PC - 3A - Exhibit EPage 1 of 2
Date: January 13, 2026
To: Annie Lao
Senior Planner
alao@rosemeadca.gov
Pages: 2
From: Jana Robbins, PTP, RSP
jana.robbins@transtech.org
Avrin Pasebani, Traffic Analyst,
avrin.pasebani@transtech.org
Job #: 2 50903
Re: Review of the Focused Transportation
Analysis Prepared by LLG and date d
Nov ember 21, 2025 for the Propos ed
Sund ay Car Wash Project to be Located at
9540 Valley Boulevard in the City of
Rosemead
Cc: Sven Patrossian,
spetrossian@rosemeadca.gov
Romany Basilyous,
rbasilyous@rosemeadca.gov
Traffic Comments
Transtech has reviewed the Focused Transportation Analysis for the Sunday Carwash Project proposed
at 9540 Valley Boulevard in the City of Rosemead. The proposed project will consist of a 5,726 sqf
automated express car wash with 1 tunnel. Access will be provided at the signalized intersection of
Merwin C Gill Way and Valley Boulevard. The entrance and exit to the car wash will make up the south
leg of the intersection.
Following the scoping a focused traffic analysis was prepared which included the following (3) study
intersections:
1. Mission Drive at Valley Blvd
2. Merwin C Gill Way at Driveway and Valley Blvd
3. Temple City Blvd at Valley Blvd
These intersections were reviewed under the following scenarios; Existing Conditions, Existing plus
Project, Opening Year (2027) with Related projects and (2027) Opening Year with Project. It was found
that under all conditions the intersections would operate at acceptable levels of service which indicates
no project impacts. The study also included a VMT analysis which found that the project could screen
from further analysis by being located in a LOW VMT area as well as considered a local serving retail use
under 50,000 square feet.
Page 2 of 2
The number of project trips estimated to be generated by the proposed project is based on the 12th
Edition Trip Generation Manual (ITE rate 948 for an Automated Car Wash) would be 1,452 daily trips,
with 85 in the AM peak and 140 in the PM peak. They assumed a 25% passby rate with full project trips
at the driveway.
A queueing study was completed at a similar car wash site in the City of Chino (7856 Pine Ave American
Express Car Wash). This found that the maximum queue of vehicles on a weekday or weekend was (9)
vehicles. The proposed car wash is providing ample queueing in the line entering the tunnel with space
for 25 vehicles.
LLG has completed and addressed most of the items listed in the scoping document and found that
there would be no traffic impacts associated with an automated car wash constructed at the proposed
site. The only comment that is still outstanding is the labeling on the site plan where delivery vehicles
would come to the site and illustrating the circulation of a truck entering turning around and exiting the
site using a truck turning template on the site plan as well as a description describing when deliveries
would take place. Optimally should take place after hours.
In addition, the City may want to consult with engineering and have the applicant upgrade the size of
the signal heads facing the projects driveway at the intersection of Merwin C Gill Way and Existing
driveway. The signal heads are very small 8” and are spread out so visually making these signal heads
larger (12”) and adding a yellow backplate would serve to increase visibility of signal operations for
project traffic.
November 21, 2025
Mr. Lukas Bruggemann
Sun Day Carwash
570 Higuera Street, #220
San Luis Obispo, CA 93401
LLG Reference: 1.25.4693.1
Subject: Focused Transportation Analysis for the
Proposed Sun Day Carwash Project
Rosemead, California
Dear Mr. Bruggemann:
Linscott, Law & Greenspan, Engineers (LLG) is pleased to submit this Focused
Transportation Analysis for the proposed Sun Day Carwash Project (herein referred to
as “Project”), located at 9540 Valley Boulevard in the City of Rosemead, California.
Figure 1 presents a Vicinity Map, which illustrates the general location of the project
site and depicts the surrounding street system. Figure 2 presents an existing site
aerial, which shows that the site is currently occupied by a vacant carwash.
This Focused Transportation Analysis will outline the traffic generation forecast
potential for the proposed Project and assess whether the proposed Project will create
any potential traffic circulation impacts at the following three (3) key study
intersections, based on City of Rosemead requirements.
