
CREST

MARCH JPA RIVERSIDE

WOODCREST
CORONA
HOME

GARDENS

TEMESCAL
CANYON
NORCO
JURUPA
VALLEY

ONTARIO

MIRA LOMA

EASTVALE

MEADOWBROOK

BEAUMONT BANNING
SAN

JACINTO
HEMET
EAST
HEMET
VALLE
VISTA
LAKE

ELSINORE

MURRIETA

WILDOMAR

TEMECULA

OLD TOWN

REDHAWK

FRENCH VALLEY
15 15
15 91
91 74
74 74
91 91
60 60
60 60
215
215
10 215
215
215
60 79
10 10
74 74
79 79
79 76
79 15
15 15
15 15
15 215
8 8
8 8
8 8
8 8
8 3
3 3
3 1
1 1
1 1
1 16
16 16
16 13
13 13
13 13
13 49
49 49
49 21
21 15
15 15
15 15
15 12
12 12
12 12
12 11
18 18
19 19
19 19
19 19
30 30
30 20
20 20
20 20
27 27
27 27
27 27
27 28
28 28
28 31
32 32
32 32
32 33
33 42
42 42
42 42
74 74
74 74
74 74
74 74
74 74
74 33
33 33
31 31
31 31
41 41
41 41 41
41 41
28 61
61 61
61 61
61 61
61 61
61 61
61 9
9 9
9 9
22 22
22 22
22 22
29 29
29 29
29 29
20 20
11 11
11 10
10 10
10 10
14 14
14 14
14 14
14 23
23 23
23 23
79 79
79 79
79 79
79 79
79 79
79 79
24 24
24 24
24 24
200
200
200
200
200
200
794
794
794
794
206
206
206
206
206
206
206
206
206
206
206
204
204
204
204
204
31 31
31 31
31 RCC
The Pedley
Metrolink
Station
Amazon
Eastvale
Moreno Valley
March Field
Metrolink Station
La Sierra
Metrolink
Station
Corona
Transit
Center
Social
Security
Office
MLK
High
School
Citrus Hills
High School
RTA
Country
Village
Corona
Regional
Medical
Center
Kaiser
Hospital
Parkview
Hospital
Norco
College
Galleria
at Tyler
County
Mental
Health
Cal Baptist Univ.

La Sierra
University
Corona Hills
Brockton Arcade Moreno
Valley
Mall
Moreno
Valley
College
PERRIS

FAIRGROUNDS
Starcrest
Mead Valley
Community
Center
Mead Valley
Library
Mt. San Jacinto
College-Menifee
Southwest
Justice
Center
French
Valley
Airport
Riverside University Medical Center
Kaiser
Permanente
Medical
Center
Walmart
Loma Linda University Medical Center
Loma Linda VA
Hospital
Menifee
City Hall
Menifee Valley
Medical Center
Quail Valley
Fire Station
Walmart
Corona
City Hall
Norco
City Hall
Norco
Senior Center
Vintage Terrace
Senior Community
Canyon Community
Church Park and Ride
Walmart
City
Hall
Mt. San
Jacinto College Soboba
Casino
Hemet
Valley
Mall
Walmart
City
Hall
Outlet
Center
Mission
Trail
Library
Walmart
LEUSD
Inland Valley
Medical Center
Wildomar
City Hall
Murrieta
City Hall
& Senior
Center Walmart
Pechanga
Resort
Temecula Walmart
Great Oak HS
Promenade Mall
Rancho Springs
Medical Center
Temecula
Valley
Hospital
MSJC
Temecula
Valley
Temecula
City
Hall
Community
Center
City
Hall
March
ARB
City
Hall

STAGECOACH
PLAZA
Loma Linda University
Medical Center
Dos Lagos
Tom’s Farms
68TH ST
CITRUS

PATS RANCH RD

MISSION BLVD
TILTON

LINCOLN

INDIANA

INDIANA
PIERCE
HOLE

MT HUMPHRIES

RIVERWALK

MCKINLEY
RICHEY

MAGNOLIA
TYLER
TYLER

CALIFORNIA

CALIFORNIA

COLORADO
WELLS

MAGNOLIA

OLIVEWOOD

VICTORIA VICTORIA

MAGNOLIA

PROMENADE/COLLETT
6TH ST
6TH ST

ARLINGTON

ARLINGTON
GOULD »

VAN BUREN

VAN BUREN

MISSION BLVD

VAN BUREN

VAN BUREN

ARLINGTON ARLINGTON

LA SIERRA

LA SIERRA
SIERRA VISTA »

LA SIERRA

MAIN ST

N MAIN ST

HAMNER HAMNER
SUMNER
JURUPA
CREST
CHAPEL
MONROE »

