Attachment A - Supplemental Traffic Assessment — Menifee City Council, June 17, 2026

TECHNICAL MEMORANDUM
20341 SW Birch Street | Suite 230 | Newport Beach, CA 92660 | (949) 660-1994 | urbanxroads.com DATE: September 3, 2025
TO: Jaime McLaughlin, Ares Industrial Management
FROM: Charlene So, Urban Crossroads, Inc.

JOB NO: 16570-02 TA Memo
SUBJECT: MURRIETA ROAD WAREHOUSE SUPPLEMENTAL TRAFFIC

ASSESSMENT
Urban Crossroads, Inc. has prepared the following Supplemental Traﬃc Assessment for the Murrieta Road Warehouse (Project), which is located east of Geary Street, west of Murrieta Road, and north of McLaughlin Road in the City of Menifee. The following traﬃc assessment serves as a supplement to the Murrieta Road Warehouse Project Traﬃc Impact Analysis (dated January 25, 2024, prepared by EPD Solutions, Inc., referred to as 2024 Traﬃc Study), speciﬁcally evaluating an interim condition in which Geary Street is not improved north of the Project boundary north to Ethanac Road. Instead, Project traﬃc would have to utilize Geary Street, to the Circulation Driveway, and Murrieta Road.

The purpose is to determine whether the proposed interim Project access results in changes to the results and recommendations of the 2024 Traﬃc Study. The following assessment utilizes data presented in the 2024 Traﬃc Study and follows the City’s Traﬃc Impact Analysis Guidelines (dated January 2019).

PROPOSED PROJECT
The Project evaluated in the 2024 Traﬃc Study was a 533,252 square foot single warehouse building that included additional buﬀer square footage. There are two driveway s located on Geary Street assumed to have full access (Driveways 1 and 2) and three driveways located on Murrieta Road (Driveways 3 through 5). For the purposes of this assessment, no Project traﬃc will travel to or from Ethanac Road and the Project via Geary Street (all Project traﬃc directed to and from the south on Geary Street towards new Circulation Driveway). Driveway 5 (southerly driveway on Murrieta Road) would be restricted to right -in/right-out access only. All driveways would serve passenger cars, however, only Driveways 1, 2, 3, and 5 would serve trucks as well . The Project proposes a new Circulation Driveway along the southern boundary of the Project connecting Geary Street to Murrieta Road. The Project site plan is shown in Exhibit 1. The site plan shown is the same evaluated in the 2024 Traﬃc Study.

16570-02 TA Memo 2 Murrieta Road Warehouse
EXHIBIT 1: PROJECT SITE PLAN

PROJECT BACKGROUND
The 2024 Traﬃc Study evaluated two scenarios for the proposed Project:
• Scenario 1: Driveway 3 (northerly driveway on Murrieta Road) would be restricted to right - in/right-out only and would be stop controlled for egress Project traffic. • Scenario 2: Driveway 3 would be signalized and would allow for right -in/left-out only for trucks (right-out trucks would be prohibited).

PROJECT TRAFFIC

PROJECT TRIP GENERATION
Trip generation represents the amount of traﬃc which is both attracted to and produced by a development. Determining traﬃc generation for a speciﬁc project is therefore based upon forecasting the amount of traﬃc that is expected to be both attracted to and produced by the speciﬁc land uses being proposed for a given development.

N
Geary St.

Murrieta Rd.

Dwy. 1
Dwy. 2
Dwy. 3
Dwy. 4
Dwy. 5

16570-02 TA Memo 3 Murrieta Road Warehouse
The 2024 Traﬃc Study analyzed the development of a 533,252 square foot high -cube fulﬁllment center warehouse. In order to develop the traﬃc characteristics of the Project, trip -generation statistics (rates and vehicle mix) published in the Transportation Uniform Mitigation Fee ( TUMF) High-Cube Warehouse Trip Generation Study (dated January 29, 2019, prepared by WSP) were used to estimate the trip generation. Table 1 summarizes the Project trip generation as evaluated in the 2024 Traﬃc Study and in the following supplemental traﬃc assessment which shows the Project is anticipated to generate a net total of 1,135 two-way trips per day (actual vehicles) with 84 PCE AM peak hour trips and 105 PCE PM peak hour trips.

TABLE 1: 2024 PROJECT TRIP GENERATION SUMMARY
Land Use Quantity Units1 AM Peak Hour PM Peak Hour Daily In Out Total In Out Total Fulfillment Center 533.252 TSF
Passenger Cars 42 13 55 22 55 77 933
2-Axle Trucks 1 0 1 0 0 0 15
3-Axle Trucks 1 0 1 1 1 2 28
4-Axle Trucks 2 0 2 1 2 3 43
5+-Axle Trucks 5 1 6 1 4 5 116
Project Total (Actual Vehicles) 51 14 65 25 62 87 1,135 PCE Calculations:

Passenger Cars 42 13 55 22 55 77 933
2-Axle Trucks (PCE = 1.5) 1 1 2 1 0 1 22
3-Axle Trucks (PCE = 2.0) 2 1 3 2 3 5 57
4-Axle Trucks (PCE = 3.0) 5 1 6 2 6 8 129
5+-Axle Trucks (PCE = 3.0) 14 4 18 3 12 15 347
Project Total (PCE) 64 20 84 30 76 106 1,488
Source: Murrieta Road Warehouse Project Traffic Impact Analysis, dated January 25, 2024, prepared by EPD Solutions, Inc. 1 TSF = Thousand Square Feet

PROJECT TRIP DISTRIBUTION
The Project trip distribution represents the directional orientation of traﬃc to and from the Project site. Trip distribution is the process of identifying the probable destinations, directions or traﬃc routes that will be utilized by Project traﬃc. The potential interaction between the planned land uses and surrounding regional access routes are considered, to identify the route where the Project traﬃc would distribute. Exhibit 2 shows the Project’s trip distribution patterns for passenger cars and trucks for Scenario 1 which have been modiﬁed so no Project traﬃc travels to and from Ethanac Road along Geary Street towards the Project. In other words, with the right-in/right-out access at Driveway 3 on Murrieta Road, trucks would have to exit out onto Geary Street from the northern truck court and circulate around back to Murrieta Road via Geary Street to the new Circulation Driveway. This Scenario is only feasible if the building is not split (no multi-tenant) due to the access needed across the truck court.

Exhibit 3 shows the Project’s passenger car and truck trip distribution patterns for Scenario 2 which have been modiﬁed to send no Project traﬃc travels to and from Ethanac Road via Geary Street north of the Project boundary.

16570-02 TA Memo 4 Murrieta Road Warehouse
EXHIBIT 2: PROJECT (SCENARIO 1) TRIP DISTRIBUTION

N
Geary St.

Murrieta Rd.

Dwy. 1
Dwy. 2
Dwy. 3
Dwy. 4
Dwy. 5
LEGEND:
= Percent To/From Project
= Trip Distribution
SITE
Ethanac Rd.

INTERSTATE
Hull St. Evans Rd. Barnett Rd.

McLaughlin Rd.

Dwy. 1
Dwy. 2
Dwy. 3
Dwy. 4
Dwy. 5
SITE
215
N
Geary St.

Murrieta Rd.

Ethanac Rd.

INTERSTATE
Hull St. Evans Rd. Barnett Rd.

McLaughlin Rd.
215
TRUCKS

PASSENGER CARS
Dwy. 1
Dwy. 2
Dwy. 3
Dwy. 4
Dwy. 5
SITE Dwy. 1
Dwy. 2
Dwy. 3
Dwy. 4
Dwy. 5
SITE

16570-02 TA Memo 5 Murrieta Road Warehouse
EXHIBIT 3: PROJECT (SCENARIO 2) TRIP DISTRIBUTION

N
Geary St.

Murrieta Rd.

Dwy. 1
Dwy. 2
Dwy. 3
Dwy. 4
Dwy. 5
LEGEND:
= Percent To/From Project
= Trip Distribution
SITE
Ethanac Rd.

INTERSTATE
Hull St. Evans Rd. Barnett Rd.

McLaughlin Rd.
215
N
Geary St.

Murrieta Rd.

Dwy. 1
Dwy. 2
Dwy. 3
Dwy. 4
Dwy. 5
SITE
Ethanac Rd.

INTERSTATE
Hull St. Evans Rd. Barnett Rd.

McLaughlin Rd.
215
Dwy. 1
Dwy. 2
Dwy. 3
Dwy. 4
Dwy. 5
SITE
Dwy. 1
Dwy. 2
Dwy. 3
Dwy. 4
Dwy. 5
SITE
TRUCKS

PASSENGER CARS

16570-02 TA Memo 6 Murrieta Road Warehouse

PROJECT TRIP ASSIGNMENT
The assignment of traﬃc from the Project area to the adjoining roadway system is based upon the Project trip generation, trip distribution, and the arterial highway and local street system improvements that would be in place by the time of initial occupancy of the Project. Based on the identiﬁed Project traﬃc generation and trip distribution patterns, Project peak hour intersection turning movement volumes are shown in Exhibit 4 for Scenario 1 and Exhibit 5 for Scenario 2.

EXHIBIT 4: PROJECT ONLY (SCENARIO 1) VOLUMES

McLaughlin Rd.

N
Geary St.

Murrieta Rd.

Dwy. 1
Dwy. 2
Dwy. 3
Dwy. 4
Dwy. 5
LEGEND:

SITE
Ethanac Rd.
= Existing Intersection Analysis Location
= Future Intersection Analysis Location
= Peak Hour Volume AM(PM)
0 0
00(00)
4 2
3 5
6 7
Geary St.
& Driveway 1
2 0(0)7(3)
0(0)0(0)
11(40)0(0)
Geary St.
& Driveway 2
3 7(3)4(2)
0(0)11(40)
4(14)0(0)
Murrieta Rd.
& Ethanac Rd.
4 Murrietta Rd.
& Driveway 3
5 Murrietta Rd.
& Driveway 4
6 Murrietta Rd.
& Driveway 5
7 Murrietta Rd.
& Circulation Driveway
8 8
0(0)1(6)16(60)
0(0)4(2)0(0)
0(0)0(0)0(0)
51(23)0(0)0(0)
17(65)
32(15)24(11)
1(3)
8(4)15(54)
24(13)9(4)
3(11)1(3)
23(58)
13(11)12(5)
1(6)
0(0)8(4)
3(11)12(6)
15(54)0(0)

16570-02 TA Memo 7 Murrieta Road Warehouse
EXHIBIT 5: PROJECT ONLY (SCENARIO 2) VOLUMES

McLaughlin Rd.

N
Geary St.

Murrieta Rd.

Dwy. 1
Dwy. 2
Dwy. 3
Dwy. 4
Dwy. 5
LEGEND:

SITE
Ethanac Rd.
= Existing Intersection Analysis Location
= Future Intersection Analysis Location
= Peak Hour Volume AM(PM)
0 0
00(00)
4 2
3 5
6 7
Geary St.
& Driveway 1
2 0(0)8(3)
0(0)0(0)
2(8)0(0)
Geary St.
& Driveway 2
3 8(3)4(2)
0(0)2(8)
4(14)0(0)
Murrieta Rd.
& Ethanac Rd.
4 Murrietta Rd.
& Driveway 3
5 Murrietta Rd.
& Driveway 4
6 Murrietta Rd.
& Driveway 5
7 Murrietta Rd.
& Circulation Driveway
8 8
0(0)1(6)16(60)
0(0)4(2)0(0)
0(0)0(0)0(0)
51(23)0(0)0(0)
4(2)9(33)
32(15)24(11)
9(32)1(3)
4(2)10(24)
26(14)6(3)
3(11)1(3)
0(0)8(4)
3(11)12(6)
6(21)0(0)
14(26)
13(11)14(6)
1(6)

16570-02 TA Memo 8 Murrieta Road Warehouse

ANALYSIS LOCATIONS
Study area intersections evaluated for this supplemental traﬃc assessment are listed in Table 1.