1) Rio Hondo Avenue at Valley Boulevard
2) Merwin C. Gill Way/Existing Driveway at Valley Boulevard
3) Temple City Boulevard at Valley Boulevard
This Focused Transportation Analysis also evaluates site access and circulation for
the proposed project site plan, including a queuing analysis for the carwash queuing
lanes and also includes a Vehicle Miles Traveled (VMT) screening assessment and
parking compliance assessment. This Focused Transportation Analysis satisfies the
criteria contained within the City of Rosemead Transportation Study Guidelines for
Vehicle Miles Traveled and Level of Service Assessment, dated November 2024
(“City Guidelines”). The City of Rosemead confirmed the appropriateness of the
analysis criteria when it approved the Focused Transportation Analysis Scope of
Work memorandum. The approved scoping memorandum is attached to this letter in
Appendix A.
Mr. Lukas Bruggemann
November 21, 2025
Page 2
Our method of analysis, findings, and recommendations are detailed in the following
sections of this letter report.
PROJECT DESCRIPTION
The proposed project site is located at 9540 Valley Boulevard in the City of
Rosemead, California. The project site is developed with an automatic conveyor
carwash that is currently vacant. Figure 3 presents the proposed site plan for the
proposed Project, prepared by Hover Architecture. As shown in Figure 3, the
proposed Project involves renovating and reopening the existing 5,726 square-foot
(SF) express carwash and 150-foot wash tunnel, adding nineteen (19) vacuum parking
spaces, four (4) parking spaces for employees and one (1) ADA parking space. The
proposed express car wash will provide two queuing lanes before the pay station that
will transition into one queuing lane with storage for up to twenty-five (25) vehicles.
There will be 2-3 employees on site during business hours. Access to the project site
is currently provided and will continue to be provided via the signalized intersection
of Merwin C. Gill Way/Existing Driveway at Valley Boulevard. For the purposes of
this Focused Transportation Analysis, the proposed Project is expected to be
completed and fully occupied in the Year 2027.
EXISTING TRAFFIC CONDITIONS
Existing Lane Geometrics
Figure 4 presents an inventory of the existing roadway conditions for the three (3)
key study intersections. This figure identifies the number of travel lanes for key
arterials, as well as intersection configurations and controls for the key area study
intersections.
Existing Public Transit
Public bus transit service in the project vicinity is currently provided by the Los
Angeles Metropolitan Transportation Authority (Metro). Metro Bus Route 76
operates along Valley Boulevard in the vicinity of the project site. The nearest public
bus stops to the project site are located along Valley Boulevard immediately west of
the intersection of Merwin C. Gill Way/Existing Driveway at Valley Boulevard (i.e.
one bus stop on the north side of Valley Boulevard and one bus stop on the south side
of Valley Boulevard.
Existing Traffic Volumes
Existing AM peak hour and PM peak hour traffic counts were conducted in October
2025 by an independent traffic count subconsultant (Transportation Studies, Inc.) at
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November 21, 2025
Page 3
the three (3) key study intersections on a typical weekday from 7:00 AM to 9:00 AM
and from 4:00 PM to 6:00 PM to determine the AM and PM peak commute hours,
respectively. It is noted that all traffic counts were conducted when local schools
were in regular, in-person session. Figures 5 and 6 illustrate the existing AM and
PM peak hour traffic volumes at the three (3) key study intersections, respectively.
Appendix B contains the detailed peak hour traffic count sheets for the key study
intersections.
LEVEL OF SERVICE METHODOLOGY
Intersection Capacity Utilization (ICU) Method of Analysis
In conformance with City of Rosemead requirements, AM and PM peak hour
operating conditions for the key signalized study intersections were evaluated using
the Intersection Capacity Utilization (“ICU”) method. The ICU technique is intended
for signalized intersection analysis and estimates the volume to capacity (V/C)
relationship for an intersection based on the individual V/C ratios for key conflicting
traffic movements. The ICU numerical value represents the percent signal (green)
time, and thus capacity, required by existing and/or future traffic. It should be noted
that the ICU methodology assumes uniform traffic distribution per intersection
approach lane and optimal signal timing.