CENTRAL CENTRAL

CHICAGO CHICAGO

BROCKTON

BROCKTON

STREETER

PHOENIX

HARRISON
14TH
MLK
HORACE
MARLAY
CHERRY
JURUPA

MISSION BLVD

GRANITE HILLS

LIMONITE

LIMONITE
10TH

RIVERVIEW

LIMONITE

MULBERRY
BANANA

COUNTRY

VILLAGE

FELSPAR
PEDLEY

RUBIDOUX
MAIN

MARLBOROUGH
SPRUCE
CENTER
BARTON
BARTON

PROSPECT
BENTON

CENTRAL

TOWNGATE
CAMPUS

FREDERICK

CACTUS CACTUS
MEYER

COTTONWOOD

TOWNGATE

IRONWOOD

HEMLOCK

MANZANITA

HEACOCK

RIVERSIDE

KITCHING

HEACOCK

PIGEON PASS
INDIAN

LASSELLE LASSELLE

MORENO BEACH
MORENO
BEACH

KITCHING
NASON
NASON
« EUCALYPTUS

EUCALYPTUS
FIR
JFK

RAMONA EXPWY

RAMONA EXPWY
IRIS
IRIS
IRIS

KRAMERIA

SUNNYMEAD

SUNNYMEAD RANCH

ALESSANDRO

ORANGE TERRACE

ALESSANDRO

TRAUTWEIN

ALESSANDRO
« CENTERPOINT

UNIVERSITY

LOCHMOOR

SYCAMORE CYN
« FAIR ISLE

BOX SPRINGS

CANYON CREST

MT VERNON

IOWA IOWA
RUSTIN

MT VERNON

ANDERSON
WOOD

OLEANDER
RIDER

OAKLAND

CAJALCO

CAJALCO

CAJALCO

ALEXANDER
CLARK

BROWN ST
HAINES
THEDA

MARKHAM

OLD ELSINORE
DAY
« MISSION
GROVE
BLAINE
LINDEN

RUSSELL
CENTER

COLUMBIA
1ST
3RD

LA CADENA
ORANGE
ORANGE

PERRIS BLVD PERRIS BLVD

PERRIS BLVD PERRIS BLVD

PERRIS BLVD PERRIS

PERRIS BLVD

EVANS RD EVANS RD
MORGAN
SAN JACINTO »
ORANGE

BARRETT

SAN JACINTO
ELLIS
NAVAJO
NUEVO
NUEVO
« WILKERSON REDLANDS AV

SHERMAN

PALOMAR

RIDER ST

MAY RANCH
4TH ST
ELLIS»
11TH»
GOETZ»
C ST»
MCCALL

ETHANAC RD

MATTHEWS

SUN CITY

ENCANTO

BRADLEY
CHERRY
HILLS

DOMENIGONI PKWY

MURRIETA
EVANS
GOETZ

NEWPORT RD
LA
PIEDRA
« ANTELOPE
ROHRABACHER »
« WEBSTER
INDIAN
MARKET
24TH
HALL

BIG SPRINGS

WATKINS

BEAUMONT AVE
HIGHLAND SPRINGS »
SUNSET
1ST
2ND

FRUITVALE

COTTONWOOD
MENLO

FLORIDA

FLORIDA
MAIN

RAMONA EXPWY

GILMAN SPRINGS

RAMONA EXPWY

RAMONA EXPWY

RAMONA BLVD
W 7TH E 7TH
SOBOBA

DE ANZA

IDYLLWILD

ESPLANADE
MENLO

LAKE PARK DR

LYON LYON

SANDERSON

SANDERSON

GILBERT
« GILMORE

PALM PALM

STATE STATE
BUENA
VISTA » Juanita »
STATE

SAN JACINTO SAN JACINTO

DARTMOUTH

STANFORD
WARREN
HEWITT

MISTLETOE

ENTERPRISE
SANTA
FE
DEVONSHIRE »

STETSON

MUSTANG
ACACIA

CENTRAL

OAKLAND OAKLAND

SIMPSON
« LATHAM

MAYBERRY

MAYBERRY

THORNTON

STETSON

THORNTON THORNTON CAWSTON KIRBY KIRBY
GRAND
DEVONSHIRE »

RIVERSIDE DR

RIVERSIDE DR

GRAND AVE

GRAND AVE

PALOMAR
HIDDEN

SPRINGS

PRIELIPP

ISLAND VALLEY

MADISON
SKY RIDGE»

JACKSON
KALMIA

JUNIPER
NUTMEG

CLINTON KEITH

SCOTT RD

BUNDY CANYON
KEITH

CLINTON
CATT
CALIF. OAKS
ARCONTE»
WILDOMAR »
« GRUWELL

MISSION TRAIL

LAKESHORE DR
MALAGA

LAKESHORE
« RAILROAD
CYN RD

COLLIER

COLLIER

LINCOLN
GRAHAM

POTTERY
MAIN

SUMMERHILL
CANYON

ESTATES
DEXTER

CAMBERN
3RD
CHANEY

NICHOLS

CENTRAL

MACHADO
ORTEGA
HWY

MURRIETA HOT SPRINGS

MURRIETA

HOT SPRINGS
YNEZ
NICOLE
PUJOL
FRONT

PECHANGA PKWY

MARGARITA RD

MARGARITA RD

DEER HOLLOW

RED HAWK
PKWY
« TEMECULA PKWY

OVERLAND
RANCHO CALIF.

RANCHO CALIF.

