Agenda packet — Murrieta City Council, August 20, 2024 (part 6 of 9)

Table 19 shows the trip generation comparison table and can be found in Attachment B.

10.0 BUILDOUT ANALYSIS

10.1- BUILDOUT TRAFFIC CONDITIONS (2035)
Buildout analysis for the Year 2035 was conducted for the intersection of Murrieta Hot Springs Road / I-15 NB Ramps to verify if additional improvements are necessary at this intersection. The 2035 volumes were interpolated between the current existing 2021 traffic counts and City’s general plan 2040 forecasted volumes which includes the full buildout of the Triangle project. Peak hour turning volumes for the 2035 conditions were estimated based on techniques described in the National Highway Cooperative Research Program (NCHRP) 255 report, Highway Traffic Data for Urbanized Area Project Planning and Design, Chapter 8. This essentially estimates future turn volumes utilizing existing turn volumes, existing ADT’s and future ADT’s. Attachment E contains the backup calculations and additional references.

Exhibit 20 (Attachment A) shows the Buildout Traffic Volumes at the intersection of Murrieta Hot Springs Road / I-15 NB Ramps for Year 2035.

Table 20 (Attachment B) shows the intersection operations for the No Interchange Improvements scenario. As shown, the study intersection is anticipated to operate at LOS D or better and it appears that the intersection functions adequately with no additional improvements.

10.2- BUILDOUT TRAFFIC CONDITIONS (2035) QUEUING
Tables 21 (Appendix B) shows the anticipated queuing for each of the movements at the study intersection and queuing appears to not exceed the available storage. 1001

11.0 CONCLUSION AND RECOMMENDATIONS
This focused traffic analysis evaluated the impacts of the Triangle project and the adjacent nearby known pending and approved projects on Murrieta Hot Springs Road, between the I-15 and I-215 freeways.

Based on the results of the analysis, the following lane configurations are proposed in order to ensure an acceptable LOS:

Murrieta Hot Springs Road / Sparkman Court / Project Driveway 1 Approach Control Type Lane Configuration
Eastbound
Signal
2 left-turn lanes
4 through lanes
1 right-turn lane – (450’ min. storage)
Westbound 2 left-turn lanes
4 through lanes with shared right-turn lane
Northbound 2 left-turn lanes
2 through lanes with shared right-turn lane
Southbound
2 left-turn lanes
2 through lanes
1 right-turn lane – (300’ min. storage)
Murrieta Hot Springs Road / Hancock Avenue / Project Driveway 3 Approach Control Type Lane Configuration
Eastbound
Signal
2 left-turn lanes
4 through lanes
1 right-turn lane with overlap – (250’ min. storage)
Westbound
2 left-turn lanes
3 through lanes
1 right-turn lane with overlap
Northbound
2 left-turn lanes
1 through lane
2 right-turn lanes with overlap
Southbound
2 left-turn lanes
1 through lane
1 right-turn lane with overlap - (200’ min. storage)
Tables 22, 23, 24 & 25 (Attachment B) show the intersection operations and queuing results with recommendations for Year 2025 & 2028 study scenarios.

It should be noted that for all project scenarios for Year 2025 and Year 2028, acceptable LOS is anticipated at each of the signalized study intersections, with no additional improvements. 1002

ATTACHMENTS
1003

ATTACHMENT A
Exhibits
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TRIANGLE PROJECT TRAFFIC ANALYSIS
1 JACKSON
AVE

MADISON
AVE

TRIANGLE PROJECT TRAFFIC ANALYSIS

VICINITY MAP

MURRIETA HOT SPRINGS RD

JEFFERSON
AVE

MURRIETA HOT SPRINGS RD
15 15
215

HANCOCK
AVE
SITE

PROJECT
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TRIANGLE PROJECT TRAFFIC ANALYSIS
EXHIBIT 2

PROJECT SITE PLAN
SOURCE: RK ENGINEERING GROUP, INC.
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EXHIBIT
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S =SIGNALIZED
U =UNSIGNALIZED
LEGEND
=STOP CONTROL
=INTERSECTION NUMBER

TRIANGLE PROJECT TRAFFIC ANALYSIS
3 15
215
15 5
3 2
1 DR
WALSH
CENTER
MU
S
R
P
R

RINGS RD

IETA HOT

SPRINGS RD

MURRIETA HOT
ALTA

MURRIETA
DR

HANCOCK AVE
DR

PARK CREST

MADISON
AVE
DR
CENTER

MEDICAL
6 7

TRIANGLE PROJECT TRAFFIC ANALYSIS
SITE

PROJECT
1 EXISTING CONDITIONS
4 =FUTURE DWY
S S
S
6 S
U
3 7
S
2 5
U
4 FUTURE INTERSECTION
MONROE
AVE

SPARKMAN
CT/
F
F
F
F
F
F
F =FREE
F F
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EXHIBIT
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S =SIGNALIZED
U =UNSIGNALIZED
LEGEND
X,XXX = TWO-WAY ADT
XX/XX = AM/PM PEAK HR VOLUMES
=STOP CONTROL
=INTERSECTION NUMBER

TRIANGLE PROJECT TRAFFIC ANALYSIS
4 15
215
15 5
3 2
1 SPRINGS RD

MURRIETA HOT
ALTA

MURRIETA
DR

HANCOCK AVE
DR

PARK CREST

MADISON
AVE
DR
CENTER

MEDICAL
52,610
50,200
57,830
6 7

TRIANGLE PROJECT TRAFFIC ANALYSIS
61,570
SITE

PROJECT
4 MU
S
R
P
R

RINGS RD

IETA HOT
=FUTURE DWY
S
1 2
S U
3 S
5 136/212
625/1814
1033/1064
79/49
1491/1998
131/621
918/918
759/1141
1347/1901
207/132
1495/1802
32/31
97/139
1107/1610
191/141
1404/1727
464/534
S
6 7
S
U
4 FUTURE INTERSECTION
155/339
1771/2240
1768/2096
524/510
1572/2020
251/87
101/127
1452/2043
1527/1833
1347/1901
DR
WALSH
CENTER
MONROE
AVE

SPARKMAN
CT/
(2021)

EXISTING TRAFFIC VOLUMES
SOURCE: THE TERRACES AT MURRIETA, TIA, LLG DATED MAY 1, 2023 41,310
981/767
263/102
77/35
246/171
377/486147/225
589/622
366/220
171/269
115/143
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EXHIBIT
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S =SIGNALIZED
U =UNSIGNALIZED
LEGEND
X,XXX = TWO-WAY ADT
XX/XX = AM/PM PEAK HR VOLUMES
=STOP CONTROL
=INTERSECTION NUMBER

TRIANGLE PROJECT TRAFFIC ANALYSIS

26. GIERSON RANCH (DP-2022-2551)

25. SANDSTONE APTS (DP-2022-2601)

24. IVY HOUSE RESIDENTIAL (TTM-2021-2428)

23. 24960 ADAMS AVENUE (DP-2021-2311)

22. JEFFERSON SOUTH APARTMENTS (DP-2022-2480)

21. MONAMOS APARTMENTS (DP-2021-2385)

20. LOS ALAMOS SS & RETAIL (DP-2022-2500)

19. VISTA MURRIETA APTS (DP-2022-2562)

18. MAKENA HANCOCK II PROJECT (DP-2022-2744)

17. JEFFERSON MULTI-FAMILY PROJECT (DP-2022-2685)

16. QMC MURRIETA MULTI-FAMILY (DP-2022-2605)

15. THE TERRACES (2022-2518)

14. U-HAUL (DP-2021-2359)

13. BEYOND FOOD MART (DP-2020-2171)

12. JEFFERSON APARTMENTS (DP-2020-2170)

11. RANCHO SPRINGS MEDICAL CENTER (DP-2020-2199)

10. HANCOCK CHILDREN'S CLINIC (DP-2020-2206)

9. HOTEL MURRIETA (DP-2019-2031)

8. JEFEERSON AND FIG (DP-2019-1919)

7. MURRIETA TOWN SHOPPING CENTER (DP-2018-1802)

6. MAR VISTA BUSINESS PARK (DP-2018-7192)

5. DOWNTOWN MARKET PLACE (DP-2018-1741)

4. JEFFERSON AND IVY (DP-2017-1397)

3. WHITTAKER OFFICE COMPLEX (DP-02-474)

2. SIAL MEDICAL PLAZA (DP-2016-785)

1. LOS ALAMOS COMMUNITY PLAN (DP-2014-490)

PROJECT LIST

CUMULATIVE
X
3 7
10 11
15 18
19 12
13 3
6 9
8 23
5 4
21 1
12 14
24 26
22 17
25 16
5 15
215
15 5
3 2
1 SPRINGS RD

MURRIETA HOT
ALTA

MURRIETA
DR

HANCOCK AVE
DR

PARK CREST

MADISON
AVE
DR
CENTER

MEDICAL
12,043
14,167
6 7
9,228
SITE

PROJECT
MU
S
R
P
R

RINGS RD

IETA HOT
4 9,568
DR
WALSH
CENTER
MONROE
AVE

SPARKMAN
CT/
13,064

DISTRIBUTION AND VOLUMES

CUMULATIVE PROJECT TRIP
S
1 2
S S
3 S
5 170/117
275/222
160/83
S
6 U
4 191/352
85/62
201/237
91/86
244/231
67/59
158/167
30/27
7/26
258/229
229/141
51/129
109/232
17/43
126/275
229/141
107/191
78/87
147/115
88/66
7 S
98/75
188/182
161/187
30/27
67/8452/103
140/12155/9529/2749/89
29/27
28/9
75/173
63/100
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S =SIGNALIZED
U =UNSIGNALIZED
LEGEND
=INTERSECTION NUMBER

TRIANGLE PROJECT TRAFFIC ANALYSIS
6 15
215
15 5
3 2
1 SPRINGS RD

MURRIETA HOT
ALTA

MURRIETA
DR

HANCOCK AVE
DR

PARK CREST

MADISON
AVE
DR
CENTER

MEDICAL
6 7

TRIANGLE PROJECT TRAFFIC ANALYSIS
SITE

PROJECT
4 MU
S
R
P
R

RINGS RD

IETA HOT
S
1 2
S
3 S
5 S
6 7
S
U
4 DR
WALSH
CENTER
MONROE
AVE

SPARKMAN
CT/
(XX%)
XX%

DISTRIBUTION
=INBOUND PERCENT

DISTRIBUTION
=OUTBOUND PERCENT
XX% =PERCENT DISTRIBUTION
11%
15%
44%
44%
10%
14%
12%
7%
1%
3%
12%
18%
20%
18%
11% 29%
15%
24%
20%
34%
20%
24%
10%
24%
24%
20%
10%
(26%)
(18%)
(10%)
(30%)
(10%)
(24%)
(12%)(14%)
14%
(20%)
(20%)
(14%)
(10%)
(34%)
20%
14%
(14%)
(20%)
(11%)
(15%)
S
(COMMERCIAL 2025)

PROJECT TRIP DISTRIBUTION
34%
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S =SIGNALIZED
U =UNSIGNALIZED
LEGEND
=INTERSECTION NUMBER

TRIANGLE PROJECT TRAFFIC ANALYSIS
7 15
215
15 5
3 2
1 SPRINGS RD

MURRIETA HOT
ALTA

MURRIETA
DR

HANCOCK AVE
DR

PARK CREST

MADISON
AVE
DR
CENTER

MEDICAL
6 7

TRIANGLE PROJECT TRAFFIC ANALYSIS
SITE

PROJECT
4 MU
S
R
P
R

RINGS RD

IETA HOT
S
1 2
S
3 S
5 S
6 7
S
U
4 DR
WALSH
CENTER
MONROE
AVE

SPARKMAN
CT/
(XX%)
XX%

DISTRIBUTION
=INBOUND PERCENT

DISTRIBUTION
=OUTBOUND PERCENT
XX% =PERCENT DISTRIBUTION
10%
10%
40%
15%
17%
6%
2%
2%
20%
20%
20%
10% 30%
10%
32%
20%
30%
20%
20%
10%
10%
32%
20%
15%
(20%)
(20%)
(10%)
(30%)
(10%)
17%
(20%)
(20%)
(17%)
(15%)
(37%)
8%
(32%)
(8%)
(10%)
8%
20%
10%
(10%)
(20%)
(10%)
(10%)
S
(OFFICE 2025)

PROJECT TRIP DISTRIBUTION
25% 52%
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EXHIBIT
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S =SIGNALIZED
U =UNSIGNALIZED
LEGEND
=STOP CONTROL
=INTERSECTION NUMBER

TRIANGLE PROJECT TRAFFIC ANALYSIS
8,101
8 15
215
15 5
3 2
1 SPRINGS RD

MURRIETA HOT
ALTA

MURRIETA
DR

HANCOCK AVE
DR

PARK CREST

MADISON
AVE
DR
CENTER

MEDICAL
6 7

TRIANGLE PROJECT TRAFFIC ANALYSIS
SITE

PROJECT
4 MU
S
R
P
R

RINGS RD

IETA HOT
S
1 2
S
3 S
5 S
6 7
S
U
4 DR
WALSH
CENTER
MONROE
AVE

SPARKMAN
CT/
78/93

VOLUMES
XX/XX = AM/PM PEAK HR
X,XXX = TWO-WAY ADT
X,XXX = ONE-WAY ADT
86/81 227/212
118/110 162/177
113/123
193/200
152/122
193/200
43/20
236/220
96/100
134/115
188/176
62/68
212/232
157/146
79/73
125/136
88/96
69/75
93/102
110/103
125/136
S
(COMMERCIAL 2025)

PROJECT TRIP VOLUMES
2,213
10,484
2,414
2,816
4,023
3,621
3,017
2,012
10,484
78/93
232/280
231/241
128/89 116/120
135/140
77/68
186/224
93/112
108/131
141/132
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S =SIGNALIZED
U =UNSIGNALIZED
LEGEND
=STOP CONTROL
=INTERSECTION NUMBER

TRIANGLE PROJECT TRAFFIC ANALYSIS
7 9
15 215
15 5
3 2
1 SPRINGS RD

MURRIETA HOT
ALTA

MURRIETA
DR

HANCOCK AVE
DR

PARK CREST

MADISON
AVE
DR
CENTER

MEDICAL
6 7

TRIANGLE PROJECT TRAFFIC ANALYSIS
SITE

PROJECT
4 MU
S
R
P
R

RINGS RD

IETA HOT
S
1 2
S
3 S
5 S
6 7
S
U
4 DR
WALSH
CENTER
MONROE
AVE

SPARKMAN
CT/
0/0 1/0
1/0
0/0
1/1
1/0
1/0
0/0
0/0
0/0
2/1
0/0
1/0

VOLUMES
XX/XX = AM/PM PEAK HR
X,XXX = TWO-WAY ADT
X,XXX = ONE-WAY ADT
0/0
0/1
0/0
0/0
0/1
1/0
0/1
1/1
0/00/0
0/0
1/2
1/1
0/1
1/0
0/0
0/0
0/1
0/1
0/0
1/1
0/0
S
(OFFICE 2025)

PROJECT TRIP VOLUMES
3 6
3 12
4 15
2 5
6 1013
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EXHIBIT
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S =SIGNALIZED
U =UNSIGNALIZED
LEGEND
=STOP CONTROL
=INTERSECTION NUMBER

TRIANGLE PROJECT TRAFFIC ANALYSIS
8,108
10 15
215
15 5
3 2
1 SPRINGS RD

MURRIETA HOT
ALTA

MURRIETA
DR

HANCOCK AVE
DR

PARK CREST

MADISON
AVE
DR
CENTER

MEDICAL
6 7

TRIANGLE PROJECT TRAFFIC ANALYSIS
SITE

PROJECT
4 MU
S
R
P
R

RINGS RD

IETA HOT
S
1 2
S
3 S
5 S
6 7
S
U
4 DR
WALSH
CENTER
MONROE
AVE

SPARKMAN
CT/
78/94

VOLUMES
XX/XX = AM/PM PEAK HR
X,XXX = TWO-WAY ADT
X,XXX = ONE-WAY ADT
142/132
86/81 228/212
118/110 162/178
113/123
194/200
152/122
194/200
43/20
237/220
96/100
134/115
190/177
62/68
213/234
157/146
80/73
126/137
88/97
69/76
93/102
111/104
125/136
S
(TOTAL 2025)

PROJECT TRIP VOLUMES
2,216
3,627
3,020
2,016
10,496
2,416
4,029
2,821
10,499
78/93
10/10
232/281
10/10
116/120
232/242
129/89
135/140
77/69
187/225
93/112
108/131
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EXHIBIT
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S =SIGNALIZED
U =UNSIGNALIZED
LEGEND
=INTERSECTION NUMBER

TRIANGLE PROJECT TRAFFIC ANALYSIS
11 15
215
15 5
3 2
1 SPRINGS RD

MURRIETA HOT
ALTA

MURRIETA
DR

HANCOCK AVE
DR

PARK CREST

MADISON
AVE
DR
CENTER

MEDICAL
6 7

TRIANGLE PROJECT TRAFFIC ANALYSIS
SITE

PROJECT
4 MU
S
R
P
R

RINGS RD

IETA HOT
S
1 2
S
3 S
5 S
6 7
S
U
4 DR
WALSH
CENTER
MONROE
AVE

SPARKMAN
CT/
(XX%)
XX%

DISTRIBUTION
=INBOUND PERCENT

DISTRIBUTION
=OUTBOUND PERCENT
XX% =PERCENT DISTRIBUTION
18%
44%
12%
12%
12%
4%
1%
3%
12%
18%
20%
18%
26%
18%
24%
20%
34%
20%
24%
10%
24%
24%
20%
12%
(26%)
(18%)
(10%)
(30%)
(10%)
(24%)
(12%)(14%)
12%
(20%)
(20%)
(12%)
(12%)
(32%)
20%
14%
(14%)
(20%)
8%
8%
(8%)
(18%)
S
BUILDOUT (COMMERCIAL 2028)

PROJECT TRIP DISTRIBUTION FULL -
44%
34%
1015
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EXHIBIT
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S =SIGNALIZED
U =UNSIGNALIZED
LEGEND
=INTERSECTION NUMBER

TRIANGLE PROJECT TRAFFIC ANALYSIS
12 15
215
15 5
3 2
1 SPRINGS RD

MURRIETA HOT
ALTA

MURRIETA
DR

HANCOCK AVE
DR

PARK CREST

MADISON
AVE
DR
CENTER

MEDICAL
6 7

TRIANGLE PROJECT TRAFFIC ANALYSIS
SITE

PROJECT
4 MU
S
R
P
R

RINGS RD

IETA HOT
S
1 2
S
3 S
5 S
6 7
S
U
4 DR
WALSH
CENTER
MONROE
AVE

SPARKMAN
CT/
(XX%)
XX%

DISTRIBUTION
=INBOUND PERCENT

DISTRIBUTION
=OUTBOUND PERCENT
XX% =PERCENT DISTRIBUTION
12%
40%
18%
14%
4%
1%
3%
20%
20%
20%
28%
12%
32%
20%
30%
20%
20%
10%
20%
32%
20%
18%
(20%)
(20%)
(10%)
(30%)
(10%)
14%
(20%)
(20%)
(14%)
(18%)
(34%)
20%
10%
(10%)
(20%)
8%
8%
(8%)
(12%)
8%
(32%)
(8%)
(10%)
8%
S
BUILDOUT (OFFICE 2028)

PROJECT TRIP DISTRIBUTION FULL -
52%
30%
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EXHIBIT
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S =SIGNALIZED
U =UNSIGNALIZED
LEGEND
=INTERSECTION NUMBER

TRIANGLE PROJECT TRAFFIC ANALYSIS
11,786
13 15
215
15 5
3 2
1 SPRINGS RD

MURRIETA HOT
ALTA

MURRIETA
DR

HANCOCK AVE
DR

PARK CREST

MADISON
AVE
DR
CENTER

MEDICAL
6 7

TRIANGLE PROJECT TRAFFIC ANALYSIS
SITE

PROJECT
4 MU
S
R
P
R

RINGS RD

IETA HOT
S
1 2
S
3 S
5 S
6 7
S
U
4 DR
WALSH
CENTER
MONROE
AVE

SPARKMAN
CT/
69/129
150/260
67/116
55/72
124/162
217/375
150/260 179/234
124/162
167/374
200/261
264/384
84/187
186/203
200/449
167/204
200/346
167/289
83/108
221/288
138/180
83/108

VOLUMES
XX/XX = AM/PM PEAK HR
= TWO-WAY ADT
= ONE-WAY ADT
X,XXX
X,XXX
=STOP CONTROL
S
BUILDOUT (COMMERCIAL 2028)

PROJECT TRIP VOLUMES FULL -
6,092
2,708
6,092
4,061
15,253
4,061
4,061
6,769
100/225
100/173
138/180
100/173
15,253
69/129
207/387
166/309
83/155
97/180
167/375
97/9
117/262
138/70
1017
16-JUN-2023 09:56

NOT TO SCALE

EXHIBIT
2023 RickEngineering Company c
C:\RICK\Projects\C19500\19843_TriangleAnalysis\Traffic\PlanSets\pdf\2023_0616\SD CorpStds 2005.dscript C:\RICK\Projects\C19500\19843_TriangleAnalysis\Traffic\PlanSets\19843_14_ProjectTripVolumes_Office(2028).dgn X
S =SIGNALIZED
U =UNSIGNALIZED
LEGEND
=INTERSECTION NUMBER

TRIANGLE PROJECT TRAFFIC ANALYSIS
2,077
14 15
215
15 5
3 2
1 SPRINGS RD

MURRIETA HOT
ALTA

MURRIETA
DR

HANCOCK AVE
DR

PARK CREST

MADISON
AVE
DR
CENTER

MEDICAL
6 7

TRIANGLE PROJECT TRAFFIC ANALYSIS
SITE

PROJECT
4 MU
S
R
P
R

RINGS RD

IETA HOT
S
1 2
S
3 S
5 S
6 7
S
U
4 DR
WALSH
CENTER
MONROE
AVE

SPARKMAN
CT/

VOLUMES
XX/XX = AM/PM PEAK HR
= TWO-WAY ADT
= ONE-WAY ADT
X,XXX
X,XXX
=STOP CONTROL
S
BUILDOUT (OFFICE 2028)

PROJECT TRIP VOLUMES FULL -
1,385
1,246
2,769
1,385
554
831
554
969
172/131
10/61
14/91
69/13
24/152
24/152
241/44
104/19
172/31
12/76
172/31
172/31
12/76
35/227
184/107
86/16
98/32
12/76
276/50
172/31 69/13
86/16
24/152
38/242
10/61
12/76
172/31
276/50
21/137
40/258
121/22
24/152
24/152
17/106
155/28
3,600
1018
16-JUN-2023 09:57

NOT TO SCALE

EXHIBIT
2023 RickEngineering Company c
C:\RICK\Projects\C19500\19843_TriangleAnalysis\Traffic\PlanSets\pdf\2023_0616\SD CorpStds 2005.dscript C:\RICK\Projects\C19500\19843_TriangleAnalysis\Traffic\PlanSets\19843_15_ProjectTripVolumes_Total(2028).dgn X
S =SIGNALIZED
U =UNSIGNALIZED
LEGEND
=INTERSECTION NUMBER