Speciﬁcally, all analysis locations overlap with those evaluated in the 2024 Traﬃc Study, with the exception of the Circulation Driveway at Murrieta Road which was not evaluated in the 2024 Traﬃc Study. Other intersections evaluated in the 2024 Traﬃc Study were not evaluated as they are not aﬀected by the changes in trip distribution patterns or the Project was not anticipated to contribute traﬃc to those locations, such, as Geary Street at Ethanac Road.

TABLE 1: LIST OF STUDY INTERSECTIONS
# Intersection
2 Geary St. & Project Driveway 1
3 Geary St. & Project Driveway 2
4 Murrieta Rd. & Ethanac Rd.
5 Murrieta Rd. & Project Driveway 3
6 Murrieta Rd. & Project Driveway 4
7 Murrieta Rd. & Project Driveway 5
8 Murrieta Rd. & Circulation Driveway
OPENING YEAR CUMULATIVE (2026) CONDITIONS

VOLUME DEVELOPMENT
Opening Year Cumulative ( 2026) traﬃc volumes are based on the manual addition of existing volumes and background (ambient growth) at 2% per year over 3 years . In addition, this supplemental traﬃc assessment includes cumulative project traﬃc consistent with the 2024 Traﬃc Study with the exception that no other industrial cumulative traﬃc has been included to/from the south on Murrieta Road. Project traﬃc has been added to/from Murrieta Road south of Ethanac Road (per the Project volumes shown previously in Exhibit 4) along with Cumulative Projects #22, #23, and #24 from the 2024 Traﬃc Study. The weekday AM and PM peak hour volumes for Opening Year Cumulative With Project traﬃc conditions are provided in Exhibit 6 for Scenario 1 and Exhibit 7 for Scenario 2.

INTERSECTIONS
Table 2 provides the summary of the intersection operations analysis for Opening Year Cumulative (2026) With Project traﬃc conditions. Intersection operations have been evaluated for the AM and PM peak hours using the Synchro analysis software package using the HCM 7th Edition methodology.

As shown in Table 2, the study area intersections are anticipated to operate at an acceptable LOS during the peak hours under Opening Year Cumulative (2026) traﬃc conditions, with the exception of the intersection of Murrieta Road at Ethanac Road (consistent with the 2024 Traﬃc Study). The intersection operations analysis worksheets for Opening Year Cumulative With Project traﬃc conditions for Scenarios 1 and 2 are provided in Appendices 1 and 2, respectively.

16570-02 TA Memo 9 Murrieta Road Warehouse
EXHIBIT 6: OPENING YEAR CUMULATIVE (2026) WITH PROJECT VOLUMES (SCENARIO 1)

McLaughlin Rd.

N
Geary St.

Murrieta Rd.

Dwy. 1
Dwy. 2
Dwy. 3
Dwy. 4
Dwy. 5
LEGEND:

SITE
Ethanac Rd.
= Existing Intersection Analysis Location
= Future Intersection Analysis Location
= Peak Hour Volume AM(PM)
0 0
00(00)
4 2
3 5
6 7
Geary St.
& Driveway 1
2 0(0)7(3)
0(0)0(0)
11(40)0(0)
Geary St.
& Driveway 2
3 7(3)4(2)
0(0)11(40)
4(14)0(0)
Murrieta Rd.
& Ethanac Rd.
4 Murrietta Rd.
& Driveway 3
5 Murrietta Rd.
& Driveway 4
6 Murrietta Rd.
& Driveway 5
7 Murrietta Rd.
& Circulation Driveway
8 8
106(134)115(124)183(225)
161(111)71(136)11(21)
7(8) 946(603)103(132)
153(245)537(716)146(171)8(4)420(496)
287(476)9(4)
3(11)1(3)
0(0)413(446)
266(474)12(6)
15(54)0(0)
428(500)
276(474)12(5)
1(6)
428(500)
276(474)12(5)
1(6)

16570-02 TA Memo 10 Murrieta Road Warehouse
EXHIBIT 7: OPENING YEAR CUMULATIVE (2026) WITH PROJECT VOLUMES (SCENARIO 2)

N
Geary St.

Murrieta Rd.

Dwy. 1
Dwy. 2
Dwy. 3
Dwy. 4
Dwy. 5
LEGEND:

SITE
Ethanac Rd.

McLaughlin Rd.
= Existing Intersection Analysis Location
= Future Intersection Analysis Location
= Peak Hour Volume AM(PM)
0 0
00(00)
4 2
3 5
6 7
Geary St.
& Driveway 1
2 0(0)8(3)
0(0)0(0)
2(8)0(0)
Geary St.
& Driveway 2
3 8(3)4(2)
0(0)2(8)
4(14)0(0)
Murrieta Rd.
& Ethanac Rd.
4 Murrietta Rd.
& Driveway 3
5 Murrietta Rd.
& Driveway 4
6 Murrietta Rd.
& Driveway 5
7 Murrietta Rd.
& Circulation Driveway
8 8
96(122)105(113)168(210)
151(106)65(124)10(19)
6(7) 864(552)94(120)
144(225)490(653)139(162)
4(2)379(437)
271(434)24(11)
9(32)1(3)
4(2)380(428)
265(433)6(3)
3(11)1(3)
0(0)378(408)
242(430)12(6)
6(21)0(0)
384(430)
252(430)14(6)
1(6)

16570-02 TA Memo 11 Murrieta Road Warehouse
TABLE 2: INTERSECTION ANALYSIS FOR OPENING YEAR CUMULATIVE CONDITIONS # Intersection Traffic
Control2
Scenario 1 Scenario 2
Delay1 Level of Delay1 Level of
(secs.) Service (secs.) Service

AM PM AM PM AM PM AM PM
2 Geary St. & Driveway 1 CSS 8.6 8.7 A A 8.5 8.5 A A 3 Geary St. & Driveway 2 CSS 8.6 8.8 A A 8.6 8.6 A A 4 Murrieta Rd. & Ethanac Rd. TS 80.1 77.2 F E 64.9 62.9 E E 5 Murrieta Rd. & Driveway 3 CSS 10.1 11.5 B B 14.0 18.7 B C 6 Murrieta Rd. & Driveway 4 CSS 12.0 14.1 B B 11.6 13.3 B B 7 Murrieta Rd. & Driveway 5 CSS 9.9 11.5 A B 9.7 11.1 A B 8 Murrieta Rd. & Circulation Driveway CSS 12.6 15.5 B C 12.0 13.8 B B * BOLD = Level of Service (LOS) does not meet the applicable jurisdictional requirements (i.e., unacceptable LOS). 1 Per the Highway Capacity Manual (7th Edition), overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. HCM delay reported in seconds.

2 TS = Traffic Signal; CSS = Cross-Street Stop; CSS = Improvement

TRAFFIC SIGNAL WARRANTS
The term “signal warrants” refers to the list of established criteria used by Caltrans and other public agencies to quantitatively justify or ascertain the potential need for installation of a traﬃc signal at an otherwise unsignalized intersection. This TA uses the signal warrant criteria presented in the latest edition of the California Department of Transportation (Caltrans) California Manual on Uniform Traﬃc Control Devices (CA MUTCD) for all applicable study area intersections.

It is important to note that a signal warrant deﬁnes the minimum condition under which the installation of a traﬃc signal might be warranted. Meeting this threshold condition does not require that a traﬃc control signal be installed at a particular location, but rather, that other traﬃc factors and conditions be evaluated in order to determine whether the signal is truly justiﬁed. It should also be noted that signal warrants do not necessarily correlate with LOS. An intersection may satisfy a signal warrant condition and operate at or above acceptable LOS or operate below acceptable LOS and not meet a signal warrant.

There is no unsignalized study area intersection anticipated to warrant a traﬃc signal under Opening Year Cumulative (2026) With Project traﬃc conditions (see Appendix 3). No traﬃc signal warrants have been evaluated for the right -in/right-out only access point at Driveway 5 at Murrieta Road.

Traﬃc signal warrants are not typically run for intersections with restricted access as the intersection likely does not meet spacing criteria (therefore requires access restrictions) and is not a suitable location for signalization (due to insuﬃcient intersection spacing). It is also unlikely with the access restrictions that the side street volume would meet the minimum volume threshold to meet the peak hour warrant.

16570-02 TA Memo 12 Murrieta Road Warehouse
Although the intersection of Driveway 3 on Murrieta Road does not meet volume-based traﬃc signal warrants, the installation of a traﬃc signal at this location could help to minimize delays for through traﬃc along Murrieta Road and provide protected left-turning phase for Project trucks exiting the site to turn without conﬂicts with the through traﬃc. Speciﬁcally, the type of traﬃc signal that should be implemented is a semi -actuated control signal with detection (either inductive loops or video detectors) for the minor approach (Driveway 3) that would only provide a green phase if vehicles were detected. All other times, traﬃc ﬂow along Murrieta Road would receive a ﬁxed green and would not require any detection.

FINDINGS
The interim vehicular access for the site without Geary Street improvements between the Project and Ethanac Road can be supported by the Project’s planned improvements at/near the site (for both Scenario 1 and Scenario 2). The intersection of Driveway 3 at Murrieta Road is anticipated to operate at an acceptable level of service as a stop -controlled intersection for the side -street traﬃc (Project egress) under Scenario 2 with full access. However, installation of a traﬃc signal would also maintain acceptable peak hour operations should one be installed.

Consistent with the 2024 Traﬃc Study, the intersection of Murrieta Road and Ethanac Road requires improvements to address the peak hour deﬁciency under near-term cumulative traﬃc conditions .

The 2024 Traﬃc Study identiﬁed the widening of Murrieta Road to accommodate a northbound left turn lane, through lane, and right turn lane for which the Project would contribute its fair share .

Analysis results summarizing the delay and LOS with the proposed improvements at Murrieta Road and Ethanac Road are presented in Table 3. No additional improvements are identiﬁed along Ethanac Road. Analysis worksheets are provided in Appendix 4 for both Scenarios 1 and 2.

TABLE 3: INTERSECTION ANALYSIS FOR OPENING YEAR CUMULATIVE WITH IMPROVEMENTS # Intersection Traffic
Control 3
Intersection Approach Lanes 1 Delay2 Level of
Northbound Southbound Eastbound Westbound (secs.) Service

L T R L T R L T R L T R AM PM AM PM
4 Murrieta Rd. & Ethanac Rd.

Scenario 1 TS 1 1 1 0 1 1 1 2 0 1 2 0 45.1 40.4 D D
Scenario 2 TS 1 1 1 0 1 1 1 2 0 1 2 0 36.3 33.2 D C
1 When a right turn is designated, the lane can either be striped or unstriped. To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes.

L = Left; T = Through; R = Right; 1 = Improvement 2 Per the Highway Capacity Manual (7th Edition), overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control.

For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. 3 TS = Traffic Signal

16570-02 TA Memo 13 Murrieta Road Warehouse
Based on a review of the ﬁndings of the 2024 Traﬃc Study, the Project cumulatively eﬀects the oﬀ- site intersections of Murrieta Road, Case Road/Barnett Road, and the I -215 Ramps along Ethanac Road, and would be required to contribute its fair share (fair share contribution) or participation in pre-existing fee programs, such as the City’s Development Impact Fee (DIF) or County-wide TUMF programs. The fair share for the intersection of Murrieta Road at Ethanac Road is summarized in Table 4.

TABLE 4: PROJECT FAIR SHARE
# Intersection: Murrieta
Rd. & Ethanac Rd.

Existing
(2024)
Project
Trips EAPC Fair
Share %1
4 Scenario 1
AM: 1,938 72 2,539 12.0%
PM: 1,995 91 2,626 14.4%
4 Scenario 2
AM: 1,938 72 2,332 18.3%
PM: 1,995 91 2,413 21.8%
1 BOLD = Highest fair share percentage is highlighted.

If you have any questions, please contact me directly at [email protected].