Per City of Rosemead requirements, the ICU calculations use a lane capacity of 1,800
vehicles per hour (vph) for through lanes and turn lanes and 3,240 vph for dual turn
lanes. A clearance adjustment factor of 0.10 was added to each Level of Service
calculation.
The ICU value translates to a Level of Service (“LOS”) estimate, which is a relative
measure of the intersection performance. The ICU value is the sum of the critical
volume to capacity ratios at an intersection; it is not intended to be indicative of the
LOS of each of the individual turning movements. The six qualitative categories of
Level of Service have been defined along with the corresponding ICU value range
and are shown in Table 1.
LEVEL OF SERVICE STANDARDS AND DEFICIENCY CRITERIA
According to the City of Rosemead, the acceptable LOS for intersections in the City
is LOS D or better as established in the City’s General Plan. Any intersection
operating at a LOS of E or F is considered deficient. A project-related increase in
volume-to-capacity (V/C) is equal to or greater than 0.020 at an intersection that
degrades from acceptable operations (LOS D or better) to unacceptable operations
(LOS E or F).
Mr. Lukas Bruggemann
November 21, 2025
Page 4
For signalized intersections, the City’s non-CEQA thresholds for volume-to-capacity
ratio (V/C) are met if the following is met, and the City at its discretion may require
improvements or other strategies to reduce the V/C ratio to acceptable levels:
A project-related increase in V/C is equal to or greater than 0.020 at an
intersection that is already operating at LOS E or F.
Based on the above, the LOS required for each key study intersection is LOS D.
PROJECT TRAFFIC GENERATION FORECAST
Traffic generation is expressed in vehicle trip ends, defined as one-way vehicular
movements, either entering or exiting the generating land use. Generation equations
and/or rates used in the traffic forecasting procedure are found in the 12th Edition of
Trip Generation, published by the Institute of Transportation Engineers (“ITE”)
[Washington D.C., 2025].
Table 2 summarizes the trip generation rates used in forecasting the vehicular trips
generated by the proposed Project and presents the forecast daily and peak hour
project traffic volumes for a “typical” weekday. As shown in the upper portion of
Table 2, the trip generation potential of the proposed Project has been estimated using
ITE Land Use 948: Automated Car Wash trip rates.
A review of the lower portion of Table 2 indicates that the proposed Project is
forecast to generate approximately 1,089 net daily trips, with 63 net trips (35 inbound,
28 outbound) produced in the AM peak hour and 105 net trips (52 inbound, 53
outbound) produced in the PM peak hour on a “typical” weekday. It should be noted
that the aforementioned trip generation includes estimated adjustments for pass-by
per the Trip Generation Manual, 12th Edition, published by ITE, to account for trips
that are already in the everyday traffic stream on the adjoining streets (i.e. Valley
Boulevard, etc.) and will stop as they pass by the Project site as a matter of
convenience on their path to another destination. It should be further noted that since
the Trip Generation Manual does not have specific pass-by reduction factors for an
Automated Car Wash, the pass-by reduction factors for a Gas Station (i.e. 63% for the
AM peak hour and 57% for the PM peak hour) were considered, given that a car wash
would have similar pass-by characteristics to a gas station. However, in order to
provide a conservative analysis only 25% was utilized for the daily, AM peak hour
and PM peak hour. The pass-by reduction factors utilized are summarized in the
footnotes of Table 2.
The potential impact of these net Project trips (i.e. 63 AM peak hour trips and 105
PM peak hour trips) are assessed in the traffic study. It should be noted that full
Mr. Lukas Bruggemann
November 21, 2025
Page 5
project trips (i.e. no pass-by) are included at the existing project driveway (i.e. key
study intersection #2).
Project Trip Distribution and Assignment
Figure 7 presents the traffic distribution pattern for the proposed Project. Project
traffic volumes both entering and exiting the site have been distributed and assigned
to the adjacent street system based on the following considerations:
the site's proximity to major traffic carriers (i.e. Valley Boulevard, etc.),
expected localized traffic flow patterns based on adjacent street
channelization and presence of traffic signals, and
ingress/egress availability at the Project site.