MAIN
1ST

COUNTY CNTR

EQUITY DR

LOS ALAMOS
ALTA

MURRIETA

WHITEWOOD

WHITEWOOD

MARGARITA

WINCHESTER
6th
MARKET

LAMPTON CLARK
COUNTY
FARM

MARIPOSAPARSONS
PALM

LINCOLN

NEW CHICAGO
GRANT
COMMERCE WAY »

DIAMOND
MISSION TRAIL »
3RD

WINCHESTER

WINCHESTER
BENTON
THOMPSON »
AULD

TECHNOLOGYSKY CANYON

TEMEKU POURROY
CLOCHE
MAGDAS

COLORADOS BRIGGS
« LINNEL

MCELWAIN

ANTELOPE ANTELOPE
KELLER

POINSETTIA MENIFEE
PEPPERCORN »

MERCEDES
DONA
LYNORA

LA PIEDRA RD

CHAMBERS AVE

MURRIETA RD

CASE RD
« DOS LAGOS
TEMESCAL CANYON »

TEMESCAL
CANYON

GOODMAN

CANTU-GALLEANO RANCH

GOODMAN

HIDDEN VALLEY

MERIDIAN PKWY
CLAY

DUNLAP DR

BRADLEY

WALNUTSHERMAN EL NIDO

MENIFEE
GARNER
RIVERA
ALAMO

WASHINGTON

HANCOCK

LINCOLN
HAYES
NIGHT
HAWK

VINEYARD

SANDERSON

CAWSTON
EATON
FRONT
PUJOL

OVERLAND
6TH »
MAIN »
1ST

MERCEDES
« ALGRAVE
« SKY VIEW
Route Number
Route Path
Commuter Routing
Transfer Point
Metrolink Station
Interstate
State Highway
Main Road
Water
Alternate Routing
Point of Interest
Medical Facility
41 Welcome aboard the Riverside Transit Agency (RTA), your community transportation provider. The RTA operates 47 bus routes to provide you with safe, cost-effective and reliable service in western Riverside County. We hope that this System Map is useful to you in planning your trip. Should you need additional information, please call the Customer Information Center at (951) 565-5002. (951) 565-5002 | www.RiversideTransit.com

SYSTEM MAP
© 2022 Riverside Transit Agency. Effective Date: September 11, 2022

MAP NOT TO SCALE
SEE

DOWNTOWN

RIVERSIDE
DETAIL

GALLERIA AT TYLER
1•10•12•13•14•15•21
27•200

CORONA TRANSIT CENTER
1•3•206•CORONA CRUISER
BLUE, RED•METROLINK
UCR &

BANNOCKBURN
1•16•51•204

HUNTER PARK/UCR

METROLINK STATION
13•METROLINK

MORENO VALLEY MALL
11•16•18•19•31

MORENO VALLEY/

MARCH FIELD

METROLINK STATION
20•METROLINK

RIVERSIDE UNIVERSITY

MEDICAL CENTER
20•31•41

MORENO VALLEY

COLLEGE
19•20•41

PERRIS STATION

TRANSIT CENTER
9•19•22•27•28•30•61
74•METROLINK

CHERRY HILLS
& BRADLEY
61•74

LAKE ELSINORE OUTLET

CENTER PARK & RIDE
8•9•206

HEMET VALLEY MALL
28•31•32•33•42•74•79
MT. SAN JACINTO

COLLEGE
31•32•74•79

MULLIGAN FAMILY

FUN CENTER
23•206

PROMENADE MALL
COUNTY CENTER DR 23•24•55•61•79•206
55•79
LEGEND
Stop Location Number
Route Numbers
NB=Northbound | SB=Southbound
EB=Eastbound | WB=Westbound
CW=Clockwise
1 10
200
200
200
200
200
204 14 14
14 22 22
29 29
49 49
49 1
15 13
13 13
10 10
10 12
12 13 10
10 10
12 12
29 204
12 13 15
15 15
1 1
1 Omnitrans 215
Omnitrans 215
Omnitrans 215
Omnitrans 215
Omnitrans 215 ONE WAYONE WAY
I
J
K
H
G

CHESTNUT ST

FOURTEENTH ST

FIFTEENTH ST

THIRTEENTH ST

TWELFTH ST

ELEVENTH ST

TENTH ST

SIXTH ST

SECOND ST

FIFTH ST

FOURTH ST

THIRD ST

NINTH ST

MISSION INN AV

UNIVERSITY AV

ORANGE STLEMON STLIME STMULBERRY ST

ALMOND ST
MAIN ST Main St Mall

MARKET ST MARKET ST MAGNOLIA AV

FAIRMOUNT BLVD

BROCKTON AV

VINE ST
A
B
F
E
C
D
Riverside
Community
Hospital
White Park
Fox Performing
Arts Center
Hall of
Justice
Courthouse Detention
Center
City
Hall
Convention
Center
Main
Library
Mission
Inn
County
Administration
Center

DIAL-A-RIDE
AMTRAK
MEGA BUS Riverside-Downtown Metrolink Station
v22-0911_v01/chart_Stop_Location_Chart_22-0911
91 91
91 91
1791
1754
1081
1080
1149 4608
4609
1082
1150
3502
3503
1147 1148
3574 3490
3491 3501
3489
1002
1001
1446
1445
1444
3496
OMNI
CLOSED
CLOSED
CLOSED
CLOSED
3494
1085
1085
1085
1085
1085
1498
3575
3506 1830
3265
3258
3504 1448
1449
3824
1606
1790