16570-02 TA Memo 14 Murrieta Road Warehouse
APPENDIX 1: OPENING YEAR CUMULATIVE (2026) WITH PROJECT (SCENARIO 1)

INTERSECTION ANALYSIS WORKSHEETS

HCM 7th TWSC Murrieta R oad Warehouse (JN 16570)
2: Geary St. & Driveway 1 08/21/2025
Opening Year With Project (OPTION 1) - AM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 1
Intersection
Int Delay, s/veh 5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 11 0 0 7 0 0
Future Vol, veh/h 11 0 0 7 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 12 0 0 8 0 0
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 5 - 0 0 - -
Stage 1 4 -----
Stage 2 1 -----
C r i t i c a l H d w y 6 . 4-----
C r i t i c a l H d w y S t g 1 5 . 4-----
C r i t i c a l H d w y S t g 2 5 . 4-----
F o l l o w - u p H d w y 3 . 5-----
Pot Cap-1 Maneuver 1022 0 - - 0 -
Stage 1 1025 0 - - 0 -
Stage 2 1027 0 - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1022 -----
Mov Cap-2 Maneuver 1022 -----
Stage 1 1025 -----
Stage 2 1027 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 8.56 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 1022 -
HCM Lane V/C Ratio - - 0.012 -
HCM Ctrl Dly (s/v) - - 8.6 -
HCM Lane LOS - - A -
HCM 95th %tile Q(veh) - - 0 -
HCM 7th TWSC Murrieta R oad Warehouse (JN 16570)
3: Geary St. & Driveway 2 08/21/2025
Opening Year With Project (OPTION 1) - AM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 2
Intersection
Int Delay, s/veh 1.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 4 0 7 4 0 11
Future Vol, veh/h 4 0 7 4 0 11
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 4 0 8 4 0 12
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 22 10 0 0 12 0
Stage 1 10 -----
Stage 2 12 -----
Critical Hdwy 6.4 6.2 - - 4.1 -
C r i t i c a l H d w y S t g 1 5 . 4-----
C r i t i c a l H d w y S t g 2 5 . 4-----
Follow-up Hdwy 3.5 3.3 - - 2.2 -
Pot Cap-1 Maneuver 1000 1078 - - 1620 -
Stage 1 1018 -----
Stage 2 1016 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1000 1078 - - 1620 -
Mov Cap-2 Maneuver 1000 -----
Stage 1 1018 -----
Stage 2 1016 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 8.62 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 1000 1620 -
HCM Lane V/C Ratio - - 0.004 - -
HCM Ctrl Dly (s/v) - - 8.6 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - 0 0 -
Timings Murrieta Road Warehouse (JN 16570)
4: Murrieta Rd. & Ethanac Rd. 08/21/2025
Opening Year With Project (OPTION 1) - AM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 3
Lane Group EBL EBT WBL WBT NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 7 946 153 537 106 115 71 11
Future Volume (vph) 7 946 153 537 106 115 71 11
Turn Type Prot NA Prot NA Perm NA NA Perm
P r o t e c t e d P h a s e s 5216 84
Permitted Phases 8 4
D e t e c t o r P h a s e 52168844
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.6 24.2 9.6 33.2 23.8 23.8 23.8 23.8 Total Split (s) 9.6 45.2 15.0 50.6 36.0 36.0 23.8 23.8
Total Split (%) 8.0% 37.7% 12.5% 42.2% 30.0% 30.0% 19.8% 19.8% Yellow Time (s) 3.6 5.2 3.6 5.2 4.8 4.8 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 6.2 4.6 6.2 5.8 5.8 5.8
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None Min Min Min Min
Act Effct Green (s) 5.0 39.0 10.4 52.1 30.2 18.0 18.0
Actuated g/C Ratio 0.04 0.33 0.09 0.43 0.25 0.15 0.15
v/c Ratio 0.11 1.05 1.14 0.52 1.20 0.98 0.03
Control Delay (s/veh) 58.6 79.8 163.7 25.7 147.5 101.1 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 58.6 79.8 163.7 25.7 147.5 101.1 0.2

LOS E E F C F F A
Approach Delay (s/veh) 79.6 51.0 147.5 96.5
Approach LOS E D F F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.20
Intersection Signal Delay (s/veh): 82.6 Intersection LOS: F Intersection Capacity Utilization 81.5% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 4: Murrieta Rd. & Ethanac Rd.

HCM 7th Signalized Intersection Summary Murrieta Road War ehouse (JN 16570) 4: Murrieta Rd. & Ethanac Rd. 08/21/2025
Opening Year With Project (OPTION 1) - AM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 7 946 103 153 537 146 106 115 183 161 71 11 Future Volume (veh/h) 7 946 103 153 537 146 106 115 183 161 71 11 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 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 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 8 1100 120 178 624 170 123 134 213 187 83 13 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 P e r c e n t H e a v y V e h , % 000000000000
Cap, veh/h 18 1067 116 157 1127 307 114 125 198 191 85 242 Arrive On Green 0.01 0.32 0.32 0.09 0.40 0.40 0.25 0.25 0.25 0.15 0.15 0.15 Sat Flow, veh/h 1810 3283 358 1810 2805 763 454 495 787 1272 565 1610 Grp Volume(v), veh/h 8 604 616 178 401 393 470 0 0 270 0 13 Grp Sat Flow(s),veh/h/ln 1810 1805 1836 1810 1805 1763 1736 0 0 1836 0 1610 Q Serve(g_s), s 0.5 39.0 39.0 10.4 20.5 20.6 30.2 0.0 0.0 17.6 0.0 0.8 Cycle Q Clear(g_c), s 0.5 39.0 39.0 10.4 20.5 20.6 30.2 0.0 0.0 17.6 0.0 0.8 Prop In Lane 1.00 0.19 1.00 0.43 0.26 0.45 0.69 1.00
Lane Grp Cap(c), veh/h 18 587 597 157 725 708 437 0 0 275 0 242 V/C Ratio(X) 0.45 1.03 1.03 1.14 0.55 0.55 1.08 0.00 0.00 0.98 0.00 0.05 Avail Cap(c_a), veh/h 75 587 597 157 725 708 437 0 0 275 0 242 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 59.1 40.5 40.5 54.8 27.6 27.6 44.9 0.0 0.0 50.8 0.0 43.7 Incr Delay (d2), s/veh 6.6 45.1 45.4 112.8 0.9 0.9 64.9 0.0 0.0 48.6 0.0 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 23.4 23.8 9.4 8.4 8.2 20.3 0.0 0.0 11.6 0.0 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 65.7 85.6 85.9 167.6 28.5 28.6 109.8 0.0 0.0 99.4 0.0 43.8 LnGrp LOS E F F F C C F F D
Approach Vol, veh/h 1228 972 470 283
Approach Delay, s/veh 85.6 54.0 109.8 96.8
Approach LOS F D F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.0 45.2 23.8 5.8 54.4 36.0
Change Period (Y+Rc), s 4.6 6.2 5.8 4.6 6.2 5.8
Max Green Setting (Gmax), s 10.4 39.0 18.0 5.0 44.4 30.2 Max Q Clear Time (g_c+I1), s 12.4 41.0 19.6 2.5 22.6 32.2 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 4.3 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 80.1
HCM 7th LOS F
HCM 7th TWSC Murrieta R oad Warehouse (JN 16570)
5: Murrieta Rd. & Driveway 3 08/21/2025
Opening Year With Project (OPTION 1) - AM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 5
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 1 0 422 295 24
Future Vol, veh/h 0 1 0 422 295 24
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 0 1 0 459 321 26
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 334 - 0 - 0
Stage 1 - -----
Stage 2 - -----
C r i t i c a l H d w y - 6 . 2----
C r i t i c a l H d w y S t g 1 ------
C r i t i c a l H d w y S t g 2 ------
F o l l o w - u p H d w y - 3 . 3----
Pot Cap-1 Maneuver 0 713 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 713 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB NB SB
HCM Ctrl Dly, s/v 10.06 0 0

HCM LOS B
Minor Lane/Major Mvmt NBT EBLn1 SBT SBR
Capacity (veh/h) - 713 - -
HCM Lane V/C Ratio - 0.002 - -
HCM Ctrl Dly (s/v) - 10.1 - -
HCM Lane LOS - B - -
HCM 95th %tile Q(veh) - 0 - -
HCM 7th TWSC Murrieta R oad Warehouse (JN 16570)
6: Murrieta Rd. & Driveway 4 08/21/2025
Opening Year With Project (OPTION 1) - AM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 6
Intersection
Int Delay, s/veh 0.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 3 1 8 420 287 9
Future Vol, veh/h 3 1 8 420 287 9
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 100 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 3 1 9 457 312 10
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 791 317 322 0 - 0
Stage 1 317 -----
Stage 2 474 -----
Critical Hdwy 6.4 6.2 4.1 - - -
C r i t i c a l H d w y S t g 1 5 . 4-----
C r i t i c a l H d w y S t g 2 5 . 4-----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 361 728 1250 - - -
Stage 1 743 -----
Stage 2 631 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 359 728 1250 - - -
Mov Cap-2 Maneuver 472 -----
Stage 1 738 -----
Stage 2 631 -----
Approach EB NB SB
HCM Ctrl Dly, s/v 12.01 0.15 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1250 - 518 - -
HCM Lane V/C Ratio 0.007 - 0.008 - -
HCM Ctrl Dly (s/v) 7.9 - 12 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0 - 0 - -
HCM 7th TWSC Murrieta R oad Warehouse (JN 16570)
7: Murrieta Rd. & Driveway 5 08/21/2025
Opening Year With Project (OPTION 1) - AM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 7
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 1 0 428 276 12
Future Vol, veh/h 0 1 0 428 276 12
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 0 1 0 465 300 13
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 307 - 0 - 0
Stage 1 - -----
Stage 2 - -----
C r i t i c a l H d w y - 6 . 2----
C r i t i c a l H d w y S t g 1 ------
C r i t i c a l H d w y S t g 2 ------
F o l l o w - u p H d w y - 3 . 3----
Pot Cap-1 Maneuver 0 738 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 738 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB NB SB
HCM Ctrl Dly, s/v 9.88 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT EBLn1 SBT SBR
Capacity (veh/h) - 738 - -
HCM Lane V/C Ratio - 0.001 - -
HCM Ctrl Dly (s/v) - 9.9 - -
HCM Lane LOS - A - -
HCM 95th %tile Q(veh) - 0 - -
HCM 7th TWSC Murrieta R oad Warehouse (JN 16570)
8: Murrieta Rd. & Circulation Driveway 08/21/2025
Opening Year With Project (OPTION 1) - AM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 8
Intersection
Int Delay, s/veh 0.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 15 0 0 413 266 12
Future Vol, veh/h 15 0 0 413 266 12
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 16 0 0 449 289 13
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 745 296 302 0 - 0
Stage 1 296 -----
Stage 2 449 -----
Critical Hdwy 6.4 6.2 4.1 - - -
C r i t i c a l H d w y S t g 1 5 . 4-----
C r i t i c a l H d w y S t g 2 5 . 4-----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 385 748 1270 - - -
Stage 1 760 -----
Stage 2 647 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 385 748 1270 - - -
Mov Cap-2 Maneuver 492 -----
Stage 1 760 -----
Stage 2 647 -----
Approach EB NB SB
HCM Ctrl Dly, s/v 12.57 0 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1270 - 492 - -
HCM Lane V/C Ratio - - 0.033 - -
HCM Ctrl Dly (s/v) 0 - 12.6 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0 - 0.1 - -
HCM 7th TWSC Murrieta R oad Warehouse (JN 16570)
2: Geary St. & Driveway 1 08/21/2025
Opening Year With Project (OPTION 1) - PM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 1
Intersection
Int Delay, s/veh 7.9
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 40 0 0 3 0 0
Future Vol, veh/h 40 0 0 3 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 43 0 0 3 0 0
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 3 - 0 0 - -
Stage 1 2 -----
Stage 2 1 -----
C r i t i c a l H d w y 6 . 4-----
C r i t i c a l H d w y S t g 1 5 . 4-----
C r i t i c a l H d w y S t g 2 5 . 4-----
F o l l o w - u p H d w y 3 . 5-----
Pot Cap-1 Maneuver 1025 0 - - 0 -
Stage 1 1027 0 - - 0 -
Stage 2 1027 0 - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1025 -----
Mov Cap-2 Maneuver 1025 -----
Stage 1 1027 -----
Stage 2 1027 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 8.67 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 1025 -
HCM Lane V/C Ratio - - 0.042 -
HCM Ctrl Dly (s/v) - - 8.7 -
HCM Lane LOS - - A -
HCM 95th %tile Q(veh) - - 0.1 -
HCM 7th TWSC Murrieta R oad Warehouse (JN 16570)
3: Geary St. & Driveway 2 08/21/2025
Opening Year With Project (OPTION 1) - PM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 2
Intersection
Int Delay, s/veh 2.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 14 0 3 2 0 40
Future Vol, veh/h 14 0 3 2 0 40
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 15 0 3 2 0 43
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 48 4 0 0 5 0
Stage 1 4 -----
Stage 2 43 -----
Critical Hdwy 6.4 6.2 - - 4.1 -
C r i t i c a l H d w y S t g 1 5 . 4-----
C r i t i c a l H d w y S t g 2 5 . 4-----
Follow-up Hdwy 3.5 3.3 - - 2.2 -
Pot Cap-1 Maneuver 967 1085 - - 1629 -
Stage 1 1024 -----
Stage 2 984 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 967 1085 - - 1629 -
Mov Cap-2 Maneuver 967 -----
Stage 1 1024 -----
Stage 2 984 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 8.78 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 967 1629 -
HCM Lane V/C Ratio - - 0.016 - -
HCM Ctrl Dly (s/v) - - 8.8 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - 0 0 -
Timings Murrieta Road Warehouse (JN 16570)
4: Murrieta Rd. & Ethanac Rd. 08/22/2025
Opening Year With Project (OPTION 1) - PM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT WBL WBT NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 8 603 245 716 134 124 136 21
Future Volume (vph) 8 603 245 716 134 124 136 21
Turn Type Prot NA Prot NA Perm NA NA Perm
P r o t e c t e d P h a s e s 5216 84
Permitted Phases 8 4
D e t e c t o r P h a s e 52168844
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.6 24.2 9.6 33.2 23.8 23.8 23.8 23.8 Total Split (s) 9.6 33.2 21.0 44.6 42.0 42.0 23.8 23.8
Total Split (%) 8.0% 27.7% 17.5% 37.2% 35.0% 35.0% 19.8% 19.8% Yellow Time (s) 3.6 5.2 3.6 5.2 4.8 4.8 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 6.2 4.6 6.2 5.8 5.8 5.8
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None Min Min Min Min
Act Effct Green (s) 5.0 27.0 16.4 46.1 36.2 18.0 18.0
Actuated g/C Ratio 0.04 0.23 0.14 0.38 0.30 0.15 0.15
v/c Ratio 0.12 1.00 1.09 0.72 1.15 0.97 0.06
Control Delay (s/veh) 59.0 78.1 132.8 34.7 125.0 99.1 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 59.0 78.1 132.8 34.7 125.0 99.1 0.3