The anticipated AM peak hour and PM peak hour traffic volumes associated with the
proposed Project are presented in Figures 8 and 9, respectively. The traffic volume
assignments presented in Figures 8 and 9 reflect the traffic distribution characteristics
shown in Figure 7 and the traffic generation forecast presented in Table 2.
Existing Plus Project Traffic Volumes
The estimates of Project generated traffic volumes were added to Existing traffic
conditions to develop traffic projections for Existing Plus Project traffic conditions.
Figures 10 and 11 present the anticipated AM peak hour and PM peak hour Existing
plus Project traffic volumes for the three (3) key study intersections, respectively.
FUTURE YEAR 2027 TRAFFIC CONDITIONS
Ambient Traffic Growth
Horizon year, background traffic growth estimates have been calculated using an
ambient traffic growth factor. The ambient traffic growth factor is intended to
include unknown and future cumulative projects in the study area, as well as account
for regular growth in traffic volumes due to the development of projects outside the
study area. The future growth in traffic volumes has been calculated at one percent
(1.0%) per year. Applied to the Year 2025 existing traffic volumes, this factor results
in a 2.0% growth in existing volumes to the cumulative Year 2027.
Cumulative Projects Traffic Characteristics
In order to make a realistic estimate of future on-street conditions prior to
implementation of the proposed Project, the status of other known development
projects (cumulative projects) in the vicinity of the proposed Project (i.e. 1-mile
radius) has been researched at the City of Rosemead and the City of El Monte. With
Mr. Lukas Bruggemann
November 21, 2025
Page 6
this information, the potential unacceptable operational traffic conditions of the
proposed Project can be evaluated within the context of the cumulative operational
traffic conditions of all ongoing development. Based on our research, there are three
(3) cumulative projects in the City of Rosemead and four (4) cumulative projects in
the City of El Monte within the vicinity of the project site. These seven (7) planned
cumulative projects were considered in the near-term (Year 2027 – Project Opening
Year) traffic analysis for this project.
Table 3 provides a brief description and location for each of the seven (7) cumulative
projects. Figure 12 graphically illustrates the location of the cumulative projects.
These cumulative projects are expected to generate vehicular traffic, which may
affect the operating conditions of the key study intersections.
Table 4 presents the trip generation for the seven (7) cumulative projects. As shown
in Table 4, the seven (7) cumulative projects are forecast to generate a total of 5,715
daily trips, with 204 trips (91 inbound and 113 outbound) forecast during the AM
peak hour and 578 trips (355 inbound and 223 outbound) forecast during the PM peak
hour.
The AM and PM peak hour traffic volumes associated with seven (7) cumulative
projects are presented in Figures 13 and 14, respectively.
Year 2027 Traffic Volumes
Figures 15 and 16 present the anticipated AM peak hour and PM peak hour Year
2027 traffic volumes (existing traffic + ambient growth + cumulative projects) at the
three (3) key study intersections, respectively.
Figures 17 and 18 present the Year 2027 forecast AM peak hour and PM peak hour
traffic volumes, with the inclusion of the trips generated by the proposed Project at
the three (3) key study intersections, respectively.
LEVEL OF SERVICE ANALYSIS
This section of the Focused Transportation Analysis evaluates the potential circulation
impacts of the proposed Project at the three (3) key study intersections to address City
of Rosemead concerns regarding level of service for the three (3) key study
intersections. The analysis focuses on Existing Plus Project traffic conditions and
Year 2027 Plus Project traffic conditions.
Existing Plus Project Traffic Conditions
Table 5 summarizes the peak hour level of service results for the three (3) key study
intersections for Existing plus Project traffic conditions. The first column (1)
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November 21, 2025
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presents a summary of Existing AM and PM peak hour traffic conditions. The
second column (2) presents Existing Plus Project traffic conditions. The third column
(3) indicates whether the traffic associated with the proposed Project will exceed the
City’s level of service criteria.