BUS STOP
NUMBER
ROUTES

SERVED & DIRECTION
1754 Brockton & 14th 14EB
1791 Brockton & 14th 14WB
1790 Brockton & 10th 14WB
3506 Brockton & University 14WB
1830 University & Brockton 14EB
3258 Mission Inn & Brockton 49EB
3265 Mission Inn & Brockton 49WB
1081 Magnolia & 14th 1WB, 13WB, 15WB
1080 Magnolia & 15th 1EB, 13EB, 15EB
1149 Market & 12th 1WB, 13WB, 15WB
1082 Market & 12th 1EB, 13EB, 15EB
4608 Market & 12th No Service
4609 Market & 11th No Service
1147 Market & 10th 1WB, 13WB, 15WB
3503 Market & 10th 13EB, 15EB
3575 Market & University 12EB, 204NB
3504 Market & 6th 12WB, 29EB
1448 Market & 6th 12EB, 29WB
1606 Market & 4th 12WB
1449 Market & 3rd 12EB, 29WB
3574 University & Market 1EB, 12WB, 13EB, 14EB, 15EB,
22SB, 29EB, 49EB, 204SB
3491 University & Market 1WB, 13WB, 14WB, 15WB,
22NB, 29WB, 49WB
1150 Orange & 12th 10WB, 12WB, 13EB
1148 Orange & 10th 10WB, 12WB, 13EB
3490 Orange & University 10WB, 12WB, 13EB
1498 14th & Orange Grove 10WB, 12WB, 13EB
1445 Lemon & 14th 10EB, 12EB, 13WB
1446 Lemon & 12th 10EB, 12EB, 13WB, 200EB/WB,
1001 University & Lemon 1EB, 14EB, 15EB, 22SB, 29EB,
49EB, 204SB, Omnitrans 215
1002 University & Lemon 22NB, 29WB, 49WB
3489 Lemon & University 10EB, 200EB/WB
3501 University & Lemon 1WB, 15WB
OMNI Inside Metrolink Station
Board at Bay E
Omnitrans 215
3496 Inside Metrolink Station
Board at Bay F
200EB/WB
1085

BUS STOP
NUMBER
ROUTES

SERVED & DIRECTION
1754 Brockton & 14th 14EB
1791 Brockton & 14th 14WB
1790 Brockton & 10th 14WB
3506 Brockton & University 14WB
1830 University & Brockton 14EB
3258 Mission Inn & Brockton 49EB
3265 Mission Inn & Brockton 49WB
1081 Magnolia & 14th 1WB, 13WB, 15WB
1080 Magnolia & 15th 1EB, 13EB, 15EB
1149 Market & 12th 1WB, 13WB, 15WB
1082 Market & 12th 1EB, 13EB, 15EB
4608 Market & 12th No Service
4609 Market & 11th No Service
1147 Market & 10th 1WB, 13WB, 15WB
3503 Market & 10th 13EB, 15EB
3575 Market & University 12EB, 204NB
3504 Market & 6th 12WB, 29EB
1448 Market & 6th 12EB, 29WB
1606 Market & 4th 12WB
1449 Market & 3rd 12EB, 29WB
3574 University & Market 1EB, 12WB, 13EB, 14EB, 15EB,
22SB, 29EB, 49EB, 204SB
3491 University & Market 1WB, 13WB, 14WB, 15WB,
22NB, 29WB, 49WB
1150 Orange & 12th 10WB, 12WB, 13EB
1148 Orange & 10th 10WB, 12WB, 13EB
3490 Orange & University 10WB, 12WB, 13EB
1498 14th & Orange Grove 10WB, 12WB, 13EB
1445 Lemon & 14th 10EB, 12EB, 13WB
1446 Lemon & 12th 10EB, 12EB, 13WB, 200EB/WB,
1001 University & Lemon 1EB, 14EB, 15EB, 22SB, 29EB,
49EB, 204SB, Omnitrans 215
1002 University & Lemon 22NB, 29WB, 49WB
3489 Lemon & University 10EB, 200EB/WB
3501 University & Lemon 1WB, 15WB
OMNI Inside Metrolink Station
Board at Bay E
Omnitrans 215
3496 Inside Metrolink Station
Board at Bay F
200EB/WB
1085 Vine & Metrolink Station
Board at Bay G

DIAL-A-RIDE
1085 Vine & Metrolink Station
Board at Bay H
29EB/WB, 49EB/WB
1085 Vine & Metrolink Station
Board at Bay I
15EB/WB
1085 Vine & Metrolink Station
Board at Bay J
1EB/WB
1085 Vine & Metrolink Station
Board at Bay K
AMTRAK

MEGA BUS
3824 Market & 4th 29EB
3502 Market & 10th 1EB
1444 14th & Lime 10EB, 13WB

DOWNTOWN RIVERSIDE DETAIL
96 | RTA RIDE GUIDE - September 11, 2022 | RIVERSIDETRANSIT.COM | RTABUS.COM

WHITEWOOD RD

WHITEWOOD RD

JEFFERSON AVE

HAYES AVE

MADISON AVE

WASHINGTON AVE

PRIELIPP RD

CLINTON KEITH RD

JACKSON AVE

KALMIA ST

JUNIPER ST
NIGHT

HAWK WY

VINEYARD
PKWY

INLAND VALLEY DR

YNEZ RD

MARGARITA RD

WINCHESTER RD

LINCOLN

VIA HARVE

MONROE AVE

HANCOCK
CALIF. OAKS RD

MURRIETA HOT SPRINGS RD

MURRIETA

HOT SPRINGS RD
Grace Mellman
Community Library
TEMECULA - MURRIETA - WILDOMAR 23

LOS ALAMOS RD
Murrieta
City Hall
& Senior
Center
Murrieta
Town Center
Murrieta
Mesa
H.S.