LOS E E F C F F A
Approach Delay (s/veh) 77.8 55.9 125.0 91.4
Approach LOS E E F F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.15
Intersection Signal Delay (s/veh): 78.4 Intersection LOS: E Intersection Capacity Utilization 94.1% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 4: Murrieta Rd. & Ethanac Rd.

HCM 7th Signalized Intersection Summary Murrieta Road War ehouse (JN 16570) 4: Murrieta Rd. & Ethanac Rd. 08/22/2025
Opening Year With Project (OPTION 1) - PM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 8 603 132 245 716 171 134 124 225 111 136 21 Future Volume (veh/h) 8 603 132 245 716 171 134 124 225 111 136 21 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 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 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 9 663 145 269 787 188 147 136 247 122 149 23 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 P e r c e n t H e a v y V e h , % 000000000000
Cap, veh/h 20 663 145 247 1014 242 145 134 243 125 153 242 Arrive On Green 0.01 0.22 0.22 0.14 0.35 0.35 0.30 0.30 0.30 0.15 0.15 0.15 Sat Flow, veh/h 1810 2946 644 1810 2890 690 480 444 807 837 1022 1610 Grp Volume(v), veh/h 9 406 402 269 491 484 530 0 0 271 0 23 Grp Sat Flow(s),veh/h/ln 1810 1805 1784 1810 1805 1776 1731 0 0 1858 0 1610 Q Serve(g_s), s 0.6 27.0 27.0 16.4 29.1 29.1 36.2 0.0 0.0 17.4 0.0 1.5 Cycle Q Clear(g_c), s 0.6 27.0 27.0 16.4 29.1 29.1 36.2 0.0 0.0 17.4 0.0 1.5 Prop In Lane 1.00 0.36 1.00 0.39 0.28 0.47 0.45 1.00
Lane Grp Cap(c), veh/h 20 406 401 247 633 623 522 0 0 279 0 242 V/C Ratio(X) 0.46 1.00 1.00 1.09 0.78 0.78 1.02 0.00 0.00 0.97 0.00 0.10 Avail Cap(c_a), veh/h 75 406 401 247 633 623 522 0 0 279 0 242 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 59.0 46.5 46.5 51.8 34.7 34.7 41.9 0.0 0.0 50.8 0.0 44.0 Incr Delay (d2), s/veh 6.2 44.6 45.3 82.6 6.0 6.1 43.2 0.0 0.0 46.1 0.0 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 16.5 16.4 12.8 13.0 12.8 21.0 0.0 0.0 11.4 0.0 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 65.2 91.1 91.8 134.4 40.8 40.9 85.1 0.0 0.0 96.9 0.0 44.1 LnGrp LOS E F F F D D F F D
Approach Vol, veh/h 817 1244 530 294
Approach Delay, s/veh 91.1 61.1 85.1 92.8
Approach LOS F E F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 21.0 33.2 23.8 5.9 48.3 42.0
Change Period (Y+Rc), s 4.6 6.2 5.8 4.6 6.2 5.8
Max Green Setting (Gmax), s 16.4 27.0 18.0 5.0 38.4 36.2 Max Q Clear Time (g_c+I1), s 18.4 29.0 19.4 2.6 31.1 38.2 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 3.1 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 77.2
HCM 7th LOS E
HCM 7th TWSC Murrieta R oad Warehouse (JN 16570)
5: Murrieta Rd. & Driveway 3 08/21/2025
Opening Year With Project (OPTION 1) - PM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 5
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 3 0 507 478 11
Future Vol, veh/h 0 3 0 507 478 11
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 0 3 0 551 520 12
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 526 - 0 - 0
Stage 1 - -----
Stage 2 - -----
C r i t i c a l H d w y - 6 . 2----
C r i t i c a l H d w y S t g 1 ------
C r i t i c a l H d w y S t g 2 ------
F o l l o w - u p H d w y - 3 . 3----
Pot Cap-1 Maneuver 0 556 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 556 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB NB SB
HCM Ctrl Dly, s/v 11.51 0 0

HCM LOS B
Minor Lane/Major Mvmt NBT EBLn1 SBT SBR
Capacity (veh/h) - 556 - -
HCM Lane V/C Ratio - 0.006 - -
HCM Ctrl Dly (s/v) - 11.5 - -
HCM Lane LOS - B - -
HCM 95th %tile Q(veh) - 0 - -
HCM 7th TWSC Murrieta R oad Warehouse (JN 16570)
6: Murrieta Rd. & Driveway 4 08/21/2025
Opening Year With Project (OPTION 1) - PM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 6
Intersection
Int Delay, s/veh 0.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 11 3 4 496 476 4
Future Vol, veh/h 11 3 4 496 476 4
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 100 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 12 3 4 539 517 4
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1067 520 522 0 - 0
Stage 1 520 -----
Stage 2 548 -----
Critical Hdwy 6.4 6.2 4.1 - - -
C r i t i c a l H d w y S t g 1 5 . 4-----
C r i t i c a l H d w y S t g 2 5 . 4-----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 248 560 1055 - - -
Stage 1 601 -----
Stage 2 583 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 247 560 1055 - - -
Mov Cap-2 Maneuver 382 -----
Stage 1 598 -----
Stage 2 583 -----
Approach EB NB SB
HCM Ctrl Dly, s/v 14.11 0.07 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1055 - 410 - -
HCM Lane V/C Ratio 0.004 - 0.037 - -
HCM Ctrl Dly (s/v) 8.4 - 14.1 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0 - 0.1 - -
HCM 7th TWSC Murrieta R oad Warehouse (JN 16570)
7: Murrieta Rd. & Driveway 5 08/21/2025
Opening Year With Project (OPTION 1) - PM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 7
Intersection
Int Delay, s/veh 0.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 6 0 500 474 5
Future Vol, veh/h 0 6 0 500 474 5
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 0 7 0 543 515 5
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 518 - 0 - 0
Stage 1 - -----
Stage 2 - -----
C r i t i c a l H d w y - 6 . 2----
C r i t i c a l H d w y S t g 1 ------
C r i t i c a l H d w y S t g 2 ------
F o l l o w - u p H d w y - 3 . 3----
Pot Cap-1 Maneuver 0 562 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 562 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB NB SB
HCM Ctrl Dly, s/v 11.49 0 0

HCM LOS B
Minor Lane/Major Mvmt NBT EBLn1 SBT SBR
Capacity (veh/h) - 562 - -
HCM Lane V/C Ratio - 0.012 - -
HCM Ctrl Dly (s/v) - 11.5 - -
HCM Lane LOS - B - -
HCM 95th %tile Q(veh) - 0 - -
HCM 7th TWSC Murrieta R oad Warehouse (JN 16570)
8: Murrieta Rd. & Circulation Driveway 08/21/2025
Opening Year With Project (OPTION 1) - PM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 8
Intersection
Int Delay, s/veh 0.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 54 0 0 446 474 6
Future Vol, veh/h 54 0 0 446 474 6
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 59 0 0 485 515 7
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1003 518 522 0 - 0
Stage 1 518 -----
Stage 2 485 -----
Critical Hdwy 6.4 6.2 4.1 - - -
C r i t i c a l H d w y S t g 1 5 . 4-----
C r i t i c a l H d w y S t g 2 5 . 4-----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 271 561 1055 - - -
Stage 1 602 -----
Stage 2 623 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 271 561 1055 - - -
Mov Cap-2 Maneuver 403 -----
Stage 1 602 -----
Stage 2 623 -----
Approach EB NB SB
HCM Ctrl Dly, s/v 15.45 0 0

HCM LOS C
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1055 - 403 - -
HCM Lane V/C Ratio - - 0.146 - -
HCM Ctrl Dly (s/v) 0 - 15.5 - -
HCM Lane LOS A - C - -
HCM 95th %tile Q(veh) 0 - 0.5 - -

16570-02 TA Memo 15 Murrieta Road Warehouse
APPENDIX 2: OPENING YEAR CUMULATIVE (2026) WITH PROJECT (SCENARIO 2)