Review of columns (2) and (3) of Table 5 indicates that traffic associated with the
proposed Project will not cause an unacceptable operational LOS condition at any of
the three (3) key study intersections when compared to the LOS standards and criteria
specified in this report. The three (3) key study intersections are forecast to operate at
an acceptable service level during the AM and PM peak hours with the addition of
Project generated traffic to existing traffic.
Appendix C contains the Existing and Existing Plus Project traffic conditions
ICU/LOS calculation worksheets for the three (3) key study intersections.
Year 2027 Cumulative Plus Project Traffic Conditions
Table 6 summarizes the peak hour level of service results for the three (3) key study
intersections for Year 2027 Cumulative plus Project traffic conditions. The first
column (1) presents the Existing AM and PM peak hour traffic conditions (as shown
in Table 5). The second column (2) presents a summary of Year 2027 Cumulative
AM and PM peak hour traffic conditions. The third column (3) presents Year 2027
Cumulative plus Project traffic conditions. The fourth column (4) indicates whether
the traffic associated with the proposed Project will exceed the City’s level of service
criteria.
Review of columns (3) and (4) of Table 6 indicates that traffic associated with the
proposed Project will not cause an unacceptable operational LOS condition at any of
the three (3) key study intersections when compared to the LOS standards and criteria
specified in this report. The three (3) key study intersections are forecast to continue
to operate in the Year 2027 at an acceptable service level during the AM and PM
peak hours with the addition of Project generated traffic.
Appendix C also contains the Year 2027 Cumulative and Year 2027 Cumulative plus
Project traffic conditions ICU/LOS calculation worksheets for the three (3) key study
intersections.
SITE ACCESS AND INTERNAL CIRCULATION
As noted previously herein, access to the project site is currently provided and will
continue to be provided via the signalized intersection of Merwin C. Gill
Way/Existing Driveway at Valley Boulevard. In addition, as previously presented
herein, the intersection of Merwin C. Gill Way/Existing Driveway at Valley
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November 21, 2025
Page 8
Boulevard (i.e. key study intersection #2) is forecast to operate at an acceptable level
of service during the AM and PM peak hours for both Existing plus Project and Year
2027 Cumulative plus Project traffic conditions. As such, project access will be
adequate.
The on-site circulation layout of the proposed Project as illustrated in Figure 3 on an
overall basis is adequate. Curb return radii have been confirmed and are generally
adequate for passenger vehicles, small service/delivery (FedEx, UPS) trucks and trash
trucks. In addition, the overall layout does not create significant vehicle-pedestrian
conflict points and project traffic is not anticipated to cause internal queuing/stacking
at the project driveway. Therefore, based on the results of our evaluation, we
conclude that the on-site circulation presented in Figure 3 is adequate.
QUEUING EVALUATION
To confirm the adequacy of storage provided for the proposed express car wash
queuing lanes, existing queuing observations were conducted at the existing All
American Express Car Wash located at 7856 Pine Avenue in the City of Chino. It
should be noted that the existing All American Express Car Wash site was selected in
coordination with City of Rosemead staff, as this site has similar queuing storage and
vacuum spaces to the proposed Project. The existing All American Express Car
Wash provides 20 vacuum spaces and has storage for approximately 20 vehicles
amongst three queuing lanes. The queuing observations were conducted by
Transportation Studies Inc. (TSI) on Wednesday June 12, 2024, Thursday June 13,
2024, Friday June 14, 2024 and Saturday June 15, 2024 between 7:00 AM and 7:00
PM. The vehicular queues observed at the existing All American Express Car Wash
were recorded per lane at 5-minute intervals.
Table 7 summarizes the queue frequency that was observed at the existing All
American Express Car Wash on Wednesday June 12, 2024, Thursday June 13, 2024,
Friday June 14, 2024 and Saturday June 15, 2024. As shown under the total column
of Table 1, an average queue of 3 vehicles was observed in the queuing lanes, with an
85th percentile queue of 4 vehicles, a 95th percentile queue of 5 vehicles and a max
queue of 9 vehicles observed within the queuing lanes at the existing All American
Express Car Wash. It should be noted that the 85th percentile queue is generally the
industry standard utilized when designing/sizing the length of the proposed queuing
lanes.