TRIANGLE PROJECT TRAFFIC ANALYSIS
13,863
15 15
215
15 5
3 2
1 SPRINGS RD

MURRIETA HOT
ALTA

MURRIETA
DR

HANCOCK AVE
DR

PARK CREST

MADISON
AVE
DR
CENTER

MEDICAL
6 7

TRIANGLE PROJECT TRAFFIC ANALYSIS
SITE

PROJECT
4 MU
S
R
P
R

RINGS RD

IETA HOT
S
1 2
S
3 S
5 S
6 7
S
U
4 DR
WALSH
CENTER
MONROE
AVE

SPARKMAN
CT/
81/205
322/391
65/133
138/253
458/419
254/279 203/386
148/314
339/405
372/292
448/491
476/499
339/235
476/396
339/320

VOLUMES
XX/XX = AM/PM PEAK HR
= TWO-WAY ADT
= ONE-WAY ADT
X,XXX
X,XXX
=STOP CONTROL
S
BUILDOUT (TOTAL 2028)

PROJECT TRIP VOLUMES FULL -
136/129
170/203
284/235
169/238
203/278
162/222
204/551
93/216
109/256
104/245
261/546
221/195
162/332
162/332
100/214
255/201
3,262
7,477
6,923
5,307
5,030
8,154
4,615
18,022
18,853
339/406
109/85
81/205
10/10
242/614
10/10
1019
16-JUN-2023 10:00

NOT TO SCALE

TRIANGLE PROJECT TRAFFIC ANALYSIS
16 15
215
15 5
3 2
1 SPRINGS RD

MURRIETA HOT
ALTA

MURRIETA
DR

HANCOCK AVE
DR

PARK CREST

MADISON
AVE
DR
CENTER

MEDICAL
68,862
63,784
76,624
6 7

TRIANGLE PROJECT TRAFFIC ANALYSIS
75,724
SITE

PROJECT
4 MU
S
R
P
R

RINGS RD

IETA HOT
=FUTURE DWY
S
1 2
S
3 S
5 S
6 7
S
U
4 FUTURE INTERSECTION
DR
WALSH
CENTER
MONROE
AVE

SPARKMAN
CT/
57,679
=FUTURE DWY
X
S =SIGNALIZED
U =UNSIGNALIZED
=STOP CONTROL
=INTERSECTION NUMBER
LEGEND
X,XXX = TWO-WAY ADT

HR VOLUMES
XX/XX = AM/PM PEAK
317/346
950/2181
1307/1501
171/115 1117/913
336/213
1775/2255
1684/2194
1123/1159
911/1319
1855/2389
209/730
1684/2194
275/272
1724/2178
52/77
1343/1854
295/219
1624/2056
579/664 547/646
214/338
116/163
1826/2436
1856/2349
301/121 665/699
445/327
266/441
2101/2601
2071/2451
596/578
214/318
152/164
TRAFFIC CONDITIONS (2025)
EXISITNG + AMBIENT + CUMULATIVE
158/211
329/285
S
265/233
1020
16-JUN-2023 10:02

NOT TO SCALE

TRIANGLE PROJECT TRAFFIC ANALYSIS
17 15
215
15 5
3 2
1 SPRINGS RD

MURRIETA HOT
ALTA

MURRIETA
DR

HANCOCK AVE
DR

PARK CREST

MADISON
AVE
DR
CENTER

MEDICAL
72,019
66,796
80,093
6 7

TRIANGLE PROJECT TRAFFIC ANALYSIS
79,418
SITE

PROJECT
4 MU
S
R
P
R

RINGS RD

IETA HOT
=FUTURE DWY
S
1 2
S
3 S
5 S
6 7
S
U
4 DR
WALSH
CENTER
MONROE
AVE

SPARKMAN
CT/
60,158
=FUTURE DWY
X
S =SIGNALIZED
U =UNSIGNALIZED
=STOP CONTROL
=INTERSECTION NUMBER
LEGEND
X,XXX = TWO-WAY ADT

HR VOLUMES
XX/XX = AM/PM PEAK
325/359
988/2290
1369/1565
175/118 1186/959
352/220
1867/2365
1765/2308
1248/1284
957/1387
1944/2509
217/767
1765/2308
287/280
1814/2287
54/79
1409/1951
306/227
1708/2160
607/696 570/675
223/352
122/171
1914/2558
1950/2470
316/126 701/736
467/340
275/462
2207/2736
2177/2577
628/609
224/334
159/172

FUTURE INTERSECTION
TRAFFIC CONDITIONS (2028)
EXISITNG + AMBIENT + CUMULATIVE
S
163/213
344/295
27/24244/218
1021
16-JUN-2023 10:06

NOT TO SCALE

TRIANGLE PROJECT TRAFFIC ANALYSIS
18 15
215
15 5
3 2
1 SPRINGS RD

MURRIETA HOT
ALTA

MURRIETA
DR

HANCOCK AVE
DR

PARK CREST

MADISON
AVE
DR
CENTER

MEDICAL
72,019
66,796
80,093
6 7

TRIANGLE PROJECT TRAFFIC ANALYSIS
79,418
SITE

PROJECT
4 MU
S
R
P
R

RINGS RD

IETA HOT
=FUTURE DWY
S
1 2
S
3 S
5 S
6 7
S
U
4 DR
WALSH
CENTER
MONROE
AVE

SPARKMAN
CT/
60,158
=FUTURE DWY
X
S =SIGNALIZED
U =UNSIGNALIZED
=STOP CONTROL
=INTERSECTION NUMBER
LEGEND
X,XXX = TWO-WAY ADT

FUTURE INTERSECTION
TRAFFIC CONDITIONS (2028)
EXISITNG + AMBIENT + CUMULATIVE
S
163/213
344/295
27/24244/218
1022
16-JUN-2023 10:06

NOT TO SCALE

TRIANGLE PROJECT TRAFFIC ANALYSIS
80,659
19 15
215
15 5
3 2
1 SPRINGS RD

MURRIETA HOT
ALTA

MURRIETA
DR

HANCOCK AVE
DR

PARK CREST

MADISON
AVE
DR
CENTER

MEDICAL
90,041
6 7

TRIANGLE PROJECT TRAFFIC ANALYSIS
84,448
SITE

PROJECT
4 MU
S
R
P
R

RINGS RD

IETA HOT
=FUTURE DWY
S
1 2
S
3 S
5 S
6 7
S
U
4 DR
WALSH
CENTER
MONROE
AVE

SPARKMAN
CT/
63,420
=FUTURE DWY
X
S =SIGNALIZED
U =UNSIGNALIZED
=STOP CONTROL
=INTERSECTION NUMBER
LEGEND
X,XXX = TWO-WAY ADT

HR VOLUMES
XX/XX = AM/PM PEAK
1434/1698
313/371
2402/2928
217/767
2426/2866
316/126 701/736
806/660
2398/2772
790/941
224/334
414/373
1451/1670
1105/1701
339/406
1923/2372
54/79
339/405
2137/2600
287/280
81/205
203/278
1571/2173
306/227
476/499
2047/2395
607/696
S
PROJECT TRAFFIC CONDITIONS (2028)
EXISITNG + AMBIENT + CUMULATIVE +
325/359
1124/2419
2315/2856
170/203
2049/2543
204/551
93/216
109/256
226/416
2175/3104
437/794
2307/2950
417/492
344/295
570/675169/238223/352
98,946
1508/1350352/22027/2410/10244/218
81/205
10/10
242/614
1023
16-JUN-2023 11:41

NOT TO SCALE

TRIANGLE PROJECT TRAFFIC ANALYSIS
20 15
215
15 5
3 2
1 SPRINGS RD

MURRIETA HOT
ALTA

MURRIETA
DR

HANCOCK AVE
DR

PARK CREST

MADISON
AVE
DR
CENTER

MEDICAL
6 7

TRIANGLE PROJECT TRAFFIC ANALYSIS
SITE

PROJECT
4 MU
S
R
P
R

RINGS RD

IETA HOT
=FUTURE DWY
2 S
DR
WALSH
CENTER
MONROE
AVE

SPARKMAN
CT/
68,521
=FUTURE DWY
X
S =SIGNALIZED
U =UNSIGNALIZED
=STOP CONTROL
=INTERSECTION NUMBER
LEGEND
X,XXX = TWO-WAY ADT

HR VOLUMES
XX/XX = AM/PM PEAK
2631/3526
169/802
1620/1620
1119/1682
239/109
718/499
BUILDOUT (2035) VOLUMES
102,458
1024

ATTACHMENT B
Tables
1025
TABLE 1

EXISTING INTERSECTION OPERATIONS

TRIANGLE FOCUSED TRAFFIC ANALYSIS
Footnotes:

Results calculated utilizing the methodologies described in Chapters 19, 20, 21, and 22 in the 6th edition of the HCM
1 Delay is measured in seconds per vehicle.
2 Level of Service
(S)=Signalized, (TWSC)=Two-Way Stop Controlled, (OWSC)=One-Way Stop Controlled NB=Northbound, WB=Westbound, etc.

L=Left-turn movement, T=Thru movement, R= Right-turn movement, etc.

LT=Left-Through lane, LTR=Left-Through-Right lane , etc.

TABLE 2

EXISTING ROADWAY SEGMENT OPERATIONS

TRIANGLE FOCUSED TRAFFIC ANALYSIS
Footnotes:
1 Source: City of Murrieta General Plan 2035 Draft SEIR (February 2020) DELAY 1
LOS 2 DELAY 1LOS 2
1 Murrieta Hot Springs Rd/I-15 SB Ramps (S) Overall 29.8 C 22.9 C 2 Murrieta Hot Springs Rd/I-15 NB Ramps (S) Overall 12.8 B 14.6 B 3 Murrieta Hot Springs Rd/Sparkman Ct.-
Monroe Ave-Proj Dwy 1
(OWSC) EB-L >50 F >50 F
4 Murrieta Hot Springs Rd/Proj Dwy 2 (OWSC) NB-R
5 Murrieta Hot Springs Rd/Hancock AvenueProj Dwy 3
(S) Overall 13.2 B 23.6 C
6 Murrieta Hot Springs Rd/I-215 SB Ramps (S) Overall 17.6 B 12.6 B 7 Murrieta Hot Springs Rd/I-215 NB Ramps (S) Overall 8.7 A 7.8 A Future
AM Peak
EXISTING (2021)
# INTERSECTION CONTROL DIR. PM Peak

ADT V/C LOS
1 Murrieta Hot Springs Rd between I-15 NB
Ramps and Sparkman Ct. Augmented Arterial (8-ln, divided) 71,800 52,610 0.73 C 2 Murrieta Hot Springs Rd between Sparkman
Ct. and Hancock Avenue Augmented Arterial (8-ln, divided) 71,800 50,200 0.70 B 3 Murrieta Hot Springs Rd between Hancock
Avenue and I-215 SB Ramps Augmented Arterial (8-ln, divided) 71,800 57,830 0.81 D EXISTING (2021)
# ROADWAY SEGMENT FUNCTIONAL CLASSIFICATION

CAPACITY
(LOS E)1
1026
TABLE 3
EXISTING 95TH PERCENTILE QUEUE SUMMARY

TRIANGLE FOCUSED TRAFFIC ANALYSIS
Footnotes:
1 Storage lengths, in feet, based on existing storage per lane 2 Queue is equal to the 95th percentile queue length, in feet, based on SimTraffic 10 software results. In cases where there are more than one lane, the highest number is reported in this table (S)=Signalized, (TWSC)=Two-Way Stop Controlled, (OWSC)=One-Way Stop Controlled NB=Northbound, WB=Westbound, etc., L=Left-turn movement, T=Thru movement, R= Right-turn movement, etc.

LT=Left-Through movement group, LTR=Left-Through-Right lane movement group, etc.

AM Peak PM Peak
QUEUE 2 QUEUE 2
1 Murrieta Hot Springs Rd/I-15 SB Ramps EB-T 3 N/A 159 382 WB-T 3 N/A 108 105
SB-L 1 510 350 357
SB-LTR 1 N/A 320 323
SB-R 1 510 156 59
2 Murrieta Hot Springs Rd/I-15 NB Ramps EB-L 1 500 140 465 EB-T 3 N/A 49 178
WB-T 3 N/A 92 124
NB-L 1 520 153 131
NB-LT 1 N/A 145 97
NB-R 1 490 0 0 Free movement
3 Murrieta Hot Springs Rd/Sparkman Ct.-
Monroe Ave-Proj Dwy 1
EB-L 1 170 186 249 Exceeds available storage
EB-T 4 N/A 72 1419
WB-TR 1 N/A 7 32
SB-R 1 N/A 94 114
4 Murrieta Hot Springs Rd/Proj Dwy 2 (OWSC) NB-R N/A
5 Murrieta Hot Springs Rd/Hancock AvenueProj Dwy 3
EB-L 2 200 118 304
Does not exceed 400'
storage between 2 lanes
EB-T 4 N/A 198 630
WB-T 3 N/A 203 200
WB-R 1 500 96 84
SB-L 2 150 187 220
Does not exceed 300'
storage between 2 lanes
SB-R 2 150 328 324 Exceeds available storage
6 Murrieta Hot Springs Rd/I-215 SB Ramps EB-T 3 N/A 103 88 WB-T 3 N/A 178 163
SB-L 1 470 369 403
SB-LR 1 N/A 422 403
SB-R 1 470 279 93
7 Murrieta Hot Springs Rd/I-215 NB Ramps EB-T 3 N/A 168 171 WB-T 3 N/A 122 130
NB-L 2 1000 107 126
NB-R 2 1000 124 154
# INTERSECTION CONTROL DIR.

No. OF
LANES STORAGE1
EXISTING (2021)
(S)
NOTES
FUTURE
(S)
(S)
(S)
(OWSC)
(S)
1027

IN OUT IN OUT TOTAL IN OUT IN OUT TOTAL
Fast-Food Restaurant with Drive-Through Window 934 14 TSF1 467.48 6,545 44.61 51% 49% 319 306 625 33.03 52% 48% 240 222 462 Passby Trips (25%)4
-1,636 -80 -77 -156 -60 -55 -116
Fast-Food Restaurant without Drive-Through Window 933 16 TSF 450.59 7,209 43.18 58% 42% 401 290 691 33.21 50% 50% 266 266 531 Passby Trips (25%)4
-1,802 -100 -73 -173 -66 -66 -133
High Turnover (Sit-Down) Rest. 932 42 TSF 107.2 4,502 9.57 55% 45% 221 181 402 9.05 61% 39% 232 148 380 Passby Trips (25%, PM only)4,7 -95 -58 -37 -95
Commercial Retail (Shopping Center) 820 211 TSF 37.01 7,809 0.84 62% 38% 110 67 177 3.4 48% 52% 344 373 717 Passby Trips (25%, PM only)4,7 -179 -86 -93 -179
General Office Building (less than 10,000 sf) 712 2 TSF 14.39 29 1.67 82% 18% 3 1 3 2.16 34% 66% 1 3 4 Subtotal 22,382 874 695 1569 813 760 1573
Internal Trips (10%)5,6 -2,238 -87 -69 -157 -81 -76 -157 Total 285 TSF 20,144 787 625 1412 732 684 1416
1 TSF = Thousand Square Feet
2 Refer to ITE Trip Generation Manual, 11th Edition.
3 ADT = Average Daily Traffic
4 Passby reduction rates have been used to account for traffic that will access the site as an intermediate stop on the way to a primary destination. 5 Internal Capture is the reduction of the overall traffic due to the compatability of land uses within the project site. 6 Source: Murrieta Triangle Trip Generation Evaluation, prepared by Trames Solutions Inc. December 23, 2022 7 ADT passby reduction is based on PM passby reduction only.

TABLE 4

PROJECT TRIP GENERATION SUMMARY

TRIANGLE FOCUSED TRAFFIC ANALYSIS
285, 000 SF
Phase 1
LAND USE ITE CODE QUANTITY6
DWY
Rate2 ADT3

AM PEAK HOUR PM PEAK HOUR
Peak
Hr Rate
SPLIT VOLUMES Peak
Hr Rate

SPLIT VOLUMES
C:\RICK\Projects\C19500\19843_TriangleAnalysis\Traffic\Reports\Tables\19843_Triangle_Summary.xlsx 1028 TABLE 5
2025 INTERSECTION OPERATIONS SUMMARY

TRIANGLE FOCUSED TRAFFIC ANALYSIS

NO INTERCHANGE IMPROVEMENTS
Footnotes:

L=Left-turn movement, T=Thru movement, R= Right-turn movement, etc.

LT=Left-Through lane, LTR=Left-Through-Right lane , etc.

DELAY 1LOS 2 DELAY 1LOS 2 DELAY 1LOS 2 DELAY 1LOS 2 AM PM YES/NO 1 Murrieta Hot Springs Rd/I-15 SB
Ramps
(S) Overall 28.0 C 26.3 C 31.3 C 26.2 C 3.3 -0.1 NO
2 Murrieta Hot Springs Rd/I-15 NB
Ramps
(S) Overall 14.2 B 20.3 C 19.5 B 21.9 C 5.3 1.6 NO
(OWSC) EB-L >50 F >50 F - - - - - - -
(S) Overall - - - - 28.4 C 29.0 C - - NO
4 Murrieta Hot Springs Rd/Proj Dwy 2 (OWSC) NB-R 37.0 E 97.1 F - - YES 5 Murrieta Hot Springs Rd/Hancock
Avenue-Proj Dwy 3
(S) Overall 16.0 B 31.0 C 26.7 C 44.8 D 10.7 13.8 NO
6 Murrieta Hot Springs Rd/I-215 SB
Ramps
(S) Overall 18.5 B 15.0 B 19.7 B 19.8 B 1.2 4.8 NO
7 Murrieta Hot Springs Rd/I-215 NB
Ramps
(S) Overall 10.0 B 8.9 A 10.7 B 13.8 B 0.7 4.9 NO
EXISTING + AMBIENT +
CUMULATIVE + PROJECT
(2025) INCREMENTAL
DELAY (sec)

TRAFFIC
EFFECT?
AM Peak PM Peak AM Peak PM Peak

INTERSECTION
Future
# CONTROL DIR.

EXISTING + AMBIENT +
CUMULATIVE (2025)
Murrieta Hot Springs Rd/Sparkman
Ct.-Monroe Ave-Proj Dwy 1
3 1029
TABLE 6
2025 INTERSECTION OPERATIONS SUMMARY

TRIANGLE FOCUSED TRAFFIC ANALYSIS
EB DUAL LEFT TURNS AT I-15 NB RAMP
Footnotes:

L=Left-turn movement, T=Thru movement, R= Right-turn movement, etc.

LT=Left-Through lane, LTR=Left-Through-Right lane , etc.

DELAY 1LOS 2 DELAY 1LOS 2 DELAY 1LOS 2 DELAY 1LOS 2 AM PM YES/NO 1 Murrieta Hot Springs Rd/I-15 SB
Ramps
(S) Overall 28.0 C 26.3 C 28.8 C 22.6 C 0.8 -3.7 NO
2 Murrieta Hot Springs Rd/I-15 NB
Ramps
(S) Overall 14.2 B 20.3 C 18.8 B 18 B 4.6 -2.3 NO
(OWSC) EB-L >50 F >50 F - - - - - - -
(S) Overall - - - - 28.4 C 28.9 C - - NO
4 Murrieta Hot Springs Rd/Proj Dwy 2 (OWSC) NB-R 37.0 E 97.1 F - - YES 5 Murrieta Hot Springs Rd/Hancock
Avenue-Proj Dwy 3
(S) Overall 16.0 B 31.0 C 26.7 C 44.8 D 10.7 13.8 NO
6 Murrieta Hot Springs Rd/I-215 SB
Ramps
(S) Overall 18.5 B 15.0 B 19.7 B 19.8 B 1.2 4.8 NO
7 Murrieta Hot Springs Rd/I-215 NB
Ramps
(S) Overall 10.0 B 8.9 A 10.7 B 13.8 B 0.7 4.9 NO
Murrieta Hot Springs Rd/Sparkman
Ct.-Monroe Ave-Proj Dwy 1
3 # INTERSECTION CONTROL DIR.

EXISTING + AMBIENT +
CUMULATIVE (2025)
EXISTING + AMBIENT +
CUMULATIVE + PROJECT
(2025)
Future

INCREMENTAL
DELAY (sec)

TRAFFIC
EFFECT?
AM Peak PM Peak AM Peak PM Peak
1030
TABLE 7
2025 INTERSECTION OPERATIONS SUMMARY

TRIANGLE FOCUSED TRAFFIC ANALYSIS
EB FREE RIGHT TURN AND NO LEFT TURN AT I-15 NB RAMP
Footnotes:

L=Left-turn movement, T=Thru movement, R= Right-turn movement, etc.

LT=Left-Through lane, LTR=Left-Through-Right lane , etc.

TABLE 8
2025 ROADWAY SEGMENT OPERATIONS SUMMARY

TRIANGLE FOCUSED TRAFFIC ANALYSIS
Footnotes:
1 Source: City of Murrieta General Plan 2035 Draft SEIR (February 2020) DELAY 1LOS 2 DELAY 1LOS 2 DELAY 1LOS 2 DELAY 1LOS 2 AM PM YES/NO 1 Murrieta Hot Springs Rd/I-15 SB
Ramps
(S) Overall 28.0 C 26.3 C 28.8 C 28.8 C 0.8 2.5 NO
2 Murrieta Hot Springs Rd/I-15 NB
Ramps
(S) Overall 14.2 B 20.3 C 12.6 B 7 A -1.6 -13.3 NO
3 (OWSC) EB-L >50 F >50 F - - - - - - -
(S) Overall - - - - 28.4 C 28.9 C - - NO
4 Murrieta Hot Springs Rd/Proj Dwy 2 (OWSC) NB-R 37.0 E 97.1 F - - YES 5 Murrieta Hot Springs Rd/Hancock
Avenue-Proj Dwy 3
(S) Overall 16.0 B 31.0 C 26.7 C 44.8 D 10.7 13.8 NO
6 Murrieta Hot Springs Rd/I-215 SB
Ramps
(S) Overall 18.5 B 15.0 B 19.7 B 19.8 B 1.2 4.8 NO
7 Murrieta Hot Springs Rd/I-215 NB
Ramps
(S) Overall 10.0 B 8.9 A 10.7 B 13.8 B 0.7 4.9 NO
Murrieta Hot Springs Rd/Sparkman
Ct.-Monroe Ave-Proj Dwy 1
# INTERSECTION CONTROL DIR.

EXISTING + AMBIENT +
CUMULATIVE (2025)
EXISTING + AMBIENT +
CUMULATIVE + PROJECT
(2025)
Future

INCREMENTAL
DELAY (sec)

TRAFFIC
EFFECT?
AM Peak PM Peak AM Peak PM Peak

INCREASE TRAFFIC
EFFECT?

ADT V/C LOS ADT V/C LOS V/C YES/NO
1 Murrieta Hot Springs Rd between I15 NB Ramps and Sparkman Ct.

