Attachment 6-Triangle-SP_Addendum-071724 — Murrieta City Council, May 20, 2025 (part 2 of 3)

EXISTING + AMBIENT + CUMULATIVE
TRAFFIC CONDITIONS (2025) WITH

TRIANGLE PROJECT (CURRENT

DEVELOPMENT PLAN), DUAL LEFT-TURN
LANES AT I-15 NB RAMPS
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 40.6 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 40.6 25.0 27.3 16.1

LOS C A D C C B
Approach Delay 24.3 40.6 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: 29.5 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 0.37 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 30.3 0.0 34.9 0.0 9.6
Cycle Q Clear(g_c), s 0.0 20.7 0.0 0.0 30.3 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 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 30.1 0.0 0.0 33.1 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 12.4 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 36.2 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 36.2 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 32.3
Green Ext Time (p_c), s 5.4 11.6 5.8
Intersection Summary
HCM 6th Ctrl Delay 28.8
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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) 21.0 88.0 67.0 32.0 32.0
Total Split (%) 17.5% 73.3% 55.8% 26.7% 26.7%
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) 13.2 92.5 75.3 120.0 18.0 18.0 120.0 Actuated g/C Ratio 0.11 0.77 0.63 1.00 0.15 0.15 1.00
v/c Ratio 0.60 0.58 0.44 0.70 0.71 0.71 0.19
Control Delay 56.1 3.9 16.6 13.0 63.3 63.3 0.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 56.1 3.9 16.6 13.0 63.3 63.3 0.3

LOS E A B B E E A
Approach Delay 8.7 15.0 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: 50
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.71
Intersection Signal Delay: 14.5 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 294 3519 0 0 2914 449 0
Arrive On Green 0.09 0.69 0.00 0.00 0.57 0.00 0.13 0.00 0.00 Sat Flow, veh/h 3456 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 1728 1702 0 0 1702 1585 1781 0 1585 Q Serve(g_s), s 7.7 29.7 0.0 0.0 19.4 0.0 11.7 0.0 0.0
Cycle Q Clear(g_c), s 7.7 29.7 0.0 0.0 19.4 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 294 3519 0 0 2914 449 0
V/C Ratio(X) 0.77 0.64 0.00 0.00 0.48 0.80 0.00
Avail Cap(c_a), veh/h 490 3519 0 0 2914 825 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 53.7 10.4 0.0 0.0 15.2 0.0 51.0 0.0 0.0 Incr Delay (d2), s/veh 4.3 0.9 0.0 0.0 0.3 0.0 3.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.4 9.5 0.0 0.0 7.0 0.0 5.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 58.0 11.3 0.0 0.0 15.5 0.0 54.2 0.0 0.0 LnGrp LOS E B A A B D A
Approach Vol, veh/h 2491 1397 358
Approach Delay, s/veh 15.6 15.5 54.2
Approach LOS B B D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 88.0 14.2 73.8 19.3
Change Period (Y+Rc), s 5.3 4.0 5.3 4.2
Max Green Setting (Gmax), s 82.7 17.0 61.7 27.8
Max Q Clear Time (g_c+I1), s 31.7 9.7 21.4 13.7
Green Ext Time (p_c), s 20.2 0.5 8.3 1.4
Intersection Summary
HCM 6th Ctrl Delay 18.8
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 77.5 19.9 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 77.5 19.9 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 25.6 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: 30.8 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 0.40 0.32 Control Delay 95.5 14.9 1.4 67.9 32.0 4.3 63.2 53.2 17.9 66.5 35.2 6.9 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 67.9 36.0 4.6 63.2 53.2 17.9 66.5 35.2 6.9

LOS F B A E D A E D B E D A
Approach Delay 26.7 31.8 39.0 49.6
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: 33.4 Intersection LOS: C
Intersection Capacity Utilization 81.1% 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 616 117 101 203 582 202 177 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 649 198 232 595 713 499 423 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 3563 1870 1585 Grp Volume(v), veh/h 314 1511 147 252 1865 616 117 101 203 582 202 177 Grp Sat Flow(s),veh/h/ln 1728 1609 1585 1728 1702 1585 1728 1870 1395 1781 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 18.7 10.7 11.1 Cycle Q Clear(g_c), s 10.5 8.0 2.1 8.4 29.5 38.0 4.0 6.0 7.4 18.7 10.7 11.1 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 363 2733 673 309 2089 649 198 232 595 713 499 423 V/C Ratio(X) 0.87 0.55 0.22 0.82 0.89 0.95 0.59 0.44 0.34 0.82 0.41 0.42 Avail Cap(c_a), veh/h 374 2733 673 418 2089 649 230 249 621 713 499 423 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 45.9 36.2 36.3 Incr Delay (d2), s/veh 18.3 0.2 0.2 8.9 6.3 25.0 3.0 1.3 0.3 10.0 2.4 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.9 1.7 0.7 3.6 4.7 8.1 1.8 2.9 2.6 9.2 5.2 4.6 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 55.9 38.6 39.4 LnGrp LOS E A A E B C E D D E D D
Approach Vol, veh/h 1972 2733 421 961
Approach Delay, s/veh 15.4 23.7 47.6 49.2
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 13.1 12.5 40.0 20.7 9.4 Green Ext Time (p_c), s 0.3 10.1 0.1 1.8 0.1 7.2 0.9 0.7 Intersection Summary
HCM 6th Ctrl Delay 26.7
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 0.1 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 18.4 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 18.4 44.1 51.8 25.0

LOS D A B D D C
Approach Delay 39.1 18.4 44.5
Approach LOS D B 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: 34.4 Intersection LOS: C
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 1.00 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 0.0 0.0 34.8 0.0 7.8
Cycle Q Clear(g_c), s 0.0 51.2 0.0 0.0 0.0 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 2.00 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 25.2 0.0 0.0 0.0 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 0.3 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 1.1 0.0 38.5 0.0 25.7 LnGrp LOS A C A A A D A C
Approach Vol, veh/h 2432 1696 1348
Approach Delay, s/veh 29.7 1.1 37.1
Approach LOS C A 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 2.0
Green Ext Time (p_c), s 8.3 5.1 11.9
Intersection Summary
HCM 6th Ctrl Delay 22.6
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) 42.0 95.0 53.0 25.0 25.0
Total Split (%) 35.0% 79.2% 44.2% 20.8% 20.8%
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) 32.2 94.8 58.6 120.0 15.7 15.7 120.0 Actuated g/C Ratio 0.27 0.79 0.49 1.00 0.13 0.13 1.00
v/c Ratio 0.83 0.67 0.56 0.95 0.68 0.68 0.21
Control Delay 48.6 4.6 22.7 31.7 64.5 64.8 0.3
Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 0.0
Total Delay 48.6 4.7 22.7 31.7 64.5 64.8 0.3

LOS D A C C E E A
Approach Delay 14.3 27.4 30.6
Approach LOS B C 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: 0.95
Intersection Signal Delay: 21.2 Intersection LOS: C
Intersection Capacity Utilization 66.5% ICU Level of Service C 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 866 3817 0 0 2367 376 0
Arrive On Green 0.25 0.75 0.00 0.00 0.77 0.00 0.11 0.00 0.00 Sat Flow, veh/h 3456 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 1728 1702 0 0 1702 1585 1781 0 1585 Q Serve(g_s), s 25.4 34.2 0.0 0.0 13.6 0.0 9.8 0.0 0.0
Cycle Q Clear(g_c), s 25.4 34.2 0.0 0.0 13.6 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 866 3817 0 0 2367 376 0
V/C Ratio(X) 0.88 0.71 0.00 0.00 0.59 0.79 0.00
Avail Cap(c_a), veh/h 1094 3817 0 0 2367 618 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 43.2 8.1 0.0 0.0 8.8 0.0 52.4 0.0 0.0 Incr Delay (d2), s/veh 6.9 1.1 0.0 0.0 0.5 0.0 3.8 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 11.3 9.8 0.0 0.0 3.3 0.0 4.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 50.1 9.3 0.0 0.0 9.3 0.0 56.1 0.0 0.0 LnGrp LOS D A A A A E A
Approach Vol, veh/h 3469 1393 297
Approach Delay, s/veh 18.2 9.3 56.1
Approach LOS B A E
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 95.0 34.1 60.9 16.8
Change Period (Y+Rc), s 5.3 4.0 5.3 4.2
Max Green Setting (Gmax), s 89.7 38.0 47.7 20.8
Max Q Clear Time (g_c+I1), s 36.2 27.4 15.6 11.8
Green Ext Time (p_c), s 29.5 2.7 8.0 0.9
Intersection Summary
HCM 6th Ctrl Delay 18.0
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) 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 64.7 26.7 2.9 68.8 20.9 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 64.7 26.7 2.9 68.8 20.9 64.7 8.6 54.8 38.4 58.2

LOS E C A E C E A D D E
Approach Delay 28.7 24.8 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) 0.74 0.74 0.74 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 10.2 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 63.4 31.0 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 33.5 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 28.9
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 13.0 20.6 16.1 28.7 36.3 36.3 Total Split (%) 10.8% 45.5% 45.5% 13.4% 48.1% 48.1% 10.8% 17.2% 13.4% 23.9% 30.3% 30.3% 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) 9.0 49.6 49.6 11.8 52.4 52.4 8.7 16.0 32.4 24.7 32.0 32.0 Actuated g/C Ratio 0.08 0.41 0.41 0.10 0.44 0.44 0.07 0.13 0.27 0.21 0.27 0.27 v/c Ratio 0.99 0.82 0.21 0.78 1.09 0.78 0.57 0.49 0.30 1.07 0.55 0.48 Control Delay 118.6 14.1 1.5 70.2 69.5 6.5 63.3 55.7 22.0 99.3 37.1 16.4 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 118.6 14.1 1.5 70.2 75.3 7.5 63.3 55.7 22.0 99.3 37.1 16.4