In conclusion, the existing study site experienced an 85th percentile queue of 4
vehicles. Based on this empirical data, the expected queue of the proposed Project
will likely be 4 vehicles or less 85% of the time. As shown previously in Figure 3,
the proposed express car wash will provide two queuing lanes before the pay station
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November 21, 2025
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that will transition into one queuing lane with storage for up to twenty-five (25)
vehicles. Therefore, the 85th percentile expected queues can be accommodated
without interfering with internal circulation. It should be noted that the proposed 25
vehicle storage for the queuing lanes can also accommodate the observed 95th
percentile queue of 5 vehicles. Based on this empirical data, the expected queue of
the proposed Project will likely be 5 vehicles or less 95% of the time. Lastly, it
should be noted that the proposed 25 vehicle storage for the queuing lanes can also
accommodate the observed maximum queue of 9 vehicles. Therefore, we conclude
that the proposed 25 vehicle storage provided for the queuing lanes will be sufficient
to accommodate the expected peak demands of the proposed Project.
PARKING EVALUATION
The parking analysis for the proposed Project was conducted by utilizing the parking
ratios defined in the City of Rosemead Municipal Code and comparing it to the
proposed parking supply. The code parking calculation for the proposed Project was
calculated using parking code requirements per the City of Rosemead Municipal Code,
Chapter 17.112 – Off-Street Parking and Loading, Table 17.112.040.1: Required
Parking. The following parking ratios were used to determine the required parking:
Automobile Washing/Detailing: 4 spaces plus 1 per employee plus stacked
parking equal to 5 times the capacity of the wash facility.
As stated in the project description section, the proposed Project will have a 150-foot
wash tunnel. Assuming 20 feet per car equates to an eight (8) car capacity for the
wash facility, resulting in a 40-car stacked parking requirement. The three (3)
employees require three (3) parking spaces per City-code. With all three parking
code ratio components, the proposed Project results in a total code-parking
requirement of 47 spaces (i.e. 4 spaces + 3 spaces + 40 spaces). With a proposed on-
site parking supply of 49 spaces, which consists of 24 parking spaces and queuing lane
storage for 25 vehicles, the City’s parking requirements are satisfied and there will be a
surplus of 2 spaces. Given these results, we conclude that there will be adequate
parking on site to accommodate the proposed Project.
VEHICLE MILES TRAVELED ASSESSMENT
The State of California Governor’s Office of Land Use and Climate Innovation
(“LCI”) issued proposed updates to the California Environmental Quality Act
(“CEQA”) guidelines in November 2017 that amends the Appendix G question for
transportation impacts to delete reference to vehicle delay and level of service and
instead refer to Section 15064.3, subdivision (b)(1) of the CEQA Guidelines asking if
the project will result in a substantial increase in VMT. The California Natural
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November 21, 2025
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Resources Agency certified and adopted the revisions to the CEQA Guidelines in
December of 2018, and as of July 1, 2020, the provisions of the new section are in
effect statewide. Concurrently, LCI developed the Technical Advisory on Evaluating
Transportation Impacts in CEQA (“Technical Advisory”), which provides non-
binding recommendations on the implementation of VMT methodology that have
significantly informed the way VMT analyses are conducted in the State. The City of
Rosemead has adopted significance criteria for transportation impacts based on VMT
for land use projects and plans which is generally consistent with the
recommendations provided by LCI in the Technical Advisory.
City of Rosemead VMT Screening Criteria
Traditionally, public agencies have set certain thresholds to determine whether a
project requires detailed transportation analysis or if it can be assumed to have less
than significant environmental impacts without additional study. The City of
Rosemead has adopted three screening criteria contained within the City of Rosemead
Transportation Study Guidelines for Vehicle Miles Traveled and Level of Service
Assessment, dated November 2024, which may be applied to screen proposed projects
out of detailed VMT analysis. Proposed projects are not required to satisfy all of the
screening criteria in order to screen out of further VMT analysis; satisfaction of one
criterion is sufficient for screening purposes.