Major Arterial (4-lane,
divided) 71,800 68,862 0.96 E 79,358 1.11 F 0.15 NO
2 Murrieta Hot Springs Rd between
Sparkman Ct. and Hancock Avenue
Augmented Arterial (8-ln,
divided) 71,800 63,784 0.89 D 71,892 1.00 F 0.11 YES
3 Murrieta Hot Springs Rd between
Hancock Avenue and I-215 SB
Augmented Arterial (8-ln,
divided) 71,800 76,624 1.07 F 87,123 1.21 F 0.15 NO
EXISTING + AMBIENT
+ CUMULATIVE (2025)
EXISTING + AMBIENT +
CUMULATIVE +
PROJECT (2025) # ROADWAY SEGMENT

FUNCTIONAL

CLASSIFICATION

CAPACITY
(LOS E)1
1031
TABLE 9
2025 95TH PERCENTILE QUEUE SUMMARY

TRIANGLE FOCUSED TRAFFIC ANALYSIS

NO INTERCHANGE IMPROVEMENTS
AM Peak PM Peak AM Peak PM Peak
QUEUE 2 QUEUE 2 QUEUE 2 QUEUE 2
EB-T 3 N/A 353 352 331 331
EB-R 1 N/A N/A N/A N/A 94
WB-T 3 N/A 107 104 71 76
SB-L 1 510 418 531 486 657 Exceeds available storage
SB-LTR 1 N/A 366 466 489 657
SB-R 1 510 303 366 361 538 Exceeds available storage
EB-L 1 500 218 563 196 497 Exceeds available storage
EB-T 3 N/A 156 601 152 570
WB-T 3 N/A 133 171 100 45
WB-R 1 N/A 414 31 N/A N/A
NB-L 1 520 187 179 162 177
NB-LT 1 N/A 160 171 156 282
NB-R 1 490 0 113 294 465
EB-L 1 170 217 228 N/A N/A Exceeds available storage
EB-T 4 N/A 297 791 N/A N/A
WB-TR 1 N/A 27 24 N/A N/A
SB-R 1 235 196 249 N/A N/A Exceeds available storage
EB-L 2 310 N/A N/A 153 146
EB-T 4 N/A N/A N/A 254 342
EB-R 1 320 N/A N/A 16 25
WB-L 2 245 N/A N/A 93 68
WB-T 3 N/A N/A N/A 157 108
WB-TR 1 N/A N/A N/A 181 132
NB-L 2 N/A N/A N/A 216 349
NB-T 1 N/A N/A N/A 32 10
NB-TR 1 N/A N/A N/A 58 44
SB-L 2 235 N/A N/A 42 42
SB-T 2 N/A N/A N/A 190 376
SB-R 1 235 N/A N/A 265 314 Exceeds available storage
EB-T 4 N/A 8 150
NB-R 1 N/A 43 61
EB-L 2 245 177 213 196 141
EB-T 4 N/A 224 301 220 349
EB-R 1 215 N/A N/A 48 37
WB-L 2 200 N/A N/A 95 56
WB-T 3 N/A 214 334 273 219
WB-R 1 500 114 128 94 97
NB-L 2 N/A N/A N/A 129 106
NB-T 1 N/A N/A N/A 134 163
NB-R 2 N/A N/A N/A 183 289
SB-L 2 150 176 177 175 175 Does not exceed 300'
storage between 2 lanes
SB-TR 1 N/A N/A N/A 289 298
SB-R 1 150 365 318 87 94 Exceeds available storage
EB-T 3 N/A 97 98 107 93
WB-T 3 N/A 161 154 113 134
SB-L 1 470 343 992 957 851 Exceeds available storage
SB-LR 1 N/A 437 1007 955 961
SB-R 1 470 318 637 640 662 Exceeds available storage
(S) EB-T 3 N/A 153 174 170 185
WB-T 3 N/A 128 120 45 N/A
NB-L 2 1000 124 114 201 157
NB-R 2 1000 135 202 165 185
7 4
Murrieta Hot Springs
Rd/Hancock Avenue-Proj
Dwy 3
5 Murrieta Hot Springs
Rd/I-215 SB Ramps
6 1
Murrieta Hot Springs
Rd/I-15 NB Ramps
2 Murrieta Hot Springs
Rd/Sparkman Ct.-Monroe
Ave-Proj Dwy 1
3 # INTERSECTION CONTROL DIR.

No.

OF
LANES

STORAGE
1 EXISTING +
AMBIENT +

CUMULATIVE
(2025) NOTES
(S)
(S)
(S)
EXISTING +
AMBIENT +
CUMULATIVE +
PROJECT (2025)
(S)
(S)
(OWSC)
(OWSC) FUTURE
Murrieta Hot Springs
Rd/I-15 SB Ramps
Murrieta Hot Springs
Rd/Proj Dwy 2
Murrieta Hot Springs
Rd/I-215 NB Ramps
1032
TABLE 10
2025 95TH PERCENTILE QUEUE SUMMARY

TRIANGLE FOCUSED TRAFFIC ANALYSIS
EB DUAL LEFT TURNS AT I-15 NB RAMPS
AM Peak PM Peak AM Peak PM Peak
QUEUE 2 QUEUE 2 QUEUE 2 QUEUE 2
EB-T 3 N/A 353 352 309 335
EB-R 1 N/A N/A N/A N/A N/A
WB-T 3 N/A 107 104 52 56
SB-L 1 510 418 531 462 571 Exceeds available storage
SB-LTR 1 N/A 366 466 474 495
SB-R 1 510 303 366 360 430
2 EB-L 1 500 218 563 120 291 Exceeds available storage
EB-T 3 N/A 156 601 136 170
WB-T 3 N/A 133 171 152 132
WB-R 1 N/A 414 31 N/A N/A
NB-L 1 520 187 179 176 178
NB-LT 1 N/A 160 171 186 164
NB-R 1 490 0 113 97 318
3 EB-L 1 170 217 228 N/A N/A Exceeds available storage
EB-T 4 N/A 297 791 N/A N/A
WB-TR 1 N/A 27 24 N/A N/A
SB-R 1 N/A 196 249 N/A N/A
EB-L 2 310 N/A N/A 146 125
EB-T 4 N/A N/A N/A 240 323
EB-R 1 320 N/A N/A 15 17
WB-L 2 245 N/A N/A 105 101
WB-T 3 N/A N/A N/A 194 300
WB-TR 1 N/A N/A N/A 226 302
NB-L 2 N/A N/A N/A 187 298
NB-T 1 N/A N/A N/A 43 21
NB-TR 1 N/A N/A N/A 66 58
SB-L 2 235 N/A N/A 37 26
SB-T 2 N/A N/A N/A 167 130
SB-R 1 235 N/A N/A 261 228 Exceeds available storage
4 EB-T 4 N/A 14 66
NB-R 1 N/A 36 63
5 EB-L 2 245 177 213 214 197
EB-T 4 N/A 224 301 227 325
EB-R 1 215 N/A N/A 45 49
WB-L 2 200 N/A N/A 135 129
WB-T 3 N/A 214 334 309 319
WB-R 1 500 114 128 94 116
NB-L 2 N/A N/A N/A 101 121
NB-T 1 N/A N/A N/A 123 129
NB-R 2 N/A N/A N/A 162 164
SB-L 2 150 176 177 175 175 Does not exceed 300'
storage between 2 lanes
SB-TR 1 N/A N/A N/A 293 294
SB-R 1 150 365 318 124 152 Exceeds available storage
6 EB-T 3 N/A 97 98 89 91
WB-T 3 N/A 161 154 138 137
SB-L 1 470 343 992 930 841 Exceeds available storage
SB-LR 1 N/A 437 1007 974 870
SB-R 1 470 318 637 626 655 Exceeds available storage
7 (S) EB-T 3 N/A 153 174 163 171
WB-T 3 N/A 128 120 111 122
NB-L 2 1000 124 114 181 188
NB-R 2 1000 135 202 181 186
Murrieta Hot Springs
Rd/I-15 SB Ramps
1 Murrieta Hot Springs
Rd/I-15 NB Ramps
Murrieta Hot Springs
Rd/Sparkman Ct.-Monroe
Ave-Proj Dwy 1
Murrieta Hot Springs
Rd/Proj Dwy 2
(S)
# INTERSECTION CONTROL DIR.

No.

OF
LANES

STORAGE
1 EXISTING +
AMBIENT +

CUMULATIVE
(2025)
EXISTING +
AMBIENT +
CUMULATIVE +
PROJECT (2025) NOTES
(S)
(OWSC)
(S)
(OWSC) FUTURE
(S)
(S)
Murrieta Hot Springs
Rd/Hancock Avenue-Proj
Dwy 3
Murrieta Hot Springs
Rd/I-215 SB Ramps
Murrieta Hot Springs
Rd/I-215 NB Ramps
1033
TABLE 11
2025 95TH PERCENTILE QUEUE SUMMARY

TRIANGLE FOCUSED TRAFFIC ANALYSIS
EB FREE RIGHT TURN AND NO LEFT TURNS AT I-15 NB RAMP
AM Peak PM Peak AM Peak PM Peak
QUEUE 2 QUEUE 2 QUEUE 2 QUEUE 2
EB-T 3 N/A 353 352 315 367
EB-R 1 N/A N/A N/A 54 252
WB-T 3 N/A 107 104 50 48
SB-L 1 510 418 531 486 618 Exceeds available storage
SB-LTR 1 N/A 366 466 506 611
SB-R 1 510 303 366 404 518 Exceeds available storage
EB-L 1 500 218 563 N/A N/A Exceeds available storage
EB-T 3 N/A 156 601 209 22
WB-T 3 N/A 133 171 249 270
WB-R 1 N/A 414 31 N/A N/A
NB-L 2 520 187 179 177 191
NB-LT 1 N/A 160 171 N/A N/A
NB-R 1 490 0 113 215 234
EB-L 1 170 217 228 N/A N/A Exceeds available storage
EB-T 4 N/A 297 791 N/A N/A
WB-TR 1 N/A 27 24 N/A N/A
SB-R 1 N/A 196 249 N/A N/A
EB-L 2 310 N/A N/A 160 N/A
EB-T 4 N/A N/A N/A 279 N/A
EB-R 1 320 N/A N/A 37 N/A
WB-L 2 245 N/A N/A 115 N/A
WB-T 3 N/A N/A N/A 193 N/A
WB-TR 1 N/A N/A N/A 206 263
NB-L 2 N/A N/A N/A 164 223
NB-T 1 N/A N/A N/A 23 N/A
NB-TR 1 N/A N/A N/A 86 79
SB-L 2 235 N/A N/A 29 30
SB-T 2 N/A N/A N/A 86 165
SB-R 1 235 N/A N/A 230 255 Exceeds available storage
EB-T 4 N/A N/A N/A
NB-R 1 N/A 43 57
EB-L 2 245 177 213 224 143
EB-T 4 N/A 224 301 180 229
EB-R 1 215 N/A N/A 48 43
WB-L 2 200 N/A N/A 133 178
WB-T 3 N/A 214 334 270 282
WB-R 1 500 114 128 96 127
NB-L 2 N/A N/A N/A 154 122
NB-T 1 N/A N/A N/A 132 141
NB-R 2 N/A N/A N/A 149 200
SB-L 2 150 176 177 175 175 Does not exceed 300'
storage between 2 lanes
SB-TR 1 N/A N/A N/A 295 292
SB-R 1 150 365 318 143 159 Exceeds available storage
EB-T 3 N/A 97 98 104 124
WB-T 3 N/A 161 154 169 166
SB-L 1 470 343 992 1044 875 Exceeds available storage
SB-LR 1 N/A 437 1007 982 865
SB-R 1 470 318 637 681 638 Exceeds available storage
(S) EB-T 3 N/A 153 174 185 180
WB-T 3 N/A 128 120 123 124
NB-L 2 1000 124 114 178 132
NB-R 2 1000 135 202 168 182
7 4
Murrieta Hot Springs
Rd/Hancock Avenue-Proj
Dwy 3
5 Murrieta Hot Springs
Rd/I-215 SB Ramps
6 Murrieta Hot Springs
Rd/I-15 SB Ramps
1 Murrieta Hot Springs
Rd/I-15 NB Ramps
2 Murrieta Hot Springs
Rd/Sparkman Ct.-Monroe
Ave-Proj Dwy 1
3 (S)
# INTERSECTION CONTROL DIR.

No.

OF
LANES

STORAGE
1 EXISTING +
AMBIENT +

CUMULATIVE
(2025)
EXISTING +
AMBIENT +
CUMULATIVE +
PROJECT (2025) NOTES
(S)
(OWSC)
(S)
(OWSC) FUTURE
(S)
(S)
Murrieta Hot Springs
Rd/Proj Dwy 2
Murrieta Hot Springs
Rd/I-215 NB Ramps
1034
TABLE 12
2028 INTERSECTION OPERATIONS SUMMARY

TRIANGLE FOCUSED TRAFFIC ANALYSIS

NO INTERCHANGE IMPROVEMENTS
Footnotes:

L=Left-turn movement, T=Thru movement, R= Right-turn movement, etc.

LT=Left-Through lane, LTR=Left-Through-Right lane , etc.

DELAY 1LOS 2 DELAY 1LOS 2 DELAY 1LOS 2 DELAY 1LOS 2 AM PM YES/NO 1 Murrieta Hot Springs Rd/I-15 SB
Ramps
(S) Overall 32.0 C 31.5 C 34.2 C 40.2 D 2.2 8.7 NO
2 Murrieta Hot Springs Rd/I-15 NB
Ramps
(S) Overall 19.4 B 24.1 C 19.9 B 25.5 C 0.5 1.4 NO
(OWSC) EB-L - - - - - - - - - - -
(S) Overall 12.2 B 17.3 B 29.7 C 54.2 D 17.5 36.9 NO
4 Murrieta Hot Springs Rd/Proj Dwy 2 (OWSC) NB-R 57.8 F 694.4 F - - YES 5 Murrieta Hot Springs Rd/Hancock
Avenue-Proj Dwy 3
(S) Overall 22.1 C 38.2 D 33.5 C 71.4 E 11.4 33.2 YES
6 Murrieta Hot Springs Rd/I-215 SB
Ramps
(S) Overall 18.4 B 18.0 B 21.4 C 32.7 C 3.0 14.7 NO
7 Murrieta Hot Springs Rd/I-215 NB
Ramps
(S) Overall 11.9 B 13.3 B 14.3 B 15.8 B 2.4 2.5 NO
Murrieta Hot Springs Rd/Sparkman
Ct.-Monroe Ave-Proj Dwy 1
3 Future

INCREMENTA
L DELAY (sec)

TRAFFIC
EFFECT?
AM Peak PM Peak AM Peak PM Peak
# INTERSECTION CONTROL DIR.

EXISTING + AMBIENT +
CUMULATIVE (2028)
EXISTING + AMBIENT +
CUMULATIVE + PROJECT
(2028)
1035
TABLE 13
2028 INTERSECTION OPERATIONS SUMMARY

TRIANGLE FOCUSED TRAFFIC ANALYSIS
EB DUAL LEFT TURNS AT I-15 NB RAMP
Footnotes:

L=Left-turn movement, T=Thru movement, R= Right-turn movement, etc.

LT=Left-Through lane, LTR=Left-Through-Right lane , etc.

DELAY 1LOS 2 DELAY 1LOS 2 DELAY 1LOS 2 DELAY 1LOS 2 AM PM YES/NO 1 Murrieta Hot Springs Rd/I-15 SB
Ramps
(S) Overall 32.0 C 31.5 C 34.2 C 36 D 2.2 4.5 NO
2 Murrieta Hot Springs Rd/I-15 NB
Ramps
(S) Overall 19.4 B 24.1 C 18.7 B 18.4 B -0.7 -5.7 NO
(OWSC) EB-L - - - - - - - - - - -
(S) Overall 12.2 B 17.3 B 29.7 C 45.2 D 17.5 27.9 NO
4 Murrieta Hot Springs Rd/Proj
Dwy 2
(OWSC) NB-R 57.8 F 694.4 F - - YES
5 Murrieta Hot Springs
Rd/Hancock Avenue-Proj Dwy 3 (S) Overall 22.1 C 38.2 D 33.5 C 74.6 E 11.4 36.4 YES 6 Murrieta Hot Springs Rd/I-215
SB Ramps
(S) Overall 18.4 B 18.0 B 21.4 B 32.7 C 3.0 14.7 NO
7 Murrieta Hot Springs Rd/I-215
NB Ramps
(S) Overall 11.9 B 13.3 B 14.3 B 15.8 B 2.4 2.5 NO
Murrieta Hot Springs
Rd/Sparkman Ct.-Monroe AveProj Dwy 13
# INTERSECTION CONTROL DIR.

EXISTING + AMBIENT +
CUMULATIVE (2028)
EXISTING + AMBIENT +
CUMULATIVE + PROJECT
(2028)
Future

INCREMENTAL
DELAY (sec)

TRAFFIC
EFFECT?
AM Peak PM Peak AM Peak PM Peak
1036
TABLE 14
2028 INTERSECTION OPERATIONS SUMMARY

TRIANGLE FOCUSED TRAFFIC ANALYSIS
EB FREE RIGHT TURN AND NO LEFT TURN AT I-15 NB RAMP
Footnotes:

Results calculated utilizing the methodologies described in Chapters 19, 20, 21, and 22 in the 6th edition of the HCM 1 Delay is measured in seconds per vehicle.
2 Level of Service
(S)=Signalized, (TWSC)=Two-Way Stop Controlled, (OWSC)=One-Way Stop Controlled NB=Northbound, WB=Westbound, etc.

L=Left-turn movement, T=Thru movement, R= Right-turn movement, etc.

LT=Left-Through lane, LTR=Left-Through-Right lane , etc.

TABLE 15
2028 ROADWAY SEGMENT OPERATIONS SUMMARY

TRIANGLE FOCUSED TRAFFIC ANALYSIS
Footnotes:
1 Source: City of Murrieta General Plan 2035 Draft SEIR (February 2020) DELAY 1LOS 2 DELAY 1LOS 2 DELAY 1LOS 2 DELAY 1LOS 2 AM PM YES/NO 1 Murrieta Hot Springs Rd/I-15 SB
Ramps
(S) Overall 32.0 C 31.5 C 31.9 C 42.8 D -0.1 11.3 NO
2 Murrieta Hot Springs Rd/I-15 NB
Ramps
(S) Overall 19.4 B 24.1 C 12.5 B 7.1 A -6.9 -17.0 NO
(OWSC) EB-L - - - - - - - - - - -
(S) Overall 12.2 B 17.3 B 29.7 C 45.2 D 17.5 27.9 NO
4 Murrieta Hot Springs Rd/Proj Dwy 2 (OWSC) NB-R 57.8 F 694.4 F - - YES 5 Murrieta Hot Springs Rd/Hancock
Avenue-Proj Dwy 3
(S) Overall 22.1 C 38.2 D 33.5 C 62.8 E 11.4 24.6 YES
6 Murrieta Hot Springs Rd/I-215 SB
Ramps
(S) Overall 18.4 B 18.0 B 21.4 C 32.7 C 3.0 14.7 NO
7 Murrieta Hot Springs Rd/I-215 NB
Ramps
(S) Overall 11.9 B 13.3 B 14.3 B 15.8 B 2.4 2.5 NO
Murrieta Hot Springs Rd/Sparkman
Ct.-Monroe Ave-Proj Dwy 1
3 # INTERSECTION CONTROL DIR.

EXISTING + AMBIENT +
CUMULATIVE (2028)
EXISTING + AMBIENT +
CUMULATIVE + PROJECT
(2028)
Future

INCREMENTAL
DELAY (sec)

TRAFFIC
EFFECT?
AM Peak PM Peak AM Peak PM Peak

INCREASE TRAFFIC
EFFECT?

ADT V/C LOS ADT V/C LOS V/C YES/NO
1 Murrieta Hot Springs Rd between
I-15 NB Ramps and Sparkman Ct.

Major Arterial (4-lane,
divided) 71,800 72,019 1.00 F 90,041 1.254 F 0.25 NO
2 Murrieta Hot Springs Rd between
Sparkman Ct. and Hancock
Augmented Arterial (8-ln,
divided) 71,800 66,796 0.93 E 80,659 1.123 F 0.19 NO
3 Murrieta Hot Springs Rd between
Hancock Avenue and I-215 SB
Augmented Arterial (8-ln,
divided) 71,800 80,093 1.12 F 98,946 1.378 F 0.26 NO
# ROADWAY SEGMENT

FUNCTIONAL

CLASSIFICATION

CAPACITY
(LOS E)1
EXISTING + AMBIENT
+ CUMULATIVE (2028)
EXISTING + AMBIENT
+ CUMULATIVE +
PROJECT (2028)
1037
TABLE 16
2028 95TH PERCENTILE QUEUE SUMMARY

TRIANGLE FOCUSED TRAFFIC ANALYSIS

NO INTERCHANGE IMPROVEMENTS
AM Peak PM Peak AM Peak PM Peak
QUEUE 2 QUEUE 2 QUEUE 2 QUEUE 2
EB-T 3 N/A 328 335 314 373
EB-R 1 N/A N/A N/A N/A 249
WB-T 3 N/A 83 68 70 77
SB-L 1 510 448 663 549 588 Exceeds available storage
SB-LTR 1 N/A 413 664 588 589
SB-R 1 510 366 561 457 544 Exceeds available storage
EB-L 1 500 234 508 207 472 Exceeds available storage
EB-T 3 N/A 153 474 159 518
WB-T 3 N/A 71 47 135 185
WB-R 1 N/A N/A N/A N/A 454
NB-L 1 520 165 175 186 1357 Exceeds available storage
NB-LT 1 N/A 165 182 184 1260 Exceeds available storage
NB-R 1 490 56 81 404 612 Free movement
EB-L 1 170 N/A N/A N/A N/A
EB-T 4 N/A N/A N/A N/A N/A
WB-TR 1 N/A N/A N/A N/A N/A
SB-R 1 N/A N/A N/A N/A N/A
EB-L 2 310 158 154 157 333
EB-T 4 N/A 131 239 259 1250
EB-R 1 320 N/A N/A 36 413 Exceeds available storage
WB-L 2 245 N/A N/A 143 166
WB-T 3 N/A 111 87 196 282
WB-TR 1 N/A 154 103 218 336
NB-L 2 N/A N/A N/A 229 343
NB-T 1 N/A N/A N/A 34 257
NB-TR 1 N/A N/A N/A 82 226
SB-L 2 235 27 25 36 71
SB-T 2 N/A 136 N/A 297 307
SB-R 1 235 229 195 288 261 Exceeds available storage
EB-T 4 N/A N/A N/A N/A N/A
EB-R 1 150 N/A N/A N/A N/A
NB-R 1 N/A N/A N/A 51 329
EB-L 2 245 205 136 230 305
EB-T 4 N/A 125 142 240 446
EB-R 1 215 N/A N/A 59 236 Exceeds available storage
WB-L 2 200 N/A N/A 203 210
WB-T 3 N/A 245 219 283 290
WB-R 1 500 89 70 98 149
NB-L 2 N/A N/A N/A 88 282
NB-T 1 N/A N/A N/A 108 402
NB-R 2 N/A N/A N/A 140 411
SB-L 2 150 182 175 175 194 Does not exceed 300'
storage between 2 lanes
SB-TR 1 N/A 367 282 300 295
SB-R 1 150 69 95 181 162 Exceeds available storage
EB-T 3 N/A 107 108 98 101
WB-T 3 N/A 149 109 150 149
SB-L 1 470 398 851 860 852 Exceeds available storage
SB-LR 1 N/A 492 853 856 862
SB-R 1 470 347 669 638 599 Exceeds available storage
(S) EB-T 3 N/A 172 186 187 191
WB-T 3 N/A 54 N/A 72 79
NB-L 2 1000 112 124 237 471
NB-R 2 1000 133 216 147 196
(OWSC)
(S)
(OWSC)
(S)
(S)
Murrieta Hot Springs
Rd/Proj Dwy 2
Murrieta Hot Springs
Rd/I-215 NB Ramps
(S)
# INTERSECTION CONTROL DIR.