Wildomar
City Hall

RANCHO SPRINGS

MEDICAL CENTER

WALMART
Chaparral
High School Rancho
Temecula
Town Center

VISTA MURRIETA

HIGH SCHOOL

MURRIETA VALLEY

HIGH SCHOOL
Inland Valley
Medical Center

ALTA MURRIETA DR

CLINTON KEITH RD
Routing and timetables
subject to change.

Rutas designadas y horarios
son sujetos a cambios.

TEMECULA

MURRIETA
WILDOMAR HIDDEN SPRINGS »
PALOMAR »
GRAND»
« CATT

GRUWELL
« WILDOMAR TRAIL
Information Center
(951) 565-5002
RiversideTransit.com
RTABus.com
T
T
15 215
15 2
4 5
6 8
9 10
7 3
79 HANCOCK &

LOS ALAMOS
23•61 LOS ALAMOS &

WHITEWOOD
23•61

WINCHESTER
& NICOLAS
23•55•79
SEE
INSET
PROMENADE » MALL W.

RING RD « N GENERAL

KEARNY RD

OVERLAND DR

MARGARITA RD

YNEZ RD
79 NB ONLY»
15 1

PROMENADE
MALL
23•24•55•61
79•206
PROMENADE MALL N. »

SKYVIEW
RIDGE

ARCONTE

MULLIGAN FAMILY

FUN CENTER
23•206

PALOMAR
& WILDOMAR
8•23
T
MSJC
Temecula
Valley
1 Time and/or Transfer Point
Alternate Routing
Transfer Point
Legend | Map not to scale
T
RTA CUSTOMER INFORMATION CENTER (951) 565-5002 | 97
23 NORTHBOUND TO WILDOMAR | WEEKDAYS
A.M. times are in PLAIN, P.M. times are in BOLD | Times are approximate A = Alternate routing from Murrieta Valley High School, operates when school is in session 23 SOUTHBOUND TO TEMECULA (PROMENADE MALL) | WEEKDAYS
A.M. times are in PLAIN, P.M. times are in BOLD | Times are approximate B = Alternate routing to Murrieta Valley High School, operates when school is in session C = Alternate routing from Vista Murrieta High School, operates when school is in session PROMENADE MALL WINCHESTER & NICOLAS RANCHO SPRINGS MEDICAL CENTER MURRIETA WALMART KALMIA & JEFFERSON MURRIETA VALLEY HIGH SCHOOL SKYVIEW RIDGE AMANDA APTS INLAND VALLEY MEDICAL CENTER

PALOMAR & WILDOMAR
1 2 4 5 6 7 8 9 10
7:15 7:22 7:45 7:50 7:59 — 8:06 8:17 8:29
8:25 8:32 8:55 9:00 9:09 — 9:16 9:27 9:39
9:35 9:43 10:06 10:11 10:20 — 10:27 10:38 10:50
10:45 10:53 11:20 11:26 11:35 — 11:42 11:53 12:06
11:55 12:04 12:32 12:39 12:48 — 12:55 1:06 1:20
1:05 1:14 1:42 1:49 1:58 — 2:05 2:16 2:30
2:10 2:20 2:48 2:55 3:04 — 3:11 3:22 3:36
A — — — — — 3:42 — 4:19 —
3:35 3:45 4:14 4:21 4:30 — 4:37 4:48 5:02
4:45 4:55 5:24 5:31 5:40 — 5:46 5:57 6:10
5:45 5:54 6:23 6:30 6:39 — 6:45 6:56 —
6:47 6:56 7:24 7:30 7:39 — 7:45 7:56 8:08 PALOMAR & WILDOMAR INLAND VALLEY MEDICAL CENTER SKYVIEW RIDGE AMANDA APTS MURRIETA VALLEY HIGH SCHOOL KALMIA & JEFFERSON MURRIETA WALMART RANCHO SPRINGS MEDICAL CENTER VISTA MURRIETA HIGH SCHOOL WINCHESTER & NICOLAS PROMENADE MALL 10 9 8 7 6 5 4 3 2 1
6:35 6:46 6:56 — 7:03 7:11 7:17 — 7:36 7:46
7:25 7:36 7:46 — 7:53 8:02 8:07 — 8:26 8:36
B — 7:43 7:55 8:08 — — — — — —
8:55 9:06 9:16 — 9:23 9:32 9:37 — 9:56 10:06
10:05 10:16 10:26 — 10:34 10:44 10:50 — 11:09 11:20
11:15 11:26 11:36 — 11:45 11:56 12:02 — 12:21 12:32
12:25 12:36 12:47 — 12:56 1:07 1:13 — 1:32 1:43
1:35 1:46 1:57 — 2:06 2:16 2:22 — 2:41 2:52
C — — — — — — — 3:43 4:11 4:21
3:20 3:31 3:42 — 3:51 4:01 4:07 — 4:26 4:36
4:15 4:26 4:37 — 4:46 4:56 5:02 — 5:21 5:31
5:20 5:31 5:42 — 5:50 5:58 6:06 — 6:25 6:35
6:30 6:41 6:52 — 6:59 7:09 7:15 — 7:34 7:44
98 | RTA RIDE GUIDE - September 11, 2022 | RIVERSIDETRANSIT.COM | RTABUS.COM 23 NORTHBOUND TO WILDOMAR | WEEKENDS
A.M. times are in PLAIN, P.M. times are in BOLD | Times are approximate 23 SOUTHBOUND TO TEMECULA (PROMENADE MALL) | WEEKENDS
A.M. times are in PLAIN, P.M. times are in BOLD | Times are approximate PROMENADE MALL WINCHESTER & NICOLAS RANCHO SPRINGS MEDICAL CENTER MURRIETA WALMART KALMIA & JEFFERSON SKYVIEW RIDGE AMANDA APTS