LOS F B A E E A E E C F D B
Approach Delay 23.3 60.2 41.6 69.4
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: 48.2 Intersection LOS: D
Intersection Capacity Utilization 89.4% 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 722 142 122 245 702 308 248 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 692 200 217 578 733 494 419 Arrive On Green 0.08 0.42 0.42 0.18 0.87 0.87 0.06 0.12 0.12 0.21 0.26 0.26 Sat Flow, veh/h 3456 6434 1585 3456 5106 1585 3456 1870 2790 3563 1870 1585 Grp Volume(v), veh/h 238 2090 152 263 2332 722 142 122 245 702 308 248 Grp Sat Flow(s),veh/h/ln 1728 1609 1585 1728 1702 1585 1728 1870 1395 1781 1870 1585 Q Serve(g_s), s 8.2 33.5 7.4 8.8 52.4 52.4 4.8 7.4 9.2 23.4 17.4 16.4 Cycle Q Clear(g_c), s 8.2 33.5 7.4 8.8 52.4 52.4 4.8 7.4 9.2 23.4 17.4 16.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 259 2706 667 315 2230 692 200 217 578 733 494 419 V/C Ratio(X) 0.92 0.77 0.23 0.84 1.05 1.04 0.71 0.56 0.42 0.96 0.62 0.59 Avail Cap(c_a), veh/h 259 2706 667 348 2230 692 259 249 626 733 494 419 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 50.1 41.3 47.1 38.9 38.5 Incr Delay (d2), s/veh 34.9 1.4 0.2 14.9 32.4 46.0 6.2 2.3 0.5 24.3 5.8 6.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.7 12.5 2.8 4.0 9.5 11.6 2.3 3.6 3.2 12.7 8.7 7.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 90.0 31.3 22.5 63.1 40.0 53.6 61.7 52.4 41.8 71.4 44.7 44.6 LnGrp LOS F C C E F F E D D E D D
Approach Vol, veh/h 2480 3317 509 1258
Approach Delay, s/veh 36.4 44.8 49.9 59.6
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 36.3 13.0 57.7 28.7 18.5 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 9.0 31.7 9.0 52.4 24.7 16.0 Max Q Clear Time (g_c+I1), s 10.8 35.5 6.8 19.4 10.2 54.4 25.4 11.2 Green Ext Time (p_c), s 0.1 9.4 0.1 2.3 0.0 0.0 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay 44.8
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 14.8 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: 15.3 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) 296 290 205 47 48 60 569 582 426
Average Queue (ft) 224 146 65 44 36 31 319 329 206
95th Queue (ft) 309 241 147 47 46 52 462 474 360
Link Distance (ft) 33 33 33 566 566
Upstream Blk Time (%) 26 24 13 0 1
Queuing Penalty (veh) 117 111 58 0 0
Storage Bay Dist (ft) 480
Storage Blk Time (%) 1
Queuing Penalty (veh) 2
Intersection: 2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road Movement EB EB EB EB EB WB WB WB NB NB NB
Directions Served L L T T T T T T L LT R
Maximum Queue (ft) 125 118 177 137 46 131 233 174 200 236 172 Average Queue (ft) 64 82 63 26 10 41 64 68 126 117 18
95th Queue (ft) 107 120 136 83 33 106 152 147 176 186 97 Link Distance (ft) 461 461 461 1082 1082 1082 1225 1225 Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 500 500 585
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) 120 154 271 253 248 206 30 102 123 101 164 239 Average Queue (ft) 71 93 159 163 161 128 4 51 65 40 85 129 95th Queue (ft) 122 146 231 240 229 208 15 90 105 87 152 194 Link Distance (ft) 1082 1082 1082 1082 279 279 279
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) 248 174 198 66 86 25 53 17 284 260
Average Queue (ft) 149 91 119 12 34 2 13 2 29 188
95th Queue (ft) 226 147 187 43 66 9 37 12 167 261
Link Distance (ft) 279 262 262 262 262 269 269
Upstream Blk Time (%) 1 1
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 235 235 235
Storage Blk Time (%) 0 7
Queuing Penalty (veh) 1 0
Intersection: 4: Proj. Dwy 2 & Murrieta Hot Springs Road Movement EB NB
Directions Served T R
Maximum Queue (ft) 42 42
Average Queue (ft) 1 21
95th Queue (ft) 14 36
Link Distance (ft) 279 288
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) 244 251 194 219 244 88 49 136 140 275 322 300 Average Queue (ft) 137 141 85 122 141 22 21 76 92 114 183 248 95th Queue (ft) 214 213 168 209 227 59 45 124 135 220 300 309 Link Distance (ft) 310 310 310 310 276 276 276
Upstream Blk Time (%) 0 1 2
Queuing Penalty (veh) 1 5 15
Storage Bay Dist (ft) 245 245 215 200 200
Storage Blk Time (%) 0 1 0
Queuing Penalty (veh) 0 3 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 TR R
Maximum Queue (ft) 120 111 91 134 208 22 162 175 300 172 Average Queue (ft) 54 60 47 70 91 5 160 174 280 42
95th Queue (ft) 94 101 95 123 162 19 167 175 293 124
Link Distance (ft) 276 301 301 301 301 301
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150 150 150
Storage Blk Time (%) 5 63 3 0
Queuing Penalty (veh) 17 209 19 0
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 98 116 117 138 124 854 839 495
Average Queue (ft) 71 77 75 99 101 111 649 735 409
95th Queue (ft) 74 94 89 130 138 127 930 974 626
Link Distance (ft) 60 60 60 100 100 100 824 824
Upstream Blk Time (%) 29 35 39 18 18 38 5 13
Queuing Penalty (veh) 196 240 267 122 124 261 0 0
Storage Bay Dist (ft) 470
Storage Blk Time (%) 50 0
Queuing Penalty (veh) 150 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) 164 150 154 96 105 120 107 216 196 159 Average Queue (ft) 110 106 107 63 50 89 61 106 112 54
95th Queue (ft) 163 155 149 99 103 111 98 181 181 137
Link Distance (ft) 130 130 130 72 72 72 1042 1042
Upstream Blk Time (%) 3 2 2 9 6 35
Queuing Penalty (veh) 25 15 17 66 41 257
Storage Bay Dist (ft) 1000 1000
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 2341
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) 332 314 296 69 56 37 582 516 418
Average Queue (ft) 299 247 178 42 34 14 444 390 258
95th Queue (ft) 313 335 293 56 51 33 571 495 430
Link Distance (ft) 33 33 33 566 566
Upstream Blk Time (%) 10 10 1 1
Queuing Penalty (veh) 55 52 5 0
Storage Bay Dist (ft) 480
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road Movement EB EB EB EB EB WB WB WB NB NB NB
Directions Served L L T T T T T T L LT R
Maximum Queue (ft) 313 311 203 131 226 105 141 143 191 172 327 Average Queue (ft) 203 231 81 75 87 54 72 73 118 96 134 95th Queue (ft) 280 291 142 132 170 101 126 132 178 164 318 Link Distance (ft) 461 461 461 1082 1082 1082 1225 1225 Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 500 500 585
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 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) 119 137 348 320 372 292 44 103 108 102 240 315 Average Queue (ft) 65 82 181 198 217 164 4 46 63 27 79 194 95th Queue (ft) 103 125 276 286 323 261 17 88 101 69 164 300 Link Distance (ft) 1082 1082 1082 1082 279 279 279
Upstream Blk Time (%) 1
Queuing Penalty (veh) 9
Storage Bay Dist (ft) 310 310 320 245 245
Storage Blk Time (%) 0
Queuing Penalty (veh) 1
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) 327 275 284 24 64 6 34 17 284 260
Average Queue (ft) 234 142 267 6 22 1 9 1 18 152
95th Queue (ft) 302 256 298 21 58 3 26 8 130 228
Link Distance (ft) 279 262 262 262 262 269 269
Upstream Blk Time (%) 6 0 48 1 0
Queuing Penalty (veh) 35 0 0 0 0
Storage Bay Dist (ft) 235 235 235
Storage Blk Time (%) 2 4
Queuing Penalty (veh) 4 0
Intersection: 4: Proj. Dwy 2 & Murrieta Hot Springs Road Movement EB EB EB WB WB NB
Directions Served T T T T T R
Maximum Queue (ft) 88 150 30 80 97 83
Average Queue (ft) 4 13 1 4 9 34
95th Queue (ft) 32 66 10 29 46 63
Link Distance (ft) 279 279 279 310 310 288
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) 192 201 225 310 369 324 72 106 223 285 326 309 Average Queue (ft) 115 117 153 201 222 49 19 48 71 184 222 275 95th Queue (ft) 187 197 229 288 325 174 49 96 129 269 300 319 Link Distance (ft) 310 310 310 310 276 276 276
Upstream Blk Time (%) 0 4 1 0 1 7
Queuing Penalty (veh) 0 23 9 1 11 53
Storage Bay Dist (ft) 245 245 215 200 200
Storage Blk Time (%) 1
Queuing Penalty (veh) 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 TR R
Maximum Queue (ft) 149 134 132 157 178 56 162 175 313 175 Average Queue (ft) 64 51 72 81 105 14 161 174 280 67
95th Queue (ft) 116 99 121 129 164 40 167 175 294 152
Link Distance (ft) 276 301 301 301 301 301
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150 150 150
Storage Blk Time (%) 6 62 3 0
Queuing Penalty (veh) 25 283 27 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) 74 93 98 118 136 146 843 887 495
Average Queue (ft) 71 73 77 98 98 114 839 848 443
95th Queue (ft) 75 80 91 130 137 134 841 870 655
Link Distance (ft) 60 60 60 100 100 100 824 824
Upstream Blk Time (%) 26 29 32 14 12 37 59 85
Queuing Penalty (veh) 235 260 286 115 104 312 0 0
Storage Bay Dist (ft) 470
Storage Blk Time (%) 74 1
Queuing Penalty (veh) 175 3
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) 166 168 168 97 84 189 124 195 189 165 Average Queue (ft) 139 138 125 57 48 87 73 122 139 108
95th Queue (ft) 160 155 171 91 98 122 116 188 186 177
Link Distance (ft) 130 130 130 72 72 72 1042 1042
Upstream Blk Time (%) 10 7 7 7 6 32
Queuing Penalty (veh) 89 67 60 59 54 275
Storage Bay Dist (ft) 1000 1000
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 2690

EXISTING + AMBIENT + CUMULATIVE
TRAFFIC CONDITIONS (2025) WITH

TRIANGLE PROJECT (CURRENT

DEVELOPMENT PLAN), FREE RIGHT-TURN
LOOP RAMP AT I-15 NB RAMPS
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 43.7 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 43.7 25.0 27.3 16.1

LOS C A D C C B
Approach Delay 24.3 43.7 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: 30.5 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

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 & 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) 2083 209 2309 329 276
Future Volume (vph) 2083 209 2309 329 276
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) 90.0 90.0 90.0 30.0
Total Split (%) 75.0% 75.0% 75.0% 25.0%
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) 92.7 92.7 92.7 17.8 120.0
Actuated g/C Ratio 0.77 0.77 0.77 0.15 1.00
v/c Ratio 0.58 0.18 0.51 0.71 0.19
Control Delay 3.4 0.4 6.1 56.2 0.3
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 3.4 0.4 6.2 56.2 0.3

LOS A A A E A
Approach Delay 3.1 6.2 30.7
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: 45
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.71
Intersection Signal Delay: 7.7 Intersection LOS: A
Intersection Capacity Utilization 57.5% ICU Level of Service B 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 (2025) AM 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) 2083 209 0 2309 329 276
Future Volume (veh/h) 2083 209 0 2309 329 276
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 2264 0 0 2510 358 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 0 2 2 2
Cap, veh/h 3604 0 4541 443
Arrive On Green 0.71 0.00 0.00 0.71 0.13 0.00
Sat Flow, veh/h 5274 1585 0 6958 3456 1585
Grp Volume(v), veh/h 2264 0 0 2510 358 0
Grp Sat Flow(s),veh/h/ln 1702 1585 0 1609 1728 1585
Q Serve(g_s), s 28.1 0.0 0.0 22.6 12.1 0.0
Cycle Q Clear(g_c), s 28.1 0.0 0.0 22.6 12.1 0.0
Prop In Lane 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 3604 0 4541 443
V/C Ratio(X) 0.63 0.00 0.55 0.81
Avail Cap(c_a), veh/h 3604 0 4541 743
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.00 0.53 1.00 0.00
Uniform Delay (d), s/veh 9.3 0.0 0.0 8.5 50.9 0.0
Incr Delay (d2), s/veh 0.8 0.0 0.0 0.3 3.6 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 8.8 0.0 0.0 6.5 5.4 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.2 0.0 0.0 8.8 54.4 0.0
LnGrp LOS B A A D
Approach Vol, veh/h 2264 2510 358
Approach Delay, s/veh 10.2 8.8 54.4
Approach LOS B A D
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 90.0 90.0 19.6
Change Period (Y+Rc), s 5.3 5.3 4.2
Max Green Setting (Gmax), s 84.7 84.7 25.8
Max Q Clear Time (g_c+I1), s 30.1 24.6 14.1
Green Ext Time (p_c), s 20.6 26.5 1.3
Intersection Summary
HCM 6th Ctrl Delay 12.6
HCM 6th LOS B
Notes
Unsignalized Delay for [NBR, EBR, WBT] 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 55.5 29.8 5.5 77.5 19.9 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 55.5 29.8 5.5 77.5 19.9 63.9 8.3 55.1 33.7 50.0

LOS E C A E B E A E C D
Approach Delay 30.8 25.6 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: 31.0 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 0.40 0.32 Control Delay 95.5 14.9 1.4 67.8 32.0 4.3 63.2 53.2 17.9 66.5 35.2 6.9 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 35.2 6.9

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 15.3 18.1 39.7 50.1
Queue Delay 0.0 0.3 0.0 0.0
Total Delay 15.3 18.5 39.7 50.1

LOS B B D D
Approach Delay 15.3 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

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 7.1 7.1 48.0 42.8
Queue Delay 0.1 1.0 0.0 0.0
Total Delay 7.2 8.1 48.0 42.8

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 26.8 44.1 51.8 25.0
Queue Delay 8.3 0.0 0.0 0.0 0.0 0.0
Total Delay 39.5 0.3 26.8 44.1 51.8 25.0

LOS D A C D D C
Approach Delay 34.3 26.8 44.5
Approach LOS C 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: 34.5 Intersection LOS: C
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 0.53 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 28.0 0.0 34.8 0.0 7.8
Cycle Q Clear(g_c), s 0.0 51.2 0.0 0.0 28.0 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 1.00 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 25.2 0.0 0.0 19.8 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 10.5 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 20.9 0.0 38.5 0.0 25.7 LnGrp LOS A C A C A D A C
Approach Vol, veh/h 2432 1696 1348
Approach Delay, s/veh 29.7 20.9 37.1
Approach LOS C C 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 30.0
Green Ext Time (p_c), s 8.3 5.1 10.8
Intersection Summary
HCM 6th Ctrl Delay 28.8
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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 & 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) 2601 730 2779 285 321
Future Volume (vph) 2601 730 2779 285 321
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) 96.0 96.0 96.0 24.0
Total Split (%) 80.0% 80.0% 80.0% 20.0%
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 0.67 0.54 0.57 0.67 0.21
Control Delay 6.7 1.8 5.3 57.0 0.3
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 6.7 1.8 5.3 57.0 0.3

LOS A A A E A
Approach Delay 5.6 5.3 27.0
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: 55
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.67
Intersection Signal Delay: 7.4 Intersection LOS: A
Intersection Capacity Utilization 66.5% 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 (2025) 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) 2601 730 0 2779 285 321
Future Volume (veh/h) 2601 730 0 2779 285 321
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 2709 0 0 2895 297 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 3859 0 4863 371
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 2709 0 0 2895 297 0
Grp Sat Flow(s),veh/h/ln 1702 1585 0 1609 1728 1585
Q Serve(g_s), s 33.1 0.0 0.0 0.0 10.1 0.0
Cycle Q Clear(g_c), s 33.1 0.0 0.0 0.0 10.1 0.0
Prop In Lane 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 3859 0 4863 371
V/C Ratio(X) 0.70 0.00 0.60 0.80
Avail Cap(c_a), veh/h 3859 0 4863 570
HCM Platoon Ratio 1.00 1.00 1.00 2.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.00 0.44 1.00 0.00
Uniform Delay (d), s/veh 7.6 0.0 0.0 0.0 52.3 0.0
Incr Delay (d2), s/veh 1.1 0.0 0.0 0.2 4.6 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 9.2 0.0 0.0 0.1 4.6 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 8.7 0.0 0.0 0.2 56.9 0.0
LnGrp LOS A A A E
Approach Vol, veh/h 2709 2895 297
Approach Delay, s/veh 8.7 0.2 56.9
Approach LOS A A E
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 96.0 96.0 17.1
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 35.1 2.0 12.1
Green Ext Time (p_c), s 30.1 43.2 0.8
Intersection Summary
HCM 6th Ctrl Delay 7.0
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 (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 60.8 26.4 3.8 68.8 20.9 64.7 8.6 54.8 38.4 58.2 Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 60.8 26.5 3.8 68.8 20.9 64.7 8.6 54.8 38.4 58.2

LOS E C A E C E A D D E
Approach Delay 28.2 24.8 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: 29.5 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) 0.74 0.74 0.74 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 10.2 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 63.4 31.0 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 33.5 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 28.9
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 13.0 20.6 16.1 28.7 36.3 36.3 Total Split (%) 10.8% 45.5% 45.5% 13.4% 48.1% 48.1% 10.8% 17.2% 13.4% 23.9% 30.3% 30.3% 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) 9.0 49.6 49.6 11.8 52.4 52.4 8.7 16.0 32.4 24.7 32.0 32.0 Actuated g/C Ratio 0.08 0.41 0.41 0.10 0.44 0.44 0.07 0.13 0.27 0.21 0.27 0.27 v/c Ratio 0.99 0.82 0.21 0.78 1.09 0.78 0.57 0.49 0.30 1.07 0.55 0.48 Control Delay 118.6 14.1 1.5 70.1 69.5 6.5 63.3 55.7 22.0 99.3 37.1 16.4 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 118.6 14.1 1.5 70.1 75.4 7.5 63.3 55.7 22.0 99.3 37.1 16.4