INTERSECTION ANALYSIS WORKSHEETS

HCM 7th TWSC Murrieta Road Warehouse (JN 16570)
2: Geary St. & Driveway 1 08/22/2025
Synchro 12 ReportOpening Year With Project (OPTION 2) - AM Peak Hour Urban Crossroads, Inc. Page 1
Intersection
Int Delay, s/veh 1.6
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 2 0 0 8 0 0
Future Vol, veh/h 2 0 0 8 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 2 0 0 9 0 0
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 5 4 0 0 9 0
Stage 1 4 -----
Stage 2 1 -----
Critical Hdwy 6.4 6.2 - - 4.1 -
C r i t i c a l H d w y S t g 1 5 . 4-----
C r i t i c a l H d w y S t g 2 5 . 4-----
Follow-up Hdwy 3.5 3.3 - - 2.2 -
Pot Cap-1 Maneuver 1021 1085 - - 1625 -
Stage 1 1024 -----
Stage 2 1027 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1021 1085 - - 1625 -
Mov Cap-2 Maneuver 1021 -----
Stage 1 1024 -----
Stage 2 1027 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 8.53 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 1021 1625 -
HCM Lane V/C Ratio - - 0.002 - -
HCM Ctrl Dly (s/v) - - 8.5 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - 0 0 -
HCM 7th TWSC Murrieta Road Warehouse (JN 16570)
3: Geary St. & Driveway 2 08/21/2025
Synchro 12 ReportOpening Year With Project (OPTION 2) - AM Peak Hour Urban Crossroads, Inc. Page 1
Intersection
Int Delay, s/veh 1.9
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 4 0 8 4 0 2
Future Vol, veh/h 4 0 8 4 0 2
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 4 0 9 4 0 2
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 13 11 0 0 13 0
Stage 1 11 -----
Stage 2 2 -----
Critical Hdwy 6.4 6.2 - - 4.1 -
C r i t i c a l H d w y S t g 1 5 . 4-----
C r i t i c a l H d w y S t g 2 5 . 4-----
Follow-up Hdwy 3.5 3.3 - - 2.2 -
Pot Cap-1 Maneuver 1011 1076 - - 1619 -
Stage 1 1017 -----
Stage 2 1026 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1011 1076 - - 1619 -
Mov Cap-2 Maneuver 1011 -----
Stage 1 1017 -----
Stage 2 1026 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 8.57 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 1011 1619 -
HCM Lane V/C Ratio - - 0.004 - -
HCM Ctrl Dly (s/v) - - 8.6 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - 0 0 -
Timings Murrieta Road Warehouse (JN 16570)
4: Murrieta Rd. & Ethanac Rd. 08/22/2025
Opening Year With Project (OPTION 2) - AM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT WBL WBT NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 6 864 144 490 96 105 65 10
Future Volume (vph) 6 864 144 490 96 105 65 10
Turn Type Prot NA Prot NA Perm NA NA Perm
P r o t e c t e d P h a s e s 5216 84
Permitted Phases 8 4
D e t e c t o r P h a s e 52168844
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.6 24.2 9.6 33.2 23.8 23.8 23.8 23.8 Total Split (s) 9.6 43.7 16.0 50.1 36.1 36.1 24.2 24.2
Total Split (%) 8.0% 36.4% 13.3% 41.8% 30.1% 30.1% 20.2% 20.2% Yellow Time (s) 3.6 5.2 3.6 5.2 4.8 4.8 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 6.2 4.6 6.2 5.8 5.8 5.8
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None Min Min Min Min
Act Effct Green (s) 5.0 37.5 11.4 51.6 30.3 18.0 18.0
Actuated g/C Ratio 0.04 0.31 0.10 0.43 0.25 0.15 0.15
v/c Ratio 0.09 0.99 0.97 0.48 1.08 0.91 0.03
Control Delay (s/veh) 58.2 66.2 116.5 25.1 106.3 86.2 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 58.2 66.2 116.5 25.1 106.3 86.2 0.2

LOS E E F C F F A
Approach Delay (s/veh) 66.2 42.1 106.3 82.3
Approach LOS E D F F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 119.6
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.08
Intersection Signal Delay (s/veh): 66.1 Intersection LOS: E Intersection Capacity Utilization 76.5% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 4: Murrieta Rd. & Ethanac Rd.

HCM 7th Signalized Intersection Summary Murrieta Road War ehouse (JN 16570) 4: Murrieta Rd. & Ethanac Rd. 08/22/2025
Opening Year With Project (OPTION 2) - AM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 6 864 94 144 490 139 96 105 168 151 65 10 Future Volume (veh/h) 6 864 94 144 490 139 96 105 168 151 65 10 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 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 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 7 1005 109 167 570 162 112 122 195 176 76 12 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 P e r c e n t H e a v y V e h , % 000000000000
Cap, veh/h 16 1028 111 172 1109 314 115 125 200 195 84 245 Arrive On Green 0.01 0.31 0.31 0.10 0.40 0.40 0.25 0.25 0.25 0.15 0.15 0.15 Sat Flow, veh/h 1810 3285 356 1810 2777 787 453 494 789 1282 554 1610 Grp Volume(v), veh/h 7 552 562 167 370 362 429 0 0 252 0 12 Grp Sat Flow(s),veh/h/ln 1810 1805 1836 1810 1805 1758 1735 0 0 1836 0 1610 Q Serve(g_s), s 0.5 36.3 36.3 11.0 18.5 18.7 29.4 0.0 0.0 16.2 0.0 0.8 Cycle Q Clear(g_c), s 0.5 36.3 36.3 11.0 18.5 18.7 29.4 0.0 0.0 16.2 0.0 0.8 Prop In Lane 1.00 0.19 1.00 0.45 0.26 0.45 0.70 1.00
Lane Grp Cap(c), veh/h 16 565 575 172 721 703 439 0 0 279 0 245 V/C Ratio(X) 0.45 0.98 0.98 0.97 0.51 0.52 0.98 0.00 0.00 0.90 0.00 0.05 Avail Cap(c_a), veh/h 76 565 575 172 721 703 439 0 0 282 0 247 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 59.1 40.7 40.7 54.0 27.2 27.2 44.4 0.0 0.0 49.9 0.0 43.4 Incr Delay (d2), s/veh 7.2 32.0 31.8 59.2 0.6 0.7 36.9 0.0 0.0 29.9 0.0 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 20.0 20.3 7.6 7.6 7.4 16.6 0.0 0.0 9.5 0.0 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 66.3 72.7 72.6 113.2 27.8 27.9 81.3 0.0 0.0 79.8 0.0 43.5 LnGrp LOS E E E F C C F E D
Approach Vol, veh/h 1121 899 429 264
Approach Delay, s/veh 72.6 43.7 81.3 78.2
Approach LOS E D F E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 16.0 43.7 24.0 5.6 54.1 36.1
Change Period (Y+Rc), s 4.6 6.2 5.8 4.6 6.2 5.8
Max Green Setting (Gmax), s 11.4 37.5 18.4 5.0 43.9 30.3 Max Q Clear Time (g_c+I1), s 13.0 38.3 18.2 2.5 20.7 31.4 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 3.9 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 64.9
HCM 7th LOS E
HCM 7th TWSC Murrieta Road Warehouse (JN 16570)
5: Murrieta Rd. & Driveway 3 08/21/2025
Synchro 12 ReportOpening Year With Project (OPTION 2) - AM Peak Hour Urban Crossroads, Inc. Page 4
Intersection
Int Delay, s/veh 0.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 9 1 4 379 271 24
Future Vol, veh/h 9 1 4 379 271 24
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 100 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 10 1 4 412 295 26
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 728 308 321 0 - 0
Stage 1 308 -----
Stage 2 421 -----
Critical Hdwy 6.4 6.2 4.1 - - -
C r i t i c a l H d w y S t g 1 5 . 4-----
C r i t i c a l H d w y S t g 2 5 . 4-----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 393 737 1251 - - -
Stage 1 750 -----
Stage 2 667 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 392 737 1251 - - -
Mov Cap-2 Maneuver 392 -----
Stage 1 748 -----
Stage 2 667 -----
Approach EB NB SB
HCM Ctrl Dly, s/v 13.99 0.08 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1251 - 411 - -
HCM Lane V/C Ratio 0.003 - 0.026 - -
HCM Ctrl Dly (s/v) 7.9 - 14 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0 - 0.1 - -
HCM 7th TWSC Murrieta Road Warehouse (JN 16570)
6: Murrieta Rd. & Driveway 4 08/21/2025
Synchro 12 ReportOpening Year With Project (OPTION 2) - AM Peak Hour Urban Crossroads, Inc. Page 5
Intersection
Int Delay, s/veh 0.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 3 1 4 380 265 6
Future Vol, veh/h 3 1 4 380 265 6
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 100 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 3 1 4 413 288 7
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 713 291 295 0 - 0
Stage 1 291 -----
Stage 2 422 -----
Critical Hdwy 6.4 6.2 4.1 - - -
C r i t i c a l H d w y S t g 1 5 . 4-----
C r i t i c a l H d w y S t g 2 5 . 4-----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 401 753 1278 - - -
Stage 1 763 -----
Stage 2 666 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 400 753 1278 - - -
Mov Cap-2 Maneuver 505 -----
Stage 1 760 -----
Stage 2 666 -----
Approach EB NB SB
HCM Ctrl Dly, s/v 11.6 0.08 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1278 - 550 - -
HCM Lane V/C Ratio 0.003 - 0.008 - -
HCM Ctrl Dly (s/v) 7.8 - 11.6 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0 - 0 - -
HCM 7th TWSC Murrieta Road Warehouse (JN 16570)
7: Murrieta Rd. & Driveway 5 08/21/2025
Synchro 12 ReportOpening Year With Project (OPTION 2) - AM Peak Hour Urban Crossroads, Inc. Page 6
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 1 0 384 252 14
Future Vol, veh/h 0 1 0 384 252 14
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 0 1 0 417 274 15
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 282 - 0 - 0
Stage 1 - -----
Stage 2 - -----
C r i t i c a l H d w y - 6 . 2----
C r i t i c a l H d w y S t g 1 ------
C r i t i c a l H d w y S t g 2 ------
F o l l o w - u p H d w y - 3 . 3----
Pot Cap-1 Maneuver 0 762 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 762 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB NB SB
HCM Ctrl Dly, s/v 9.73 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT EBLn1 SBT SBR
Capacity (veh/h) - 762 - -
HCM Lane V/C Ratio - 0.001 - -
HCM Ctrl Dly (s/v) - 9.7 - -
HCM Lane LOS - A - -
HCM 95th %tile Q(veh) - 0 - -
HCM 7th TWSC Murrieta Road Warehouse (JN 16570)
8: Murrieta Rd. & Circulation Driveway 08/21/2025
Synchro 12 ReportOpening Year With Project (OPTION 2) - AM Peak Hour Urban Crossroads, Inc. Page 7
Intersection
Int Delay, s/veh 0.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 6 0 0 378 242 12
Future Vol, veh/h 6 0 0 378 242 12
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 7 0 0 411 263 13
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 680 270 276 0 - 0
Stage 1 270 -----
Stage 2 411 -----
Critical Hdwy 6.4 6.2 4.1 - - -
C r i t i c a l H d w y S t g 1 5 . 4-----
C r i t i c a l H d w y S t g 2 5 . 4-----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 419 774 1299 - - -
Stage 1 780 -----
Stage 2 674 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 419 774 1299 - - -
Mov Cap-2 Maneuver 519 -----
Stage 1 780 -----
Stage 2 674 -----
Approach EB NB SB
HCM Ctrl Dly, s/v 12.02 0 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1299 - 519 - -
HCM Lane V/C Ratio - - 0.013 - -
HCM Ctrl Dly (s/v) 0 - 12 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0 - 0 - -
HCM 7th TWSC Murrieta Road Warehouse (JN 16570)
2: Geary St. & Driveway 1 08/22/2025
Synchro 12 ReportOpening Year With Project (OPTION 2) - PM Peak Hour Urban Crossroads, Inc. Page 1
Intersection
Int Delay, s/veh 5.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 8 0 0 3 0 0
Future Vol, veh/h 8 0 0 3 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 9 0 0 3 0 0
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 3 2 0 0 3 0
Stage 1 2 -----
Stage 2 1 -----
Critical Hdwy 6.4 6.2 - - 4.1 -
C r i t i c a l H d w y S t g 1 5 . 4-----
C r i t i c a l H d w y S t g 2 5 . 4-----
Follow-up Hdwy 3.5 3.3 - - 2.2 -
Pot Cap-1 Maneuver 1025 1089 - - 1632 -
Stage 1 1027 -----
Stage 2 1027 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1025 1089 - - 1632 -
Mov Cap-2 Maneuver 1025 -----
Stage 1 1027 -----
Stage 2 1027 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 8.54 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 1025 1632 -
HCM Lane V/C Ratio - - 0.008 - -
HCM Ctrl Dly (s/v) - - 8.5 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - 0 0 -
HCM 7th TWSC Murrieta Road Warehouse (JN 16570)
3: Geary St. & Driveway 2 08/21/2025
Synchro 12 ReportOpening Year With Project (OPTION 2) - PM Peak Hour Urban Crossroads, Inc. Page 1
Intersection
Int Delay, s/veh 4.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 14 0 3 2 0 8
Future Vol, veh/h 14 0 3 2 0 8
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 15 0 3 2 0 9
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 13 4 0 0 5 0
Stage 1 4 -----
Stage 2 9 -----
Critical Hdwy 6.4 6.2 - - 4.1 -
C r i t i c a l H d w y S t g 1 5 . 4-----
C r i t i c a l H d w y S t g 2 5 . 4-----
Follow-up Hdwy 3.5 3.3 - - 2.2 -
Pot Cap-1 Maneuver 1011 1085 - - 1629 -
Stage 1 1024 -----
Stage 2 1020 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1011 1085 - - 1629 -
Mov Cap-2 Maneuver 1011 -----
Stage 1 1024 -----
Stage 2 1020 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 8.61 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 1011 1629 -
HCM Lane V/C Ratio - - 0.015 - -
HCM Ctrl Dly (s/v) - - 8.6 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - 0 0 -
Timings Murrieta Road Warehouse (JN 16570)
4: Murrieta Rd. & Ethanac Rd. 08/21/2025
Synchro 12 ReportOpening Year With Project (OPTION 2) - PM Peak Hour Urban Crossroads, Inc. Page 2
Lane Group EBL EBT WBL WBT NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 7 552 225 653 122 113 124 19
Future Volume (vph) 7 552 225 653 122 113 124 19
Turn Type Prot NA Prot NA Perm NA NA Perm
P r o t e c t e d P h a s e s 5216 84
Permitted Phases 8 4
D e t e c t o r P h a s e 52168844
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.6 24.2 9.6 33.2 23.8 23.8 23.8 23.8 Total Split (s) 9.6 31.9 21.6 43.9 42.4 42.4 24.1 24.1
Total Split (%) 8.0% 26.6% 18.0% 36.6% 35.3% 35.3% 20.1% 20.1% Yellow Time (s) 3.6 5.2 3.6 5.2 4.8 4.8 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 6.2 4.6 6.2 5.8 5.8 5.8
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None Min Min Min Min
Act Effct Green (s) 5.0 25.7 17.0 45.4 36.6 17.9 17.9
Actuated g/C Ratio 0.04 0.21 0.14 0.38 0.31 0.15 0.15
v/c Ratio 0.11 0.96 0.96 0.67 1.03 0.91 0.05
Control Delay (s/veh) 58.6 69.3 99.5 33.5 87.5 85.4 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 58.6 69.3 99.5 33.5 87.5 85.4 0.3