INLAND VALLEY MEDICAL CENTERPALOMAR & WILDOMAR
1 2 4 5 6 8 9 10
7:56 8:05 8:27 8:33 8:41 8:48 8:57 9:12
8:56 9:05 9:27 9:33 9:43 9:50 10:00 10:15
10:06 10:17 10:39 10:45 10:55 11:02 11:12 11:27
11:11 11:23 11:49 11:55 12:05 12:12 12:22 12:37
12:25 12:37 1:05 1:11 1:21 1:28 1:38 1:55
1:39 1:51 2:19 2:25 2:35 2:42 2:51 3:08
2:44 2:56 3:24 3:30 3:40 3:47 3:56 4:13
3:56 4:08 4:36 4:42 4:52 4:59 5:09 5:26
5:06 5:18 5:46 5:52 6:02 6:09 6:19 6:34
6:10 6:22 6:50 6:56 7:04 7:11 7:26 — PALOMAR & WILDOMAR INLAND VALLEY MEDICAL CENTER SKYVIEW RIDGE AMANDA APTS KALMIA & JEFFERSON MURRIETA WALMART RANCHO SPRINGS MEDICAL CENTER WINCHESTER & NICOLAS PROMENADE MALL 10 9 8 6 5 4 2 1
7:19 7:31 7:41 7:49 7:57 8:02 8:22 8:31
8:33 8:45 8:55 9:04 9:12 9:17 9:37 9:46
9:42 9:54 10:04 10:13 10:23 10:28 10:48 10:57
10:48 11:00 11:10 11:19 11:29 11:35 11:55 12:04
11:52 12:05 12:15 12:24 12:34 12:40 1:00 1:09
1:05 1:18 1:28 1:37 1:47 1:53 2:13 2:22
2:17 2:29 2:39 2:48 2:58 3:04 3:24 3:33
3:32 3:44 3:54 4:03 4:13 4:19 4:39 4:48
4:46 4:58 5:08 5:17 5:27 5:33 5:53 6:02
5:46 5:58 6:08 6:16 6:26 6:32 6:52 7:01
146 | RTA RIDE GUIDE - September 11, 2022 | RIVERSIDETRANSIT.COM | RTABUS.COM 215
Menifee
City Hall
Hans Christensen
Middle School
Sun City Library
Countryside
Marketplace
Target
Vista Murrieta
H.S.

Rancho
Springs
Medical
Center
Loma Linda
University
Medical Center
NEWPORT RD NEWPORT RD EVANS RD » BRADLEY RD

LOS ALAMOS RD

WHITEWOOD RD

MURRIETA HOT

SPRINGS RD

WINCHESTER RD

HANCOCK
AVE

MARGARITA RD

SCOTT RD
« GLADIOLUS AVE
LA PIEDRA RD LA PIEDRA RD » GOETZ RD
KELLER RD »
MAPLETON ST »

CLINTON KEITH RD

LINNEL LN

MCELWAIN RD

POINSETTIA ST

BAXTER RD

MCCALL BLVD
CASE
« CASE

MURRIETA RD

ANTELOPE RD

MENIFEE RD

WHITEWOOD RD
« ENCANTO DR
ETHANAC »
PERRIS
C ST
GOETZ »
ELLIS »
« SAN JACINTO

SUN CITY
BLVD
SUN
CITY
PERRIS

MENIFEE

MURRIETA

TEMECULA
Routing and timetables
subject to change.

Rutas y horarios son
sujetos a cambios.
«NB
SB»
SEE
INSET
RING RD « N GENERAL

KEARNY RD

OVERLAND DR

MARGARITA RD

YNEZ RD
79 NB ONLY»
15 1

PROMENADE
MALL
23•24•55•61
79•206
PROMENADE » MALL W.

PROMENADE MALL N. »
MSJC
Temecula
Valley
PERRIS STATION TRANSIT CENTER - SUN CITY - 61 QUAIL VALLEY - MENIFEE - MURRIETA - TEMECULA 215
215
15 3
4 6
7 8
2 79