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 EB WB WB WB SB SB SB
Directions Served T T T R T T T L LTR R
Maximum Queue (ft) 302 280 256 81 57 74 40 577 581 488
Average Queue (ft) 242 179 158 14 44 36 25 329 357 206
95th Queue (ft) 315 262 253 54 49 50 45 486 506 404
Link Distance (ft) 32 32 32 566 566
Upstream Blk Time (%) 27 24 8 0 0
Queuing Penalty (veh) 124 111 37 0 0
Storage Bay Dist (ft) 480
Storage Blk Time (%) 1 0
Queuing Penalty (veh) 1 0
Intersection: 2: I-15 NB Off Ramp & Murrieta Hot Springs Road Movement EB EB EB WB WB WB WB NB NB NB
Directions Served T T T T T T T L L R
Maximum Queue (ft) 285 275 243 119 140 188 277 151 201 194 Average Queue (ft) 122 107 107 44 76 83 163 104 136 127 95th Queue (ft) 206 195 209 109 141 154 249 148 177 215 Link Distance (ft) 457 457 457 529 529 529 529 187 187 187 Upstream Blk Time (%) 1 4
Queuing Penalty (veh) 2 9
Storage Bay Dist (ft)
Storage Blk Time (%) 0
Queuing Penalty (veh) 1
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) 149 226 356 295 276 227 75 114 125 170 208 265 Average Queue (ft) 56 86 191 199 174 144 9 56 74 53 81 104 95th Queue (ft) 117 160 276 279 260 229 37 106 115 121 160 193 Link Distance (ft) 529 529 529 529 265 265 265
Upstream Blk Time (%) 0
Queuing Penalty (veh) 2
Storage Bay Dist (ft) 310 310 320 245 245
Storage Blk Time (%) 0
Queuing Penalty (veh) 1
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) 215 142 197 28 112 6 34 17 261 247
Average Queue (ft) 119 79 108 6 40 0 11 3 9 167
95th Queue (ft) 206 126 164 23 86 2 29 13 86 230
Link Distance (ft) 265 281 281 281 281 269 269
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 235 235 235
Storage Blk Time (%) 0 2
Queuing Penalty (veh) 1 0
Intersection: 4: Proj. Dwy 2 & Murrieta Hot Springs Road Movement WB NB
Directions Served T R
Maximum Queue (ft) 30 64
Average Queue (ft) 1 21
95th Queue (ft) 10 43
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 (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) 249 250 170 190 183 73 53 138 139 244 273 257 Average Queue (ft) 145 153 86 110 118 18 18 65 85 144 198 224 95th Queue (ft) 214 224 155 175 180 52 48 120 133 248 270 266 Link Distance (ft) 318 318 318 318 235 235 235
Upstream Blk Time (%) 0 1 4
Queuing Penalty (veh) 2 5 27
Storage Bay Dist (ft) 245 245 215 200 200
Storage Blk Time (%) 0 1 0
Queuing Penalty (veh) 0 3 1
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) 140 194 146 152 172 41 162 175 314 175 Average Queue (ft) 62 73 47 76 85 8 160 174 281 54
95th Queue (ft) 96 154 103 132 149 27 171 175 295 143
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 (%) 5 65 3 0
Queuing Penalty (veh) 15 214 17 0
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) 96 98 116 138 180 144 872 867 495
Average Queue (ft) 73 75 83 119 125 130 768 808 413
95th Queue (ft) 83 88 104 151 169 143 1044 982 681
Link Distance (ft) 68 68 68 122 122 122 833 833
Upstream Blk Time (%) 29 34 39 11 15 36 31 54
Queuing Penalty (veh) 197 233 268 74 102 246 0 0
Storage Bay Dist (ft) 470
Storage Blk Time (%) 60 2
Queuing Penalty (veh) 180 14
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) 164 156 184 208 125 125 159 213 182 139 Average Queue (ft) 111 110 121 78 72 85 86 104 108 45
95th Queue (ft) 155 164 185 123 116 105 136 178 168 120 Link Distance (ft) 148 148 148 65 65 65 1041 1041
Upstream Blk Time (%) 1 1 2 15 13 42
Queuing Penalty (veh) 10 5 17 105 98 304
Storage Bay Dist (ft) 1000 1000
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 2428
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 EB WB WB WB SB SB SB
Directions Served T T T R T T T L LTR R
Maximum Queue (ft) 302 302 350 298 46 32 50 618 630 505 Average Queue (ft) 178 248 307 72 38 21 14 578 589 490
95th Queue (ft) 287 367 326 252 48 42 35 618 611 518
Link Distance (ft) 32 32 32 566 566
Upstream Blk Time (%) 6 3 1 26 81
Queuing Penalty (veh) 33 16 6 0 0
Storage Bay Dist (ft) 480
Storage Blk Time (%) 79 1
Queuing Penalty (veh) 83 9
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) 221 210 274 245 138 225 268 341 176 199 224 Average Queue (ft) 132 124 129 16 63 103 171 256 101 137 160 95th Queue (ft) 193 212 222 117 127 181 270 320 160 191 234 Link Distance (ft) 457 457 457 529 529 529 529 187 187 187 Upstream Blk Time (%) 0 2 16
Queuing Penalty (veh) 0 3 32
Storage Bay Dist (ft) 220
Storage Blk Time (%) 1 0
Queuing Penalty (veh) 4 0
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) 132 135 253 276 259 215 87 129 144 153 258 273 Average Queue (ft) 46 61 165 187 179 149 10 59 81 76 150 197 95th Queue (ft) 98 113 239 261 245 225 44 105 129 138 229 251 Link Distance (ft) 529 529 529 529 265 265 265
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 1
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) 273 183 248 49 86 6 36 17 284 260
Average Queue (ft) 207 107 155 15 45 0 11 3 28 176
95th Queue (ft) 263 168 223 39 79 3 30 13 165 255
Link Distance (ft) 265 281 281 281 281 269 269
Upstream Blk Time (%) 1 1 1
Queuing Penalty (veh) 7 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 WB WB NB
Directions Served T T R
Maximum Queue (ft) 20 31 64
Average Queue (ft) 1 1 32
95th Queue (ft) 7 10 57
Link Distance (ft) 318 318 288
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Ex + Amb+ Cuml + Proj (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) 157 154 190 234 253 162 51 212 224 259 286 278 Average Queue (ft) 96 102 86 130 151 28 16 77 99 195 229 243 95th Queue (ft) 140 143 172 209 229 83 43 141 178 272 282 271 Link Distance (ft) 318 318 318 318 235 235 235
Upstream Blk Time (%) 0 2 4 10
Queuing Penalty (veh) 0 11 30 77
Storage Bay Dist (ft) 245 245 215 200 200
Storage Blk Time (%) 0 1 4
Queuing Penalty (veh) 0 9 9
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) 153 149 117 155 226 183 162 175 301 175 Average Queue (ft) 74 67 53 89 121 13 158 174 280 67
95th Queue (ft) 127 122 102 141 200 69 175 175 292 159
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 (%) 3 63 4 0
Queuing Penalty (veh) 14 287 30 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) 93 114 145 141 159 187 896 885 495
Average Queue (ft) 73 76 91 114 124 136 854 851 454
95th Queue (ft) 79 91 124 160 166 162 875 865 638
Link Distance (ft) 68 68 68 122 122 122 833 833
Upstream Blk Time (%) 23 28 32 13 17 35 60 83
Queuing Penalty (veh) 204 251 289 112 145 292 0 0
Storage Bay Dist (ft) 470
Storage Blk Time (%) 75 2
Queuing Penalty (veh) 177 12
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) 179 185 166 174 124 163 108 146 216 163 Average Queue (ft) 144 142 130 79 80 87 61 83 137 98
95th Queue (ft) 178 180 172 124 116 119 97 132 182 174
Link Distance (ft) 148 148 148 65 65 65 1041 1041
Upstream Blk Time (%) 6 3 2 17 21 34
Queuing Penalty (veh) 52 26 19 147 177 289
Storage Bay Dist (ft) 1000 1000
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 2857

EXISTING + AMBIENT + CUMULATIVE
TRAFFIC CONDITIONS (2028) WITHOUT

TRIANGLE PROJECT, NO INTERCHANGE

IMPROVEMENTS
Timings Timing Plan: Ex + Ambient+ Cumulative (2028) AM 1: I-15 SB On Ramp/I-15 SB Off Ramp & Murrieta Hot Springs Road 06/08/2023
Existing + Ambient + Cumulative (2028) AM Synchro 11 Report Rick Engineering Company Page 1
Lane Group EBT EBR WBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 988 325 1369 1186 0 352
Future Volume (vph) 988 325 1369 1186 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 0.59 0.22 0.82 0.64 0.69 0.39
Control Delay 33.9 0.3 40.3 20.8 22.4 14.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 33.9 0.3 40.3 20.8 22.4 14.7

LOS C A D C C B
Approach Delay 25.6 40.3 20.2
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: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.82
Intersection Signal Delay: 28.4 Intersection LOS: C
Intersection Capacity Utilization 97.1% ICU Level of Service F 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 + Ambient+ Cumulative (2028) AM 1: I-15 SB On Ramp/I-15 SB Off Ramp & Murrieta Hot Springs Road 06/08/2023
Existing + Ambient + Cumulative (2028) 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) 0 988 325 0 1369 0 0 0 0 1186 0 352 Future Volume (veh/h) 0 988 325 0 1369 0 0 0 0 1186 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 1051 0 0 1456 0 1378 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 1051 0 0 1456 0 1378 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 20.3 0.0 0.0 32.5 0.0 30.3 0.0 9.5
Cycle Q Clear(g_c), s 0.0 20.3 0.0 0.0 32.5 0.0 30.3 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 0.59 0.00 0.82 0.00 0.65 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 32.2 0.0 0.0 42.5 0.0 17.4 0.0 13.0 Incr Delay (d2), s/veh 0.0 0.5 0.0 0.0 4.4 0.0 1.5 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 8.1 0.0 0.0 14.6 0.0 12.9 0.0 3.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 32.7 0.0 0.0 46.9 0.0 18.9 0.0 13.7 LnGrp LOS A C A D A B A B
Approach Vol, veh/h 1051 1456 1627
Approach Delay, s/veh 32.7 46.9 18.1
Approach LOS C D B
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 22.3 32.3 34.5
Green Ext Time (p_c), s 4.9 11.8 4.1
Intersection Summary
HCM 6th Ctrl Delay 32.0
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 + Ambient+ Cumulative (2028) AM 2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road 06/08/2023
Existing + Ambient + Cumulative (2028) AM Synchro 11 Report Rick Engineering Company Page 3
Lane Group EBL EBT WBT WBR NBL NBT NBR
Lane Configurations
Traffic Volume (vph) 217 1944 1248 957 344 0 163
Future Volume (vph) 217 1944 1248 957 344 0 163
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 0.54 0.48 0.66 0.72 0.72 0.11
Control Delay 54.6 4.0 20.0 9.6 63.8 63.8 0.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 54.6 4.0 20.0 9.6 63.8 63.8 0.1

LOS D A B A E E A
Approach Delay 9.1 15.5 43.3
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, Master Intersection Natural Cycle: 55
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.76
Intersection Signal Delay: 15.6 Intersection LOS: B
Intersection Capacity Utilization 56.9% 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 + Ambient+ Cumulative (2028) AM 2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road 06/08/2023
Existing + Ambient + Cumulative (2028) AM 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 1944 0 0 1248 957 344 0 163 0 0 0 Future Volume (veh/h) 217 1944 0 0 1248 957 344 0 163 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 2113 0 0 1357 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 2113 0 0 1357 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 24.2 0.0 0.0 20.4 0.0 12.3 0.0 0.0 Cycle Q Clear(g_c), s 15.6 24.2 0.0 0.0 20.4 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 0.58 0.00 0.00 0.50 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 0.71 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 49.8 8.4 0.0 0.0 18.1 0.0 50.8 0.0 0.0 Incr Delay (d2), s/veh 12.5 0.7 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 7.4 0.0 0.0 7.6 0.0 5.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.3 9.0 0.0 0.0 18.6 0.0 54.5 0.0 0.0 LnGrp LOS E A A A B D A
Approach Vol, veh/h 2349 1357 374
Approach Delay, s/veh 14.4 18.6 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 26.2 17.6 22.4 14.3
Green Ext Time (p_c), s 18.2 0.6 7.6 1.3
Intersection Summary
HCM 6th Ctrl Delay 19.4
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 + Ambient+ Cumulative (2028) AM 3: Proj. Dwy 1/Sparkman CT & Murrieta Hot Springs Road
06/08/2023
Existing + Ambient + Cumulative (2028) AM Synchro 11 Report Rick Engineering Company Page 5
Lane Group EBL EBT WBT SBL SBR Ø1 Ø3 Ø8
Lane Configurations
Traffic Volume (vph) 287 1765 1814 27 244
Future Volume (vph) 287 1765 1814 27 244
Turn Type Prot NA NA Prot Perm
Protected Phases 5 2 6 7 1 3 8
Permitted Phases 4
Detector Phase 5 2 6 7 4
Switch Phase
Minimum Initial (s) 7.0 10.0 10.0 7.0 10.0 7.0 7.0 10.0 Minimum Split (s) 11.5 21.3 21.3 11.5 20.6 11.5 11.5 20.6 Total Split (s) 20.9 57.0 59.1 11.5 21.0 23.0 19.0 28.5 Total Split (%) 17.4% 47.5% 49.3% 9.6% 17.5% 19% 16% 24% Yellow Time (s) 3.0 4.3 4.3 3.0 3.6 3.0 3.0 3.6
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 5.3 5.3 4.0 4.6
Lead/Lag Lead Lag Lag Lead Lag Lead Lead Lag
Lead-Lag Optimize?
Recall Mode None C-Max Max None Max None None Max
Act Effct Green (s) 15.1 74.7 55.6 7.1 35.4
Actuated g/C Ratio 0.13 0.62 0.46 0.06 0.30
v/c Ratio 0.70 0.47 0.66 0.14 0.55
Control Delay 59.8 11.4 9.4 55.1 41.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 59.8 11.4 9.4 55.1 41.0