LOS E E F C F F A
Approach Delay (s/veh) 69.2 47.7 87.5 78.9
Approach LOS E D F E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 119.6
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.03
Intersection Signal Delay (s/veh): 64.3 Intersection LOS: E Intersection Capacity Utilization 88.2% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 4: Murrieta Rd. & Ethanac Rd.

HCM 7th Signalized Intersection Summary Murrieta Road War ehouse (JN 16570) 4: Murrieta Rd. & Ethanac Rd. 08/21/2025
Synchro 12 ReportOpening Year With Project (OPTION 22) - PM Peak Hour Urban Crossroads, Inc. Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 7 552 120 225 653 162 122 113 210 106 124 19 Future Volume (veh/h) 7 552 120 225 653 162 122 113 210 106 124 19 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 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 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 8 607 132 247 718 178 134 124 231 116 136 21 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 P e r c e n t H e a v y V e h , % 000000000000
Cap, veh/h 18 641 139 260 1008 250 141 131 244 129 151 243 Arrive On Green 0.01 0.22 0.22 0.14 0.35 0.35 0.30 0.30 0.30 0.15 0.15 0.15 Sat Flow, veh/h 1810 2950 640 1810 2867 710 474 439 817 855 1002 1610 Grp Volume(v), veh/h 8 371 368 247 452 444 489 0 0 252 0 21 Grp Sat Flow(s),veh/h/ln 1810 1805 1785 1810 1805 1772 1729 0 0 1857 0 1610 Q Serve(g_s), s 0.5 23.9 24.0 16.0 25.6 25.6 32.7 0.0 0.0 15.8 0.0 1.3 Cycle Q Clear(g_c), s 0.5 23.9 24.0 16.0 25.6 25.6 32.7 0.0 0.0 15.8 0.0 1.3 Prop In Lane 1.00 0.36 1.00 0.40 0.27 0.47 0.46 1.00
Lane Grp Cap(c), veh/h 18 392 388 260 634 623 516 0 0 280 0 243 V/C Ratio(X) 0.45 0.95 0.95 0.95 0.71 0.71 0.95 0.00 0.00 0.90 0.00 0.09 Avail Cap(c_a), veh/h 77 392 388 260 634 623 535 0 0 288 0 249 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 58.2 45.6 45.6 50.2 33.2 33.2 40.6 0.0 0.0 49.3 0.0 43.2 Incr Delay (d2), s/veh 6.6 31.7 32.6 41.5 3.8 3.8 26.0 0.0 0.0 28.4 0.0 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 13.6 13.6 9.9 11.1 10.9 17.0 0.0 0.0 9.3 0.0 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 64.8 77.2 78.2 91.7 36.9 37.0 66.5 0.0 0.0 77.7 0.0 43.3 LnGrp LOS E E E F D D E E D
Approach Vol, veh/h 747 1143 489 273
Approach Delay, s/veh 77.6 48.8 66.5 75.1
Approach LOS E D E E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 21.6 31.9 23.6 5.8 47.7 41.1
Change Period (Y+Rc), s 4.6 6.2 5.8 4.6 6.2 5.8
Max Green Setting (Gmax), s 17.0 25.7 18.3 5.0 37.7 36.6 Max Q Clear Time (g_c+I1), s 18.0 26.0 17.8 2.5 27.6 34.7 Green Ext Time (p_c), s 0.0 0.0 0.1 0.0 3.5 0.6
Intersection Summary
HCM 7th Control Delay, s/veh 62.9
HCM 7th LOS E
HCM 7th TWSC Murrieta Road Warehouse (JN 16570)
5: Murrieta Rd. & Driveway 3 08/21/2025
Synchro 12 ReportOpening Year With Project (OPTION 2) - PM Peak Hour Urban Crossroads, Inc. Page 4
Intersection
Int Delay, s/veh 0.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 32 3 2 437 434 11
Future Vol, veh/h 32 3 2 437 434 11
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 100 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 35 3 2 475 472 12
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 957 478 484 0 - 0
Stage 1 478 -----
Stage 2 479 -----
Critical Hdwy 6.4 6.2 4.1 - - -
C r i t i c a l H d w y S t g 1 5 . 4-----
C r i t i c a l H d w y S t g 2 5 . 4-----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 288 592 1090 - - -
Stage 1 628 -----
Stage 2 627 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 288 592 1090 - - -
Mov Cap-2 Maneuver 288 -----
Stage 1 627 -----
Stage 2 627 -----
Approach EB NB SB
HCM Ctrl Dly, s/v 18.69 0.04 0

HCM LOS C
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1090 - 301 - -
HCM Lane V/C Ratio 0.002 - 0.126 - -
HCM Ctrl Dly (s/v) 8.3 - 18.7 - -
HCM Lane LOS A - C - -
HCM 95th %tile Q(veh) 0 - 0.4 - -
HCM 7th TWSC Murrieta Road Warehouse (JN 16570)
6: Murrieta Rd. & Driveway 4 08/21/2025
Synchro 12 ReportOpening Year With Project (OPTION 2) - PM Peak Hour Urban Crossroads, Inc. Page 5
Intersection
Int Delay, s/veh 0.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 11 3 2 428 433 3
Future Vol, veh/h 11 3 2 428 433 3
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 100 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 12 3 2 465 471 3
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 942 472 474 0 - 0
Stage 1 472 -----
Stage 2 470 -----
Critical Hdwy 6.4 6.2 4.1 - - -
C r i t i c a l H d w y S t g 1 5 . 4-----
C r i t i c a l H d w y S t g 2 5 . 4-----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 294 596 1099 - - -
Stage 1 632 -----
Stage 2 633 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 294 596 1099 - - -
Mov Cap-2 Maneuver 422 -----
Stage 1 630 -----
Stage 2 633 -----
Approach EB NB SB
HCM Ctrl Dly, s/v 13.27 0.04 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1099 - 451 - -
HCM Lane V/C Ratio 0.002 - 0.034 - -
HCM Ctrl Dly (s/v) 8.3 - 13.3 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0 - 0.1 - -
HCM 7th TWSC Murrieta Road Warehouse (JN 16570)
7: Murrieta Rd. & Driveway 5 08/21/2025
Synchro 12 ReportOpening Year With Project (OPTION 2) - PM Peak Hour Urban Crossroads, Inc. Page 6
Intersection
Int Delay, s/veh 0.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 6 0 430 430 6
Future Vol, veh/h 0 6 0 430 430 6
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 0 7 0 467 467 7
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 471 - 0 - 0
Stage 1 - -----
Stage 2 - -----
C r i t i c a l H d w y - 6 . 2----
C r i t i c a l H d w y S t g 1 ------
C r i t i c a l H d w y S t g 2 ------
F o l l o w - u p H d w y - 3 . 3----
Pot Cap-1 Maneuver 0 597 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 597 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB NB SB
HCM Ctrl Dly, s/v 11.1 0 0

HCM LOS B
Minor Lane/Major Mvmt NBT EBLn1 SBT SBR
Capacity (veh/h) - 597 - -
HCM Lane V/C Ratio - 0.011 - -
HCM Ctrl Dly (s/v) - 11.1 - -
HCM Lane LOS - B - -
HCM 95th %tile Q(veh) - 0 - -
HCM 7th TWSC Murrieta Road Warehouse (JN 16570)
8: Murrieta Rd. & Circulation Driveway 08/21/2025
Synchro 12 ReportOpening Year With Project (OPTION 2) - PM Peak Hour Urban Crossroads, Inc. Page 7
Intersection
Int Delay, s/veh 0.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 21 0 0 408 430 6
Future Vol, veh/h 21 0 0 408 430 6
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 23 0 0 443 467 7
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 914 471 474 0 - 0
Stage 1 471 -----
Stage 2 443 -----
Critical Hdwy 6.4 6.2 4.1 - - -
C r i t i c a l H d w y S t g 1 5 . 4-----
C r i t i c a l H d w y S t g 2 5 . 4-----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 306 597 1099 - - -
Stage 1 633 -----
Stage 2 651 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 306 597 1099 - - -
Mov Cap-2 Maneuver 432 -----
Stage 1 633 -----
Stage 2 651 -----
Approach EB NB SB
HCM Ctrl Dly, s/v 13.79 0 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1099 - 432 - -
HCM Lane V/C Ratio - - 0.053 - -
HCM Ctrl Dly (s/v) 0 - 13.8 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0 - 0.2 - -

16570-02 TA Memo 16 Murrieta Road Warehouse
APPENDIX 3: OPENING YEAR CUMULATIVE (2026) WITH PROJECT TRAFFIC SIGNAL

WARRANT ANALYSIS WORKSHEETS

California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = 2026 With Project (Scenario 1) - Weekday PM Peak Hour Major Street Name =Geary St. Total of Both Approaches (VPH) =3 Number of Approach Lanes Major Street =1
Minor Street Name =Driveway 1 High Volume Approach (VPH) =40 Number of Approach Lanes Minor Street =1
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

SIGNAL WARRANT NOT SATISFIED
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0100200300400500300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH)1 Lane (Major) & 1 Lane (Minor)2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor)2+ Lanes (Major) & 2+ Lanes (Minor)Major Street ApproachesMinor Street Approaches