No.

OF
LANES

STORAGE
1 EXISTING +
AMBIENT +

CUMULATIVE
(2028)
EXISTING +
AMBIENT +
CUMULATIVE +
PROJECT (2028) NOTES
(S)
Murrieta Hot Springs
Rd/I-15 SB Ramps
1 Murrieta Hot Springs
Rd/I-15 NB Ramps
2 Murrieta Hot Springs
Rd/Sparkman Ct.-Monroe
Ave-Proj Dwy 1
3 7
4 Murrieta Hot Springs
Rd/Hancock Avenue-Proj
Dwy 3
5 Murrieta Hot Springs
Rd/I-215 SB Ramps
6 1038
TABLE 17
2028 95TH PERCENTILE QUEUE SUMMARY

TRIANGLE FOCUSED TRAFFIC ANALYSIS
EB DUAL LEFT TURNS AT I-15 NB RAMPS
AM Peak PM Peak AM Peak PM Peak
QUEUE 2 QUEUE 2 QUEUE 2 QUEUE 2
EB-T 3 N/A 328 335 328 344
EB-R 1 N/A N/A N/A N/A 173
WB-T 3 N/A 83 68 53 56
SB-L 1 510 448 663 643 602 Exceeds available storage
SB-LTR 1 N/A 413 664 650 607
SB-R 1 510 366 561 516 561 Exceeds available storage
EB-L 1 500 234 508 127 298
EB-T 3 N/A 153 474 141 217
WB-T 3 N/A 71 47 161 160
WB-R 1 N/A N/A N/A N/A 202
NB-L 1 520 165 175 178 1313 Exceeds available storage
NB-LT 1 N/A 165 182 168 1261 Exceeds available storage
NB-R 1 490 56 81 431 610 Free movement
EB-L 1 170 N/A N/A N/A N/A
EB-T 4 N/A N/A N/A N/A N/A
WB-TR 1 N/A N/A N/A N/A N/A
SB-R 1 N/A N/A N/A N/A N/A
EB-L 2 310 158 154 144 265
EB-T 4 N/A 131 239 281 546
EB-R 1 320 N/A N/A 53 352
WB-L 2 245 N/A N/A 149 161
WB-T 3 N/A 111 87 187 254
WB-TR 1 N/A 154 103 214 276
NB-L 2 N/A N/A N/A 208 321
NB-T 1 N/A N/A N/A 24 226
NB-TR 1 N/A N/A N/A 57 60
SB-L 2 235 27 25 48 51
SB-T 2 N/A 136 N/A 294 296
SB-R 1 235 229 195 293 260 Exceeds available storage
EB-T 4 N/A N/A N/A 13 259
EB-R 1 150 N/A N/A N/A N/A
NB-R 1 N/A N/A N/A 71 319
EB-L 2 245 205 136 252 232
Does not exceed 490'
storage between 2 lanes
EB-T 4 N/A 125 142 253 456
EB-R 1 215 N/A N/A 64 188
WB-L 2 200 N/A N/A 215 211
WB-T 3 N/A 245 219 320 323
WB-R 1 500 89 70 86 131
NB-L 2 N/A N/A N/A 117 269
NB-T 1 N/A N/A N/A 132 392
NB-R 2 N/A N/A N/A 149 334
SB-L 2 150 182 175 176 175 Does not exceed 300'
storage between 2 lanes
SB-TR 1 N/A 367 282 302 295
SB-R 1 150 69 95 153 187 Exceeds available storage
EB-T 3 N/A 107 108 81 106
WB-T 3 N/A 149 109 125 136
SB-L 1 470 398 851 863 855 Exceeds available storage
SB-LR 1 N/A 492 853 860 856
SB-R 1 470 347 669 686 539 Exceeds available storage
(S) EB-T 3 N/A 172 186 175 176
WB-T 3 N/A 54 N/A 114 99
NB-L 2 1000 112 124 247 244
NB-R 2 1000 133 216 162 217
7 4
Murrieta Hot Springs
Rd/Hancock Avenue-Proj
Dwy 3
5 Murrieta Hot Springs
Rd/I-215 SB Ramps
6 1
Murrieta Hot Springs
Rd/I-15 NB Ramps
2 Murrieta Hot Springs
Rd/Sparkman Ct.-Monroe
Ave-Proj Dwy 1
3 # INTERSECTION CONTROL DIR.

No.

OF
LANES

STORAGE
1 EXISTING +
AMBIENT +

CUMULATIVE
(2028)
EXISTING +
AMBIENT +
CUMULATIVE +
PROJECT (2028) NOTES
(S)
(S)
(OWSC)
(S)
(OWSC)
(S)
(S)
Murrieta Hot Springs
Rd/I-15 SB Ramps
Murrieta Hot Springs
Rd/Proj Dwy 2
Murrieta Hot Springs
Rd/I-215 NB Ramps
1039
TABLE 18
2028 95TH PERCENTILE QUEUE SUMMARY

TRIANGLE FOCUSED TRAFFIC ANALYSIS
EB FREE RIGHT TURN AND NO LEFT TURNS AT I-15 NB RAMP
AM Peak PM Peak AM Peak PM Peak
QUEUE 2 QUEUE 2 QUEUE 2 QUEUE 2
EB-T 3 N/A 328 335 324 369
EB-R 1 N/A N/A N/A 115 239
WB-T 3 N/A 83 68 47 49
SB-L 1 510 448 663 658 602 Exceeds available storage
SB-LTR 1 N/A 413 664 638 606
SB-R 1 510 366 561 556 615 Exceeds available storage
EB-L 1 500 234 508 N/A N/A
EB-T 3 N/A 153 474 316 239
EB-R 1 220 N/A N/A 143 144
WB-T 3 N/A 71 47 185 342
WB-R 1 N/A N/A N/A N/A N/A
NB-L 1 520 165 175 218 194
NB-LT 1 N/A 165 182 N/A N/A
NB-R 1 490 56 81 212 213
EB-L 1 170 N/A N/A N/A N/A
EB-T 4 N/A N/A N/A N/A N/A
WB-TR 1 N/A N/A N/A N/A N/A
SB-R 1 N/A N/A N/A N/A N/A
EB-L 2 310 158 154 146 104
EB-T 4 N/A 131 239 283 308
EB-R 1 320 N/A N/A 104 68
WB-L 2 245 N/A N/A 156 167
WB-T 3 N/A 111 87 160 237
WB-TR 1 N/A 154 103 186 264
NB-L 2 N/A N/A N/A 163 353
NB-T 1 N/A N/A N/A 27 279
NB-TR 1 N/A N/A N/A 93 69
SB-L 2 235 27 25 71 30
SB-T 2 N/A 136 N/A 130 289
SB-R 1 235 229 195 247 260 Exceeds available storage
EB-T 4 N/A N/A N/A 129 N/A
EB-R 1 150 N/A N/A N/A N/A
NB-R 1 N/A N/A N/A 192 107
EB-L 2 245 205 136 319 107 Exceeds available storage
EB-T 4 N/A 125 142 468 245
EB-R 1 215 N/A N/A 58 67
WB-L 2 200 N/A N/A 216 204
WB-T 3 N/A 245 219 275 283
WB-R 1 500 89 70 98 133
NB-L 2 N/A N/A N/A 97 215
NB-T 1 N/A N/A N/A 135 364
NB-R 2 N/A N/A N/A 172 331
SB-L 2 150 182 175 175 182 Exceeds available storage
SB-TR 1 N/A 367 282 297 295
SB-R 1 150 69 95 116 175 Exceeds available storage
EB-T 3 N/A 107 108 111 124
WB-T 3 N/A 149 109 154 158
SB-L 1 470 398 851 864 851 Exceeds available storage
SB-LR 1 N/A 492 853 880 877
SB-R 1 470 347 669 653 689 Exceeds available storage
(S) EB-T 3 N/A 172 186 188 184
WB-T 3 N/A 54 N/A 110 114
NB-L 2 1000 112 124 220 180
NB-R 2 1000 133 216 157 177
4 Murrieta Hot Springs
Rd/Hancock AvenueProj Dwy 3
5 Murrieta Hot Springs
Rd/I-215 SB Ramps
Murrieta Hot Springs
Rd/I-215 NB Ramps
6 7
1 Murrieta Hot Springs
Rd/I-15 NB Ramps
2 Murrieta Hot Springs
Rd/Sparkman Ct.-
Monroe Ave-Proj Dwy 1
3 # INTERSECTION CONTROL DIR.

No.

OF
LANES

STORAGE
1 EXISTING +
AMBIENT +

CUMULATIVE
(2028)
EXISTING +
AMBIENT +
CUMULATIVE +
PROJECT (2028) NOTES
(S)
(S)
(OWSC)
(S)
(OWSC)
(S)
(S)
Murrieta Hot Springs
Rd/I-15 SB Ramps
Murrieta Hot Springs
Rd/Proj Dwy 2 1040
TABLE 19

PROJECT TRIP COMPARISON

TRIANGLE FOCUSED TRAFFIC ANALYSIS
1DU= Dwelling Units
2Refer to ITE Trip Generation Manual, 11th Edition.
3ADT = Average Daily Traffic
4Passby reduction rates have been used to account for traffic that will access the site as an intermediate stop on the way to a primary destination.
5 Internal Capture is the reduction of the overall traffic due to the compatibility of land uses within the project site. 6 Source: Murrieta Triangle Trip Generation Evaluation, prepared by Trames Solutions Inc. December 23, 2022

IN OUT IN OUT TOTAL IN OUT IN OUT TOTAL
Multifamily Housing
(Mid-Rise)
221 900 DU 4.54 4,086 0.37 23% 77% 77 256 333 0.39 61% 39% 214 137 351 Total 900 TSF 4,086 77 256 333 214 137 351
VOLUMES Peak
Hr
Rate

SPLIT VOLUMES

LAND USE
ITE
CODE QUANTITY6 DWY
Rate2 ADT3

AM PEAK HOUR PM PEAK HOUR
Peak
Hr
Rate
SPLIT
Focused Traffic Analysis 285,000 SF 20,144
Multifamily Housing 900 DU1
4,086
Total 24,230
Trip Generation A Quantity ADT
Trip Generation A 24,230
Trip Generation B 38,739
Difference in Trips -14,509
Trip Generation ADT
1041
TABLE 20
2035 INTERSECTION OPERATIONS

TRIANGLE FOCUSED TRAFFIC ANALYSIS
# INTERSECTION CONTROL DIR.

BUILDOUT (2035)
AM Peak PM Peak
DELAY
1 LOS
2 DELAY
1 LOS
2 2 Murrieta Hot Springs Rd/I-15 NB Ramps (S) Overall 30.4 C 52.9 D Footnotes:

TRIANGLE FOCUSED TRAFFIC ANALYSIS

NO INTERCHANGE IMPROVEMENTS
Footnotes:
1 Storage lengths, in feet, based on existing storage per lane 2 Queue is equal to the 95th percentile queue length, in feet, based on SimTraffic 10 software results. In cases where there are more than one lane, the highest number is reported in this table (S)=Signalized, (TWSC)=Two-Way Stop Controlled, (OWSC)=One-Way Stop Controlled NB=Northbound, WB=Westbound, etc.

L=Left-turn movement, T=Thru movement, R= Right-turn movement, etc.

LT=Left-Through movement group, LTR=Left-Through-Right lane movement group, etc.

AM Peak PM Peak
QUEUE 2 QUEUE 2
EB-L 1 500 201 523
Exceeds available storage,
however, less than 25' and
deemed acceptable
EB-T 3 N/A 275 620
WB-T 3 N/A 85 138
WB-R 1 N/A N/A 28
NB-L 1 520 306 405
NB-LT 1 N/A 292 402
NB-R 1 490 297 132
2 Murrieta Hot Springs
Rd/I-15 NB Ramps
(S)
BUILDOUT (2035)
# INTERSECTION CONTROL DIR. NOTES
No.

OF
LANES

STORAGE
1 1042
TABLE 22
2025 INTERSECTION OPERATIONS SUMMARY

TRIANGLE FOCUSED TRAFFIC ANALYSIS

RECOMMENDATIONS
Footnotes:

L=Left-turn movement, T=Thru movement, R= Right-turn movement, etc.

LT=Left-Through lane, LTR=Left-Through-Right lane , etc.

DELAY 1LOS 2 DELAY 1LOS 2 DELAY 1LOS 2 DELAY 1LOS 2 AM PM YES/NO 1 Murrieta Hot Springs Rd/I-15 SB
Ramps
(S) Overall 28.0 C 26.3 C 31.3 C 26.2 C 3.3 -0.1 NO
2 Murrieta Hot Springs Rd/I-15 NB
Ramps
(S) Overall 14.2 B 20.3 C 19.5 B 21.9 C 5.3 1.6 NO
(OWSC) EB-L >50 F >50 F - - - - - - -
(S) Overall - - - - 28.4 C 29.0 C - - -
4 Murrieta Hot Springs Rd/Proj Dwy 2 (OWSC) NB-R 37.0 E 97.1 F - - Yes 5 Murrieta Hot Springs Rd/Hancock
Avenue-Proj Dwy 3
(S) Overall 16.0 B 31.0 C 26.9 C 45.8 D 10.9 14.8 NO
6 Murrieta Hot Springs Rd/I-215 SB
Ramps
(S) Overall 18.5 B 15.0 B 19.7 B 19.8 B 1.2 4.8 NO
7 Murrieta Hot Springs Rd/I-215 NB
Ramps
(S) Overall 10.0 B 8.9 A 10.7 B 13.8 B 0.7 4.9 NO
Murrieta Hot Springs Rd/Sparkman
Ct.-Monroe Ave-Proj Dwy 1
3 Future

INCREMENTAL
DELAY (sec)

TRAFFIC
EFFECT?
AM Peak PM Peak AM Peak PM Peak
# INTERSECTION CONTROL DIR.

EXISTING + AMBIENT +
CUMULATIVE (2025)
EXISTING + AMBIENT +
CUMULATIVE + PROJECT
(2025)
1043
TABLE 23
2025 95TH PERCENTILE QUEUE SUMMARY

TRIANGLE FOCUSED TRAFFIC ANALYSIS

RECOMMENDATIONS
AM Peak PM Peak AM Peak PM Peak
QUEUE 2 QUEUE 2 QUEUE 2 QUEUE 2
EB-T 3 N/A 353 352 306 331
EB-R 1 N/A N/A N/A N/A N/A
WB-T 3 N/A 107 104 67 78
SB-L 1 510 418 531 465 602 Exceeds available storage
SB-LTR 1 N/A 366 466 510 539
SB-R 1 510 303 366 404 473
EB-L 1 500 218 563 189 468 Exceeds available storage
EB-T 3 N/A 156 601 121 507
WB-T 3 N/A 133 171 135 147
WB-R 1 N/A 414 31 22 N/A
NB-L 1 520 187 179 170 165
NB-LT 1 N/A 160 171 185 230
NB-R 1 490 0 113 155 546 Free movement
EB-L 1 170 217 228 N/A N/A
EB-T 4 N/A 297 791 N/A N/A
WB-TR 1 N/A 27 24 N/A N/A
SB-R 1 N/A 196 249 N/A N/A
EB-L 2 310 N/A N/A 151 179
EB-T 4 N/A N/A N/A 229 335
EB-R 1 320 N/A N/A 16 12
WB-L 2 245 N/A N/A 109 84
WB-T 3 N/A N/A N/A 207 275
WB-TR 1 N/A N/A N/A 253 279
NB-L 2 N/A N/A N/A 191 330
NB-T 1 N/A N/A N/A 26 35
NB-TR 1 N/A N/A N/A 63 71
SB-L 2 235 N/A N/A 32 38
SB-T 2 N/A N/A N/A 89 215
SB-R 1 235 N/A N/A 245 268 Exceeds available storage
EB-T 4 N/A N/A 307
NB-R 1 N/A 43 288
EB-L 2 245 177 213 173 151
EB-T 4 N/A 224 301 200 300
EB-R 1 215 N/A N/A 38 52
WB-L 2 200 N/A N/A 139 137
WB-T 3 N/A 214 334 275 285
WB-R 1 500 114 128 108 113
NB-L 2 N/A N/A N/A 106 114
NB-T 1 N/A N/A N/A 131 123
NB-R 2 N/A N/A N/A 207 275
SB-L 2 150 176 177 176 175
SB-T 1 N/A N/A N/A 305 275
SB-R 1 150 365 318 123 176 Exceeds available storage
EB-T 3 N/A 97 98 90 118
WB-T 3 N/A 161 154 156 147
SB-L 1 470 343 992 935 848 Exceeds available storage
SB-LR 1 N/A 437 1007 903 861
SB-R 1 470 318 637 643 675 Exceeds available storage
EB-T 3 N/A 153 174 174 183
WB-T 3 N/A 128 120 68 72
NB-L 2 1000 124 114 159 158
NB-R 2 1000 135 202 170 201
7 (S)
4 Murrieta Hot Springs
Rd/Hancock AvenueProj Dwy 3
5 6 Murrieta Hot Springs
Rd/I-215 SB Ramps
Murrieta Hot Springs
Rd/I-15 SB Ramps
1 Murrieta Hot Springs
Rd/I-15 NB Ramps
2 Murrieta Hot Springs
Rd/Sparkman Ct.-
Monroe Ave-Proj Dwy 1
3 (OWSC)
(S)
(OWSC) FUTURE
(S)
(S)
Murrieta Hot Springs
Rd/Proj Dwy 2
Murrieta Hot Springs
Rd/I-215 NB Ramps
(S)
# INTERSECTION CONTROL DIR.

No.

OF
LANES

STORAGE
1 EXISTING +
AMBIENT +

CUMULATIVE
(2025)
EXISTING +
AMBIENT +
CUMULATIVE +
PROJECT (2025) NOTES
(S)
1044
TABLE 24
2028 INTERSECTION OPERATIONS SUMMARY

TRIANGLE FOCUSED TRAFFIC ANALYSIS

RECOMMENDATIONS
Footnotes:

L=Left-turn movement, T=Thru movement, R= Right-turn movement, etc.

LT=Left-Through lane, LTR=Left-Through-Right lane , etc.

DELAY 1LOS 2 DELAY 1LOS 2 DELAY 1LOS 2 DELAY 1LOS 2 AM PM YES/NO 1 Murrieta Hot Springs Rd/I-15 SB
Ramps
(S) Overall 32.0 C 31.5 C 34.2 C 40.2 D 2.2 8.7 NO
2 Murrieta Hot Springs Rd/I-15 NB
Ramps
(S) Overall 19.4 B 24.1 C 19.9 B 25.5 C 0.5 1.4 NO
3 (OWSC) EB-L - - - - - - - - - - -
(S) Overall 12.2 B 17.3 B 29.7 C 45.4 D 17.5 28.1 NO
4 Murrieta Hot Springs Rd/Proj Dwy 2 (OWSC) NB-R 57.8 F 694.4 F - - YES 5 Murrieta Hot Springs Rd/Hancock
Avenue-Proj Dwy 3
(S) Overall 22.1 C 38.2 D 33.9 C 53.1 D 11.8 14.9 NO
6 Murrieta Hot Springs Rd/I-215 SB
Ramps
(S) Overall 18.4 B 18.0 B 21.4 C 32.7 C 3.0 14.7 NO
7 Murrieta Hot Springs Rd/I-215 NB
Ramps
(S) Overall 11.9 B 13.3 B 14.3 B 15.8 B 2.4 2.5 NO
Murrieta Hot Springs Rd/Sparkman
Ct.-Monroe Ave-Proj Dwy 1
Future

INCREMENTAL
DELAY (sec)

TRAFFIC
EFFECT?
AM Peak PM Peak AM Peak PM Peak
# INTERSECTION CONTROL DIR.

EXISTING + AMBIENT +
CUMULATIVE (2028)
EXISTING + AMBIENT +
CUMULATIVE + PROJECT
(2028)
1045
TABLE 25
2028 95TH PERCENTILE QUEUE SUMMARY

TRIANGLE FOCUSED TRAFFIC ANALYSIS

RECOMMENDATIONS
AM Peak PM Peak AM Peak PM Peak
QUEUE 2 QUEUE 2 QUEUE 2 QUEUE 2
EB-T 3 N/A 328 335 305 328
EB-R 1 N/A N/A N/A N/A 139
WB-T 3 N/A 83 68 74 63
SB-L 1 510 448 663 620 598 Exceeds available storage
SB-LTR 1 N/A 413 664 628 598
SB-R 1 510 366 561 526 545 Exceeds available storage
EB-L 1 500 234 508 207 493
EB-T 3 N/A 153 474 192 591
WB-T 3 N/A 71 47 143 74
WB-R 1 N/A N/A N/A N/A N/A
NB-L 1 520 165 175 212 1304 Exceeds available storage
NB-LT 1 N/A 165 182 191 1265 Exceeds available storage
NB-R 1 490 56 81 510 610 Free movement
EB-L 1 170 N/A N/A N/A N/A
EB-T 4 N/A N/A N/A N/A N/A
WB-TR 1 N/A N/A N/A N/A N/A
SB-R 1 N/A N/A N/A N/A N/A
EB-L 2 310 158 154 157 153
EB-T 4 N/A 131 239 274 304
EB-R 1 320 N/A N/A 21 53
WB-L 2 245 N/A N/A 137 103
WB-T 3 N/A 111 87 173 104
WB-TR 1 N/A 154 103 216 121
NB-L 2 N/A N/A N/A 235 324
NB-T 1 N/A N/A N/A 44 136
NB-TR 1 N/A N/A N/A 98 69
SB-L 2 235 27 25 31 30
SB-T 2 N/A 136 N/A 190 302
SB-R 1 235 229 195 258 260 Exceeds available storage
EB-T 4 N/A N/A N/A 41 94
EB-R 1 150 N/A N/A N/A N/A
NB-R 1 N/A N/A N/A 59 113
EB-L 2 245 205 136 278 162
EB-T 4 N/A 125 142 273 360
EB-R 1 215 N/A N/A 63 131
WB-L 2 200 N/A N/A 180 72
WB-T 3 N/A 245 219 270 229
WB-R 1 500 89 70 87 78
NB-L 2 N/A N/A N/A 108 244
NB-T 1 N/A N/A N/A 97 403
NB-R 2 N/A N/A N/A 164 343
SB-L 2 150 182 175 176 176
SB-T 1 N/A 367 282 289 297
SB-R 1 150 69 95 135 160 Exceeds available storage
EB-T 3 N/A 107 108 103 135
WB-T 3 N/A 149 109 152 145
SB-L 1 470 398 851 862 865 Exceeds available storage
SB-LR 1 N/A 492 853 860 851
SB-R 1 470 347 669 652 664 Exceeds available storage
7 (S) EB-T 3 N/A 172 186 183 176
WB-T 3 N/A 54 N/A 81 N/A
NB-L 2 1000 112 124 258 208
NB-R 2 1000 133 216 171 202
5 Murrieta Hot Springs
Rd/I-215 SB Ramps
6 Murrieta Hot Springs
Rd/I-215 NB Ramps
1 Murrieta Hot Springs
Rd/I-15 NB Ramps
Murrieta Hot Springs
Rd/Sparkman Ct.-
Monroe Ave-Proj Dwy 1
Murrieta Hot Springs
Rd/Proj Dwy 2
4 3
2 EXISTING +
AMBIENT +

CUMULATIVE
(2028)
EXISTING +
AMBIENT +
CUMULATIVE +
PROJECT (2028) NOTES
(S)
(S)
(OWSC)
(S)
(OWSC)
(S)
(S)
Murrieta Hot Springs
Rd/I-15 SB Ramps
Murrieta Hot Springs
Rd/Hancock AvenueProj Dwy 3
# INTERSECTION CONTROL DIR.