Step 1: Transit Priority Area (TPA) Screening
The City Guidelines state:
“Projects located within a Transit Priority Area (TPA) maybe be presumed to have a
less than significant impact absent substantial evidence to the contrary. This
presumption may NOT be appropriate if the project:
1. Has a Floor Area Ratio (FAR) of less than 0.75;
2. Includes more parking for use by residents, customers, or employees of the
project than required by the City;
3. Is inconsistent with the applicable Sustainable Communities Strategy (as
determined by the lead agency, with input from the Southern California
Association of Governments [SCAG]); or
4. Replaces affordable residential units with a smaller number of moderate- or
high-income residential units.”
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November 21, 2025
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The San Gabriel Valley Council of Governments (“SGVCOG”) Vehicle Miles
Traveled Evaluation Tool (“VMT Evaluation Tool”), which was developed by Fehr &
Peers as part of the Senate Bill 743 VMT Implementation Study effort, is available
for use in conducting VMT screening and evaluation in the City of Rosemead.
The VMT screening worksheets generated by the VMT Evaluation Tool for the
proposed Project are provided in Appendix D. As shown on Page 1 of the VMT
Evaluation Tool screening worksheets, the proposed Project is not located within a
Transit Priority Area (“TPA”). Thus, the proposed Project does not satisfy the Transit
Priority Area screening criteria.
Step 2: Low VMT Area Screening
The City Guidelines state:
“Residential and office projects located within a low VMT-generating area may be
presumed to have a less than significant impact absent substantial evidence to the
contrary. In addition, other employment-related and mixed-use land use projects may
qualify for the use of screening if the project can reasonably be expected to generate
VMT per resident, per worker, or per service population that is similar to the existing
land uses in the low VMT area.
• If the proposed project is office, commercial, or industrial, the project is
considered “screened out”, if it is located within the Low VMT areas of the
“PA/Daily Home-Based Work VMT per Employee”. Alternatively, if the
predominant land uses in the vicinity are nominally of the same type as the
proposed project and the proposed project is reasonably expected to generate
similar VMT as the existing land uses, the project is considered screened out
if it is in the low VMT area for the “Total Daily VMT per Service
Population”.
As reported on pages 1 and 2 of the VMT Evaluation Tool screening worksheets
provided in Appendix D, the proposed Project is situated within Traffic Analysis Zone
(“TAZ”) 22200200, which currently exhibits 27.64 home-based work VMT per
employee. As noted on Page 2 of the VMT Evaluation Tool screening worksheets, the
threshold for commercial project types is noted as 28.07 home-based work VMT per
employee. Therefore, the TAZ currently exhibits VMT below the applicable thresholds
and can be considered as a low VMT area. The proposed Project therefore satisfies the
Low VMT Area screening criteria.
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November 21, 2025
Page 12
Step 3: Project Type Screening
The City Guidelines state:
“Some project types have been identified as having the presumption of a less than
significant impact. The following uses can be presumed to have a less than significant
impact absent substantial evidence to the contrary as their uses are local serving in
nature:
• Local serving retail (retail establishments less than 50,000 square feet in
size), including:
o Gas Stations
o Banks
o Restaurants
o Shopping Center
• Local-serving K-12 schools
• Local parks
• Day care centers
• Local-serving hotels (e.g., non-destination hotels)
• Student housing projects on or adjacent to a college campus
• Local-serving assembly uses (places of worship, community
organizations)
• Community institutions (public libraries, fire stations, local government)
• Affordable, supportive, or transitional housing
• Assisted living facilities
• Senior housing (as defined by HUD)
• Local serving community colleges that are consistent with the
assumptions noted in the Regional Transportation Plan/Sustainable
Communities Strategy (RTP/SCS)
• Projects generating less than 110 daily vehicle trips
• Public parking garages and public parking lots.”
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November 21, 2025
Page 13
As stated herein, the proposed Project consists of renovating and reopening an existing
5,726 square-foot express car wash and can therefore be considered as a local-serving
retail use of less than 50,000 square feet. Thus, the proposed Project satisfies the Project
Type screening criteria.