LOS E B A E D
Approach Delay 18.1 9.4
Approach LOS B A
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: 0.70
Intersection Signal Delay: 15.8 Intersection LOS: B
Intersection Capacity Utilization 55.3% 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 + Ambient+ Cumulative (2028) AM 3: Proj. Dwy 1/Sparkman CT & Murrieta Hot Springs Road
06/08/2023
Existing + Ambient + Cumulative (2028) AM 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 1765 0 0 1814 54 0 0 0 27 0 244 Future Volume (veh/h) 287 1765 0 0 1814 54 0 0 0 27 0 244 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 1858 0 0 1909 57 0 0 0 28 0 257 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 366 4180 1030 3 3301 99 3 708 0 122 952 425
Arrive On Green 0.11 0.65 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.04 0.00 0.27 Sat Flow, veh/h 3456 6434 1585 3456 6468 193 3456 3647 0 3456 3554 1585 Grp Volume(v), veh/h 302 1858 0 0 1424 542 0 0 0 28 0 257 Grp Sat Flow(s),veh/h/ln 1728 1609 1585 1728 1609 1836 1728 1777 0 1728 1777 1585 Q Serve(g_s), s 10.3 17.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.9 0.0 17.0 Cycle Q Clear(g_c), s 10.3 17.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.9 0.0 17.0 Prop In Lane 1.00 1.00 1.00 0.11 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 366 4180 1030 3 2463 937 3 708 0 122 952 425 V/C Ratio(X) 0.83 0.44 0.00 0.00 0.58 0.58 0.00 0.00 0.00 0.23 0.00 0.61 Avail Cap(c_a), veh/h 487 4180 1030 547 2463 937 432 708 0 216 952 425 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) 0.85 0.85 0.00 0.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 52.6 10.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 56.3 0.0 38.4 Incr Delay (d2), s/veh 7.3 0.3 0.0 0.0 1.0 2.6 0.0 0.0 0.0 0.9 0.0 6.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.7 5.4 0.0 0.0 0.2 0.7 0.0 0.0 0.0 0.4 0.0 7.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.9 10.7 0.0 0.0 1.0 2.6 0.0 0.0 0.0 57.2 0.0 44.7 LnGrp LOS E B A A A A A A A E A D
Approach Vol, veh/h 2160 1966 0 285
Approach Delay, s/veh 17.5 1.4 0.0 45.9
Approach LOS B A D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 0.0 83.3 0.0 36.7 16.7 66.5 8.2 28.5 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 19.0 51.7 15.0 16.4 16.9 53.8 7.5 23.9 Max Q Clear Time (g_c+I1), s 0.0 19.1 0.0 19.0 12.3 2.0 2.9 0.0 Green Ext Time (p_c), s 0.0 17.3 0.0 0.0 0.4 20.9 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 12.2
HCM 6th LOS B
Timings Timing Plan: Ex + Ambient+ Cumulative (2028) AM 5: Proj. Dwy 3/Hancock Avenue & Murrieta Hot Springs Road 06/08/2023
Existing + Ambient + Cumulative (2028) AM Synchro 11 Report Rick Engineering Company Page 7
Lane Group EBL EBT WBT WBR SBL SBT SBR Ø1 Ø3 Ø8
Lane Configurations
Traffic Volume (vph) 306 1409 1708 607 570 0 223
Future Volume (vph) 306 1409 1708 607 570 0 223
Turn Type Prot NA NA Perm Prot NA Perm
Protected Phases 5 2 6 7 4 1 3 8
Permitted Phases 6 4
Detector Phase 5 2 6 6 7 4 4
Switch Phase
Minimum Initial (s) 7.0 10.0 10.0 10.0 7.0 10.0 10.0 7.0 7.0 10.0 Minimum Split (s) 11.0 15.3 38.3 38.3 14.9 14.9 14.9 11.5 11.0 20.6 Total Split (s) 16.0 37.0 58.0 58.0 25.4 34.0 34.0 37.0 12.0 20.6 Total Split (%) 13.3% 30.8% 48.3% 48.3% 21.2% 28.3% 28.3% 31% 10% 17% Yellow Time (s) 3.0 4.3 4.3 4.3 3.0 3.6 3.6 3.0 3.0 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
Total Lost Time (s) 4.0 5.3 5.3 5.3 4.0 4.6 4.6
Lead/Lag Lead Lag Lag Lag Lead Lag Lag Lead Lead Lag
Lead-Lag Optimize?
Recall Mode None None C-Max C-Max Max Max Max None None None Act Effct Green (s) 12.0 68.7 52.7 52.7 42.0 41.4 41.4
Actuated g/C Ratio 0.10 0.57 0.44 0.44 0.35 0.34 0.34
v/c Ratio 1.02 0.42 0.84 0.67 0.54 0.16 0.17
Control Delay 120.1 8.3 25.2 4.3 33.5 0.5 0.5
Queue Delay 0.0 0.0 0.9 0.5 0.0 0.0 0.0
Total Delay 120.1 8.3 26.1 4.8 33.5 0.5 0.5

LOS F A C A C A A
Approach Delay 28.3 20.5 24.2
Approach LOS C C C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow Natural Cycle: 105
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.02
Intersection Signal Delay: 23.9 Intersection LOS: C
Intersection Capacity Utilization 69.6% ICU Level of Service C 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 + Ambient+ Cumulative (2028) AM 5: Proj. Dwy 3/Hancock Avenue & Murrieta Hot Springs Road 06/08/2023
Existing + Ambient + Cumulative (2028) AM 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 1409 0 0 1708 607 0 0 0 570 0 223 Future Volume (veh/h) 306 1409 0 0 1708 607 0 0 0 570 0 223 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 1499 0 0 1817 646 0 0 0 606 0 237 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 3683 907 3 2242 696 3 62 93 635 0 777
Arrive On Green 0.20 1.00 0.00 0.00 0.88 0.88 0.00 0.00 0.00 0.18 0.00 0.25 Sat Flow, veh/h 3456 6434 1585 3456 5106 1585 3456 1870 2790 3563 0 3170 Grp Volume(v), veh/h 326 1499 0 0 1817 646 0 0 0 606 0 237 Grp Sat Flow(s),veh/h/ln 1728 1609 1585 1728 1702 1585 1728 1870 1395 1781 0 1585 Q Serve(g_s), s 11.2 0.0 0.0 0.0 18.0 32.2 0.0 0.0 0.0 20.2 0.0 7.3 Cycle Q Clear(g_c), s 11.2 0.0 0.0 0.0 18.0 32.2 0.0 0.0 0.0 20.2 0.0 7.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 346 3683 907 3 2242 696 3 62 93 635 0 777 V/C Ratio(X) 0.94 0.41 0.00 0.00 0.81 0.93 0.00 0.00 0.00 0.95 0.00 0.31 Avail Cap(c_a), veh/h 346 3683 907 950 2242 696 230 249 372 635 0 777 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 0.00 0.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 47.7 0.0 0.0 0.0 5.2 6.1 0.0 0.0 0.0 48.8 0.0 37.0 Incr Delay (d2), s/veh 33.9 0.1 0.0 0.0 3.3 20.4 0.0 0.0 0.0 26.0 0.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.8 0.0 0.0 0.0 2.8 6.4 0.0 0.0 0.0 11.2 0.0 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 81.6 0.1 0.0 0.0 8.5 26.5 0.0 0.0 0.0 74.8 0.0 38.0 LnGrp LOS F A A A A C A A A E A D
Approach Vol, veh/h 1825 2463 0 843
Approach Delay, s/veh 14.6 13.2 0.0 64.5
Approach LOS B B E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 0.0 74.0 0.0 34.0 16.0 58.0 25.4 8.6 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 33.0 31.7 8.0 29.4 12.0 52.7 21.4 16.0 Max Q Clear Time (g_c+I1), s 0.0 2.0 0.0 9.3 13.2 34.2 22.2 0.0 Green Ext Time (p_c), s 0.0 8.7 0.0 1.1 0.0 12.4 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 22.1
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Timings Timing Plan: Ex + Ambient+ Cumulative (2028) AM 6: Murrieta Hot Springs Road & I-215 SB Off Ramp
06/08/2023
Existing + Ambient + Cumulative (2028) AM Synchro 11 Report Rick Engineering Company Page 9
Lane Group EBT WBT SBL SBR
Lane Configurations
Traffic Volume (vph) 1914 1950 701 467
Future Volume (vph) 1914 1950 701 467
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) 73.5 73.5 37.0 37.2
Actuated g/C Ratio 0.61 0.61 0.31 0.31
v/c Ratio 0.68 0.69 0.74 0.81
Control Delay 13.7 11.8 40.6 50.5
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 13.7 11.9 40.6 50.5

LOS B B D D
Approach Delay 13.7 11.9 43.7
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: 50
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 20.0 Intersection LOS: B
Intersection Capacity Utilization 117.8% 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 + Ambient+ Cumulative (2028) AM 6: Murrieta Hot Springs Road & I-215 SB Off Ramp
06/08/2023
Existing + Ambient + Cumulative (2028) AM Synchro 11 Report Rick Engineering Company Page 10
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 1914 1950 0 701 467
Future Volume (veh/h) 0 1914 1950 0 701 467
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 2036 2074 0 823 414
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 1096 490
Arrive On Green 0.00 0.56 1.00 0.00 0.30 0.30
Sat Flow, veh/h 0 5443 5443 0 3705 1648
Grp Volume(v), veh/h 0 2036 2074 0 823 414
Grp Sat Flow(s),veh/h/ln 0 1702 1702 0 1853 1648
Q Serve(g_s), s 0.0 34.7 0.0 0.0 24.1 28.3
Cycle Q Clear(g_c), s 0.0 34.7 0.0 0.0 24.1 28.3
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2881 2881 0 1096 490
V/C Ratio(X) 0.00 0.71 0.72 0.00 0.75 0.84
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 19.0 0.0 0.0 38.3 39.6
Incr Delay (d2), s/veh 0.0 1.5 1.6 0.0 2.0 9.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 12.8 0.4 0.0 11.2 12.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 20.4 1.6 0.0 40.3 48.9
LnGrp LOS A C A A D D
Approach Vol, veh/h 2036 2074 1237
Approach Delay, s/veh 20.4 1.6 43.1
Approach LOS C A D
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 73.0 39.7 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 36.7 30.3 2.0
Green Ext Time (p_c), s 14.0 5.2 17.8
Intersection Summary
HCM 6th Ctrl Delay 18.4
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 + Ambient+ Cumulative (2028) AM 7: I-215 NB Off Ramp & Murrieta Hot Springs Road
06/08/2023
Existing + Ambient + Cumulative (2028) AM Synchro 11 Report Rick Engineering Company Page 11
Lane Group EBT WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 2207 2177 159 224
Future Volume (vph) 2207 2177 159 224
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 0.65 0.65 0.22 0.39
Control Delay 5.4 9.7 41.3 39.7
Queue Delay 0.0 1.4 0.0 0.0
Total Delay 5.4 11.2 41.3 39.7

LOS A B D D
Approach Delay 5.4 11.2 40.4
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: 50
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.65
Intersection Signal Delay: 10.8 Intersection LOS: B
Intersection Capacity Utilization 58.9% 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 + Ambient+ Cumulative (2028) AM 7: I-215 NB Off Ramp & Murrieta Hot Springs Road
06/08/2023
Existing + Ambient + Cumulative (2028) AM Synchro 11 Report Rick Engineering Company Page 12
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 2207 0 0 2177 159 224
Future Volume (veh/h) 2207 0 0 2177 159 224
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 2323 0 0 2292 167 236
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 2323 0 0 2292 167 236
Grp Sat Flow(s),veh/h/ln 1702 0 0 1702 1797 1451
Q Serve(g_s), s 27.8 0.0 0.0 27.1 4.7 8.5
Cycle Q Clear(g_c), s 27.8 0.0 0.0 27.1 4.7 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) 0.63 0.00 0.00 0.62 0.23 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 8.5 0.0 0.0 8.4 40.4 42.0
Incr Delay (d2), s/veh 0.8 0.0 0.0 0.8 0.8 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 8.4 0.0 0.0 8.2 2.2 3.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 9.3 0.0 0.0 9.2 41.2 44.1
LnGrp LOS A A A A D D
Approach Vol, veh/h 2323 2292 403
Approach Delay, s/veh 9.3 9.2 42.9
Approach LOS A A 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 29.8 29.1 10.5
Green Ext Time (p_c), s 22.0 21.5 1.6
Intersection Summary
HCM 6th Ctrl Delay 11.9
HCM 6th LOS B
Timings Timing Plan: Ex + Ambient+ Cumulative (2028) PM 1: I-15 SB On Ramp/I-15 SB Off Ramp & Murrieta Hot Springs Road 06/08/2023
Existing + Ambient + Cumulative (2028) PM Synchro 11 Report Rick Engineering Company Page 1
Lane Group EBT EBR WBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 2290 359 1565 959 0 220
Future Volume (vph) 2290 359 1565 959 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 0.96 0.24 0.65 0.71 0.78 0.33
Control Delay 39.0 0.4 19.6 35.4 38.6 23.1
Queue Delay 26.5 0.0 0.0 0.0 0.0 0.0
Total Delay 65.4 0.4 19.6 35.4 38.6 23.1

LOS E A B D D C
Approach Delay 56.6 19.6 34.7
Approach LOS E B 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: 0.96
Intersection Signal Delay: 41.1 Intersection LOS: D
Intersection Capacity Utilization 117.2% 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 + Ambient+ Cumulative (2028) PM 1: I-15 SB On Ramp/I-15 SB Off Ramp & Murrieta Hot Springs Road 06/08/2023
Existing + Ambient + Cumulative (2028) 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) 0 2290 359 0 1565 0 0 0 0 959 0 220 Future Volume (veh/h) 0 2290 359 0 1565 0 0 0 0 959 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 2462 0 0 1683 0 1105 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 2462 0 0 1683 0 1105 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 55.2 0.0 0.0 29.2 0.0 29.8 0.0 7.8
Cycle Q Clear(g_c), s 0.0 55.2 0.0 0.0 29.2 0.0 29.8 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 2583 0 2583 0 1538 0 658
V/C Ratio(X) 0.00 0.95 0.00 0.65 0.00 0.72 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 28.3 0.0 0.0 21.9 0.0 29.3 0.0 22.8 Incr Delay (d2), s/veh 0.0 9.2 0.0 0.0 1.3 0.0 2.9 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 22.6 0.0 0.0 11.1 0.0 13.7 0.0 3.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 37.5 0.0 0.0 23.1 0.0 32.2 0.0 23.7 LnGrp LOS A D A C A C A C
Approach Vol, veh/h 2462 1683 1263
Approach Delay, s/veh 37.5 23.1 31.1
Approach LOS D C C
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 57.2 31.8 31.2
Green Ext Time (p_c), s 3.1 6.6 10.3
Intersection Summary
HCM 6th Ctrl Delay 31.5
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

Timings Timing Plan: Ex + Ambient+ Cumulative (2028) PM 2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road 06/08/2023
Existing + Ambient + Cumulative (2028) PM Synchro 11 Report Rick Engineering Company Page 3
Lane Group EBL EBT WBT WBR NBL NBT NBR
Lane Configurations
Traffic Volume (vph) 767 2509 1284 1387 295 0 213
Future Volume (vph) 767 2509 1284 1387 295 0 213
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 0.62 0.75 0.91 0.96 0.97 0.14
Control Delay 74.6 3.6 29.5 29.5 116.6 118.1 0.2
Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 0.0
Total Delay 74.6 3.7 29.5 29.5 116.6 118.1 0.2