California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = 2026 With Project (Scenario 1) - Weekday PM Peak Hour Major Street Name =Geary St. Total of Both Approaches (VPH) =45 Number of Approach Lanes Major Street =1
Minor Street Name =Driveway 2 High Volume Approach (VPH) =14 Number of Approach Lanes Minor Street =1
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = 2026 With Project (Scenario 2) - Weekday PM Peak Hour Major Street Name =Murrieta Rd. Total of Both Approaches (VPH) =884 Number of Approach Lanes Major Street =1
Minor Street Name =Driveway 3 High Volume Approach (VPH) =35 Number of Approach Lanes Minor Street =1
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

SIGNAL WARRANT NOT SATISFIED
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 884350100200300400500300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH)1 Lane (Major) & 1 Lane (Minor)2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor)2+ Lanes (Major) & 2+ Lanes (Minor)Major Street ApproachesMinor Street Approaches

California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = 2026 With Project (Scenario 1) - Weekday PM Peak Hour Major Street Name =Murrieta Rd. Total of Both Approaches (VPH) =980 Number of Approach Lanes Major Street =1
Minor Street Name =Driveway 4 High Volume Approach (VPH) =14 Number of Approach Lanes Minor Street =1
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

SIGNAL WARRANT NOT SATISFIED
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 980140100200300400500300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH)1 Lane (Major) & 1 Lane (Minor)2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor)2+ Lanes (Major) & 2+ Lanes (Minor)Major Street ApproachesMinor Street Approaches

California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = 2026 With Project (Scenario 1) - Weekday PM Peak Hour Major Street Name =Murrieta Rd. Total of Both Approaches (VPH) =926 Number of Approach Lanes Major Street =1
Minor Street Name =Circulation Driveway High Volume Approach (VPH) =54 Number of Approach Lanes Minor Street =1
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

SIGNAL WARRANT NOT SATISFIED
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 926540100200300400500300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH)1 Lane (Major) & 1 Lane (Minor)2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor)2+ Lanes (Major) & 2+ Lanes (Minor)Major Street ApproachesMinor Street Approaches

16570-02 TA Memo 17 Murrieta Road Warehouse
APPENDIX 4: OPENING YEAR CUMULATIVE (2026) WITH PROJECT INTERSECTION ANALYSIS WORKSHEETS WITH IMPROVEMENTS (SCENARIOS 1 & 2) Timings Murrieta Road Warehouse (JN 16570)
4: Murrieta Rd. & Ethanac Rd. 08/22/2025
Opening Year With Project (OPTION 1) - AM Peak Hour WITH IMPROVEMENTSSynchro 12 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT WBL WBT NBL NBT NBR SBT SBR
Lane Configurations
Traffic Volume (vph) 7 946 153 537 106 115 183 71 11
Future Volume (vph) 7 946 153 537 106 115 183 71 11
Turn Type Prot NA Prot NA Perm NA Perm NA Perm
P r o t e c t e d P h a s e s 5216 8 4
Permitted Phases 8 8 4
D e t e c t o r P h a s e 521688844
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.6 24.2 9.6 33.2 23.8 23.8 23.8 23.8 23.8 Total Split (s) 9.6 51.2 19.0 60.6 23.8 23.8 23.8 26.0 26.0 Total Split (%) 8.0% 42.7% 15.8% 50.5% 19.8% 19.8% 19.8% 21.7% 21.7% Yellow Time (s) 3.6 5.2 3.6 5.2 4.8 4.8 4.8 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 4.6 6.2 5.8 5.8 5.8 5.8 5.8 Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None Min Min Min Min Min
Act Effct Green (s) 5.1 42.4 13.5 58.7 15.8 15.8 15.8 19.2 19.2 Actuated g/C Ratio 0.04 0.37 0.12 0.52 0.14 0.14 0.14 0.17 0.17 v/c Ratio 0.10 0.91 0.83 0.44 0.79 0.51 0.52 0.87 0.03
Control Delay (s/veh) 58.3 45.6 80.7 17.8 81.4 53.8 11.1 74.6 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 58.3 45.6 80.7 17.8 81.4 53.8 11.1 74.6 0.2

L O S EDFBFDBEA
Approach Delay (s/veh) 45.7 29.3 41.6 71.2
Approach LOS D C D E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 113.5
Natural Cycle: 105
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.91
Intersection Signal Delay (s/veh): 42.1 Intersection LOS: D Intersection Capacity Utilization 71.1% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 4: Murrieta Rd. & Ethanac Rd.

HCM 7th Signalized Intersection Summary Murrieta Road War ehouse (JN 16570) 4: Murrieta Rd. & Ethanac Rd. 08/22/2025
Opening Year With Project (OPTION 1) - AM Peak Hour WITH IMPROVEMENTSSynchro 12 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 7 946 103 153 537 146 106 115 183 161 71 11 Future Volume (veh/h) 7 946 103 153 537 146 106 115 183 161 71 11 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 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 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 8 1100 120 178 624 170 123 134 213 187 83 13 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 P e r c e n t H e a v y V e h , % 000000000000
Cap, veh/h 18 1218 133 207 1334 363 272 285 242 209 93 265 Arrive On Green 0.01 0.37 0.37 0.11 0.48 0.48 0.15 0.15 0.15 0.16 0.16 0.16 Sat Flow, veh/h 1810 3283 358 1810 2805 763 1810 1900 1610 1272 565 1610 Grp Volume(v), veh/h 8 604 616 178 401 393 123 134 213 270 0 13 Grp Sat Flow(s),veh/h/ln 1810 1805 1836 1810 1805 1763 1810 1900 1610 1836 0 1610 Q Serve(g_s), s 0.5 35.4 35.5 10.8 16.8 16.8 6.9 7.2 14.5 16.1 0.0 0.8 Cycle Q Clear(g_c), s 0.5 35.4 35.5 10.8 16.8 16.8 6.9 7.2 14.5 16.1 0.0 0.8 Prop In Lane 1.00 0.19 1.00 0.43 1.00 1.00 0.69 1.00
Lane Grp Cap(c), veh/h 18 670 681 207 858 838 272 285 242 302 0 265 V/C Ratio(X) 0.45 0.90 0.90 0.86 0.47 0.47 0.45 0.47 0.88 0.89 0.00 0.05 Avail Cap(c_a), veh/h 81 726 738 233 877 857 291 306 259 331 0 291 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 55.1 33.3 33.3 48.7 19.8 19.8 43.4 43.5 46.6 45.8 0.0 39.4 Incr Delay (d2), s/veh 6.5 13.9 14.0 22.4 0.4 0.4 1.2 1.2 26.6 23.8 0.0 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 16.7 17.1 5.9 6.4 6.3 3.1 3.4 7.4 9.1 0.0 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 61.6 47.2 47.3 71.1 20.2 20.2 44.6 44.7 73.2 69.6 0.0 39.5 L n G r p L O S EDDECCDDEE D
Approach Vol, veh/h 1228 972 470 283
Approach Delay, s/veh 47.4 29.5 57.6 68.2
Approach LOS D C E E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 17.4 47.7 24.2 5.7 59.4 22.6
Change Period (Y+Rc), s 4.6 6.2 5.8 4.6 6.2 5.8
Max Green Setting (Gmax), s 14.4 45.0 20.2 5.0 54.4 18.0 Max Q Clear Time (g_c+I1), s 12.8 37.5 18.1 2.5 18.8 16.5 Green Ext Time (p_c), s 0.0 4.0 0.3 0.0 4.7 0.3
Intersection Summary
HCM 7th Control Delay, s/veh 45.1
HCM 7th LOS D
Timings Murrieta Road Warehouse (JN 16570)
4: Murrieta Rd. & Ethanac Rd. 08/22/2025
Opening Year With Project (OPTION 1) - PM Peak Hour WITH IMPROVEMENTSSynchro 12 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT WBL WBT NBL NBT NBR SBT SBR
Lane Configurations
Traffic Volume (vph) 8 603 245 716 134 124 225 136 21
Future Volume (vph) 8 603 245 716 134 124 225 136 21
Turn Type Prot NA Prot NA Perm NA Perm NA Perm
P r o t e c t e d P h a s e s 5216 8 4
Permitted Phases 8 8 4
D e t e c t o r P h a s e 521688844
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.6 24.2 9.6 33.2 23.8 23.8 23.8 23.8 23.8 Total Split (s) 9.6 37.9 27.4 55.7 26.6 26.6 26.6 28.1 28.1 Total Split (%) 8.0% 31.6% 22.8% 46.4% 22.2% 22.2% 22.2% 23.4% 23.4% Yellow Time (s) 3.6 5.2 3.6 5.2 4.8 4.8 4.8 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 4.6 6.2 5.8 5.8 5.8 5.8 5.8 Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None Min Min Min Min Min
Act Effct Green (s) 5.1 28.7 19.6 51.3 17.9 17.9 17.9 19.6 19.6 Actuated g/C Ratio 0.05 0.26 0.18 0.47 0.16 0.16 0.16 0.18 0.18 v/c Ratio 0.11 0.86 0.83 0.58 0.79 0.44 0.52 0.81 0.05
Control Delay (s/veh) 58.3 48.5 66.2 23.0 75.7 47.8 9.8 63.8 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 58.3 48.5 66.2 23.0 75.7 47.8 9.8 63.8 0.2

L O S EDECEDAEA
Approach Delay (s/veh) 48.6 32.4 37.8 58.9
Approach LOS D C D E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 108.8
Natural Cycle: 95
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.86
Intersection Signal Delay (s/veh): 40.7 Intersection LOS: D Intersection Capacity Utilization 74.8% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 4: Murrieta Rd. & Ethanac Rd.