No.

OF
LANES

STORAGE
1 1046

ATTACHMENT C
Synchro
1047

EXISTING TRAFFIC CONDITIONS
1048
Timings Timing Plan: Existing AM
1: I-15 SB On Ramp/I-15 SB Off Ramp & Murrieta Hot Springs Road 05/31/2023 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) 625 136 1033 981 0 263
Future Volume (vph) 625 136 1033 981 0 263
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) 49.0 49.0 71.0 71.0 71.0
Total Split (%) 40.8% 40.8% 59.2% 59.2% 59.2%
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) 43.7 120.0 43.7 66.8 66.8 66.8
Actuated g/C Ratio 0.36 1.00 0.36 0.56 0.56 0.56
v/c Ratio 0.36 0.09 0.59 0.54 0.59 0.30
Control Delay 28.6 0.1 34.6 19.5 20.0 14.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 28.6 0.1 34.6 19.5 20.0 14.0

LOS C A C B B B
Approach Delay 23.5 34.6 18.6
Approach LOS C C B
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: 0.59
Intersection Signal Delay: 25.3 Intersection LOS: C
Intersection Capacity Utilization 74.9% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 1: I-15 SB On Ramp/I-15 SB Off Ramp & Murrieta Hot Springs Road 1049
HCM 6th Signalized Intersection Summary Timing Plan: Existing AM 1: I-15 SB On Ramp/I-15 SB Off Ramp & Murrieta Hot Springs Road 05/31/2023 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) 0 625 136 0 1033 0 0 0 0 981 0 263 Future Volume (veh/h) 0 625 136 0 1033 0 0 0 0 981 0 263 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 0 665 0 0 1099 0 1131 0 187
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 1859 0 1859 0 2062 0 882
Arrive On Green 0.00 0.36 0.00 0.00 0.12 0.00 0.56 0.00 0.56 Sat Flow, veh/h 0 5274 1585 0 5443 0 3705 0 1585
Grp Volume(v), veh/h 0 665 0 0 1099 0 1131 0 187
Grp Sat Flow(s),veh/h/ln 0 1702 1585 0 1702 0 1853 0 1585 Q Serve(g_s), s 0.0 11.4 0.0 0.0 24.5 0.0 23.4 0.0 7.1
Cycle Q Clear(g_c), s 0.0 11.4 0.0 0.0 24.5 0.0 23.4 0.0 7.1 Prop In Lane 0.00 1.00 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1859 0 1859 0 2062 0 882
V/C Ratio(X) 0.00 0.36 0.00 0.59 0.00 0.55 0.00 0.21
Avail Cap(c_a), veh/h 0 1859 0 1859 0 2062 0 882
HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.90 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 27.9 0.0 0.0 44.3 0.0 17.0 0.0 13.4 Incr Delay (d2), s/veh 0.0 0.1 0.0 0.0 1.4 0.0 1.1 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 4.5 0.0 0.0 11.3 0.0 10.0 0.0 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 28.0 0.0 0.0 45.7 0.0 18.0 0.0 13.9 LnGrp LOS A C A D A B A B
Approach Vol, veh/h 665 1099 1318
Approach Delay, s/veh 28.0 45.7 17.4
Approach LOS C D B
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 49.0 71.0 49.0
Change Period (Y+Rc), s 5.3 * 4.2 5.3
Max Green Setting (Gmax), s 43.7 * 67 43.7
Max Q Clear Time (g_c+I1), s 13.4 25.4 26.5
Green Ext Time (p_c), s 3.1 8.7 5.0
Intersection Summary
HCM 6th Ctrl Delay 29.8
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 1050
Timings Timing Plan: Existing AM
2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road 05/31/2023 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) 131 1491 918 759 246 0 77
Future Volume (vph) 131 1491 918 759 246 0 77
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) 31.0 88.0 57.0 32.0 32.0
Total Split (%) 25.8% 73.3% 47.5% 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) 14.9 95.5 76.5 120.0 15.0 15.0 120.0 Actuated g/C Ratio 0.12 0.80 0.64 1.00 0.12 0.12 1.00
v/c Ratio 0.65 0.40 0.31 0.52 0.63 0.64 0.05
Control Delay 57.8 2.4 8.0 7.1 62.8 63.0 0.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 57.8 2.4 8.0 7.1 62.8 63.0 0.1

LOS E A A A E E A
Approach Delay 6.9 7.6 47.9
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, Master Intersection Natural Cycle: 45
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.65
Intersection Signal Delay: 10.9 Intersection LOS: B
Intersection Capacity Utilization 45.1% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road 1051
HCM 6th Signalized Intersection Summary Timing Plan: Existing AM 2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road 05/31/2023 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) 131 1491 0 0 918 759 246 0 77 0 0 0 Future Volume (veh/h) 131 1491 0 0 918 759 246 0 77 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 142 1621 0 0 998 0 267 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 173 3519 0 0 2853 351 0
Arrive On Green 0.10 0.69 0.00 0.00 1.00 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 142 1621 0 0 998 0 267 0 0
Grp Sat Flow(s),veh/h/ln 1781 1702 0 0 1702 1585 1781 0 1585 Q Serve(g_s), s 9.4 17.3 0.0 0.0 0.0 0.0 8.8 0.0 0.0
Cycle Q Clear(g_c), s 9.4 17.3 0.0 0.0 0.0 0.0 8.8 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 173 3519 0 0 2853 351 0
V/C Ratio(X) 0.82 0.46 0.00 0.00 0.35 0.76 0.00
Avail Cap(c_a), veh/h 401 3519 0 0 2853 825 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 53.1 8.5 0.0 0.0 0.0 0.0 52.7 0.0 0.0 Incr Delay (d2), s/veh 9.2 0.4 0.0 0.0 0.3 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 4.5 5.5 0.0 0.0 0.1 0.0 4.1 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.4 8.9 0.0 0.0 0.3 0.0 56.1 0.0 0.0 LnGrp LOS E A A A A E A
Approach Vol, veh/h 1763 998 267
Approach Delay, s/veh 13.2 0.3 56.1
Approach LOS B A E
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 88.0 15.7 72.3 16.0
Change Period (Y+Rc), s 5.3 4.0 5.3 4.2
Max Green Setting (Gmax), s 82.7 27.0 51.7 27.8
Max Q Clear Time (g_c+I1), s 19.3 11.4 2.0 10.8
Green Ext Time (p_c), s 11.0 0.4 5.2 1.1
Intersection Summary
HCM 6th Ctrl Delay 12.8
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay. 1052
Timings Timing Plan: Existing AM
5: Murrieta Hot Springs Road & Hancock Avenue 05/31/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 5
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 191 1107 1404 464 377 147
Future Volume (vph) 191 1107 1404 464 377 147
Turn Type Prot NA NA Perm Prot Perm
Protected Phases 5 2 6 4
Permitted Phases 6 4
Detector Phase 5 2 6 6 4 4
Switch Phase
Minimum Initial (s) 7.0 10.0 10.0 10.0 10.0 10.0
Minimum Split (s) 11.0 15.3 38.3 38.3 14.9 14.9
Total Split (s) 21.0 86.0 65.0 65.0 34.0 34.0
Total Split (%) 17.5% 71.7% 54.2% 54.2% 28.3% 28.3%
Yellow Time (s) 3.0 4.3 4.3 4.3 3.9 3.9
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 5.3 5.3 5.3 4.9 4.9
Lead/Lag Lead Lag Lag
Lead-Lag Optimize?
Recall Mode None None C-Max C-Max Max Max
Act Effct Green (s) 12.9 80.7 63.8 63.8 29.1 29.1
Actuated g/C Ratio 0.11 0.67 0.53 0.53 0.24 0.24
v/c Ratio 0.59 0.28 0.57 0.49 0.52 0.32
Control Delay 73.8 10.8 23.0 3.2 42.2 7.5
Queue Delay 0.0 0.0 0.0 0.1 0.0 0.0
Total Delay 73.8 10.8 23.0 3.3 42.2 7.5

LOS E B C A D A
Approach Delay 20.1 18.1 32.5
Approach LOS C 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: 0.59
Intersection Signal Delay: 20.8 Intersection LOS: C
Intersection Capacity Utilization 55.5% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 5: Murrieta Hot Springs Road & Hancock Avenue 1053
HCM 6th Signalized Intersection Summary Timing Plan: Existing AM 5: Murrieta Hot Springs Road & Hancock Avenue 05/31/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 191 1107 1404 464 377 147
Future Volume (veh/h) 191 1107 1404 464 377 147
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 203 1178 1494 494 401 156
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 270 3917 2540 789 838 384
Arrive On Green 0.08 0.61 1.00 1.00 0.24 0.24
Sat Flow, veh/h 3456 6696 5274 1585 3456 1585
Grp Volume(v), veh/h 203 1178 1494 494 401 156
Grp Sat Flow(s),veh/h/ln 1728 1609 1702 1585 1728 1585
Q Serve(g_s), s 6.9 10.5 0.4 0.5 11.9 9.9
Cycle Q Clear(g_c), s 6.9 10.5 0.4 0.5 11.9 9.9
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 270 3917 2540 789 838 384
V/C Ratio(X) 0.75 0.30 0.59 0.63 0.48 0.41
Avail Cap(c_a), veh/h 490 4327 2540 789 838 384
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 54.2 11.2 0.2 0.2 38.9 38.2
Incr Delay (d2), s/veh 4.2 0.0 1.0 3.7 2.0 3.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.1 3.4 0.3 0.9 5.2 9.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 58.4 11.3 1.2 3.9 40.9 41.3
LnGrp LOS E B A A D D
Approach Vol, veh/h 1381 1988 557
Approach Delay, s/veh 18.2 1.8 41.0
Approach LOS B A D
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 78.4 34.0 13.4 65.0
Change Period (Y+Rc), s 5.3 4.9 4.0 5.3
Max Green Setting (Gmax), s 80.7 29.1 17.0 59.7
Max Q Clear Time (g_c+I1), s 12.5 13.9 8.9 2.5
Green Ext Time (p_c), s 6.6 2.3 0.5 14.6
Intersection Summary
HCM 6th Ctrl Delay 13.2
HCM 6th LOS B
1054
Timings Timing Plan: Existing AM
6: Murrieta Hot Springs Road & I-215 SB Off Ramp 05/31/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 7
Lane Group EBT WBT SBL SBR
Lane Configurations
Traffic Volume (vph) 1452 1572 589 366
Future Volume (vph) 1452 1572 589 366
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) 78.9 78.9 31.6 31.8
Actuated g/C Ratio 0.66 0.66 0.26 0.26
v/c Ratio 0.48 0.52 0.70 0.75
Control Delay 10.0 16.9 42.6 48.9
Queue Delay 0.1 0.0 0.0 0.0
Total Delay 10.1 16.9 42.6 48.9

LOS B B D D
Approach Delay 10.1 16.9 44.6
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 Natural Cycle: 45
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.75
Intersection Signal Delay: 21.1 Intersection LOS: C
Intersection Capacity Utilization 95.9% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 6: Murrieta Hot Springs Road & I-215 SB Off Ramp 1055
HCM 6th Signalized Intersection Summary Timing Plan: Existing AM 6: Murrieta Hot Springs Road & I-215 SB Off Ramp 05/31/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 8
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 1452 1572 0 589 366
Future Volume (veh/h) 0 1452 1572 0 589 366
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 1545 1672 0 674 339
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 0 934 418
Arrive On Green 0.00 0.55 1.00 0.00 0.25 0.25
Sat Flow, veh/h 0 5443 5443 0 3705 1648
Grp Volume(v), veh/h 0 1545 1672 0 674 339
Grp Sat Flow(s),veh/h/ln 0 1702 1702 0 1853 1648
Q Serve(g_s), s 0.0 23.6 0.0 0.0 20.0 23.2
Cycle Q Clear(g_c), s 0.0 23.6 0.0 0.0 20.0 23.2
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2796 2796 0 934 418
V/C Ratio(X) 0.00 0.55 0.60 0.00 0.72 0.81
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 17.6 0.0 0.0 41.0 42.1
Incr Delay (d2), s/veh 0.0 0.8 1.0 0.0 1.1 5.1
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 8.7 0.2 0.0 9.2 10.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 18.4 1.0 0.0 42.1 47.2
LnGrp LOS A B A A D D
Approach Vol, veh/h 1545 1672 1013
Approach Delay, s/veh 18.4 1.0 43.8
Approach LOS B A D
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 71.0 34.4 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 25.6 25.2 2.0
Green Ext Time (p_c), s 9.7 5.0 11.6
Intersection Summary
HCM 6th Ctrl Delay 17.6
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. 1056
Timings Timing Plan: Existing AM
7: I-215 NB Off Ramp & Murrieta Hot Springs Road 05/31/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 9
Lane Group EBT WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1771 1768 115 171
Future Volume (vph) 1771 1768 115 171
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 0.49 0.49 0.20 0.33
Control Delay 3.1 5.7 45.1 26.9
Queue Delay 0.0 0.1 0.0 0.0
Total Delay 3.1 5.8 45.1 26.9

LOS A A D C
Approach Delay 3.1 5.8 34.2
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 Natural Cycle: 50
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.49
Intersection Signal Delay: 6.7 Intersection LOS: A
Intersection Capacity Utilization 50.5% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 7: I-215 NB Off Ramp & Murrieta Hot Springs Road 1057
HCM 6th Signalized Intersection Summary Timing Plan: Existing AM 7: I-215 NB Off Ramp & Murrieta Hot Springs Road 05/31/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 10
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1771 0 0 1768 115 171
Future Volume (veh/h) 1771 0 0 1768 115 171
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 1826 0 0 1823 119 176
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
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 1826 0 0 1823 119 176
Grp Sat Flow(s),veh/h/ln 1702 0 0 1702 1797 1451
Q Serve(g_s), s 15.8 0.0 0.0 15.7 3.5 6.5
Cycle Q Clear(g_c), s 15.8 0.0 0.0 15.7 3.5 6.5
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) 0.47 0.00 0.00 0.47 0.21 0.39
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 5.2 0.0 0.0 5.2 44.1 45.4
Incr Delay (d2), s/veh 0.4 0.0 0.0 0.4 0.9 2.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.2 0.0 0.0 4.2 1.6 2.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 5.6 0.0 0.0 5.6 45.0 47.9
LnGrp LOS A A A A D D
Approach Vol, veh/h 1826 1823 295
Approach Delay, s/veh 5.6 5.6 46.7
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 17.8 17.7 8.5
Green Ext Time (p_c), s 13.8 13.8 1.0
Intersection Summary
HCM 6th Ctrl Delay 8.7
HCM 6th LOS A
1058
Timings Timing Plan: Existing PM
1: I-15 SB On Ramp/I-15 SB Off Ramp & Murrieta Hot Springs Road 05/31/2023 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) 1814 212 1064 767 0 102
Future Volume (vph) 1814 212 1064 767 0 102
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) 68.0 68.0 52.0 52.0 52.0
Total Split (%) 56.7% 56.7% 43.3% 43.3% 43.3%
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 C-Max None Max Max Max
Act Effct Green (s) 62.7 120.0 62.7 47.8 47.8 47.8
Actuated g/C Ratio 0.52 1.00 0.52 0.40 0.40 0.40
v/c Ratio 0.73 0.14 0.43 0.59 0.63 0.16
Control Delay 24.3 0.2 19.8 32.5 32.8 11.4
Queue Delay 0.4 0.0 0.0 0.0 0.0 0.0
Total Delay 24.7 0.2 19.8 32.5 32.8 11.4

LOS C A B C C B
Approach Delay 22.1 19.8 30.4
Approach LOS C B C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:EBT, Start of Yellow Natural Cycle: 50
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.73
Intersection Signal Delay: 23.3 Intersection LOS: C
Intersection Capacity Utilization 90.2% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 1: I-15 SB On Ramp/I-15 SB Off Ramp & Murrieta Hot Springs Road 1059
HCM 6th Signalized Intersection Summary Timing Plan: Existing PM 1: I-15 SB On Ramp/I-15 SB Off Ramp & Murrieta Hot Springs Road 05/31/2023 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 1814 212 0 1064 0 0 0 0 767 0 102 Future Volume (veh/h) 0 1814 212 0 1064 0 0 0 0 767 0 102 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 1951 0 0 1144 0 859 0 73
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 2668 0 2668 0 1476 0 631
Arrive On Green 0.00 0.52 0.00 0.00 0.52 0.00 0.40 0.00 0.40 Sat Flow, veh/h 0 5274 1585 0 5443 0 3705 0 1585
Grp Volume(v), veh/h 0 1951 0 0 1144 0 859 0 73
Grp Sat Flow(s),veh/h/ln 0 1702 1585 0 1702 0 1853 0 1585 Q Serve(g_s), s 0.0 35.4 0.0 0.0 16.5 0.0 21.8 0.0 3.5
Cycle Q Clear(g_c), s 0.0 35.4 0.0 0.0 16.5 0.0 21.8 0.0 3.5 Prop In Lane 0.00 1.00 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2668 0 2668 0 1476 0 631
V/C Ratio(X) 0.00 0.73 0.00 0.43 0.00 0.58 0.00 0.12
Avail Cap(c_a), veh/h 0 2668 0 2668 0 1476 0 631
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 0.33 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 22.1 0.0 0.0 17.6 0.0 28.3 0.0 22.8 Incr Delay (d2), s/veh 0.0 0.6 0.0 0.0 0.1 0.0 1.7 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 13.1 0.0 0.0 6.1 0.0 9.9 0.0 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 22.7 0.0 0.0 17.7 0.0 30.0 0.0 23.1 LnGrp LOS A C A B A C A C
Approach Vol, veh/h 1951 1144 932
Approach Delay, s/veh 22.7 17.7 29.4
Approach LOS C B C
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 68.0 52.0 68.0
Change Period (Y+Rc), s 5.3 * 4.2 5.3
Max Green Setting (Gmax), s 62.7 * 48 62.7
Max Q Clear Time (g_c+I1), s 37.4 23.8 18.5
Green Ext Time (p_c), s 12.0 5.0 6.3
Intersection Summary
HCM 6th Ctrl Delay 22.9
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. 1060
Timings Timing Plan: Existing PM
2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road 05/31/2023 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) 621 1998 918 1141 171 0 35
Future Volume (vph) 621 1998 918 1141 171 0 35
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) 65.0 102.6 37.6 17.4 17.4
Total Split (%) 54.2% 85.5% 31.3% 14.5% 14.5%
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 C-Max Max None None
Act Effct Green (s) 51.5 98.9 43.4 120.0 11.6 11.6 120.0 Actuated g/C Ratio 0.43 0.82 0.36 1.00 0.10 0.10 1.00
v/c Ratio 0.85 0.50 0.52 0.75 0.55 0.55 0.02
Control Delay 50.0 2.1 28.4 15.8 64.5 64.5 0.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 50.0 2.1 28.4 15.8 64.5 64.5 0.0

LOS D A C B E E A
Approach Delay 13.5 21.4 53.7
Approach LOS B C D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:EBT, Start of Yellow, Master Intersection Natural Cycle: 65
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.85
Intersection Signal Delay: 18.5 Intersection LOS: B
Intersection Capacity Utilization 71.7% 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 1061
HCM 6th Signalized Intersection Summary Timing Plan: Existing PM 2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road 05/31/2023 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) 621 1998 0 0 918 1141 171 0 35 0 0 0 Future Volume (veh/h) 621 1998 0 0 918 1141 171 0 35 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 647 2081 0 0 956 0 178 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 666 4277 0 0 2198 296 0
Arrive On Green 0.75 1.00 0.00 0.00 0.43 0.00 0.08 0.00 0.00 Sat Flow, veh/h 1781 5274 0 0 5274 1585 3563 0 1585
Grp Volume(v), veh/h 647 2081 0 0 956 0 178 0 0
Grp Sat Flow(s),veh/h/ln 1781 1702 0 0 1702 1585 1781 0 1585 Q Serve(g_s), s 40.2 0.0 0.0 0.0 15.7 0.0 5.8 0.0 0.0
Cycle Q Clear(g_c), s 40.2 0.0 0.0 0.0 15.7 0.0 5.8 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 666 4277 0 0 2198 296 0
V/C Ratio(X) 0.97 0.49 0.00 0.00 0.44 0.60 0.00
Avail Cap(c_a), veh/h 905 4277 0 0 2198 392 0
HCM Platoon Ratio 2.00 2.00 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 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 14.5 0.0 0.0 0.0 24.0 0.0 53.1 0.0 0.0 Incr Delay (d2), s/veh 19.9 0.4 0.0 0.0 0.6 0.0 2.0 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 9.0 0.2 0.0 0.0 6.2 0.0 2.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.4 0.4 0.0 0.0 24.6 0.0 55.1 0.0 0.0 LnGrp LOS C A A A C E A
Approach Vol, veh/h 2728 956 178
Approach Delay, s/veh 8.5 24.6 55.1
Approach LOS A C E
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 105.8 48.9 56.9 14.2
Change Period (Y+Rc), s 5.3 4.0 5.3 4.2
Max Green Setting (Gmax), s 97.3 61.0 32.3 13.2
Max Q Clear Time (g_c+I1), s 2.0 42.2 17.7 7.8
Green Ext Time (p_c), s 18.6 2.7 4.0 0.3
Intersection Summary
HCM 6th Ctrl Delay 14.6
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. 1062
Timings Timing Plan: Existing PM
5: Murrieta Hot Springs Road & Hancock Avenue 05/31/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 5
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 141 1610 1727 534 486 225
Future Volume (vph) 141 1610 1727 534 486 225
Turn Type Prot NA NA Perm Prot Perm
Protected Phases 5 2 6 4
Permitted Phases 6 4
Detector Phase 5 2 6 6 4 4
Switch Phase
Minimum Initial (s) 7.0 10.0 10.0 10.0 10.0 10.0
Minimum Split (s) 11.0 15.3 38.3 38.3 14.9 14.9
Total Split (s) 14.0 84.0 70.0 70.0 36.0 36.0
Total Split (%) 11.7% 70.0% 58.3% 58.3% 30.0% 30.0%
Yellow Time (s) 3.0 4.3 4.3 4.3 3.9 3.9
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 5.3 5.3 5.3 4.9 4.9
Lead/Lag Lead Lag Lag
Lead-Lag Optimize?
Recall Mode None C-Max None None Max Max
Act Effct Green (s) 9.5 78.7 65.2 65.2 31.1 31.1
Actuated g/C Ratio 0.08 0.66 0.54 0.54 0.26 0.26
v/c Ratio 0.60 0.43 0.70 0.54 0.64 0.48
Control Delay 68.7 13.7 21.8 3.0 43.5 17.5
Queue Delay 0.0 0.0 0.2 0.3 0.0 0.0
Total Delay 68.7 13.7 21.9 3.3 43.5 17.5