LOS E A C C F F A
Approach Delay 20.3 29.5 68.2
Approach LOS C C E
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: 1.02
Intersection Signal Delay: 27.9 Intersection LOS: C
Intersection Capacity Utilization 86.9% 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 + Ambient+ Cumulative (2028) PM 2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road 06/08/2023
Existing + Ambient + Cumulative (2028) PM 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 2509 0 0 1284 1387 295 0 213 0 0 0 Future Volume (veh/h) 767 2509 0 0 1284 1387 295 0 213 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 2614 0 0 1338 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 2614 0 0 1338 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 21.9 0.0 0.0 23.2 0.0 10.2 0.0 0.0 Cycle Q Clear(g_c), s 53.0 21.9 0.0 0.0 23.2 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 0.62 0.00 0.00 0.75 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 0.50 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 33.5 3.7 0.0 0.0 20.9 0.0 53.8 0.0 0.0 Incr Delay (d2), s/veh 36.0 0.7 0.0 0.0 1.5 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 4.3 0.0 0.0 6.5 0.0 5.8 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 69.5 4.4 0.0 0.0 22.4 0.0 80.7 0.0 0.0 LnGrp LOS F A A A C F A
Approach Vol, veh/h 3413 1338 307
Approach Delay, s/veh 19.7 22.4 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 23.9 55.0 25.2 12.2
Green Ext Time (p_c), s 31.4 0.0 6.2 0.0
Intersection Summary
HCM 6th Ctrl Delay 24.1
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 + Ambient+ Cumulative (2028) PM 3: Proj. Dwy 1/Sparkman CT & Murrieta Hot Springs Road
06/08/2023
Existing + Ambient + Cumulative (2028) PM Synchro 11 Report Rick Engineering Company Page 5
Lane Group EBL EBT WBT SBL SBR Ø1 Ø3 Ø8
Lane Configurations
Traffic Volume (vph) 280 2308 2287 24 218
Future Volume (vph) 280 2308 2287 24 218
Turn Type Prot NA NA Prot Perm
Protected Phases 5 2 6 7 1 3 8
Permitted Phases 4
Detector Phase 5 2 6 7 4
Switch Phase
Minimum Initial (s) 7.0 10.0 10.0 7.0 10.0 7.0 7.0 10.0 Minimum Split (s) 11.5 21.3 21.3 11.5 20.6 11.5 11.5 20.6 Total Split (s) 15.0 58.5 59.9 11.5 22.4 16.4 22.7 33.6 Total Split (%) 12.5% 48.8% 49.9% 9.6% 18.7% 14% 19% 28% Yellow Time (s) 3.0 4.3 4.3 3.0 3.6 3.0 3.0 3.6
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 5.3 5.3 4.0 4.6
Lead/Lag Lead Lag Lag Lead Lag Lead Lead Lag
Lead-Lag Optimize?
Recall Mode None Max C-Max None Max None None Max
Act Effct Green (s) 11.0 69.6 54.6 7.1 40.5
Actuated g/C Ratio 0.09 0.58 0.46 0.06 0.34
v/c Ratio 0.91 0.63 0.83 0.12 0.42
Control Delay 77.4 17.3 14.2 54.9 33.6
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 77.4 17.3 14.2 54.9 33.6

LOS E B B D C
Approach Delay 23.8 14.2
Approach LOS C B
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: 0.91
Intersection Signal Delay: 20.0 Intersection LOS: C
Intersection Capacity Utilization 62.4% 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 + Ambient+ Cumulative (2028) PM 3: Proj. Dwy 1/Sparkman CT & Murrieta Hot Springs Road
06/08/2023
Existing + Ambient + Cumulative (2028) PM 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 2308 0 0 2287 79 0 0 0 24 0 218 Future Volume (veh/h) 280 2308 0 0 2287 79 0 0 0 24 0 218 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 2355 0 0 2334 81 0 0 0 24 0 222 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 3732 919 3 2927 101 3 859 0 111 1091 487 Arrive On Green 0.09 0.58 0.00 0.00 0.91 0.91 0.00 0.00 0.00 0.03 0.00 0.31 Sat Flow, veh/h 3456 6434 1585 3456 6433 223 3456 3647 0 3456 3554 1585 Grp Volume(v), veh/h 286 2355 0 0 1750 665 0 0 0 24 0 222 Grp Sat Flow(s),veh/h/ln 1728 1609 1585 1728 1609 1830 1728 1777 0 1728 1777 1585 Q Serve(g_s), s 9.8 29.1 0.0 0.0 14.3 14.3 0.0 0.0 0.0 0.8 0.0 13.5 Cycle Q Clear(g_c), s 9.8 29.1 0.0 0.0 14.3 14.3 0.0 0.0 0.0 0.8 0.0 13.5 Prop In Lane 1.00 1.00 1.00 0.12 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 317 3732 919 3 2196 833 3 859 0 111 1091 487 V/C Ratio(X) 0.90 0.63 0.00 0.00 0.80 0.80 0.00 0.00 0.00 0.22 0.00 0.46 Avail Cap(c_a), veh/h 317 3732 919 357 2196 833 539 859 0 216 1091 487 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) 0.78 0.78 0.00 0.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 54.0 16.7 0.0 0.0 3.6 3.6 0.0 0.0 0.0 56.6 0.0 33.5 Incr Delay (d2), s/veh 22.9 0.6 0.0 0.0 3.1 7.9 0.0 0.0 0.0 1.0 0.0 3.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.2 9.9 0.0 0.0 2.1 3.5 0.0 0.0 0.0 0.4 0.0 5.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 76.9 17.3 0.0 0.0 6.7 11.5 0.0 0.0 0.0 57.6 0.0 36.6 LnGrp LOS E B A A A B A A A E A D
Approach Vol, veh/h 2641 2415 0 246
Approach Delay, s/veh 23.8 8.0 0.0 38.6
Approach LOS C A D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 0.0 74.9 0.0 41.5 15.0 59.9 7.9 33.6 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 12.4 53.2 18.7 17.8 11.0 54.6 7.5 29.0 Max Q Clear Time (g_c+I1), s 0.0 31.1 0.0 15.5 11.8 16.3 2.8 0.0 Green Ext Time (p_c), s 0.0 17.3 0.0 0.2 0.0 24.6 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 17.3
HCM 6th LOS B
Timings Timing Plan: Ex + Ambient+ Cumulative (2028) PM 5: Proj. Dwy 3/Hancock Avenue & Murrieta Hot Springs Road 06/08/2023
Existing + Ambient + Cumulative (2028) PM Synchro 11 Report Rick Engineering Company Page 7
Lane Group EBL EBT WBT WBR SBL SBT SBR Ø1 Ø3 Ø8
Lane Configurations
Traffic Volume (vph) 227 1951 2160 696 675 0 352
Future Volume (vph) 227 1951 2160 696 675 0 352
Turn Type Prot NA NA Perm Prot NA Perm
Protected Phases 5 2 6 7 4 1 3 8
Permitted Phases 6 4
Detector Phase 5 2 6 6 7 4 4
Switch Phase
Minimum Initial (s) 7.0 10.0 10.0 10.0 7.0 10.0 10.0 7.0 7.0 10.0 Minimum Split (s) 11.0 15.3 38.3 38.3 14.9 14.9 14.9 11.5 11.0 20.6 Total Split (s) 11.0 47.4 62.4 62.4 26.0 32.6 32.6 26.0 14.0 20.6 Total Split (%) 9.2% 39.5% 52.0% 52.0% 21.7% 27.2% 27.2% 22% 12% 17% Yellow Time (s) 3.0 4.3 4.3 4.3 3.0 3.6 3.6 3.0 3.0 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
Total Lost Time (s) 4.0 5.3 5.3 5.3 4.0 4.6 4.6
Lead/Lag Lead Lag Lag Lag Lead Lag Lag Lead Lead Lag
Lead-Lag Optimize?
Recall Mode None None C-Max C-Max Max Max Max None None None Act Effct Green (s) 7.0 68.1 57.1 57.1 42.6 42.0 42.0
Actuated g/C Ratio 0.06 0.57 0.48 0.48 0.36 0.35 0.35
v/c Ratio 1.33 0.60 1.00 0.76 0.65 0.28 0.28
Control Delay 232.0 7.7 38.0 6.0 35.6 1.6 1.6
Queue Delay 0.0 0.0 22.9 1.3 0.0 0.0 0.0
Total Delay 232.0 7.7 60.8 7.4 35.6 1.6 1.6

LOS F A E A D A A
Approach Delay 31.1 47.8 23.9
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: 145
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.33
Intersection Signal Delay: 37.8 Intersection LOS: D
Intersection Capacity Utilization 79.1% 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 + Ambient+ Cumulative (2028) PM 5: Proj. Dwy 3/Hancock Avenue & Murrieta Hot Springs Road 06/08/2023
Existing + Ambient + Cumulative (2028) PM 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 1951 0 0 2160 696 0 0 0 675 0 352 Future Volume (veh/h) 227 1951 0 0 2160 696 0 0 0 675 0 352 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 2121 0 0 2348 757 0 0 0 734 0 383 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 3651 900 3 2430 754 3 31 46 653 0 740
Arrive On Green 0.06 0.57 0.00 0.00 0.95 0.95 0.00 0.00 0.00 0.18 0.00 0.23 Sat Flow, veh/h 3456 6434 1585 3456 5106 1585 3456 1870 2790 3563 0 3170 Grp Volume(v), veh/h 247 2121 0 0 2348 757 0 0 0 734 0 383 Grp Sat Flow(s),veh/h/ln 1728 1609 1585 1728 1702 1585 1728 1870 1395 1781 0 1585 Q Serve(g_s), s 7.0 25.5 0.0 0.0 33.2 57.1 0.0 0.0 0.0 22.0 0.0 12.6 Cycle Q Clear(g_c), s 7.0 25.5 0.0 0.0 33.2 57.1 0.0 0.0 0.0 22.0 0.0 12.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 202 3651 900 3 2430 754 3 31 46 653 0 740 V/C Ratio(X) 1.23 0.58 0.00 0.00 0.97 1.00 0.00 0.00 0.00 1.12 0.00 0.52 Avail Cap(c_a), veh/h 202 3651 900 634 2430 754 288 249 372 653 0 740 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 0.00 0.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 56.5 16.7 0.0 0.0 2.3 2.9 0.0 0.0 0.0 49.0 0.0 40.1 Incr Delay (d2), s/veh 137.3 0.2 0.0 0.0 11.9 33.7 0.0 0.0 0.0 74.4 0.0 2.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.8 8.7 0.0 0.0 3.7 8.1 0.0 0.0 0.0 16.4 0.0 5.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 193.8 17.0 0.0 0.0 14.2 36.6 0.0 0.0 0.0 123.4 0.0 42.7 LnGrp LOS F B A A B F A A A F A D
Approach Vol, veh/h 2368 3105 0 1117
Approach Delay, s/veh 35.4 19.7 0.0 95.7
Approach LOS D B F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 0.0 73.4 0.0 32.6 11.0 62.4 26.0 6.6 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 22.0 42.1 10.0 28.0 7.0 57.1 22.0 16.0 Max Q Clear Time (g_c+I1), s 0.0 27.5 0.0 14.6 9.0 59.1 24.0 0.0 Green Ext Time (p_c), s 0.0 9.5 0.0 1.6 0.0 0.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 38.2
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

Timings Timing Plan: Ex + Ambient+ Cumulative (2028) PM 6: Murrieta Hot Springs Road & I-215 SB Off Ramp
06/08/2023
Existing + Ambient + Cumulative (2028) PM Synchro 11 Report Rick Engineering Company Page 9
Lane Group EBT WBT SBL SBR
Lane Configurations
Traffic Volume (vph) 2558 2470 736 340
Future Volume (vph) 2558 2470 736 340
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) 82.0 82.0 38.0 38.0
Total Split (%) 68.3% 68.3% 31.7% 31.7%
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) 79.2 79.2 31.3 31.5
Actuated g/C Ratio 0.66 0.66 0.26 0.26
v/c Ratio 0.84 0.81 0.83 0.80
Control Delay 14.0 11.6 49.6 56.3
Queue Delay 0.0 1.8 0.0 0.0
Total Delay 14.0 13.3 49.6 56.3

LOS B B D E
Approach Delay 14.0 13.3 51.5
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: 70
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.84
Intersection Signal Delay: 20.4 Intersection LOS: C
Intersection Capacity Utilization 135.8% 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 + Ambient+ Cumulative (2028) PM 6: Murrieta Hot Springs Road & I-215 SB Off Ramp
06/08/2023
Existing + Ambient + Cumulative (2028) PM Synchro 11 Report Rick Engineering Company Page 10
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 2558 2470 0 736 340
Future Volume (veh/h) 0 2558 2470 0 736 340
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 2721 2628 0 783 362
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 3264 3264 0 938 420
Arrive On Green 0.00 0.64 1.00 0.00 0.25 0.25
Sat Flow, veh/h 0 5443 5443 0 3705 1648
Grp Volume(v), veh/h 0 2721 2628 0 783 362
Grp Sat Flow(s),veh/h/ln 0 1702 1702 0 1853 1648
Q Serve(g_s), s 0.0 49.4 0.0 0.0 24.0 25.2
Cycle Q Clear(g_c), s 0.0 49.4 0.0 0.0 24.0 25.2
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 3264 3264 0 938 420
V/C Ratio(X) 0.00 0.83 0.81 0.00 0.84 0.86
Avail Cap(c_a), veh/h 0 3264 3264 0 1044 467
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 16.7 0.0 0.0 42.4 42.7
Incr Delay (d2), s/veh 0.0 2.7 2.2 0.0 5.5 14.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 17.3 0.7 0.0 11.6 11.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 19.4 2.2 0.0 48.0 56.8
LnGrp LOS A B A A D E
Approach Vol, veh/h 2721 2628 1145
Approach Delay, s/veh 19.4 2.2 50.8
Approach LOS B A D
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 82.0 34.6 82.0
Change Period (Y+Rc), s 5.3 * 4.2 5.3
Max Green Setting (Gmax), s 76.7 * 34 76.7
Max Q Clear Time (g_c+I1), s 51.4 27.2 2.0
Green Ext Time (p_c), s 18.4 3.2 31.8
Intersection Summary
HCM 6th Ctrl Delay 18.0
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 + Ambient+ Cumulative (2028) PM 7: I-215 NB Off Ramp & Murrieta Hot Springs Road
06/08/2023
Existing + Ambient + Cumulative (2028) PM Synchro 11 Report Rick Engineering Company Page 11
Lane Group EBT WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 2736 2577 172 334
Future Volume (vph) 2736 2577 172 334
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 0.79 0.75 0.30 0.72
Control Delay 5.7 9.8 45.5 55.5
Queue Delay 0.2 4.3 0.0 0.0
Total Delay 5.9 14.1 45.5 55.5