HANCOCK &

LOS ALAMOS
23•61
MT. SAN JACINTO

COLLEGE MENIFEE
61•74

CHERRY HILLS
& BRADLEY
61•74

QUAIL VALLEY

FIRE STATION

PERRIS STATION

TRANSIT CENTER
9•19•22•27•28•30
61•74•METROLINK
Boarding diagram pg 30
1 Time and/or Transfer Point
Alternate Routing
Legend | Map not to scale
5 RTA CUSTOMER INFORMATION CENTER (951) 565-5002 | 147
61 NORTHBOUND TO PERRIS STATION TRANSIT CENTER | WEEKDAYS A.M. times are in PLAIN, P.M. times are in BOLD | Times are approximate A = Alternate routing from Hans Christensen Middle School, operates when school is in session only. 61 SOUTHBOUND TO TEMECULA (PROMENADE MALL) | WEEKDAYS
A.M. times are in PLAIN, P.M. times are in BOLD | Times are approximate A = Alternate routing from Hans Christensen Middle School, operates when school is in session only. PROMENADE MALL HANCOCK & LOS ALAMOS MCELWAIN AT SUPER TARGET MT. SAN JACINTO COLLEGE MENIFEE QUAIL VALLEY FIRE STATION CHERRY HILLS & BRADLEY ENCANTO & MCCALL PERRIS STATION TRANSIT CENTER 1 2 3 4 5 6 7 8
4:45 5:01 5:12 5:33 — 5:57 6:04 6:30
5:52 6:08 6:19 6:41 — 7:05 7:12 7:38
A — — — — 7:30 7:56 8:05 —
7:05 7:21 7:34 7:57 — 8:21 8:28 8:54
7:55 8:11 8:22 8:43 — 9:07 9:14 9:40
9:30 9:48 9:59 10:20 — 10:45 10:52 11:18
10:40 11:02 11:13 11:34 — 12:00 12:07 12:33
11:50 12:11 12:23 12:44 — 1:10 1:17 1:43
1:00 1:21 1:33 1:54 — 2:20 2:28 2:54
2:05 2:27 2:40 3:02 — 3:28 3:36 4:02
3:20 3:45 3:58 4:19 — 4:45 4:51 5:17
4:35 4:58 5:11 5:33 — 5:59 6:05 6:31
5:50 6:13 6:25 6:47 — 7:12 7:18 7:41 PERRIS STATION TRANSIT CENTER ENCANTO & MCCALL CHERRY HILLS & BRADLEY QUAIL VALLEY FIRE STATION MT. SAN JACINTO COLLEGE MENIFEE MCELWAIN AT SUPER TARGET HANCOCK & LOS ALAMOS PROMENADE MALL 8 7 6 5 4 3 2 1
6:35 6:52 7:01 — 7:27 7:51 8:05 8:25
8:05 8:22 8:31 — 8:57 9:19 9:31 9:52
9:15 9:32 9:41 — 10:08 10:29 10:41 11:03
10:25 10:43 10:52 — 11:20 11:42 11:54 12:17
11:35 11:53 12:02 — 12:30 12:53 1:05 1:28
12:45 1:03 1:12 — 1:40 2:02 2:14 2:37
1:48 2:06 2:15 — 2:44 3:06 3:20 3:43
3:00 3:18 3:27 — 3:56 4:18 4:30 4:52
A — 3:28 3:42 4:10 — — — —
4:15 4:34 4:43 — 5:12 5:34 5:45 6:07
5:25 5:43 5:51 — 6:18 6:39 6:50 7:12
6:45 7:03 7:11 — 7:37 7:58 8:09 8:31
148 | RTA RIDE GUIDE - September 11, 2022 | RIVERSIDETRANSIT.COM | RTABUS.COM 61 NORTHBOUND TO PERRIS STATION TRANSIT CENTER | WEEKENDS A.M. times are in PLAIN, P.M. times are in BOLD | Times are approximate 61 SOUTHBOUND TO TEMECULA (PROMENADE MALL) | WEEKENDS
A.M. times are in PLAIN, P.M. times are in BOLD | Times are approximate PROMENADE MALL HANCOCK & LOS ALAMOS MCELWAIN AT SUPER TARGET MT. SAN JACINTO COLLEGE MENIFEE CHERRY HILLS & BRADLEY

ENCANTO & MCCALLPERRIS STATION TRANSIT CENTER
1 2 3 4 5 6 7
6:27 6:44 6:53 7:13 7:37 7:44 8:06
8:11 8:28 8:37 8:57 9:22 9:29 9:52
9:28 9:45 9:55 10:15 10:40 10:47 11:10
10:52 11:14 11:24 11:44 12:09 12:16 12:39
12:05 12:27 12:37 12:57 1:22 1:29 1:51
1:21 1:45 1:56 2:18 2:43 2:50 3:12
2:50 3:14 3:25 3:47 4:12 4:19 4:41
4:06 4:30 4:41 5:02 5:27 5:34 5:56
5:39 6:02 6:13 6:34 6:59 7:05 7:26
PERRIS STATION TRANSIT CENTERENCANTO & MCCALLCHERRY HILLS & BRADLEYMT. SAN JACINTO COLLEGE MENIFEEMCELWAIN AT SUPER TARGETHANCOCK & LOS ALAMOSPROMENADE MALL 7 6 5 4 3 2 1
7:34 7:52 8:00 8:25 8:47 8:58 9:16
8:52 9:11 9:19 9:45 10:07 10:19 10:40
10:07 10:26 10:34 11:00 11:22 11:34 11:55
11:24 11:43 11:51 12:17 12:39 12:50 1:11
12:49 1:08 1:16 1:42 2:04 2:15 2:36
2:03 2:22 2:30 2:56 3:18 3:29 3:50
3:23 3:42 3:50 4:16 4:37 4:48 5:09
5:07 5:26 5:34 6:00 6:21 6:32 6:53
Appendix B

City of Murrieta Municipal Code
Section 16.40: Transportation Demand Management

16.40 Transportation Demand Management
Sections:

16.40.010 Purpose.

16.40.020 Definitions.

16.40.030 Applicability.

16.40.040 Standards for Trip Reduction.

16.40.050 Enforcement.

16.40.060 Compliance with AQMD Regulation XV.

16.40.010 Purpose.

The purpose of this chapter is to provide regulations to help reduce air pollution and congestion caused by vehicle trips and vehicle miles traveled to protect the public health, welfare, and safety. (Ord. 182 § 2 (part), 1997)

16.40.020 Definitions.

The following are definitions of specialized terms and phrases used in this chapter. Definitions of general terms and phrases are located in Article VI (Development Code Definitions).