HCM 7th Signalized Intersection Summary Murrieta Road War ehouse (JN 16570) 4: Murrieta Rd. & Ethanac Rd. 08/22/2025
Opening Year With Project (OPTION 1) - PM Peak Hour WITH IMPROVEMENTSSynchro 12 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 8 603 132 245 716 171 134 124 225 111 136 21 Future Volume (veh/h) 8 603 132 245 716 171 134 124 225 111 136 21 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 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 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 9 663 145 269 787 188 147 136 247 122 149 23 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 P e r c e n t H e a v y V e h , % 000000000000
Cap, veh/h 20 773 169 303 1210 289 320 336 285 142 173 272 Arrive On Green 0.01 0.26 0.26 0.17 0.42 0.42 0.18 0.18 0.18 0.17 0.17 0.17 Sat Flow, veh/h 1810 2946 644 1810 2890 690 1810 1900 1610 837 1022 1610 Grp Volume(v), veh/h 9 406 402 269 491 484 147 136 247 271 0 23 Grp Sat Flow(s),veh/h/ln 1810 1805 1784 1810 1805 1776 1810 1900 1610 1858 0 1610 Q Serve(g_s), s 0.5 21.4 21.4 14.5 21.7 21.7 7.3 6.3 14.9 14.2 0.0 1.2 Cycle Q Clear(g_c), s 0.5 21.4 21.4 14.5 21.7 21.7 7.3 6.3 14.9 14.2 0.0 1.2 Prop In Lane 1.00 0.36 1.00 0.39 1.00 1.00 0.45 1.00
Lane Grp Cap(c), veh/h 20 474 468 303 756 743 320 336 285 314 0 272 V/C Ratio(X) 0.45 0.86 0.86 0.89 0.65 0.65 0.46 0.40 0.87 0.86 0.00 0.08 Avail Cap(c_a), veh/h 91 573 566 413 894 880 377 395 335 415 0 359 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 49.1 35.1 35.1 40.7 23.2 23.2 36.8 36.5 40.0 40.4 0.0 35.0 Incr Delay (d2), s/veh 5.8 10.6 10.9 13.4 1.3 1.3 1.0 0.8 18.5 13.4 0.0 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 10.0 10.0 7.2 8.4 8.3 3.2 2.9 7.1 7.4 0.0 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 54.9 45.7 46.0 54.1 24.5 24.5 37.9 37.2 58.4 53.8 0.0 35.1 L n G r p L O S DDDDCCDDED D
Approach Vol, veh/h 817 1244 530 294
Approach Delay, s/veh 45.9 30.9 47.3 52.4
A p p r o a c h L O S DCDD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 21.3 32.4 22.7 5.7 48.0 23.5
Change Period (Y+Rc), s 4.6 6.2 5.8 4.6 6.2 5.8
Max Green Setting (Gmax), s 22.8 31.7 22.3 5.0 49.5 20.8 Max Q Clear Time (g_c+I1), s 16.5 23.4 16.2 2.5 23.7 16.9 Green Ext Time (p_c), s 0.2 2.8 0.7 0.0 5.8 0.8
Intersection Summary
HCM 7th Control Delay, s/veh 40.4
HCM 7th LOS D
Timings Murrieta Road Warehouse (JN 16570)
4: Murrieta Rd. & Ethanac Rd. 08/22/2025
Opening Year With Project (OPTION 2) - AM Peak Hour WITH IMPROVEMENTSSynchro 12 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT WBL WBT NBL NBT NBR SBT SBR
Lane Configurations
Traffic Volume (vph) 6 864 144 490 96 105 168 65 10
Future Volume (vph) 6 864 144 490 96 105 168 65 10
Turn Type Prot NA Prot NA Perm NA Perm NA Perm
Protected Phases 5 2 1 6 8 4
Permitted Phases 8 8 4
D e t e c t o r P h a s e 52 1688844
Switch Phase
M i n i m u m I n i t i a l ( s ) 5 . 01 0 . 0 5 . 01 0 . 01 0 . 01 0 . 01 0 . 01 0 . 01 0 . 0 Minimum Split (s) 9.6 24.2 9.6 33.2 23.8 23.8 23.8 23.8 23.8 Total Split (s) 9.6 49.0 20.0 59.4 24.0 24.0 24.0 27.0 27.0 Total Split (%) 8.0% 40.8% 16.7% 49.5% 20.0% 20.0% 20.0% 22.5% 22.5% Yellow Time (s) 3.6 5.2 3.6 5.2 4.8 4.8 4.8 4.8 4.8
A l l - R e d T i m e ( s ) 1 . 01 . 01 . 01 . 01 . 01 . 01 . 01 . 01 . 0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 4.6 6.2 5.8 5.8 5.8 5.8 5.8 Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None Min Min Min Min Min
Act Effct Green (s) 5.1 38.6 13.3 54.9 15.2 15.2 15.2 18.7 18.7 Actuated g/C Ratio 0.05 0.35 0.12 0.50 0.14 0.14 0.14 0.17 0.17 v/c Ratio 0.08 0.88 0.76 0.41 0.70 0.46 0.50 0.80 0.03
Control Delay (s/veh) 57.5 42.5 70.1 17.6 70.8 51.4 11.1 64.3 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 57.5 42.5 70.1 17.6 70.8 51.4 11.1 64.3 0.1

LOS E D E B E D B E A
Approach Delay (s/veh) 42.6 27.3 38.1 61.4
Approach LOS D C D E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 108.8
Natural Cycle: 95
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.88
Intersection Signal Delay (s/veh): 38.7 Intersection LOS: D Intersection Capacity Utilization 67.1% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 4: Murrieta Rd. & Ethanac Rd.

HCM 7th Signalized Intersection Summary Murrieta Road War ehouse (JN 16570) 4: Murrieta Rd. & Ethanac Rd. 08/22/2025
Opening Year With Project (OPTION 2) - AM Peak Hour WITH IMPROVEMENTSSynchro 12 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 6 864 94 144 490 139 96 105 168 151 65 10 Future Volume (veh/h) 6 864 94 144 490 139 96 105 168 151 65 10 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 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 1900 1900 1900 19 00 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 7 1005 109 167 570 162 112 122 195 176 76 12 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 P e r c e n t H e a v y V e h , % 000000000000
Cap, veh/h 16 1171 127 200 1271 360 263 276 234 206 89 258 Arrive On Green 0.01 0.36 0.36 0.11 0.46 0.46 0.15 0.15 0.15 0.16 0.16 0.16 Sat Flow, veh/h 1810 3285 356 1810 2777 787 1810 1900 1610 1282 554 1610 Grp Volume(v), veh/h 7 552 562 167 370 362 112 122 195 252 0 12 Grp Sat Flow(s),veh/h/ln 1810 1805 1836 1810 1805 1758 1810 19 00 1610 1836 0 1610 Q Serve(g_s), s 0.4 27.9 27.9 8.9 13.8 13.8 5.6 5.8 11.6 13.1 0.0 0.6 Cycle Q Clear(g_c), s 0.4 27.9 27.9 8.9 13.8 13.8 5.6 5.8 11.6 13.1 0.0 0.6 Prop In Lane 1.00 0.19 1.00 0.45 1.00 1.00 0.70 1.00
Lane Grp Cap(c), veh/h 16 643 654 200 827 805 263 276 234 295 0 258 V/C Ratio(X) 0.44 0.86 0.86 0.84 0.45 0.45 0.43 0.44 0.83 0.86 0.00 0.05 Avail Cap(c_a), veh/h 92 785 798 283 976 951 335 351 298 396 0 347 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.0 0 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 48.5 29.4 29.4 42.9 18.2 18.2 38.3 38.4 40.9 40.2 0.0 34.9 Incr Delay (d2), s/veh 6.8 8.0 8.0 9.9 0.4 0.4 1.1 1.1 14.8 13.0 0.0 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 12.2 12.5 4.3 5.1 5.0 2.4 2.7 5.4 6.7 0.0 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 55.3 37.4 37.3 5 2.8 18.6 18.6 39.4 39.5 55.7 53.2 0.0 35.0 L n G r p L O S EDDDBBDDED D
Approach Vol, veh/h 1121 899 429 264
Approach Delay, s/veh 37.5 24.9 46.9 52.4
Approach LOS D C D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.5 41.3 21.6 5.5 51.3 20.1
Change Period (Y+Rc), s 4.6 6.2 5.8 4.6 6.2 5.8
Max Green Setting (Gmax), s 15.4 42.8 21.2 5.0 53.2 18.2 Max Q Clear Time (g_c+I1), s 10.9 29.9 15.1 2.4 15.8 13.6 Green Ext Time (p_c), s 0.1 5.1 0.6 0.0 4.2 0.7
Intersection Summary
HCM 7th Control Delay, s/veh 36.3
HCM 7th LOS D
Timings Murrieta Road Warehouse (JN 16570)
4: Murrieta Rd. & Ethanac Rd. 08/22/2025
Opening Year With Project (OPTION 2) - PM Peak Hour WITH IMPROVEMENTSSynchro 12 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT WBL WBT NBL NBT NBR SBT SBR
Lane Configurations
Traffic Volume (vph) 7 552 225 653 122 113 210 124 19
Future Volume (vph) 7 552 225 653 122 113 210 124 19
Turn Type Prot NA Prot NA Perm NA Perm NA Perm
Protected Phases 5 2 1 6 8 4
Permitted Phases 8 8 4
D e t e c t o r P h a s e 52 1688844
Switch Phase
M i n i m u m I n i t i a l ( s ) 5 . 01 0 . 0 5 . 01 0 . 01 0 . 01 0 . 01 0 . 01 0 . 01 0 . 0 Minimum Split (s) 9.6 24.2 9.6 33.2 23.8 23.8 23.8 23.8 23.8 Total Split (s) 9.6 39.0 27.0 56.4 26.0 26.0 26.0 28.0 28.0 Total Split (%) 8.0% 32.5% 22.5% 47.0% 21.7% 21.7% 21.7% 23.3% 23.3% Yellow Time (s) 3.6 5.2 3.6 5.2 4.8 4.8 4.8 4.8 4.8
A l l - R e d T i m e ( s ) 1 . 01 . 01 . 01 . 01 . 01 . 01 . 01 . 01 . 0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 4.6 6.2 5.8 5.8 5.8 5.8 5.8 Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None Min Min Min Min Min
Act Effct Green (s) 5.2 26.7 18.0 47.8 16.6 16.6 16.6 18.5 18.5 Actuated g/C Ratio 0.05 0.26 0.17 0.46 0.16 0.16 0.16 0.18 0.18 v/c Ratio 0.09 0.80 0.78 0.55 0.73 0.41 0.51 0.76 0.05
Control Delay (s/veh) 57.0 43.0 61.1 21.5 67.7 46.4 10.0 58.1 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 57.0 43.0 61.1 21.5 67.7 46.4 10.0 58.1 0.2

LOS E D E C E D B E A
Approach Delay (s/veh) 43.2 30.1 35.1 53.7
Approach LOS D C D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 103
Natural Cycle: 95
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.80
Intersection Signal Delay (s/veh): 37.1 Intersection LOS: D Intersection Capacity Utilization 70.9% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 4: Murrieta Rd. & Ethanac Rd.

HCM 7th Signalized Intersection Summary Murrieta Road War ehouse (JN 16570) 4: Murrieta Rd. & Ethanac Rd. 08/22/2025
Opening Year With Project (OPTION 2) - PM Peak Hour WITH IMPROVEMENTSSynchro 12 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 7 552 120 225 653 162 122 113 210 106 124 19 Future Volume (veh/h) 7 552 120 225 653 162 122 113 210 106 124 19 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 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 1900 1900 1900 19 00 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 8 607 132 247 718 178 134 124 231 116 136 21 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 P e r c e n t H e a v y V e h , % 000000000000
Cap, veh/h 18 749 162 285 1151 285 311 327 277 140 164 263 Arrive On Green 0.01 0.25 0.25 0.16 0.40 0.40 0.17 0.17 0.17 0.16 0.16 0.16 Sat Flow, veh/h 1810 2950 640 1810 2867 710 1810 1900 1610 855 1002 1610 Grp Volume(v), veh/h 8 371 368 247 452 444 134 124 231 252 0 21 Grp Sat Flow(s),veh/h/ln 1810 1805 1785 1810 1805 1772 1810 1900 1610 1857 0 1610 Q Serve(g_s), s 0.4 17.1 17.2 11.8 17.7 17.7 5.9 5.1 12.3 11.6 0.0 1.0 Cycle Q Clear(g_c), s 0.4 17.1 17.2 11.8 17.7 17.7 5.9 5.1 12.3 11.6 0.0 1.0 Prop In Lane 1.00 0.36 1.00 0.40 1.00 1.00 0.46 1.00
Lane Grp Cap(c), veh/h 18 458 453 285 725 711 311 327 277 303 0 263 V/C Ratio(X) 0.44 0.81 0.81 0.87 0.62 0.62 0.43 0.38 0.83 0.83 0.00 0.08 Avail Cap(c_a), veh/h 102 669 661 458 1023 1005 413 434 367 466 0 404 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 1.0 0 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 43.6 31.0 31.1 36.4 21.2 21.2 32.8 32.5 35.4 35.8 0.0 31.4 Incr Delay (d2), s/veh 6.0 4.8 5.0 5.7 0.9 0.9 0.9 0.7 11.8 7.4 0.0 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 7.3 7.3 5.2 6.6 6.5 2.5 2.3 5.4 5.6 0.0 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 49.6 35.8 36.0 42.0 22.0 22.1 33.7 33.2 47.2 43.3 0.0 31.5 LnGrp LOS DDDD CCCCDD C
Approach Vol, veh/h 747 1143 489 273
Approach Delay, s/veh 36.1 26.4 39.9 42.4
Approach LOS D C D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 18.6 28.7 20.3 5.5 41.7 21.0
Change Period (Y+Rc), s 4.6 6.2 5.8 4.6 6.2 5.8
Max Green Setting (Gmax), s 22.4 32.8 22.2 5.0 50.2 20.2 Max Q Clear Time (g_c+I1), s 13.8 19.2 13.6 2.4 19.7 14.3 Green Ext Time (p_c), s 0.2 3.3 0.8 0.0 5.4 1.0
Intersection Summary
HCM 7th Control Delay, s/veh 33.2
HCM 7th LOS C

Menifee City CouncilJune 17, 2026

Menifee City Council
June 17, 2026