LOS A B D E
Approach Delay 5.9 14.1 52.1
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: 13.5 Intersection LOS: B
Intersection Capacity Utilization 72.5% 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 + Ambient+ Cumulative (2028) PM 7: I-215 NB Off Ramp & Murrieta Hot Springs Road
06/08/2023
Existing + Ambient + Cumulative (2028) PM Synchro 11 Report Rick Engineering Company Page 12
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 2736 0 0 2577 172 334
Future Volume (veh/h) 2736 0 0 2577 172 334
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 2942 0 0 2771 185 359
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 2942 0 0 2771 185 359
Grp Sat Flow(s),veh/h/ln 1702 0 0 1702 1797 1451
Q Serve(g_s), s 39.8 0.0 0.0 34.8 5.4 14.1
Cycle Q Clear(g_c), s 39.8 0.0 0.0 34.8 5.4 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) 0.76 0.00 0.00 0.72 0.31 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 8.4 0.0 0.0 7.8 44.1 47.7
Incr Delay (d2), s/veh 1.5 0.0 0.0 1.2 1.4 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 11.2 0.0 0.0 9.7 2.5 5.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 9.9 0.0 0.0 9.0 45.5 58.1
LnGrp LOS A A A A D E
Approach Vol, veh/h 2942 2771 544
Approach Delay, s/veh 9.9 9.0 53.8
Approach LOS A A D
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 41.8 36.8 16.1
Green Ext Time (p_c), s 32.5 30.9 1.0
Intersection Summary
HCM 6th Ctrl Delay 13.3
HCM 6th LOS B
Queuing and Blocking Report Ex + Ambient+ Cumulative (2028) AM 06/08/2023
Existing + Ambient + Cumulative (2028) AM 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) 318 294 170 72 101 63 479 416 366
Average Queue (ft) 273 193 68 48 57 48 335 309 173
95th Queue (ft) 328 291 154 70 83 64 448 413 366
Link Distance (ft) 48 48 48 566 566
Upstream Blk Time (%) 22 24 15
Queuing Penalty (veh) 102 108 68
Storage Bay Dist (ft) 480
Storage Blk Time (%)
Queuing Penalty (veh)
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) 246 163 111 41 62 107 122 175 181 134 Average Queue (ft) 148 89 50 6 6 19 21 127 112 8
95th Queue (ft) 234 153 95 24 29 64 71 165 165 56
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 + Ambient+ Cumulative (2028) AM 06/08/2023
Existing + Ambient + Cumulative (2028) AM 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 WB WB WB WB SB SB
Directions Served L L T T T T T T T TR L L
Maximum Queue (ft) 139 202 131 144 141 106 63 132 147 162 28 34 Average Queue (ft) 83 106 67 71 78 34 9 18 43 65 4 8
95th Queue (ft) 131 158 118 117 131 86 37 65 111 154 18 27 Link Distance (ft) 1082 1082 1082 1082 271 271 271 271
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 310 310 235 235
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Proj. Dwy 1/Sparkman CT & Murrieta Hot Springs Road Movement SB SB
Directions Served T R
Maximum Queue (ft) 284 260
Average Queue (ft) 19 174
95th Queue (ft) 136 229
Link Distance (ft) 269
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 235
Storage Blk Time (%) 1
Queuing Penalty (veh) 0
Intersection: 4: Proj. Dwy 2 & Murrieta Hot Springs Road Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Ex + Ambient+ Cumulative (2028) AM 06/08/2023
Existing + Ambient + Cumulative (2028) AM 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 WB WB WB WB SB SB
Directions Served L L T T T T T T T R L L
Maximum Queue (ft) 214 225 175 115 114 47 214 194 263 107 162 175 Average Queue (ft) 133 144 56 63 63 12 48 109 180 50 148 172 95th Queue (ft) 200 205 125 115 102 38 147 173 245 89 182 180 Link Distance (ft) 307 307 307 307 240 240 240 240
Upstream Blk Time (%) 1
Queuing Penalty (veh) 3
Storage Bay Dist (ft) 245 245 150 150
Storage Blk Time (%) 0 0 2 33
Queuing Penalty (veh) 0 0 4 73
Intersection: 5: Proj. Dwy 3/Hancock Avenue & Murrieta Hot Springs Road Movement SB SB
Directions Served TR R
Maximum Queue (ft) 275 100
Average Queue (ft) 241 30
95th Queue (ft) 367 69
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150
Storage Blk Time (%) 0
Queuing Penalty (veh) 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) 96 96 118 113 126 126 484 538 488
Average Queue (ft) 74 74 84 41 44 87 293 356 165
95th Queue (ft) 88 83 107 94 105 149 398 492 347
Link Distance (ft) 70 70 70 113 113 113 827 827
Upstream Blk Time (%) 20 22 23 0 2 16
Queuing Penalty (veh) 129 139 147 2 10 103
Storage Bay Dist (ft) 470
Storage Blk Time (%) 1 0
Queuing Penalty (veh) 3 0
Queuing and Blocking Report Ex + Ambient+ Cumulative (2028) AM 06/08/2023
Existing + Ambient + Cumulative (2028) AM 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) 157 178 180 67 54 54 80 128 134 120
Average Queue (ft) 94 113 102 14 11 17 35 67 88 31
95th Queue (ft) 145 162 172 46 41 54 72 112 133 81
Link Distance (ft) 144 144 144 15 15 15 1042 1042
Upstream Blk Time (%) 1 2 2 7 6 12
Queuing Penalty (veh) 9 13 16 50 41 89
Storage Bay Dist (ft) 1000 1000
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 1112
Queuing and Blocking Report Ex + Ambient+ Cumulative (2028) PM 06/08/2023
Existing + Ambient + Cumulative (2028) PM 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) 342 294 294 51 63 52 619 582 505
Average Queue (ft) 298 218 157 30 32 19 551 513 343
95th Queue (ft) 313 335 276 59 68 53 663 664 561
Link Distance (ft) 48 48 48 566 566
Upstream Blk Time (%) 4 3 3 50 20
Queuing Penalty (veh) 18 18 14 0 0
Storage Bay Dist (ft) 480
Storage Blk Time (%) 24 0
Queuing Penalty (veh) 26 2
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) 473 531 473 152 50 65 78 211 227 161 Average Queue (ft) 452 421 180 68 3 7 13 131 120 14
95th Queue (ft) 508 677 474 132 19 35 47 175 182 81
Link Distance (ft) 473 473 473 1082 1082 1082 1236 1236 Upstream Blk Time (%) 9 10 0
Queuing Penalty (veh) 0 112 1
Storage Bay Dist (ft) 500 585
Storage Blk Time (%) 9 10
Queuing Penalty (veh) 78 79
Queuing and Blocking Report Ex + Ambient+ Cumulative (2028) PM 06/08/2023
Existing + Ambient + Cumulative (2028) PM 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 WB WB WB WB SB SB
Directions Served L L T T T T T T T TR L L
Maximum Queue (ft) 143 169 196 227 290 193 40 119 133 112 25 34 Average Queue (ft) 78 101 83 114 148 68 2 17 42 59 1 8
95th Queue (ft) 129 154 149 197 239 144 15 59 87 103 9 25 Link Distance (ft) 1082 1082 1082 1082 271 271 271 271
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 310 310 235 235
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Proj. Dwy 1/Sparkman CT & Murrieta Hot Springs Road Movement SB
Directions Served R
Maximum Queue (ft) 201
Average Queue (ft) 126
95th Queue (ft) 195
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 235
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 4: Proj. Dwy 2 & Murrieta Hot Springs Road Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Ex + Ambient+ Cumulative (2028) PM 06/08/2023
Existing + Ambient + Cumulative (2028) PM 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 WB WB WB WB SB SB
Directions Served L L T T T T T T T R L L
Maximum Queue (ft) 145 146 131 139 155 67 84 147 232 70 162 175 Average Queue (ft) 85 101 62 87 98 17 36 83 147 36 159 174 95th Queue (ft) 131 136 123 136 142 51 73 127 219 70 170 175 Link Distance (ft) 307 307 307 307 240 240 240 240
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 245 245 150 150
Storage Blk Time (%) 3 50
Queuing Penalty (veh) 10 177
Intersection: 5: Proj. Dwy 3/Hancock Avenue & Murrieta Hot Springs Road Movement SB SB
Directions Served TR R
Maximum Queue (ft) 294 109
Average Queue (ft) 276 59
95th Queue (ft) 282 95
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
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 96 121 53 54 118 861 861 495
Average Queue (ft) 73 74 82 32 34 51 841 844 369
95th Queue (ft) 80 85 108 52 68 109 851 853 669
Link Distance (ft) 70 70 70 113 113 113 827 827
Upstream Blk Time (%) 17 22 29 0 50 86
Queuing Penalty (veh) 145 190 245 2 0 0
Storage Bay Dist (ft) 470
Storage Blk Time (%) 76 2
Queuing Penalty (veh) 130 12
Queuing and Blocking Report Ex + Ambient+ Cumulative (2028) PM 06/08/2023
Existing + Ambient + Cumulative (2028) PM 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) 163 173 161 116 130 233 189
Average Queue (ft) 120 128 124 46 79 164 119
95th Queue (ft) 177 186 176 85 124 216 195
Link Distance (ft) 144 144 144 1042 1042
Upstream Blk Time (%) 3 4 4
Queuing Penalty (veh) 31 35 35
Storage Bay Dist (ft) 1000 1000
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 1363

EXISTING + AMBIENT + CUMULATIVE
TRAFFIC CONDITIONS (2028) WITH

TRIANGLE PROJECT (CURRENT

DEVELOPMENT PLAN), NO INTERCHANGE

IMPROVEMENTS
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 37.5 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 37.5 27.4 34.9 14.7

LOS D A D C C B
Approach Delay 27.8 37.5 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 19.6 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 19.6 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 74.1 17.9 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 74.1 17.9 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 26.4 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 0.50 0.38 Control Delay 112.5 16.8 2.5 62.2 47.4 4.0 63.3 53.2 16.0 86.6 41.1 7.1 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 41.1 7.1

LOS F B A E E A E D B F D A
Approach Delay 29.5 59.2 37.2 61.4
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: 48.8 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 646 118 101 222 606 224 210 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 680 198 232 804 671 477 404 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 3563 1870 1585 Grp Volume(v), veh/h 326 1671 221 517 2178 646 118 101 222 606 224 210 Grp Sat Flow(s),veh/h/ln 1728 1609 1585 1728 1702 1585 1728 1870 1395 1781 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 20.0 12.2 13.7 Cycle Q Clear(g_c), s 11.2 17.5 6.3 17.2 49.4 37.5 4.0 6.0 7.4 20.0 12.2 13.7 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 680 198 232 804 671 477 404 V/C Ratio(X) 0.94 0.71 0.38 0.91 0.99 0.95 0.60 0.44 0.28 0.90 0.47 0.52 Avail Cap(c_a), veh/h 346 2347 578 625 2191 680 230 249 830 671 477 404 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 47.6 37.8 38.4 Incr Delay (d2), s/veh 33.9 1.0 0.4 16.6 17.8 24.2 3.1 1.3 0.2 17.8 3.3 4.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.8 3.7 1.9 7.0 6.7 7.5 1.8 2.9 2.5 10.4 6.0 5.8 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 65.4 41.1 43.1 LnGrp LOS F B B E C C E D C E D D
Approach Vol, veh/h 2218 3341 441 1040
Approach Delay, s/veh 23.5 31.9 43.8 55.7
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 15.7 13.2 51.4 22.0 9.4 Green Ext Time (p_c), s 0.5 10.1 0.1 1.9 0.0 0.1 0.2 0.8 Intersection Summary
HCM 6th Ctrl Delay 33.5
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 22.6 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 22.6 67.6 91.9 23.1

LOS F A C E F C
Approach Delay 74.2 22.6 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: 59.3 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 43.0 81.3 116.6 118.1 0.5
Queue Delay 0.0 0.2 0.0 0.0 0.0 0.0 0.0
Total Delay 65.2 4.1 43.0 81.3 116.6 118.1 0.5

LOS E A D F F F A
Approach Delay 16.8 62.3 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: 39.1 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 93.3 36.9 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 93.3 36.9 86.7 5.9 54.9 44.6 109.8

LOS E D A F D F A D D F
Approach Delay 50.1 44.9 65.8 102.1
Approach LOS D 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: 130
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.02
Intersection Signal Delay: 51.7 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 0.12 0.44 0.44 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 40.7 40.8 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 40.7 40.8 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 1.00 1.00 1.00 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 52.5 30.6 30.6 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 8.3 15.7 19.5 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 90.3 35.5 42.5 84.7 30.4 37.9 57.6 44.4 108.6 LnGrp LOS E F C F D D F C D E D F
Approach Vol, veh/h 3352 2915 846 256
Approach Delay, s/veh 54.0 45.0 72.5 101.3
Approach LOS D D 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 42.8 2.8 14.9 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 8.3 0.0 1.2 Intersection Summary
HCM 6th Ctrl Delay 54.2
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 11.0 38.3 38.3 11.0 20.6 11.0 11.0 14.6 14.6 Total Split (s) 11.0 53.0 53.0 22.0 64.0 64.0 15.0 20.6 22.0 27.0 32.6 32.6 Total Split (%) 9.0% 43.2% 43.2% 17.9% 52.2% 52.2% 12.2% 16.8% 17.9% 22.0% 26.6% 26.6% 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-Min C-Min None None None Min Min Min Act Effct Green (s) 7.0 47.7 47.7 18.0 58.7 58.7 11.0 16.0 38.6 23.0 28.0 28.0 Actuated g/C Ratio 0.06 0.39 0.39 0.15 0.48 0.48 0.09 0.13 0.31 0.19 0.23 0.23 v/c Ratio 1.36 0.98 0.41 1.08 1.11 0.79 0.90 0.97 0.64 1.22 0.85 0.70 Control Delay 235.1 51.4 10.5 111.0 86.1 15.4 87.0 103.2 33.7 156.3 64.1 34.7 Queue Delay 0.0 0.0 0.0 0.0 0.3 1.1 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 235.1 51.4 10.5 111.0 86.4 16.5 87.0 103.2 33.7 156.3 64.1 34.7

LOS F D B F F B F F C F E C
Approach Delay 62.8 76.3 61.7 106.8
Approach LOS E E E F
Intersection Summary
Cycle Length: 122.6
Actuated Cycle Length: 122.6
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow Natural Cycle: 145
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.36
Intersection Signal Delay: 74.8 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 197 2495 615 506 2437 756 309 243 771 666 426 361 Arrive On Green 0.06 0.39 0.39 0.15 0.48 0.48 0.09 0.13 0.13 0.19 0.23 0.23 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 43.7 17.7 18.0 58.7 58.7 9.8 15.4 16.0 23.0 22.0 24.1 Cycle Q Clear(g_c), s 7.0 43.7 17.7 18.0 58.7 58.7 9.8 15.4 16.0 23.0 22.0 24.1 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 197 2495 615 506 2437 756 309 243 771 666 426 361 V/C Ratio(X) 1.26 0.95 0.49 1.07 1.07 1.00 0.90 0.97 0.78 1.10 0.83 0.89 Avail Cap(c_a), veh/h 197 2495 615 506 2437 756 309 243 771 666 426 361 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 58.0 36.4 28.5 52.5 32.2 32.2 55.5 53.2 41.0 50.0 45.2 46.0 Incr Delay (d2), s/veh 149.7 8.6 0.6 60.6 39.6 32.9 27.4 48.0 5.0 66.1 12.6 22.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.1 17.7 6.8 11.8 31.2 28.6 5.4 10.5 8.9 16.2 11.6 11.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 207.7 45.0 29.1 113.1 71.8 65.1 82.8 101.3 46.0 116.1 57.8 68.8 LnGrp LOS F D C F F F F F D F E E
Approach Vol, veh/h 2911 3902 1112 1407
Approach Delay, s/veh 57.2 76.2 66.9 90.7
Approach LOS E E E F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 22.0 53.0 15.0 32.6 11.0 64.0 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 18.0 47.7 11.0 28.0 7.0 58.7 23.0 16.0 Max Q Clear Time (g_c+I1), s 20.0 45.7 11.8 26.1 9.0 60.7 25.0 18.0 Green Ext Time (p_c), s 0.0 1.9 0.0 0.7 0.0 0.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 71.4
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
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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 51.3 23.0 69.0 112.8
Queue Delay 23.7 1.0 0.0 0.0
Total Delay 75.0 24.1 69.0 112.8