Alternate Work Schedules. A variation from the traditional five-day/forty- (40-) hour work week to a fourday/forty- (40-) hour, nine-day/eighty- (80-) hour work schedule or other alternative schedules.

Flex-time. A situation whereby employees are allowed to determine their own starting and quitting times by either extending the workday in the morning, or evening, or both.

Parking Management. An action taken to alter the supply, operation and/or demand of parking facilities to force a shift from the single-occupant vehicle to carpool, vanpool, or other transportation mode.

Rideshare. A transportation mode with multiple occupants per vehicle.

Telecommuting. A situation whereby an employee forgoes a trip to the normal work site and instead, works from home or from a satellite office near home.
(Ord. 182 § 2 (part), 1997)

16.40.030 Applicability.

The provisions of this chapter shall apply to all new or expanded facilities that employ one hundred (100) or more persons at one site. The following methodology shall be used to determine employee generation for new developments where actual employment statistics may not exist.

TABLE 3-12

EMPLOYEE GENERATION BY LAND USE CATEGORY
Land Use Category Gross Square Feet/Employee
Retail Commercial Five hundred (500) square feet/employee Office/Professional Three hundred (300) square feet/employee Industrial/Manufacturing Five hundred (500) square feet/employee Warehouse One thousand (1,000) square feet/employee
Hotel/Motel .5 employees/guest room
Hospital Three hundred (300) square feet/employee
The project employment factor for mixed-use developments shall be based upon the proportion of the development devoted to each land use.

Employers that employ fewer than one hundred (100) people are encouraged to submit trip reduction plans on a voluntary basis to achieve an overall trip reduction of twelve (12) percent. (Ord. 182 § 2 (part), 1997)

16.40.040 Standards for Trip Reduction.

A. Trip Reduction Required. Applicable developments shall incorporate facilities and/or programs sufficient to attain a twelve- (12-) percent, work-related trip reduction from the expected number of trips as indicated in the Trip Generation Handbook published by the institute of Traffic engineers (iTE).

Trip reductions shall be calculated in compliance with standards established by Southern California Association of Governments (SCAG) and/or the South Coast Air Quality Management District (SCAQMD).

B. Trip Reduction Plans. All applicable developments or businesses shall submit a trip reduction plan to reduce work-related vehicle trips by twelve (12) percent. The plan shall be submitted for approval at least one hundred twenty (120) days prior to the issuance of a certificate of occupancy in the case of a new development or prior to the issuance or renewal of a business license in the case of new or existing business where no new development is proposed.

C. Trip Reduction Methods. Trip reduction facilities and programs provided in compliance with the provisions of this chapter may include, but are not limited to:

1. Preferential parking for carpool vehicles;

2. Bicycle parking and shower facilities:

3. Information center for transportation alternatives;

4. Rideshare vehicle loading areas;

5. Vanpool vehicle accessibility;

6. Bus stop improvements;

7. On-site child care facilities;

8. Local transportation systems management and road improvements;

9. Contributions to support regional facilities designed to reduce vehicle trips and miles traveled;

10. On-site amenities (e.g., cafeterias. restaurants. and automated teller machines) and other services that would eliminate the need for additional trips;

11. Alternative work schedules/flex-time:

12. Telecommuting or work-at-home programs including providing incentives through the provision of equipment and supplies and the establishment of satellite work centers.

13. Financial and other incentives (e.g., bus pass. flex-time) to encourage employees to rideshare and use alternative modes of transportation;

14. Reschedule truck delivery schedules and routing to avoid congested areas and minimize peak hour travel; and

15. Other measures that can exhibit a reduction in vehicle trips and further the purpose of this chapter.
(Ord. 182 § 2 (part), 1997)

16.40.050 Enforcement.

Following approval of a trip reduction plan, if there is future noncompliance with this chapter, or exhibited failure to implement the trip reduction plan, one or more of the following provisions shall apply as determined by the director:

A. Exercise a lien on the subject property based upon the terms of the agreement; or B. Assess a monetary penalty compounded on a monthly basis upon the length of time of noncompliance equal to the business license renewal fee. (Ord. 182 § 2 (part), 1997)

16.40.060 Compliance with AQMD Regulation XV.

Trip reduction plans approved by the South Coast AQMD in compliance with provisions of Regulation XV may be submitted to the city in lieu of plans required under the provisions of this chapter. AQMD approved Regulation XV trip reduction plans approved by the city shall be deemed to comply with trip reduction plan requirements of this chapter. Monitoring and annual reporting requirements shall continue to be the responsibility of AQMD and individual employers in compliance with rules and procedures established by the South Coast Air Quality Management District or as subsequently amended.
(Ord. 182 § 2 (part), 1997)

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