LOS E B C A D B
Approach Delay 18.1 17.5 35.3
Approach LOS B B D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:EBT, Start of Yellow Natural Cycle: 65
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.70
Intersection Signal Delay: 20.4 Intersection LOS: C
Intersection Capacity Utilization 64.9% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 5: Murrieta Hot Springs Road & Hancock Avenue 1063
HCM 6th Signalized Intersection Summary Timing Plan: Existing PM 5: Murrieta Hot Springs Road & Hancock Avenue 05/31/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 141 1610 1727 534 486 225
Future Volume (veh/h) 141 1610 1727 534 486 225
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 153 1750 1877 580 528 245
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 211 4220 2866 890 896 411
Arrive On Green 0.04 0.44 0.56 0.56 0.26 0.26
Sat Flow, veh/h 3456 6696 5274 1585 3456 1585
Grp Volume(v), veh/h 153 1750 1877 580 528 245
Grp Sat Flow(s),veh/h/ln 1728 1609 1702 1585 1728 1585
Q Serve(g_s), s 5.3 22.4 30.6 30.4 16.0 16.3
Cycle Q Clear(g_c), s 5.3 22.4 30.6 30.4 16.0 16.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 211 4220 2866 890 896 411
V/C Ratio(X) 0.72 0.41 0.65 0.65 0.59 0.60
Avail Cap(c_a), veh/h 288 4220 2866 890 896 411
HCM Platoon Ratio 0.67 0.67 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 56.5 17.8 18.3 18.2 38.9 39.0
Incr Delay (d2), s/veh 5.7 0.3 0.5 1.7 2.8 6.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.4 8.8 11.1 10.6 7.1 14.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.2 18.1 18.8 19.9 41.7 45.2
LnGrp LOS E B B B D D
Approach Vol, veh/h 1903 2457 773
Approach Delay, s/veh 21.7 19.1 42.8
Approach LOS C B D
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 84.0 36.0 11.3 72.7
Change Period (Y+Rc), s 5.3 4.9 4.0 5.3
Max Green Setting (Gmax), s 78.7 31.1 10.0 64.7
Max Q Clear Time (g_c+I1), s 24.4 18.3 7.3 32.6
Green Ext Time (p_c), s 12.4 3.1 0.1 17.4
Intersection Summary
HCM 6th Ctrl Delay 23.6
HCM 6th LOS C
1064
Timings Timing Plan: Existing PM
6: Murrieta Hot Springs Road & I-215 SB Off Ramp 05/31/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 7
Lane Group EBT WBT SBL SBR
Lane Configurations
Traffic Volume (vph) 2043 2020 622 220
Future Volume (vph) 2043 2020 622 220
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 C-Max Max None None
Act Effct Green (s) 82.4 82.4 28.1 28.3
Actuated g/C Ratio 0.69 0.69 0.23 0.24
v/c Ratio 0.64 0.64 0.77 0.57
Control Delay 14.1 14.6 48.9 43.9
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 14.1 14.7 48.9 43.9

LOS B B D D
Approach Delay 14.1 14.7 47.7
Approach LOS B B D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:EBT, Start of Yellow Natural Cycle: 50
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.77
Intersection Signal Delay: 20.1 Intersection LOS: C
Intersection Capacity Utilization 111.7% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 6: Murrieta Hot Springs Road & I-215 SB Off Ramp 1065
HCM 6th Signalized Intersection Summary Timing Plan: Existing PM 6: Murrieta Hot Springs Road & I-215 SB Off Ramp 05/31/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 8
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 2043 2020 0 622 220
Future Volume (veh/h) 0 2043 2020 0 622 220
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 2173 2149 0 662 234
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 3597 3597 0 801 359
Arrive On Green 0.00 1.00 0.70 0.00 0.22 0.22
Sat Flow, veh/h 0 5443 5443 0 3705 1648
Grp Volume(v), veh/h 0 2173 2149 0 662 234
Grp Sat Flow(s),veh/h/ln 0 1702 1702 0 1853 1648
Q Serve(g_s), s 0.0 0.0 25.8 0.0 20.5 15.5
Cycle Q Clear(g_c), s 0.0 0.0 25.8 0.0 20.5 15.5
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 3597 3597 0 801 359
V/C Ratio(X) 0.00 0.60 0.60 0.00 0.83 0.65
Avail Cap(c_a), veh/h 0 3597 3597 0 1044 467
HCM Platoon Ratio 1.00 2.00 1.00 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 0.0 9.0 0.0 44.9 42.8
Incr Delay (d2), s/veh 0.0 0.8 0.7 0.0 4.3 2.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 0.3 8.0 0.0 9.8 6.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.8 9.8 0.0 49.2 44.8
LnGrp LOS A A A A D D
Approach Vol, veh/h 2173 2149 896
Approach Delay, s/veh 0.8 9.8 48.0
Approach LOS A A D
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 89.8 30.2 89.8
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 2.0 22.5 27.8
Green Ext Time (p_c), s 20.1 3.5 18.0
Intersection Summary
HCM 6th Ctrl Delay 12.6
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. 1066
Timings Timing Plan: Existing PM
7: I-215 NB Off Ramp & Murrieta Hot Springs Road 05/31/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 9
Lane Group EBT WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 2240 2096 143 269
Future Volume (vph) 2240 2096 143 269
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) 94.0 94.0 26.0 26.0
Total Split (%) 78.3% 78.3% 21.7% 21.7%
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 0.0
Total Lost Time (s) 5.3 5.3 4.2 4.2
Lead/Lag
Lead-Lag Optimize?
Recall Mode C-Max None Max Max
Act Effct Green (s) 88.7 88.7 21.8 21.8
Actuated g/C Ratio 0.74 0.74 0.18 0.18
v/c Ratio 0.66 0.62 0.22 0.52
Control Delay 4.6 11.4 42.9 44.6
Queue Delay 1.8 0.3 0.0 0.0
Total Delay 6.4 11.7 42.9 44.7

LOS A B D D
Approach Delay 6.4 11.7 44.0
Approach LOS A B D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:EBT, Start of Yellow Natural Cycle: 50
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.66
Intersection Signal Delay: 12.0 Intersection LOS: B
Intersection Capacity Utilization 60.6% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 7: I-215 NB Off Ramp & Murrieta Hot Springs Road 1067
HCM 6th Signalized Intersection Summary Timing Plan: Existing PM 7: I-215 NB Off Ramp & Murrieta Hot Springs Road 05/31/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 10
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 2240 0 0 2096 143 269
Future Volume (veh/h) 2240 0 0 2096 143 269
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 2409 0 0 2254 154 289
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 3774 0 0 3774 653 527
Arrive On Green 1.00 0.00 0.00 0.74 0.18 0.18
Sat Flow, veh/h 5443 0 0 5443 3594 2901
Grp Volume(v), veh/h 2409 0 0 2254 154 289
Grp Sat Flow(s),veh/h/ln 1702 0 0 1702 1797 1451
Q Serve(g_s), s 0.0 0.0 0.0 24.7 4.4 10.9
Cycle Q Clear(g_c), s 0.0 0.0 0.0 24.7 4.4 10.9
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 3774 0 0 3774 653 527
V/C Ratio(X) 0.64 0.00 0.00 0.60 0.24 0.55
Avail Cap(c_a), veh/h 3774 0 0 3774 653 527
HCM Platoon Ratio 2.00 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 0.0 0.0 0.0 7.3 42.0 44.6
Incr Delay (d2), s/veh 0.8 0.0 0.0 0.3 0.8 4.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 0.0 0.0 7.0 2.0 4.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.8 0.0 0.0 7.6 42.8 48.7
LnGrp LOS A A A A D D
Approach Vol, veh/h 2409 2254 443
Approach Delay, s/veh 0.8 7.6 46.7
Approach LOS A A D
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 94.0 94.0 26.0
Change Period (Y+Rc), s 5.3 5.3 4.2
Max Green Setting (Gmax), s 88.7 88.7 21.8
Max Q Clear Time (g_c+I1), s 2.0 26.7 12.9
Green Ext Time (p_c), s 26.5 21.1 1.5
Intersection Summary
HCM 6th Ctrl Delay 7.8
HCM 6th LOS A
1068
Queuing and Blocking Report Existing AM
05/31/2023
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) 197 129 144 100 119 104 396 349 319
Average Queue (ft) 71 56 34 87 80 82 268 246 47
95th Queue (ft) 159 120 100 97 102 108 350 320 156
Link Distance (ft) 608 608 608 77 77 77 566 566
Upstream Blk Time (%) 26 22 13
Queuing Penalty (veh) 89 75 44
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
Directions Served L T T T T T T L LT
Maximum Queue (ft) 149 77 72 61 110 54 166 151 163
Average Queue (ft) 90 14 10 7 16 9 22 117 89
95th Queue (ft) 140 49 41 30 61 35 92 153 145
Link Distance (ft) 563 563 563 1211 1211 1211 925 925
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 500
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Murrieta Hot Springs Road & Sparkman CT Movement EB EB WB SB
Directions Served L T TR R
Maximum Queue (ft) 190 219 22 115
Average Queue (ft) 123 7 1 49
95th Queue (ft) 186 72 7 94
Link Distance (ft) 1211 254 288
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 170
Storage Blk Time (%) 2
Queuing Penalty (veh) 7
1069
Queuing and Blocking Report Existing AM
05/31/2023
The Triangle Traffic Analysis SimTraffic Report
Rick Engineering Company Page 2
Intersection: 5: Murrieta Hot Springs Road & Hancock Avenue 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) 128 141 132 162 186 75 128 200 228 122 162 174 Average Queue (ft) 66 78 74 100 130 30 57 101 151 59 130 161 95th Queue (ft) 111 118 121 147 198 63 117 167 203 96 187 187 Link Distance (ft) 414 414 414 414 335 335 335 335
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 200 150 150
Storage Blk Time (%) 1 19
Queuing Penalty (veh) 2 27
Intersection: 5: Murrieta Hot Springs Road & Hancock Avenue Movement SB
Directions Served R
Maximum Queue (ft) 302
Average Queue (ft) 155
95th Queue (ft) 328
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
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 98 116 139 202 165 538 483 429
Average Queue (ft) 65 72 80 106 125 143 229 310 116
95th Queue (ft) 93 85 103 162 178 162 369 422 279
Link Distance (ft) 61 61 61 124 124 124 835 835
Upstream Blk Time (%) 14 17 22 6 12 35
Queuing Penalty (veh) 66 80 107 29 65 182
Storage Bay Dist (ft) 470
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
1070
Queuing and Blocking Report Existing AM
05/31/2023
The Triangle Traffic Analysis SimTraffic Report
Rick Engineering Company Page 3
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) 143 161 166 111 138 141 84 133 131 77 Average Queue (ft) 74 79 110 90 97 103 27 58 74 40
95th Queue (ft) 149 159 168 111 122 122 61 107 124 75
Link Distance (ft) 138 138 138 83 83 83 1043 1043
Upstream Blk Time (%) 2 3 8 10 12 30
Queuing Penalty (veh) 14 16 48 60 73 179
Storage Bay Dist (ft) 1000 1000
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 1164
1071
Queuing and Blocking Report Existing PM
05/31/2023
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) 407 370 336 106 97 87 373 367 121
Average Queue (ft) 187 165 145 60 38 36 262 216 22
95th Queue (ft) 382 337 282 105 88 80 357 323 59
Link Distance (ft) 608 608 608 77 77 77 566 566
Upstream Blk Time (%) 7 3 1
Queuing Penalty (veh) 26 12 4
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
Directions Served L T T T T T T L LT
Maximum Queue (ft) 514 439 117 202 64 74 106 165 118
Average Queue (ft) 352 48 40 49 20 11 30 80 54
95th Queue (ft) 465 178 100 124 56 41 80 131 97
Link Distance (ft) 563 563 563 1211 1211 1211 925 925
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 500
Storage Blk Time (%) 0
Queuing Penalty (veh) 2
Intersection: 3: Murrieta Hot Springs Road & Sparkman CT Movement EB EB EB EB EB WB SB
Directions Served L T T T T TR R
Maximum Queue (ft) 195 1262 1277 1237 1214 95 152
Average Queue (ft) 170 808 816 844 759 4 59
95th Queue (ft) 249 1440 1419 1414 1354 32 114
Link Distance (ft) 1211 1211 1211 1211 254 288
Upstream Blk Time (%) 3 3 3 1
Queuing Penalty (veh) 17 15 13 6
Storage Bay Dist (ft) 170
Storage Blk Time (%) 0 62
Queuing Penalty (veh) 0 81
1072
Queuing and Blocking Report Existing PM
05/31/2023
The Triangle Traffic Analysis SimTraffic Report
Rick Engineering Company Page 2
Intersection: 5: Murrieta Hot Springs Road & Hancock Avenue Movement EB EB EB EB EB EB B4 B4 B4 B4 WB WB
Directions Served L L T T T T T T T T T T
Maximum Queue (ft) 96 225 522 523 510 503 342 311 327 343 135 204 Average Queue (ft) 51 159 491 486 492 424 277 274 279 220 51 88 95th Queue (ft) 82 304 506 504 506 630 309 292 305 389 103 155 Link Distance (ft) 414 414 414 414 254 254 254 254 335 335 Upstream Blk Time (%) 69 88 98 46 40 53 74 29
Queuing Penalty (veh) 328 420 464 220 192 254 353 137
Storage Bay Dist (ft) 200 200
Storage Blk Time (%) 0 62
Queuing Penalty (veh) 0 87
Intersection: 5: Murrieta Hot Springs Road & Hancock Avenue Movement WB WB SB SB SB
Directions Served T R L L R
Maximum Queue (ft) 210 92 162 174 339
Average Queue (ft) 145 57 145 174 306
95th Queue (ft) 200 84 220 176 324
Link Distance (ft) 335 335
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150 150
Storage Blk Time (%) 3 82 2
Queuing Penalty (veh) 6 185 8
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 98 77 139 158 187 408 420 155
Average Queue (ft) 75 75 74 80 106 143 237 304 44
95th Queue (ft) 88 84 76 126 157 163 344 403 93
Link Distance (ft) 61 61 61 124 124 124 835 835
Upstream Blk Time (%) 42 48 54 1 7 29
Queuing Penalty (veh) 286 325 365 9 45 193
Storage Bay Dist (ft) 470
Storage Blk Time (%)
Queuing Penalty (veh)
1073
Queuing and Blocking Report Existing PM
05/31/2023
The Triangle Traffic Analysis SimTraffic Report
Rick Engineering Company Page 3
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) 174 199 182 118 138 129 116 132 157 145 Average Queue (ft) 146 149 151 88 99 104 40 74 109 80
95th Queue (ft) 158 171 171 130 127 125 89 126 154 132
Link Distance (ft) 138 138 138 83 83 83 1043 1043
Upstream Blk Time (%) 46 44 48 11 15 22
Queuing Penalty (veh) 340 330 356 75 107 156
Storage Bay Dist (ft) 1000 1000
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 5419
1074
EXISTING + AMBIENT + CUMULATIVE
TRAFFIC CONDITIONS (2025) WITHOUT

TRIANGLE PROJECT

NO INTERCHANGE IMPROVEMENTS
1075
Timings Timing Plan: Ex+ Amb+ Cumulative (2025) AM
1: I-15 SB On Ramp/I-15 SB Off Ramp & Murrieta Hot Springs Road 05/31/2023 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) 950 317 1307 1117 0 336
Future Volume (vph) 950 317 1307 1117 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) 49.0 49.0 71.0 71.0 71.0
Total Split (%) 40.8% 40.8% 59.2% 59.2% 59.2%
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) 43.7 120.0 43.7 66.8 66.8 66.8
Actuated g/C Ratio 0.36 1.00 0.36 0.56 0.56 0.56
v/c Ratio 0.55 0.21 0.75 0.62 0.67 0.38
Control Delay 31.6 0.3 37.8 21.4 22.7 15.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 31.6 0.3 37.8 21.4 22.7 15.5

LOS C A D C C B
Approach Delay 23.8 37.8 20.7
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: 0.75
Intersection Signal Delay: 27.2 Intersection LOS: C
Intersection Capacity Utilization 93.0% 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 1076
HCM 6th Signalized Intersection Summary Timing Plan: Ex+ Amb+ Cumulative (2025) AM 1: I-15 SB On Ramp/I-15 SB Off Ramp & Murrieta Hot Springs Road 05/31/2023 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) 0 950 317 0 1307 0 0 0 0 1117 0 336 Future Volume (veh/h) 0 950 317 0 1307 0 0 0 0 1117 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 1011 0 0 1390 0 1299 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 1859 0 1859 0 2062 0 882
Arrive On Green 0.00 0.36 0.00 0.00 0.36 0.00 0.56 0.00 0.56 Sat Flow, veh/h 0 5274 1585 0 5443 0 3705 0 1585
Grp Volume(v), veh/h 0 1011 0 0 1390 0 1299 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 18.8 0.0 0.0 28.5 0.0 28.7 0.0 9.4
Cycle Q Clear(g_c), s 0.0 18.8 0.0 0.0 28.5 0.0 28.7 0.0 9.4 Prop In Lane 0.00 1.00 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1859 0 1859 0 2062 0 882
V/C Ratio(X) 0.00 0.54 0.00 0.75 0.00 0.63 0.00 0.27
Avail Cap(c_a), veh/h 0 1859 0 1859 0 2062 0 882
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 30.2 0.0 0.0 33.3 0.0 18.2 0.0 13.9 Incr Delay (d2), s/veh 0.0 0.3 0.0 0.0 2.8 0.0 1.5 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 7.5 0.0 0.0 11.7 0.0 12.3 0.0 3.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 30.6 0.0 0.0 36.1 0.0 19.6 0.0 14.6 LnGrp LOS A C A D A B A B
Approach Vol, veh/h 1011 1390 1537
Approach Delay, s/veh 30.6 36.1 18.9
Approach LOS C D B
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 49.0 71.0 49.0
Change Period (Y+Rc), s 5.3 * 4.2 5.3
Max Green Setting (Gmax), s 43.7 * 67 43.7
Max Q Clear Time (g_c+I1), s 20.8 30.7 30.5
Green Ext Time (p_c), s 4.9 10.7 5.7
Intersection Summary
HCM 6th Ctrl Delay 28.0
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. 1077
Timings Timing Plan: Ex+ Amb+ Cumulative (2025) AM
2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road 05/31/2023 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 1855 1123 911 329 0 158
Future Volume (vph) 209 1855 1123 911 329 0 158
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) 35.0 88.0 53.0 32.0 32.0
Total Split (%) 29.2% 73.3% 44.2% 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) 20.7 92.5 67.8 120.0 18.0 18.0 120.0 Actuated g/C Ratio 0.17 0.77 0.56 1.00 0.15 0.15 1.00
v/c Ratio 0.75 0.51 0.43 0.63 0.71 0.71 0.11
Control Delay 54.4 3.7 16.8 9.4 63.3 63.3 0.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 54.4 3.7 16.8 9.4 63.3 63.3 0.1

LOS D A B A E E A
Approach Delay 8.9 13.5 42.8
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: 0.75
Intersection Signal Delay: 14.5 Intersection LOS: B
Intersection Capacity Utilization 53.6% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road 1078
HCM 6th Signalized Intersection Summary Timing Plan: Ex+ Amb+ Cumulative (2025) AM 2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road 05/31/2023 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 1855 0 0 1123 911 329 0 158 0 0 0 Future Volume (veh/h) 209 1855 0 0 1123 911 329 0 158 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 2016 0 0 1221 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 3519 0 0 2600 449 0
Arrive On Green 0.15 0.69 0.00 0.00 1.00 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 2016 0 0 1221 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 24.3 0.0 0.0 0.0 0.0 11.7 0.0 0.0
Cycle Q Clear(g_c), s 15.0 24.3 0.0 0.0 0.0 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 3519 0 0 2600 449 0
V/C Ratio(X) 0.87 0.57 0.00 0.00 0.47 0.80 0.00
Avail Cap(c_a), veh/h 460 3519 0 0 2600 825 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 50.1 9.6 0.0 0.0 0.0 0.0 51.0 0.0 0.0 Incr Delay (d2), s/veh 8.6 0.7 0.0 0.0 0.6 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 7.1 7.8 0.0 0.0 0.1 0.0 5.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 58.7 10.3 0.0 0.0 0.6 0.0 54.2 0.0 0.0 LnGrp LOS E B A A A D A
Approach Vol, veh/h 2243 1221 358
Approach Delay, s/veh 15.2 0.6 54.2
Approach LOS B A D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 88.0 21.6 66.4 19.3
Change Period (Y+Rc), s 5.3 4.0 5.3 4.2
Max Green Setting (Gmax), s 82.7 31.0 47.7 27.8
Max Q Clear Time (g_c+I1), s 26.3 17.0 2.0 13.7
Green Ext Time (p_c), s 16.4 0.7 6.9 1.4
Intersection Summary
HCM 6th Ctrl Delay 14.2
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. 1079
Timings Timing Plan: Ex+ Amb+ Cumulative (2025) AM
5: Murrieta Hot Springs Road & Hancock Avenue 05/31/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 5
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 295 1343 1624 579 547 214
Future Volume (vph) 295 1343 1624 579 547 214
Turn Type Prot NA NA Perm Prot Perm
Protected Phases 5 2 6 4
Permitted Phases 6 4
Detector Phase 5 2 6 6 4 4
Switch Phase
Minimum Initial (s) 7.0 10.0 10.0 10.0 10.0 10.0
Minimum Split (s) 11.0 15.3 38.3 38.3 14.9 14.9
Total Split (s) 21.0 86.0 65.0 65.0 34.0 34.0
Total Split (%) 17.5% 71.7% 54.2% 54.2% 28.3% 28.3%
Yellow Time (s) 3.0 4.3 4.3 4.3 3.9 3.9
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 5.3 5.3 5.3 4.9 4.9
Lead/Lag Lead Lag Lag
Lead-Lag Optimize?
Recall Mode None None C-Max C-Max Max Max
Act Effct Green (s) 15.7 80.7 61.0 61.0 29.1 29.1
Actuated g/C Ratio 0.13 0.67 0.51 0.51 0.24 0.24
v/c Ratio 0.75 0.34 0.69 0.58 0.75 0.42
Control Delay 73.6 12.2 16.4 2.1 49.1 7.2
Queue Delay 0.0 0.0 0.2 0.3 0.0 0.0
Total Delay 73.6 12.2 16.6 2.4 49.1 7.2