LOS E C E F
Approach Delay 75.0 24.1 82.9
Approach LOS E C 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: 56.7 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 6.4 11.3 52.2 56.3
Queue Delay 0.6 11.8 0.0 0.0
Total Delay 7.0 23.1 52.2 56.3

LOS A C D E
Approach Delay 7.0 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: 19.1 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) 294 255 279 71 78 67 582 582 494
Average Queue (ft) 221 147 95 52 59 50 401 440 299
95th Queue (ft) 314 232 207 59 70 63 549 588 457
Link Distance (ft) 48 48 48 566 566
Upstream Blk Time (%) 35 34 21 1 4
Queuing Penalty (veh) 167 161 101 0 0
Storage Bay Dist (ft) 480
Storage Blk Time (%) 5 0
Queuing Penalty (veh) 9 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) 269 184 111 189 114 172 144 191 179 458 Average Queue (ft) 133 82 37 44 49 64 71 136 129 242
95th Queue (ft) 207 159 89 128 106 146 135 186 184 404
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) 151 200 252 270 295 269 50 139 175 108 182 224 Average Queue (ft) 80 96 162 182 179 155 11 86 99 38 68 109 95th Queue (ft) 145 157 234 251 259 248 36 130 143 85 134 196 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) 224 167 280 49 112 28 55 58 284 260
Average Queue (ft) 133 94 144 12 38 2 13 9 84 205
95th Queue (ft) 218 141 229 34 82 11 36 32 297 288
Link Distance (ft) 271 275 275 275 275 269 269
Upstream Blk Time (%) 0 6 2
Queuing Penalty (veh) 0 0 0
Storage Bay Dist (ft) 235 235 235
Storage Blk Time (%) 3 13
Queuing Penalty (veh) 7 1
Intersection: 4: Proj. Dwy 2 & Murrieta Hot Springs Road Movement NB
Directions Served R
Maximum Queue (ft) 64
Average Queue (ft) 29
95th Queue (ft) 51
Link Distance (ft) 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) 246 250 195 232 255 105 72 189 224 259 264 262 Average Queue (ft) 143 148 111 142 160 28 30 118 141 129 157 210 95th Queue (ft) 224 230 185 214 240 68 59 180 203 245 252 283 Link Distance (ft) 307 307 307 307 240 240 240
Upstream Blk Time (%) 0 2 0 3
Queuing Penalty (veh) 0 12 3 25
Storage Bay Dist (ft) 245 245 215 200 200
Storage Blk Time (%) 1 1 0 0 2
Queuing Penalty (veh) 5 4 0 1 10
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) 152 94 111 154 191 25 162 175 312 175 Average Queue (ft) 57 51 44 58 80 10 159 174 282 89
95th Queue (ft) 98 80 88 108 140 30 168 175 300 181
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 62 11 0
Queuing Penalty (veh) 22 244 76 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) 95 97 115 133 158 156 883 866 495
Average Queue (ft) 73 75 78 117 123 122 845 845 444
95th Queue (ft) 80 88 98 128 150 135 860 856 638
Link Distance (ft) 70 70 70 113 113 113 827 827
Upstream Blk Time (%) 28 34 36 20 19 37 52 86
Queuing Penalty (veh) 205 247 262 161 158 298 0 0
Storage Bay Dist (ft) 470
Storage Blk Time (%) 68 0
Queuing Penalty (veh) 273 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) 213 180 160 73 76 80 235 258 156 157 Average Queue (ft) 144 151 125 34 32 48 133 169 91 47
95th Queue (ft) 187 179 162 58 50 72 199 237 147 115
Link Distance (ft) 144 144 144 15 15 15 1042 1042
Upstream Blk Time (%) 7 6 3 19 19 36
Queuing Penalty (veh) 51 48 23 150 149 290
Storage Bay Dist (ft) 1000 1000
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 3169
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) 318 295 331 294 53 61 48 600 606 505 Average Queue (ft) 273 274 264 58 35 38 26 582 582 478
95th Queue (ft) 373 324 354 249 66 77 58 588 589 544
Link Distance (ft) 48 48 48 566 566
Upstream Blk Time (%) 13 12 5 55 51
Queuing Penalty (veh) 76 68 30 0 0
Storage Bay Dist (ft) 480
Storage Blk Time (%) 59 1
Queuing Penalty (veh) 65 8
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) 469 514 471 480 216 274 296 1076 1251 1270 610 Average Queue (ft) 391 196 129 218 77 86 92 63 1204 1251 610 95th Queue (ft) 472 518 340 443 171 180 185 454 1357 1260 612 Link Distance (ft) 473 473 473 1082 1082 1082 1082 1236 1236 Upstream Blk Time (%) 1 1 0 2 0 37 100
Queuing Penalty (veh) 0 14 1 30 1 0 0
Storage Bay Dist (ft) 500 585
Storage Blk Time (%) 1 1 2 100
Queuing Penalty (veh) 6 9 8 146
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) 113 334 997 1009 1081 1134 345 193 186 177 248 284 Average Queue (ft) 61 148 332 368 475 563 150 103 109 56 104 174 95th Queue (ft) 99 333 700 743 975 1250 413 166 164 133 202 282 Link Distance (ft) 1082 1082 1082 1082 271 271 271
Upstream Blk Time (%) 0 28 1
Queuing Penalty (veh) 0 239 5
Storage Bay Dist (ft) 310 310 320 245 245
Storage Blk Time (%) 14 22 0
Queuing Penalty (veh) 39 87 1
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) 316 290 309 289 290 30 81 39 321 260 Average Queue (ft) 230 216 292 64 67 2 23 6 290 260
95th Queue (ft) 336 342 303 257 226 12 71 21 307 261
Link Distance (ft) 271 275 275 275 275 269 269
Upstream Blk Time (%) 6 10 94 7 2 92 70
Queuing Penalty (veh) 44 0 0 0 0 0 0
Storage Bay Dist (ft) 235 235 235
Storage Blk Time (%) 0 97
Queuing Penalty (veh) 0 5
Intersection: 4: Proj. Dwy 2 & Murrieta Hot Springs Road Movement EB EB EB EB EB WB NB
Directions Served T T T T R T R
Maximum Queue (ft) 298 294 318 314 250 143 340
Average Queue (ft) 127 164 180 147 41 23 307
95th Queue (ft) 318 335 346 336 194 91 329
Link Distance (ft) 271 271 271 271 307 288
Upstream Blk Time (%) 8 7 13 10 100
Queuing Penalty (veh) 54 51 89 70 0
Storage Bay Dist (ft) 150
Storage Blk Time (%) 17
Queuing Penalty (veh) 35
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) 124 270 339 378 357 372 240 209 224 248 295 276 Average Queue (ft) 77 145 276 316 324 288 97 134 147 176 211 239 95th Queue (ft) 119 305 362 347 345 446 236 198 210 256 286 290 Link Distance (ft) 307 307 307 307 240 240 240
Upstream Blk Time (%) 21 27 43 27 0 1 3 17
Queuing Penalty (veh) 147 184 295 188 0 9 31 153
Storage Bay Dist (ft) 245 245 215 200 200
Storage Blk Time (%) 0 28 1 0 0 2 2
Queuing Penalty (veh) 0 64 4 1 1 13 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) 166 206 326 345 326 350 162 174 323 175 Average Queue (ft) 85 104 156 300 322 314 156 171 278 70 95th Queue (ft) 149 182 282 402 359 411 178 194 295 162 Link Distance (ft) 240 311 311 311 311 311
Upstream Blk Time (%) 0 29 82 67
Queuing Penalty (veh) 0 0 0 0
Storage Bay Dist (ft) 150 150 150
Storage Blk Time (%) 8 63 15 0
Queuing Penalty (veh) 47 370 129 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) 75 95 120 120 147 143 861 879 495
Average Queue (ft) 57 75 80 115 109 121 840 846 463
95th Queue (ft) 94 86 101 129 149 131 852 862 599
Link Distance (ft) 70 70 70 113 113 113 827 827
Upstream Blk Time (%) 15 24 28 13 9 34 62 93
Queuing Penalty (veh) 157 244 287 124 90 321 0 0
Storage Bay Dist (ft) 470
Storage Blk Time (%) 85 0
Queuing Penalty (veh) 280 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) 179 170 187 54 53 75 510 582 216 176 Average Queue (ft) 139 127 115 33 25 53 192 240 142 96
95th Queue (ft) 191 172 189 52 44 79 398 471 196 174
Link Distance (ft) 144 144 144 15 15 15 1042 1042
Upstream Blk Time (%) 7 2 3 17 12 33
Queuing Penalty (veh) 67 19 29 154 115 305
Storage Bay Dist (ft) 1000 1000
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 5028

EXISTING + AMBIENT + CUMULATIVE
TRAFFIC CONDITIONS (2028) WITH

TRIANGLE PROJECT (CURRENT

DEVELOPMENT PLAN), DUAL LEFT-TURN
LANES AT I-15 NB RAMPS
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 40.8 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 40.8 27.4 34.9 14.7

LOS D A D C C B
Approach Delay 27.8 40.8 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: 31.9 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

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) 19.0 90.0 71.0 30.0 30.0
Total Split (%) 15.8% 75.0% 59.2% 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) 13.2 92.0 74.8 120.0 18.5 18.5 120.0 Actuated g/C Ratio 0.11 0.77 0.62 1.00 0.15 0.15 1.00
v/c Ratio 0.63 0.67 0.50 0.76 0.72 0.72 0.29
Control Delay 57.3 4.5 15.5 13.7 63.4 63.4 0.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 57.3 4.6 15.5 13.7 63.4 63.4 0.5

LOS E A B B E E A
Approach Delay 8.9 14.8 28.9
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: 14.0 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 300 3604 0 0 2990 463 0
Arrive On Green 0.09 0.71 0.00 0.00 0.59 0.00 0.13 0.00 0.00 Sat Flow, veh/h 3456 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 1728 1702 0 0 1702 1585 1781 0 1585 Q Serve(g_s), s 8.0 36.9 0.0 0.0 22.2 0.0 12.2 0.0 0.0
Cycle Q Clear(g_c), s 8.0 36.9 0.0 0.0 22.2 0.0 12.2 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 300 3604 0 0 2990 463 0
V/C Ratio(X) 0.79 0.72 0.00 0.00 0.53 0.81 0.00
Avail Cap(c_a), veh/h 432 3604 0 0 2990 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 0.55 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 53.7 10.6 0.0 0.0 14.9 0.0 50.7 0.0 0.0 Incr Delay (d2), s/veh 6.0 1.3 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 3.7 11.6 0.0 0.0 7.9 0.0 5.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.7 11.9 0.0 0.0 15.3 0.0 54.1 0.0 0.0 LnGrp LOS E B A A B D A
Approach Vol, veh/h 2847 1577 374
Approach Delay, s/veh 15.9 15.3 54.1
Approach LOS B B D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 90.0 14.4 75.6 19.8
Change Period (Y+Rc), s 5.3 4.0 5.3 4.2
Max Green Setting (Gmax), s 84.7 15.0 65.7 25.8
Max Q Clear Time (g_c+I1), s 38.9 10.0 24.2 14.2
Green Ext Time (p_c), s 25.4 0.4 10.0 1.3
Intersection Summary
HCM 6th Ctrl Delay 18.7
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 65.9 34.3 4.7 74.1 17.9 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 65.9 34.3 4.7 74.1 17.9 69.0 9.4 55.1 37.6 60.0

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) 0.75 0.75 0.75 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 10.5 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 63.2 32.6 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 35.2 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 0.50 0.38 Control Delay 112.5 16.8 2.5 62.2 47.4 4.0 63.3 53.2 16.0 86.6 41.1 7.1 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 4.6 63.3 53.2 16.0 86.6 41.1 7.1

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 25.3 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 C D D E
Approach Delay 20.0 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: 39.9 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

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 123.7% ICU Level of Service H 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 18.6 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 18.6 67.6 91.9 23.1

LOS F A B E F C
Approach Delay 74.2 18.6 72.6
Approach LOS E B 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: 58.2 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 1.00 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 0.0 0.0 49.2 0.0 7.8
Cycle Q Clear(g_c), s 0.0 60.7 0.0 0.0 0.0 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 2.00 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 0.0 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 0.4 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 1.7 0.0 56.1 0.0 23.7 LnGrp LOS A F A A A E A C
Approach Vol, veh/h 2601 1826 1684
Approach Delay, s/veh 49.1 1.7 53.1
Approach LOS D A 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 2.0
Green Ext Time (p_c), s 0.0 0.0 13.6
Intersection Summary
HCM 6th Ctrl Delay 36.0
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) 40.0 96.2 56.2 23.8 23.8
Total Split (%) 33.3% 80.2% 46.8% 19.8% 19.8%
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) 32.7 94.8 58.2 120.0 15.7 15.7 120.0 Actuated g/C Ratio 0.27 0.79 0.48 1.00 0.13 0.13 1.00
v/c Ratio 0.86 0.76 0.71 1.12 0.70 0.70 0.32
Control Delay 46.4 5.9 24.7 80.9 66.4 66.8 0.5
Queue Delay 0.0 0.2 0.0 0.0 0.0 0.0 0.0
Total Delay 46.4 6.1 24.7 80.9 66.4 66.8 0.5

LOS D A C F E E A
Approach Delay 14.5 53.1 25.3
Approach LOS B D 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: 65
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.12
Intersection Signal Delay: 32.1 Intersection LOS: C
Intersection Capacity Utilization 73.7% 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: 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 894 3868 0 0 2376 384 0
Arrive On Green 0.26 0.76 0.00 0.00 0.78 0.00 0.11 0.00 0.00 Sat Flow, veh/h 3456 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 1728 1702 0 0 1702 1585 1781 0 1585 Q Serve(g_s), s 26.7 43.2 0.0 0.0 21.1 0.0 10.1 0.0 0.0 Cycle Q Clear(g_c), s 26.7 43.2 0.0 0.0 21.1 0.0 10.1 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 894 3868 0 0 2376 384 0
V/C Ratio(X) 0.89 0.79 0.00 0.00 0.73 0.80 0.00
Avail Cap(c_a), veh/h 1037 3868 0 0 2376 582 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 42.9 8.8 0.0 0.0 9.5 0.0 52.3 0.0 0.0 Incr Delay (d2), s/veh 9.1 1.7 0.0 0.0 0.5 0.0 4.6 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 12.1 12.0 0.0 0.0 4.1 0.0 4.8 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.0 10.5 0.0 0.0 10.0 0.0 56.9 0.0 0.0 LnGrp LOS D B A A B E A
Approach Vol, veh/h 3849 1740 307
Approach Delay, s/veh 19.1 10.0 56.9
Approach LOS B B E
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 96.2 35.1 61.1 17.1
Change Period (Y+Rc), s 5.3 4.0 5.3 4.2
Max Green Setting (Gmax), s 90.9 36.0 50.9 19.6
Max Q Clear Time (g_c+I1), s 45.2 28.7 23.1 12.1
Green Ext Time (p_c), s 32.8 2.3 10.6 0.8
Intersection Summary
HCM 6th Ctrl Delay 18.4
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) 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 82.4 52.2 4.4 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 82.4 52.2 4.4 77.2 22.3 86.7 5.9 54.9 44.6 109.8

LOS F D A E C F A D D F
Approach Delay 48.9 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: 45.2 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) 0.65 0.65 0.65 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 20.0 19.0 3.2 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 73.9 54.7 31.9 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 53.5 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 213.9 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 13.6 0.0 0.0 0.2 1.5 0.0 0.0 48.8 0.0 0.0 0.0 Total Delay 213.9 52.8 4.9 90.0 86.6 7.1 101.6 97.1 80.9 145.4 57.1 31.5

LOS F D A F F A F F F F E C
Approach Delay 61.5 71.7 89.5 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: 74.6 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
HCM 6th Edition methodology does not support turning movements with shared & exclusive lanes.

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 44.4 23.1 69.0 112.8
Queue Delay 0.0 43.5 0.0 0.0
Total Delay 44.4 66.5 69.0 112.8

LOS D E E F
Approach Delay 44.4 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

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 WB WB WB SB SB SB
Directions Served T T T T T T L LTR R
Maximum Queue (ft) 309 253 229 46 52 52 582 582 505
Average Queue (ft) 245 174 93 42 36 35 444 493 356
95th Queue (ft) 328 251 184 47 46 53 643 650 516
Link Distance (ft) 33 33 33 566 566
Upstream Blk Time (%) 31 28 13 2 7
Queuing Penalty (veh) 146 133 64 0 0
Storage Bay Dist (ft) 480
Storage Blk Time (%) 9 0
Queuing Penalty (veh) 16 1
Intersection: 2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road Movement EB EB EB EB EB WB WB WB NB NB NB
Directions Served L L T T T T T T L LT R
Maximum Queue (ft) 148 162 146 125 187 135 137 173 194 179 464 Average Queue (ft) 54 77 83 49 46 43 66 71 122 118 220
95th Queue (ft) 108 127 141 109 126 102 133 161 178 168 431 Link Distance (ft) 461 461 461 1082 1082 1082 1225 1225 Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 500 500 585
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) 171 176 280 271 357 261 70 159 166 89 164 240 Average Queue (ft) 75 96 165 193 197 170 18 91 103 29 64 111 95th Queue (ft) 134 144 243 260 281 245 53 144 149 71 130 187 Link Distance (ft) 1082 1082 1082 1082 279 279 279
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) 253 182 217 24 66 6 55 39 284 260
Average Queue (ft) 125 96 129 8 28 1 17 9 84 213
95th Queue (ft) 214 161 208 24 57 3 48 30 294 293
Link Distance (ft) 279 262 262 262 262 269 269
Upstream Blk Time (%) 4 6
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 235 235 235
Storage Blk Time (%) 0 13
Queuing Penalty (veh) 0 1
Intersection: 4: Proj. Dwy 2 & Murrieta Hot Springs Road Movement EB EB NB
Directions Served T T R
Maximum Queue (ft) 32 40 103
Average Queue (ft) 1 1 34
95th Queue (ft) 10 13 71
Link Distance (ft) 279 279 288
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) 257 270 332 260 276 107 74 212 224 298 314 310 Average Queue (ft) 158 166 146 163 177 37 34 136 149 125 166 233 95th Queue (ft) 248 252 232 231 253 82 64 194 215 242 272 320 Link Distance (ft) 310 310 310 310 276 276 276
Upstream Blk Time (%) 2 0 1 2
Queuing Penalty (veh) 9 1 4 17
Storage Bay Dist (ft) 245 245 215 200 200
Storage Blk Time (%) 1 4 0 0 3 1
Queuing Penalty (veh) 3 16 0 1 24 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 TR R
Maximum Queue (ft) 119 135 89 178 176 43 162 175 313 175 Average Queue (ft) 47 66 48 73 92 8 159 174 282 65
95th Queue (ft) 86 117 80 132 149 29 172 176 302 153
Link Distance (ft) 276 301 301 301 301 301
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150 150 150
Storage Blk Time (%) 5 65 3 0
Queuing Penalty (veh) 18 253 18 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) 73 93 96 117 138 122 887 876 495
Average Queue (ft) 71 73 74 109 106 112 844 844 427
95th Queue (ft) 75 80 81 121 125 125 863 860 686
Link Distance (ft) 60 60 60 100 100 100 824 824
Upstream Blk Time (%) 31 36 37 26 21 37 52 85
Queuing Penalty (veh) 221 258 272 212 168 299 0 0
Storage Bay Dist (ft) 470
Storage Blk Time (%) 71 1
Queuing Penalty (veh) 285 4
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) 155 160 167 97 96 139 252 292 173 137 Average Queue (ft) 135 137 133 70 55 87 140 179 100 45
95th Queue (ft) 152 154 175 94 102 114 209 247 162 114
Link Distance (ft) 130 130 130 72 72 72 1042 1042
Upstream Blk Time (%) 10 8 9 16 8 37
Queuing Penalty (veh) 75 61 68 127 64 299
Storage Bay Dist (ft) 1000 1000
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 3140
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) 314 314 327 296 46 48 40 606 630 505 Average Queue (ft) 293 262 275 29 30 25 18 587 586 473
95th Queue (ft) 331 344 341 173 56 49 44 602 607 561
Link Distance (ft) 33 33 33 566 566
Upstream Blk Time (%) 8 7 4 52 53
Queuing Penalty (veh) 43 40 22 0 0
Storage Bay Dist (ft) 480
Storage Blk Time (%) 57 1
Queuing Penalty (veh) 63 6
Intersection: 2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road Movement EB EB EB EB EB WB WB WB WB NB NB NB
Directions Served L L T T T T T T R L LT R
Maximum Queue (ft) 295 339 135 154 216 163 178 185 613 1240 1264 610 Average Queue (ft) 201 224 76 77 138 69 80 78 20 1213 1247 610 95th Queue (ft) 281 298 138 138 217 142 155 160 202 1313 1261 610 Link Distance (ft) 461 461 461 1082 1082 1082 1082 1225 1225 Upstream Blk Time (%) 31 99
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 500 500 585
Storage Blk Time (%) 3 99
Queuing Penalty (veh) 13 145
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) 123 335 433 453 493 757 345 167 176 109 171 273 Average Queue (ft) 59 112 259 294 327 335 121 96 108 38 99 175 95th Queue (ft) 110 265 363 399 440 546 352 155 161 91 166 254 Link Distance (ft) 1082 1082 1082 1082 279 279 279
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 310 310 320 245 245
Storage Blk Time (%) 3 8 0
Queuing Penalty (veh) 8 33 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) 286 277 296 267 111 6 77 18 306 260
Average Queue (ft) 207 219 279 53 17 0 16 4 286 260
95th Queue (ft) 276 321 289 226 60 2 51 14 296 260
Link Distance (ft) 279 262 262 262 262 269 269
Upstream Blk Time (%) 0 16 92 7 90 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 EB EB EB EB NB
Directions Served T T T T R
Maximum Queue (ft) 323 322 306 282 304
Average Queue (ft) 54 85 100 77 196
95th Queue (ft) 214 259 257 241 319
Link Distance (ft) 279 279 279 279 288
Upstream Blk Time (%) 0 0 0 0 7
Queuing Penalty (veh) 0 2 1 2 0
Storage Bay Dist (ft)
Storage Blk Time (%) 3
Queuing Penalty (veh) 5
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) 166 270 319 357 372 367 240 198 224 325 327 300 Average Queue (ft) 105 138 254 306 321 278 80 127 144 175 217 255 95th Queue (ft) 171 232 331 345 371 456 188 190 211 288 318 323 Link Distance (ft) 310 310 310 310 276 276 276
Upstream Blk Time (%) 3 12 36 30 0 2 6
Queuing Penalty (veh) 22 84 249 206 2 19 50
Storage Bay Dist (ft) 245 245 215 200 200
Storage Blk Time (%) 15 7 0 1 1
Queuing Penalty (veh) 33 19 0 6 6
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) 187 230 316 316 353 364 162 174 313 175 Average Queue (ft) 69 96 135 259 318 318 159 174 280 81 95th Queue (ft) 131 205 269 392 331 334 169 175 295 187 Link Distance (ft) 276 301 301 301 301 301
Upstream Blk Time (%) 0 20 99 88
Queuing Penalty (veh) 0 0 0 0
Storage Bay Dist (ft) 150 150 150
Storage Blk Time (%) 3 64 11 0
Queuing Penalty (veh) 16 375 90 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) 74 93 121 118 134 125 863 876 495
Average Queue (ft) 71 73 84 106 103 112 843 842 478
95th Queue (ft) 74 82 106 131 136 127 855 856 539
Link Distance (ft) 60 60 60 100 100 100 824 824
Upstream Blk Time (%) 28 29 33 14 12 31 56 88
Queuing Penalty (veh) 287 302 338 136 115 300 0 0
Storage Bay Dist (ft) 470
Storage Blk Time (%) 77 0
Queuing Penalty (veh) 253 3
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) 164 165 166 89 98 100 198 316 263 183 Average Queue (ft) 143 136 127 70 64 82 118 162 144 91
95th Queue (ft) 161 166 176 90 99 99 186 244 217 175
Link Distance (ft) 130 130 130 72 72 72 1042 1042
Upstream Blk Time (%) 11 7 5 11 7 26
Queuing Penalty (veh) 109 68 46 106 68 240
Storage Bay Dist (ft) 1000 1000
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 3944

EXISTING + AMBIENT + CUMULATIVE
TRAFFIC CONDITIONS (2028) WITH

TRIANGLE PROJECT (CURRENT

DEVELOPMENT PLAN), FREE RIGHT-TURN
LOOP RAMP AT I-15 NB RAMPS
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 46.5 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 46.5 27.4 34.9 14.7

LOS D A D C C B
Approach Delay 27.8 46.5 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: 33.7 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 0.35 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 33.4 0.0 44.4 0.0 9.5
Cycle Q Clear(g_c), s 0.0 24.0 0.0 0.0 33.4 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 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 33.4 0.0 0.0 36.4 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 14.1 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 42.1 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 42.1 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 35.4
Green Ext Time (p_c), s 5.3 12.7 3.8
Intersection Summary
HCM 6th Ctrl Delay 31.9
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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 & 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) 2402 217 2556 344 417
Future Volume (vph) 2402 217 2556 344 417
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) 92.0 92.0 92.0 28.0
Total Split (%) 76.7% 76.7% 76.7% 23.3%
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) 92.2 92.2 92.2 18.3 120.0
Actuated g/C Ratio 0.77 0.77 0.77 0.15 1.00
v/c Ratio 0.67 0.19 0.56 0.72 0.29
Control Delay 7.2 1.4 6.3 56.1 0.5
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 7.2 1.4 6.3 56.1 0.5

LOS A A A E A
Approach Delay 6.7 6.3 25.6
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: 0.72
Intersection Signal Delay: 9.0 Intersection LOS: A
Intersection Capacity Utilization 64.1% 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) AM 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) 2402 217 0 2556 344 417
Future Volume (veh/h) 2402 217 0 2556 344 417
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 2611 0 0 2778 374 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 0 2 2 2
Cap, veh/h 3689 0 4649 456
Arrive On Green 0.72 0.00 0.00 0.72 0.13 0.00
Sat Flow, veh/h 5274 1585 0 6958 3456 1585
Grp Volume(v), veh/h 2611 0 0 2778 374 0
Grp Sat Flow(s),veh/h/ln 1702 1585 0 1609 1728 1585
Q Serve(g_s), s 34.8 0.0 0.0 25.3 12.6 0.0
Cycle Q Clear(g_c), s 34.8 0.0 0.0 25.3 12.6 0.0
Prop In Lane 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 3689 0 4649 456
V/C Ratio(X) 0.71 0.00 0.60 0.82
Avail Cap(c_a), veh/h 3689 0 4649 685
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.00 0.55 1.00 0.00
Uniform Delay (d), s/veh 9.5 0.0 0.0 8.1 50.7 0.0
Incr Delay (d2), s/veh 1.2 0.0 0.0 0.3 4.9 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 10.6 0.0 0.0 7.1 5.8 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.6 0.0 0.0 8.4 55.6 0.0
LnGrp LOS B A A E
Approach Vol, veh/h 2611 2778 374
Approach Delay, s/veh 10.6 8.4 55.6
Approach LOS B A E
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 92.0 92.0 20.0
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 36.8 27.3 14.6
Green Ext Time (p_c), s 26.5 32.7 1.2
Intersection Summary
HCM 6th Ctrl Delay 12.5
HCM 6th LOS B
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) 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 62.0 34.7 5.6 74.1 17.9 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 62.0 34.7 5.6 74.1 17.9 69.0 9.4 55.1 37.6 60.0

LOS E C A E B E A E D E
Approach Delay 33.9 26.4 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: 33.2 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 0.50 0.38 Control Delay 112.7 15.4 2.4 62.2 47.4 4.0 63.3 53.2 16.0 86.6 41.1 7.1 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 112.7 15.4 2.4 62.2 74.7 4.5 63.3 53.2 16.0 86.6 41.1 7.1

LOS F B A E E A E D B F D A
Approach Delay 28.4 59.2 37.2 61.4
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: 48.4 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

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

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

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

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

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 AMSimTraffic Report
Rick Engineering CompanyPage 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) 251 315 354 372 74 108 128 311 311 291 Average Queue (ft) 123 173 157 166 22 31 30 237 227 130 95th Queue (ft) 201 273 275 319 61 85 79 306 292 297
Link Distance (ft) 473 473 473 1082 1082 1082 1236 1236 Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 500585
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Buildout (2035) + Project PM 06/16/2023
Buildout (2035) + Project PM SimTraffic Report
Rick Engineering CompanyPage 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) 473 529 473 483 123 151 160 78 428 416 155 Average Queue (ft) 427 416 265 287 54 71 74 4 303 291 33 95th Queue (ft) 523 620 485 476 115 138 131 28 405 402 132 Link Distance (ft) 473 473 473 1082 1082 1082 1082 1236 1236 Upstream Blk Time (%) 7 11 0 1
Queuing Penalty (veh) 0 133 2 14
Storage Bay Dist (ft) 500585
Storage Blk Time (%) 7 11
Queuing 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.

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 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

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

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.

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

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

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

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_2012
YR_2013
YR_2014
YR_2015
YR_2016
YR_2017
YR_2018
YR_2019
YR_2020
YR_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").

Dennis Watts
July 2, 2024

Page 2 ends

Murrieta City CouncilMay 20, 2025

Murrieta City Council
May 20, 2025