LOS E B B A D A
Approach Delay 23.2 12.9 37.3
Approach LOS C 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: 0.75
Intersection Signal Delay: 20.6 Intersection LOS: C
Intersection Capacity Utilization 67.2% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 5: Murrieta Hot Springs Road & Hancock Avenue 1080
HCM 6th Signalized Intersection Summary Timing Plan: Ex+ Amb+ Cumulative (2025) AM 5: Murrieta Hot Springs Road & Hancock Avenue 05/31/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 295 1343 1624 579 547 214
Future Volume (veh/h) 295 1343 1624 579 547 214
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 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 314 1429 1728 616 582 228
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 380 4123 2540 789 838 384
Arrive On Green 0.11 0.64 1.00 1.00 0.24 0.24
Sat Flow, veh/h 3456 6696 5274 1585 3456 1585
Grp Volume(v), veh/h 314 1429 1728 616 582 228
Grp Sat Flow(s),veh/h/ln 1728 1609 1702 1585 1728 1585
Q Serve(g_s), s 10.7 12.3 0.6 1.0 18.4 15.3
Cycle Q Clear(g_c), s 10.7 12.3 0.6 1.0 18.4 15.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 380 4123 2540 789 838 384
V/C Ratio(X) 0.83 0.35 0.68 0.78 0.69 0.59
Avail Cap(c_a), veh/h 490 4327 2540 789 838 384
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 52.3 10.0 0.2 0.2 41.4 40.2
Incr Delay (d2), s/veh 8.8 0.1 1.5 7.6 4.7 6.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 5.0 3.9 0.4 1.7 8.3 14.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.1 10.0 1.6 7.7 46.1 46.8
LnGrp LOS E B A A D D
Approach Vol, veh/h 1743 2344 810
Approach Delay, s/veh 19.2 3.2 46.3
Approach LOS B A D
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 82.2 34.0 17.2 65.0
Change Period (Y+Rc), s 5.3 4.9 4.0 5.3
Max Green Setting (Gmax), s 80.7 29.1 17.0 59.7
Max Q Clear Time (g_c+I1), s 14.3 20.4 12.7 3.0
Green Ext Time (p_c), s 8.9 2.6 0.5 20.0
Intersection Summary
HCM 6th Ctrl Delay 16.0
HCM 6th LOS B
1081
Timings Timing Plan: Ex+ Amb+ Cumulative (2025) AM
6: Murrieta Hot Springs Road & I-215 SB Off Ramp 05/31/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 7
Lane Group EBT WBT SBL SBR
Lane Configurations
Traffic Volume (vph) 1826 1856 665 445
Future Volume (vph) 1826 1856 665 445
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) 74.3 74.3 36.2 36.4
Actuated g/C Ratio 0.62 0.62 0.30 0.30
v/c Ratio 0.64 0.65 0.72 0.78
Control Delay 15.8 12.8 40.2 48.9
Queue Delay 0.1 0.0 0.0 0.0
Total Delay 15.8 12.8 40.2 48.9

LOS B B D D
Approach Delay 15.8 12.8 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: 45
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.78
Intersection Signal Delay: 21.0 Intersection LOS: C
Intersection Capacity Utilization 112.7% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 6: Murrieta Hot Springs Road & I-215 SB Off Ramp 1082
HCM 6th Signalized Intersection Summary Timing Plan: Ex+ Amb+ Cumulative (2025) AM 6: Murrieta Hot Springs Road & I-215 SB Off Ramp 05/31/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 8
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 1826 1856 0 665 445
Future Volume (veh/h) 0 1826 1856 0 665 445
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 1943 1974 0 781 393
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 1060 474
Arrive On Green 0.00 0.55 1.00 0.00 0.29 0.29
Sat Flow, veh/h 0 5443 5443 0 3705 1648
Grp Volume(v), veh/h 0 1943 1974 0 781 393
Grp Sat Flow(s),veh/h/ln 0 1702 1702 0 1853 1648
Q Serve(g_s), s 0.0 33.4 0.0 0.0 22.9 26.8
Cycle Q Clear(g_c), s 0.0 33.4 0.0 0.0 22.9 26.8
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2796 2796 0 1060 474
V/C Ratio(X) 0.00 0.70 0.71 0.00 0.74 0.83
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 19.8 0.0 0.0 38.8 40.0
Incr Delay (d2), s/veh 0.0 1.5 1.5 0.0 1.5 7.2
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 12.4 0.4 0.0 10.6 11.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 21.3 1.5 0.0 40.3 47.2
LnGrp LOS A C A A D D
Approach Vol, veh/h 1943 1974 1174
Approach Delay, s/veh 21.3 1.5 42.6
Approach LOS C A D
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 71.0 38.5 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 35.4 28.8 2.0
Green Ext Time (p_c), s 12.9 5.6 16.0
Intersection Summary
HCM 6th Ctrl Delay 18.5
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. 1083
Timings Timing Plan: Ex+ Amb+ Cumulative (2025) AM
7: I-215 NB Off Ramp & Murrieta Hot Springs Road 05/31/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 9
Lane Group EBT WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 2101 2071 152 214
Future Volume (vph) 2101 2071 152 214
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) 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 0.58 0.57 0.25 0.42
Control Delay 3.1 7.1 44.9 39.6
Queue Delay 0.0 0.7 0.0 0.0
Total Delay 3.1 7.8 44.9 39.6

LOS A A D D
Approach Delay 3.1 7.8 41.8
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: 0.58
Intersection Signal Delay: 8.3 Intersection LOS: A
Intersection Capacity Utilization 56.8% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 7: I-215 NB Off Ramp & Murrieta Hot Springs Road 1084
HCM 6th Signalized Intersection Summary Timing Plan: Ex+ Amb+ Cumulative (2025) AM 7: I-215 NB Off Ramp & Murrieta Hot Springs Road 05/31/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 10
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 2101 0 0 2071 152 214
Future Volume (veh/h) 2101 0 0 2071 152 214
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 2166 0 0 2135 157 221
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
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 2166 0 0 2135 157 221
Grp Sat Flow(s),veh/h/ln 1702 0 0 1702 1797 1451
Q Serve(g_s), s 21.6 0.0 0.0 21.1 4.6 8.3
Cycle Q Clear(g_c), s 21.6 0.0 0.0 21.1 4.6 8.3
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) 0.56 0.00 0.00 0.55 0.26 0.46
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 6.2 0.0 0.0 6.1 43.7 45.3
Incr Delay (d2), s/veh 0.6 0.0 0.0 0.6 1.1 3.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 6.0 0.0 0.0 5.8 2.1 3.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 6.8 0.0 0.0 6.7 44.8 48.5
LnGrp LOS A A A A D D
Approach Vol, veh/h 2166 2135 378
Approach Delay, s/veh 6.8 6.7 47.0
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 23.6 23.1 10.3
Green Ext Time (p_c), s 19.7 19.1 1.3
Intersection Summary
HCM 6th Ctrl Delay 10.0
HCM 6th LOS B
1085
Timings Timing Plan: Ex+ Amb+ Cumulative (2025) PM
1: I-15 SB On Ramp/I-15 SB Off Ramp & Murrieta Hot Springs Road 05/31/2023 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) 2181 346 1501 913 0 213
Future Volume (vph) 2181 346 1501 913 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) 70.0 70.0 50.0 50.0 50.0
Total Split (%) 58.3% 58.3% 41.7% 41.7% 41.7%
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 C-Max None Max Max Max
Act Effct Green (s) 64.7 120.0 64.7 45.8 45.8 45.8
Actuated g/C Ratio 0.54 1.00 0.54 0.38 0.38 0.38
v/c Ratio 0.86 0.23 0.59 0.73 0.81 0.35
Control Delay 27.7 0.3 22.9 39.4 43.3 25.7
Queue Delay 2.0 0.0 0.0 0.0 0.0 0.0
Total Delay 29.7 0.3 22.9 39.4 43.3 25.7

LOS C A C D D C
Approach Delay 25.7 22.9 38.7
Approach LOS C C D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:EBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.86
Intersection Signal Delay: 27.7 Intersection LOS: C
Intersection Capacity Utilization 112.4% 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 1086
HCM 6th Signalized Intersection Summary Timing Plan: Ex+ Amb+ Cumulative (2025) PM 1: I-15 SB On Ramp/I-15 SB Off Ramp & Murrieta Hot Springs Road 05/31/2023 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 2181 346 0 1501 0 0 0 0 913 0 213 Future Volume (veh/h) 0 2181 346 0 1501 0 0 0 0 913 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 2345 0 0 1614 0 1053 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 2753 0 2753 0 1414 0 605
Arrive On Green 0.00 0.54 0.00 0.00 0.54 0.00 0.38 0.00 0.38 Sat Flow, veh/h 0 5274 1585 0 5443 0 3705 0 1585
Grp Volume(v), veh/h 0 2345 0 0 1614 0 1053 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 47.0 0.0 0.0 25.6 0.0 29.5 0.0 7.9
Cycle Q Clear(g_c), s 0.0 47.0 0.0 0.0 25.6 0.0 29.5 0.0 7.9 Prop In Lane 0.00 1.00 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2753 0 2753 0 1414 0 605
V/C Ratio(X) 0.00 0.85 0.00 0.59 0.00 0.74 0.00 0.25
Avail Cap(c_a), veh/h 0 2753 0 2753 0 1414 0 605
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 23.6 0.0 0.0 18.6 0.0 32.0 0.0 25.4 Incr Delay (d2), s/veh 0.0 3.6 0.0 0.0 0.3 0.0 3.6 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 18.0 0.0 0.0 9.4 0.0 13.7 0.0 3.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 27.1 0.0 0.0 19.0 0.0 35.6 0.0 26.4 LnGrp LOS A C A B A D A C
Approach Vol, veh/h 2345 1614 1206
Approach Delay, s/veh 27.1 19.0 34.5
Approach LOS C B C
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 70.0 50.0 70.0
Change Period (Y+Rc), s 5.3 * 4.2 5.3
Max Green Setting (Gmax), s 64.7 * 46 64.7
Max Q Clear Time (g_c+I1), s 49.0 31.5 27.6
Green Ext Time (p_c), s 11.1 5.6 10.2
Intersection Summary
HCM 6th Ctrl Delay 26.3
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. 1087
Timings Timing Plan: Ex+ Amb+ Cumulative (2025) PM
2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road 05/31/2023 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 2389 1159 1319 285 0 211
Future Volume (vph) 730 2389 1159 1319 285 0 211
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) 62.0 101.0 39.0 19.0 19.0
Total Split (%) 51.7% 84.2% 32.5% 15.8% 15.8%
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 C-Max Max None None
Act Effct Green (s) 55.3 96.8 37.4 120.0 13.7 13.7 120.0 Actuated g/C Ratio 0.46 0.81 0.31 1.00 0.11 0.11 1.00
v/c Ratio 0.93 0.61 0.76 0.87 0.77 0.78 0.14
Control Delay 51.6 3.3 42.2 20.2 77.2 77.8 0.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 51.6 3.3 42.2 20.2 77.2 77.8 0.2

LOS D A D C E E A
Approach Delay 14.6 30.5 44.6
Approach LOS B C D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:EBT, Start of Yellow, Master Intersection Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.93
Intersection Signal Delay: 23.5 Intersection LOS: C
Intersection Capacity Utilization 82.4% 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 1088
HCM 6th Signalized Intersection Summary Timing Plan: Ex+ Amb+ Cumulative (2025) PM 2: I-15 NB Off Ramp/I-15 NB On Ramp & Murrieta Hot Springs Road 05/31/2023 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 2389 0 0 1159 1319 285 0 211 0 0 0 Future Volume (veh/h) 730 2389 0 0 1159 1319 285 0 211 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 2489 0 0 1207 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 738 4183 0 0 1898 362 0
Arrive On Green 0.83 1.00 0.00 0.00 0.37 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 2489 0 0 1207 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 0.0 0.0 0.0 23.3 0.0 9.8 0.0 0.0
Cycle Q Clear(g_c), s 49.7 0.0 0.0 0.0 23.3 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 738 4183 0 0 1898 362 0
V/C Ratio(X) 1.03 0.60 0.00 0.00 0.64 0.82 0.00
Avail Cap(c_a), veh/h 861 4183 0 0 1898 439 0
HCM Platoon Ratio 2.00 2.00 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 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 10.3 0.0 0.0 0.0 31.0 0.0 52.8 0.0 0.0 Incr Delay (d2), s/veh 37.9 0.6 0.0 0.0 1.6 0.0 10.0 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 11.7 0.2 0.0 0.0 9.4 0.0 4.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.2 0.6 0.0 0.0 32.7 0.0 62.8 0.0 0.0 LnGrp LOS F A A A C E A
Approach Vol, veh/h 3249 1207 297
Approach Delay, s/veh 11.8 32.7 62.8
Approach LOS B C E
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 103.6 55.7 47.9 16.4
Change Period (Y+Rc), s 5.3 4.0 5.3 4.2
Max Green Setting (Gmax), s 95.7 58.0 33.7 14.8
Max Q Clear Time (g_c+I1), s 2.0 51.7 25.3 11.8
Green Ext Time (p_c), s 29.2 2.0 3.8 0.4
Intersection Summary
HCM 6th Ctrl Delay 20.3
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. 1089
Timings Timing Plan: Ex+ Amb+ Cumulative (2025) PM
5: Murrieta Hot Springs Road & Hancock Avenue 05/31/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 5
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 219 1854 2056 664 646 338
Future Volume (vph) 219 1854 2056 664 646 338
Turn Type Prot NA NA Perm Prot Perm
Protected Phases 5 2 6 4
Permitted Phases 6 4
Detector Phase 5 2 6 6 4 4
Switch Phase
Minimum Initial (s) 7.0 10.0 10.0 10.0 10.0 10.0
Minimum Split (s) 11.0 15.3 38.3 38.3 14.9 14.9
Total Split (s) 15.0 83.0 68.0 68.0 37.0 37.0
Total Split (%) 12.5% 69.2% 56.7% 56.7% 30.8% 30.8%
Yellow Time (s) 3.0 4.3 4.3 4.3 3.9 3.9
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 5.3 5.3 5.3 4.9 4.9
Lead/Lag Lead Lag Lag
Lead-Lag Optimize?
Recall Mode None C-Max None None Max Max
Act Effct Green (s) 10.9 77.7 62.8 62.8 32.1 32.1
Actuated g/C Ratio 0.09 0.65 0.52 0.52 0.27 0.27
v/c Ratio 0.82 0.50 0.87 0.68 0.82 0.69
Control Delay 79.3 13.6 19.1 2.9 50.3 28.9
Queue Delay 0.0 0.1 1.2 0.7 0.0 0.0
Total Delay 79.3 13.7 20.3 3.6 50.3 28.9

LOS E B C A D C
Approach Delay 20.6 16.2 43.0
Approach LOS C B 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: 0.87
Intersection Signal Delay: 22.3 Intersection LOS: C
Intersection Capacity Utilization 76.2% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 5: Murrieta Hot Springs Road & Hancock Avenue 1090
HCM 6th Signalized Intersection Summary Timing Plan: Ex+ Amb+ Cumulative (2025) PM 5: Murrieta Hot Springs Road & Hancock Avenue 05/31/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 219 1854 2056 664 646 338
Future Volume (veh/h) 219 1854 2056 664 646 338
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 238 2015 2235 722 702 367
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 295 4166 2700 838 924 424
Arrive On Green 0.06 0.43 0.53 0.53 0.27 0.27
Sat Flow, veh/h 3456 6696 5274 1585 3456 1585
Grp Volume(v), veh/h 238 2015 2235 722 702 367
Grp Sat Flow(s),veh/h/ln 1728 1609 1702 1585 1728 1585
Q Serve(g_s), s 8.2 26.9 44.0 47.3 22.4 26.5
Cycle Q Clear(g_c), s 8.2 26.9 44.0 47.3 22.4 26.5
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 295 4166 2700 838 924 424
V/C Ratio(X) 0.81 0.48 0.83 0.86 0.76 0.87
Avail Cap(c_a), veh/h 317 4166 2700 838 924 424
HCM Platoon Ratio 0.67 0.67 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 55.6 19.6 23.7 24.5 40.4 41.9
Incr Delay (d2), s/veh 13.4 0.4 2.3 9.1 5.8 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 4.1 10.6 16.7 18.2 10.1 23.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 69.0 20.0 26.0 33.6 46.2 62.3
LnGrp LOS E C C C D E
Approach Vol, veh/h 2253 2957 1069
Approach Delay, s/veh 25.2 27.8 51.8
Approach LOS C C D
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 83.0 37.0 14.2 68.8
Change Period (Y+Rc), s 5.3 4.9 4.0 5.3
Max Green Setting (Gmax), s 77.7 32.1 11.0 62.7
Max Q Clear Time (g_c+I1), s 28.9 28.5 10.2 49.3
Green Ext Time (p_c), s 15.9 1.8 0.1 11.2
Intersection Summary
HCM 6th Ctrl Delay 31.0
HCM 6th LOS C
1091
Timings Timing Plan: Ex+ Amb+ Cumulative (2025) PM
6: Murrieta Hot Springs Road & I-215 SB Off Ramp 05/31/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 7
Lane Group EBT WBT SBL SBR
Lane Configurations
Traffic Volume (vph) 2436 2349 699 327
Future Volume (vph) 2436 2349 699 327
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) 81.0 81.0 39.0 39.0
Total Split (%) 67.5% 67.5% 32.5% 32.5%
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 C-Max Max None None
Act Effct Green (s) 79.4 79.4 31.1 31.3
Actuated g/C Ratio 0.66 0.66 0.26 0.26
v/c Ratio 0.80 0.77 0.80 0.78
Control Delay 18.7 9.9 47.7 54.0
Queue Delay 0.0 0.2 0.0 0.0
Total Delay 18.7 10.1 47.7 54.0

LOS B B D D
Approach Delay 18.7 10.1 49.5
Approach LOS B B D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:EBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.80
Intersection Signal Delay: 20.7 Intersection LOS: C
Intersection Capacity Utilization 129.8% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 6: Murrieta Hot Springs Road & I-215 SB Off Ramp 1092
HCM 6th Signalized Intersection Summary Timing Plan: Ex+ Amb+ Cumulative (2025) PM 6: Murrieta Hot Springs Road & I-215 SB Off Ramp 05/31/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 8
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 2436 2349 0 699 327
Future Volume (veh/h) 0 2436 2349 0 699 327
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 2591 2499 0 744 348
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 3435 3435 0 919 412
Arrive On Green 0.00 1.00 0.67 0.00 0.25 0.25
Sat Flow, veh/h 0 5443 5443 0 3705 1648
Grp Volume(v), veh/h 0 2591 2499 0 744 348
Grp Sat Flow(s),veh/h/ln 0 1702 1702 0 1853 1648
Q Serve(g_s), s 0.0 0.0 37.6 0.0 22.7 24.1
Cycle Q Clear(g_c), s 0.0 0.0 37.6 0.0 22.7 24.1
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 3435 3435 0 919 412
V/C Ratio(X) 0.00 0.75 0.73 0.00 0.81 0.85
Avail Cap(c_a), veh/h 0 3435 3435 0 1074 481
HCM Platoon Ratio 1.00 2.00 1.00 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 0.0 12.6 0.0 42.4 42.8
Incr Delay (d2), s/veh 0.0 1.6 1.4 0.0 4.1 11.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 0.5 12.4 0.0 10.8 11.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 1.6 14.0 0.0 46.5 54.4
LnGrp LOS A A B A D D
Approach Vol, veh/h 2591 2499 1092
Approach Delay, s/veh 1.6 14.0 49.1
Approach LOS A B D
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 86.0 34.0 86.0
Change Period (Y+Rc), s 5.3 * 4.2 5.3
Max Green Setting (Gmax), s 75.7 * 35 75.7
Max Q Clear Time (g_c+I1), s 2.0 26.1 39.6
Green Ext Time (p_c), s 30.6 3.7 20.7
Intersection Summary
HCM 6th Ctrl Delay 15.0
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. 1093
Timings Timing Plan: Ex+ Amb+ Cumulative (2025) PM
7: I-215 NB Off Ramp & Murrieta Hot Springs Road 05/31/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 9
Lane Group EBT WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 2601 2451 164 318
Future Volume (vph) 2601 2451 164 318
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) 94.0 94.0 26.0 26.0
Total Split (%) 78.3% 78.3% 21.7% 21.7%
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 0.0
Total Lost Time (s) 5.3 5.3 4.2 4.2
Lead/Lag
Lead-Lag Optimize?
Recall Mode C-Max None Max Max
Act Effct Green (s) 88.7 88.7 21.8 21.8
Actuated g/C Ratio 0.74 0.74 0.18 0.18
v/c Ratio 0.77 0.73 0.26 0.62
Control Delay 5.6 10.3 43.3 49.6
Queue Delay 0.1 2.6 0.0 0.0
Total Delay 5.7 12.9 43.3 49.6

LOS A B D D
Approach Delay 5.7 12.9 47.5
Approach LOS A B D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:EBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.77
Intersection Signal Delay: 12.5 Intersection LOS: B
Intersection Capacity Utilization 69.3% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 7: I-215 NB Off Ramp & Murrieta Hot Springs Road 1094
HCM 6th Signalized Intersection Summary Timing Plan: Ex+ Amb+ Cumulative (2025) PM 7: I-215 NB Off Ramp & Murrieta Hot Springs Road 05/31/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 10
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 2601 0 0 2451 164 318
Future Volume (veh/h) 2601 0 0 2451 164 318
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 2797 0 0 2635 176 342
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 3774 0 0 3774 653 527
Arrive On Green 1.00 0.00 0.00 0.74 0.18 0.18
Sat Flow, veh/h 5443 0 0 5443 3594 2901
Grp Volume(v), veh/h 2797 0 0 2635 176 342
Grp Sat Flow(s),veh/h/ln 1702 0 0 1702 1797 1451
Q Serve(g_s), s 0.0 0.0 0.0 33.4 5.1 13.1
Cycle Q Clear(g_c), s 0.0 0.0 0.0 33.4 5.1 13.1
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 3774 0 0 3774 653 527
V/C Ratio(X) 0.74 0.00 0.00 0.70 0.27 0.65
Avail Cap(c_a), veh/h 3774 0 0 3774 653 527
HCM Platoon Ratio 2.00 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 0.0 0.0 0.0 8.4 42.2 45.5
Incr Delay (d2), s/veh 1.3 0.0 0.0 0.6 1.0 6.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.5 0.0 0.0 9.6 2.3 5.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 1.3 0.0 0.0 9.0 43.3 51.6
LnGrp LOS A A A A D D
Approach Vol, veh/h 2797 2635 518
Approach Delay, s/veh 1.3 9.0 48.8
Approach LOS A A D
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 94.0 94.0 26.0
Change Period (Y+Rc), s 5.3 5.3 4.2
Max Green Setting (Gmax), s 88.7 88.7 21.8
Max Q Clear Time (g_c+I1), s 2.0 35.4 15.1
Green Ext Time (p_c), s 39.2 27.9 1.5
Intersection Summary
HCM 6th Ctrl Delay 8.9
HCM 6th LOS A
1095
Queuing and Blocking Report Ex+ Amb+ Cumulative (2025) AM 05/31/2023
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) 319 281 148 107 138 118 434 370 310
Average Queue (ft) 254 182 63 86 85 80 320 285 150
95th Queue (ft) 353 268 147 100 107 105 418 366 303
Link Distance (ft) 77 77 77 566 566
Upstream Blk Time (%) 27 32 15
Queuing Penalty (veh) 119 141 64
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 WB NB NB
Directions Served L T T T T T T R L LT
Maximum Queue (ft) 266 166 172 106 110 138 135 1256 201 180 Average Queue (ft) 147 89 60 18 32 49 61 42 136 110
95th Queue (ft) 218 156 130 63 93 120 133 414 187 160
Link Distance (ft) 563 563 563 1211 1211 1211 1211 925 925 Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 500
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Murrieta Hot Springs Road & Sparkman CT Movement EB EB WB SB
Directions Served L T TR R
Maximum Queue (ft) 194 331 75 262
Average Queue (ft) 159 84 4 121
95th Queue (ft) 217 297 27 196
Link Distance (ft) 1211 254 288
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 170
Storage Blk Time (%) 19
Queuing Penalty (veh) 79
1096
Queuing and Blocking Report Ex+ Amb+ Cumulative (2025) AM 05/31/2023
The Triangle Traffic Analysis SimTraffic Report
Rick Engineering Company Page 2
Intersection: 5: Murrieta Hot Springs Road & Hancock Avenue 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) 176 224 233 240 230 75 147 190 243 140 162 175 Average Queue (ft) 110 117 109 144 165 30 50 109 159 71 159 174 95th Queue (ft) 161 177 181 203 224 70 125 172 214 114 168 176 Link Distance (ft) 414 414 414 414 335 335 335 335
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 200 150 150
Storage Blk Time (%) 0 0 5 53
Queuing Penalty (veh) 0 1 11 114
Intersection: 5: Murrieta Hot Springs Road & Hancock Avenue Movement SB
Directions Served R
Maximum Queue (ft) 350
Average Queue (ft) 299
95th Queue (ft) 365
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%) 0
Queuing Penalty (veh) 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 98 96 140 159 164 387 494 473
Average Queue (ft) 71 78 77 102 112 139 260 315 145
95th Queue (ft) 75 97 92 149 161 151 343 437 318
Link Distance (ft) 61 61 61 124 124 124 835 835
Upstream Blk Time (%) 19 24 24 4 8 36
Queuing Penalty (veh) 114 147 144 25 48 223
Storage Bay Dist (ft) 470
Storage Blk Time (%) 0 0
Queuing Penalty (veh) 1 0
1097
Queuing and Blocking Report Ex+ Amb+ Cumulative (2025) AM 05/31/2023
The Triangle Traffic Analysis SimTraffic Report
Rick Engineering Company Page 3
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) 138 150 160 98 120 117 87 152 174 169 Average Queue (ft) 70 88 94 70 70 97 38 70 76 20
95th Queue (ft) 127 153 153 119 128 104 71 124 135 72
Link Distance (ft) 138 138 138 83 83 83 1043 1043
Upstream Blk Time (%) 0 1 1 7 7 30
Queuing Penalty (veh) 1 4 8 45 46 209
Storage Bay Dist (ft) 1000 1000
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 1547
1098
Queuing and Blocking Report Ex+ Amb+ Cumulative (2025) PM 05/31/2023
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) 338 319 319 108 114 94 582 550 354
Average Queue (ft) 321 272 175 86 82 71 383 333 195
95th Queue (ft) 329 352 306 104 104 102 531 466 366
Link Distance (ft) 77 77 77 566 566
Upstream Blk Time (%) 19 20 10 1 0
Queuing Penalty (veh) 95 99 50 0 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) 525 625 563 160 130 192 194 74 197 169 173 Average Queue (ft) 437 239 138 78 55 81 96 4 143 120 24 95th Queue (ft) 563 601 379 154 110 150 171 31 179 171 113 Link Distance (ft) 563 563 563 1211 1211 1211 1211 925 925 Upstream Blk Time (%) 3 0
Queuing Penalty (veh) 27 1
Storage Bay Dist (ft) 500 585
Storage Blk Time (%) 8
Queuing Penalty (veh) 63
Intersection: 3: Murrieta Hot Springs Road & Sparkman CT Movement EB EB EB EB WB SB
Directions Served L T T T TR R
Maximum Queue (ft) 195 1070 1005 727 59 303
Average Queue (ft) 179 341 145 24 4 134
95th Queue (ft) 228 791 594 239 24 249
Link Distance (ft) 1211 1211 1211 254 288
Upstream Blk Time (%) 4
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 170
Storage Blk Time (%) 50
Queuing Penalty (veh) 275
1099
Queuing and Blocking Report Ex+ Amb+ Cumulative (2025) PM 05/31/2023
The Triangle Traffic Analysis SimTraffic Report
Rick Engineering Company Page 2
Intersection: 5: Murrieta Hot Springs Road & Hancock Avenue 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) 209 224 358 294 321 192 201 302 355 200 162 175 Average Queue (ft) 110 121 190 215 236 49 67 147 234 72 156 174 95th Queue (ft) 198 213 272 280 301 139 148 242 334 128 177 175 Link Distance (ft) 414 414 414 414 335 335 335 335
Upstream Blk Time (%) 1
Queuing Penalty (veh) 3
Storage Bay Dist (ft) 200 200 150 150
Storage Blk Time (%) 2 4 1 3 51
Queuing Penalty (veh) 9 17 2 9 174
Intersection: 5: Murrieta Hot Springs Road & Hancock Avenue Movement SB
Directions Served R
Maximum Queue (ft) 339
Average Queue (ft) 304
95th Queue (ft) 318
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%) 8
Queuing Penalty (veh) 49
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) 90 119 99 138 161 151 874 874 495
Average Queue (ft) 71 79 75 86 102 138 564 596 296
95th Queue (ft) 81 98 89 136 154 149 992 1007 637
Link Distance (ft) 61 61 61 124 124 124 835 835
Upstream Blk Time (%) 15 22 26 2 5 32 14 26
Queuing Penalty (veh) 121 179 215 16 40 250 0 0
Storage Bay Dist (ft) 470
Storage Blk Time (%) 35 2
Queuing Penalty (veh) 57 10
1100
Queuing and Blocking Report Ex+ Amb+ Cumulative (2025) PM 05/31/2023
The Triangle Traffic Analysis SimTraffic Report
Rick Engineering Company Page 3
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) 146 164 189 116 122 137 69 128 192 201 Average Queue (ft) 110 119 120 78 79 98 38 72 143 107
95th Queue (ft) 171 174 170 120 120 111 71 114 196 202
Link Distance (ft) 138 138 138 83 83 83 1043 1043
Upstream Blk Time (%) 4 3 4 9 7 26
Queuing Penalty (veh) 35 28 37 73 58 210
Storage Bay Dist (ft) 1000 1000
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 2204
1101
EXISTING + AMBIENT + CUMULATIVE
TRAFFIC CONDITIONS (2025) WITH TRIANGLE

PROJECT (CURRENT DEVELOPMENT PLAN),

NO INTERCHANGE IMPROVEMENTS
1102
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 1103
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. 1104
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 20.7 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 20.7 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 1105
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. 1106
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 1107
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
1108
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

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 1109
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. 1110
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 1111
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. 1112
Timings Timing Plan: Ex + Amb+ Cuml + Proj (2025) AM
7: I-215 NB Off Ramp & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 11
Lane Group EBT WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 2189 2182 232 214
Future Volume (vph) 2189 2182 232 214
Turn Type NA NA Prot Perm
Protected Phases 2 6 8
Permitted Phases 8
Detector Phase 2 6 8 8
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0
Minimum Split (s) 32.3 15.3 14.2 14.2
Total Split (s) 97.0 97.0 23.0 23.0
Total Split (%) 80.8% 80.8% 19.2% 19.2%
Yellow Time (s) 4.3 4.3 3.2 3.2
All-Red Time (s) 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.3 5.3 4.2 4.2
Lead/Lag
Lead-Lag Optimize?
Recall Mode Max C-Max Max Max
Act Effct Green (s) 91.7 91.7 18.8 18.8
Actuated g/C Ratio 0.76 0.76 0.16 0.16
v/c Ratio 0.61 0.61 0.41 0.46
Control Delay 7.2 7.1 48.0 42.8
Queue Delay 0.0 1.0 0.0 0.0
Total Delay 7.2 8.1 48.0 42.8

LOS A A D D
Approach Delay 7.2 8.1 45.5
Approach LOS A A D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow Natural Cycle: 50
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.61
Intersection Signal Delay: 11.2 Intersection LOS: B
Intersection Capacity Utilization 58.5% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 7: I-215 NB Off Ramp & Murrieta Hot Springs Road 1113
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
1114
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 1115
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. 1116
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 34.0 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 1117
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. 1118
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 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 62.2 27.6 3.5 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 29.3 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: 30.0 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 1119
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
1120
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 118.5 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 118.5 14.1 1.5 70.1 75.4 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 1121
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. 1122
Timings Timing Plan: Ex + Amb+ Cuml + Proj (2025) PM
6: Murrieta Hot Springs Road & I-215 SB Off Ramp 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 9
Lane Group EBT WBT SBL SBR
Lane Configurations
Traffic Volume (vph) 2670 2526 699 473
Future Volume (vph) 2670 2526 699 473
Turn Type NA NA Prot Prot
Protected Phases 2 6 4 4
Permitted Phases
Detector Phase 2 6 4 4
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0
Minimum Split (s) 15.3 29.3 14.2 14.2
Total Split (s) 80.6 80.6 39.4 39.4
Total Split (%) 67.2% 67.2% 32.8% 32.8%
Yellow Time (s) 4.3 4.3 3.2 3.2
All-Red Time (s) 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 -0.2
Total Lost Time (s) 5.3 5.3 4.2 4.0
Lead/Lag
Lead-Lag Optimize?
Recall Mode Max C-Max None None
Act Effct Green (s) 76.9 76.9 33.6 33.8
Actuated g/C Ratio 0.64 0.64 0.28 0.28
v/c Ratio 0.90 0.85 0.82 0.89
Control Delay 18.7 14.7 47.5 64.5
Queue Delay 0.0 17.1 0.0 0.0
Total Delay 18.7 31.8 47.5 64.5

LOS B C D E
Approach Delay 18.7 31.8 52.8
Approach LOS B C D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow Natural Cycle: 80
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.90
Intersection Signal Delay: 30.2 Intersection LOS: C
Intersection Capacity Utilization 139.2% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 6: Murrieta Hot Springs Road & I-215 SB Off Ramp 1123
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. 1124
Timings Timing Plan: Ex + Amb+ Cuml + Proj (2025) PM
7: I-215 NB Off Ramp & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 11
Lane Group EBT WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 2698 2555 237 318
Future Volume (vph) 2698 2555 237 318
Turn Type NA NA Prot Perm
Protected Phases 2 6 8
Permitted Phases 8
Detector Phase 2 6 8 8
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0
Minimum Split (s) 32.3 15.3 14.2 14.2
Total Split (s) 94.9 94.9 25.1 25.1
Total Split (%) 79.1% 79.1% 20.9% 20.9%
Yellow Time (s) 4.3 4.3 3.2 3.2
All-Red Time (s) 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.3 5.3 4.2 4.2
Lead/Lag
Lead-Lag Optimize?
Recall Mode Max C-Max Max Max
Act Effct Green (s) 89.6 89.6 20.9 20.9
Actuated g/C Ratio 0.75 0.75 0.17 0.17
v/c Ratio 0.79 0.75 0.39 0.65
Control Delay 8.4 10.4 45.9 51.5
Queue Delay 0.2 4.8 0.0 0.0
Total Delay 8.6 15.1 45.9 51.5

LOS A B D D
Approach Delay 8.6 15.1 49.1
Approach LOS A B D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay: 15.4 Intersection LOS: B
Intersection Capacity Utilization 71.2% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 7: I-215 NB Off Ramp & Murrieta Hot Springs Road 1125
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
1126
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) 294 289 239 72 82 68 582 582 474
Average Queue (ft) 238 158 78 46 52 39 343 361 211
95th Queue (ft) 331 265 163 66 71 62 486 489 361
Link Distance (ft) 48 48 48 566 566
Upstream Blk Time (%) 16 15 5 0 0
Queuing Penalty (veh) 75 70 24 0 0
Storage Bay Dist (ft) 480
Storage Blk Time (%) 0 0
Queuing Penalty (veh) 1 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) 204 178 131 156 113 139 203 186 176 375 Average Queue (ft) 131 82 23 23 14 21 26 118 103 104
95th Queue (ft) 196 152 71 82 61 85 100 162 156 294
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)
1127
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) 158 173 232 266 249 211 28 108 109 62 105 300 Average Queue (ft) 70 91 161 165 148 128 3 32 46 23 34 65 95th Queue (ft) 139 153 233 254 229 206 16 83 93 56 79 157 Link Distance (ft) 1082 1082 1082 1082 271 271 271
Upstream Blk Time (%) 0
Queuing Penalty (veh) 2
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) 222 158 245 49 69 28 55 39 284 260
Average Queue (ft) 74 89 140 10 29 2 15 5 36 188
95th Queue (ft) 181 142 216 32 58 11 42 24 190 265
Link Distance (ft) 271 275 275 275 275 269 269
Upstream Blk Time (%) 2 1
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 235 235 235
Storage Blk Time (%) 5
Queuing Penalty (veh) 0
Intersection: 4: Proj. Dwy 2 & Murrieta Hot Springs Road Movement EB EB NB
Directions Served T T R
Maximum Queue (ft) 22 24 64
Average Queue (ft) 1 1 24
95th Queue (ft) 7 8 43
Link Distance (ft) 271 271 288
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
1128
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) 194 202 208 248 250 64 60 140 144 246 230 280 Average Queue (ft) 129 143 79 113 129 18 22 21 43 63 137 196 95th Queue (ft) 192 196 169 202 220 49 48 71 95 178 205 272 Link Distance (ft) 307 307 307 307 240 240 240
Upstream Blk Time (%) 0 0 1
Queuing Penalty (veh) 0 0 9
Storage Bay Dist (ft) 245 245 215 200 200
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 TR R
Maximum Queue (ft) 122 136 118 174 218 25 162 175 312 144 Average Queue (ft) 54 78 44 72 105 6 160 174 277 35
95th Queue (ft) 94 129 91 134 183 24 168 175 289 87
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 (%) 4 65 3 0
Queuing Penalty (veh) 12 213 18 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) 91 98 121 114 141 140 866 861 495
Average Queue (ft) 72 76 82 56 62 96 667 741 417
95th Queue (ft) 82 89 107 119 125 147 957 955 640
Link Distance (ft) 70 70 70 113 113 113 827 827
Upstream Blk Time (%) 25 32 37 1 2 11 12 26
Queuing Penalty (veh) 172 221 255 8 14 74 0 0
Storage Bay Dist (ft) 470
Storage Blk Time (%) 49 0
Queuing Penalty (veh) 148 2
1129
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) 164 162 174 52 31 54 104 278 177 162 Average Queue (ft) 119 120 120 7 5 11 66 111 107 43
95th Queue (ft) 170 162 161 29 24 45 106 201 165 103
Link Distance (ft) 144 144 144 15 15 15 1042 1042
Upstream Blk Time (%) 3 1 2 3 3 6
Queuing Penalty (veh) 20 9 15 22 19 45
Storage Bay Dist (ft) 1000 1000
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 1449
1130
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) 331 294 294 285 70 80 69 601 630 505 Average Queue (ft) 298 232 167 9 45 43 24 503 476 329
95th Queue (ft) 313 331 289 94 70 76 57 657 657 538
Link Distance (ft) 48 48 48 566 566
Upstream Blk Time (%) 8 7 4 18 15
Queuing Penalty (veh) 43 37 19 0 0
Storage Bay Dist (ft) 480
Storage Blk Time (%) 18 0
Queuing Penalty (veh) 19 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) 472 505 473 188 54 89 78 187 452 452 Average Queue (ft) 401 280 113 87 6 11 14 129 129 250
95th Queue (ft) 497 570 295 176 27 45 45 177 282 465
Link Distance (ft) 473 473 473 1082 1082 1082 1236 1236 Upstream Blk Time (%) 1 2 0
Queuing Penalty (veh) 0 22 1
Storage Bay Dist (ft) 500 585
Storage Blk Time (%) 1 2
Queuing Penalty (veh) 10 15
1131
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) 120 154 280 312 400 285 67 88 89 38 97 138 Average Queue (ft) 66 92 168 193 235 165 4 19 32 13 30 50 95th Queue (ft) 120 146 255 270 342 270 25 51 68 33 66 108 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
Directions Served TR L L T TR L T T R
Maximum Queue (ft) 174 290 327 26 62 75 39 303 260
Average Queue (ft) 72 135 273 1 13 13 7 142 197
95th Queue (ft) 132 277 349 10 44 42 26 376 314
Link Distance (ft) 271 275 275 275 275 269 269
Upstream Blk Time (%) 2 75 26 20
Queuing Penalty (veh) 0 0 0 0
Storage Bay Dist (ft) 235 235
Storage Blk Time (%) 3 37
Queuing Penalty (veh) 7 2
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) 115 297 247 245 65
Average Queue (ft) 7 28 24 11 35
95th Queue (ft) 45 150 123 88 61
Link Distance (ft) 271 271 271 271 288
Upstream Blk Time (%) 0
Queuing Penalty (veh) 1
Storage Bay Dist (ft)
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
1132
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) 140 152 306 338 356 345 49 45 62 117 168 250 Average Queue (ft) 85 102 155 202 226 48 13 7 23 70 99 159 95th Queue (ft) 140 141 271 325 349 180 37 28 56 118 155 219 Link Distance (ft) 307 307 307 307 240 240 240
Upstream Blk Time (%) 0 2 6 2 0
Queuing Penalty (veh) 0 13 38 15 2
Storage Bay Dist (ft) 245 245 215 200 200
Storage Blk Time (%) 3
Queuing Penalty (veh) 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 TR R
Maximum Queue (ft) 146 92 155 224 322 45 162 175 312 123 Average Queue (ft) 57 57 56 92 155 5 158 174 281 40
95th Queue (ft) 97 92 106 163 289 24 171 175 298 94
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 (%) 3 63 5
Queuing Penalty (veh) 13 288 41
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) 117 113 140 92 79 141 861 879 495
Average Queue (ft) 74 77 90 38 36 82 843 845 429
95th Queue (ft) 89 93 123 80 76 134 851 861 662
Link Distance (ft) 70 70 70 113 113 113 827 827
Upstream Blk Time (%) 26 29 33 2 57 84
Queuing Penalty (veh) 227 262 292 14 0 0
Storage Bay Dist (ft) 470
Storage Blk Time (%) 72 2
Queuing Penalty (veh) 169 13
1133
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 NB NB NB NB
Directions Served T T T L L R R
Maximum Queue (ft) 181 184 191 116 175 241 206
Average Queue (ft) 149 146 139 60 98 146 90
95th Queue (ft) 176 171 185 104 157 198 185
Link Distance (ft) 144 144 144 1042 1042
Upstream Blk Time (%) 9 5 6
Queuing Penalty (veh) 83 44 53
Storage Bay Dist (ft) 1000 1000
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 1753
1134
EXISTING + AMBIENT + CUMULATIVE
TRAFFIC CONDITIONS (2025) WITH

TRIANGLE PROJECT (CURRENT

DEVELOPMENT PLAN), DUAL LEFT-TURN
LANES AT I-15 NB RAMPS
1135
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 1136
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. 1137
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 1138
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. 1139
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 1140
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
1141
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 1142
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. 1143
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 1144
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. 1145
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 1146
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
1147
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 1148
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. 1149
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 1150
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. 1151
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 1152
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
1153
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 1154
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. 1155
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 1156
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. 1157
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 1158
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
1159
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)
1160
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)
1161
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
1162
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
1163
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)
1164
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)
1165
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
1166
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
1167
EXISTING + AMBIENT + CUMULATIVE
TRAFFIC CONDITIONS (2025) WITH

TRIANGLE PROJECT (CURRENT

DEVELOPMENT PLAN), FREE RIGHT-TURN
LOOP RAMP AT I-15 NB RAMPS
1168
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 1169
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. 1170
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 1171
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. 1172
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 1173
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
1174
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

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 1175
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. 1176
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 1177
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. 1178
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

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 1179
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
1180
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 1181
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. 1182
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 1183
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. 1184
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 1185
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
1186
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

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 1187
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. 1188
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 1189
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. 1190
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 1191
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
1192
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
1193
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)
1194
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
1195
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
1196
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
1197
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)
1198
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
1199
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
1200
EXISTING + AMBIENT + CUMULATIVE
TRAFFIC CONDITIONS (2028) WITHOUT

TRIANGLE PROJECT, NO INTERCHANGE

IMPROVEMENTS
1201
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 1202
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. 1203
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 1204
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. 1205
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 1206
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
1207
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 1208
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. 1209
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 1210
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. 1211
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 1212
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
1213
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 1214
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. 1215
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 1216
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. 1217
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 1218
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
1219
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 1220
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. 1221
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 1222
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. 1223
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 1224
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
1225
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)
1226
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)
1227
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
1228
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
1229
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
1230
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)
1231
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
1232
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
1233
EXISTING + AMBIENT + CUMULATIVE
TRAFFIC CONDITIONS (2028) WITH

TRIANGLE PROJECT (CURRENT

DEVELOPMENT PLAN), NO INTERCHANGE

IMPROVEMENTS
1234
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 1235
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. 1236
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 1237
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. 1238
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 1239
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
1240
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 1241
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. 1242
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 1243
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. 1244
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 1245
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
1246
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 1247
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. 1248
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 1249
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. 1250
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 1251
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
1252
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 1253
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. 1254
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 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 1255
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. 1256
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 1257
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
1258
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)
1259
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)
1260
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
1261
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
1262
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
1263
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
1264
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
1265
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
1266
EXISTING + AMBIENT + CUMULATIVE
TRAFFIC CONDITIONS (2028) WITH

TRIANGLE PROJECT (CURRENT

DEVELOPMENT PLAN), DUAL LEFT-TURN
LANES AT I-15 NB RAMPS
1267
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 1268
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. 1269
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 1270
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. 1271
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

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 1272
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
1273
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

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 1274
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. 1275
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 1276
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. 1277
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 1278
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
1279
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 1280
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. 1281
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 1282
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. 1283
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 1284
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
1285
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 1286
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. 1287
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 1288
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. 1289
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 1290
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
1291
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)
1292
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)
1293
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
1294
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
1295
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
1296
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
1297
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
1298
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
1299
EXISTING + AMBIENT + CUMULATIVE
TRAFFIC CONDITIONS (2028) WITH

TRIANGLE PROJECT (CURRENT

DEVELOPMENT PLAN), FREE RIGHT-TURN
LOOP RAMP AT I-15 NB RAMPS
1300
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 1301
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. 1302
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 1303
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. 1304
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 1305
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
1306
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 1307
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. 1308
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 1309
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. 1310
Timings Timing Plan: Ex + Amb+ Cuml + Proj (2028) AM
7: I-215 NB Off Ramp & Murrieta Hot Springs Road 06/08/2023 The Triangle Traffic Analysis Synchro 11 Report
Rick Engineering Company Page 11
Lane Group EBT WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 2307 2398 414 224
Future Volume (vph) 2307 2398 414 224
Turn Type NA NA Prot Perm
Protected Phases 2 6 8
Permitted Phases 8
Detector Phase 2 6 8 8
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0
Minimum Split (s) 32.3 15.3 14.2 14.2
Total Split (s) 92.0 92.0 28.0 28.0
Total Split (%) 76.7% 76.7% 23.3% 23.3%
Yellow Time (s) 4.3 4.3 3.2 3.2
All-Red Time (s) 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.3 5.3 4.2 4.2
Lead/Lag
Lead-Lag Optimize?
Recall Mode Max C-Max Max Max
Act Effct Green (s) 86.7 86.7 23.8 23.8
Actuated g/C Ratio 0.72 0.72 0.20 0.20
v/c Ratio 0.68 0.71 0.58 0.39
Control Delay 8.7 10.9 47.2 40.5
Queue Delay 0.1 3.0 0.0 0.0
Total Delay 8.8 13.9 47.2 40.5

LOS A B D D
Approach Delay 8.8 13.9 44.9
Approach LOS A B D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 6:WBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.71
Intersection Signal Delay: 15.4 Intersection LOS: B
Intersection Capacity Utilization 66.1% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 7: I-215 NB Off Ramp & Murrieta Hot Springs Road 1311
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
1312
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 1313
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. 1314
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 1315
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. 1316
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 1317
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
1318
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 1319
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. 1320
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 1321
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. 1322
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

Murrieta City CouncilAugust 20, 2024

Murrieta City Council
August 20, 2024