VMT Screening Conclusions
The City of Rosemead has adopted three screening criteria which may be applied to
screen proposed projects out of a detailed VMT analysis. The proposed Project does not
meet the criteria to be screened out of a full VMT analysis based on location within a
TPA. However, as the proposed Project is located within a low VMT area and is a
local-serving retail use of less than 50,000 square feet, the proposed Project satisfies the
Low VMT Area and Project Type screening criteria set forth in the City Guidelines.
Therefore, a full VMT analysis is not required. Accordingly, it can be presumed that the
proposed Project’s transportation impacts related to VMT are less than significant.
CONCLUSION
The proposed Project is forecast to generate approximately 1,089 net daily trips,
with 63 net trips (35 inbound, 28 outbound) produced in the AM peak hour and
105 net trips (52 inbound, 53 outbound) produced in the PM peak hour on a
“typical” weekday.
Traffic associated with the proposed Project will not cause an unacceptable
operational LOS condition at the three (3) key study intersections. The three (3)
key study intersections are forecast to continue to operate at an acceptable service
level during the AM and PM peak hours for Existing Plus Project and Year 2027
Cumulative Plus Project traffic conditions.
The on-site circulation layout of the proposed Project on an overall basis is
adequate. Curb return radii have been confirmed and are generally adequate for
passenger vehicles, small service/delivery (FedEx, UPS) trucks and trash trucks.
In addition, the overall layout does not create significant vehicle-pedestrian
conflict points and project traffic is not anticipated to cause internal
queuing/stacking at the project driveway. Therefore, based on the results of our
evaluation, we conclude that the on-site circulation presented in the project site
plan is adequate.
The existing study site experienced an 85th percentile queue of 4 vehicles. Based
on this empirical data, the expected queue of the proposed Project will likely be 4
vehicles or less 85% of the time. The proposed express car wash will provide two
queuing lanes before the pay station that will transition into one queuing lane with
Mr. Lukas Bruggemann
November 21, 2025
Page 14
storage for up to twenty-five (25) vehicles. Therefore, the 85th percentile
expected queues can be accommodated without interfering with internal
circulation. It should be noted that the proposed 25 vehicle storage for the
queuing lanes can also accommodate the observed 95th percentile queue of 5
vehicles. Based on this empirical data, the expected queue of the proposed
Project will likely be 5 vehicles or less 95% of the time. Lastly, it should be
noted that the proposed 25 vehicle storage for the queuing lanes can also
accommodate the observed maximum queue of 9 vehicles. Therefore, we
conclude that the proposed 25 vehicle storage provided for the queuing lanes will
be sufficient to accommodate the expected peak demands of the proposed Project.
With all three parking code ratio components, the proposed Project results in a
total code-parking requirement of 47 spaces (i.e. 4 spaces + 3 spaces + 40 spaces).
With a proposed on-site parking supply of 49 spaces, which consists of 24 parking
spaces and queuing lane storage for 25 vehicles, the City’s parking requirements are
satisfied and there will be a surplus of 2 spaces. Given these results, we conclude
that there will be adequate parking on site to accommodate the proposed Project.
The City of Rosemead has adopted three criteria for screening projects out of
detailed VMT analysis. The proposed Project meets the Low VMT Area and
Project Type Screening criteria to be screened out of a full VMT analysis and is
thus determined to have a less than significant VMT transportation impact.
We appreciate the opportunity to provide this Focused Transportation Analysis.
Should you have any questions, please call me at (626) 796-2322.
Very truly yours,
Linscott, Law & Greenspan, Engineers
Daniel A. Kloos, P.E.
Principal
Attachment
TABLE 1
LEVEL OF SERVICE CRITERIA FOR SIGNALIZED INTERSECTIONS (ICU METHODOLOGY)1
SUN DAY CARWASH PROJECT, ROSEMEAD
Level of Service
(LOS)
Intersection Capacity
Utilization Value (V/C)
Level of Service Description
A ≤ 0.600 EXCELLENT. Operations with very low
delay and most vehicles do not stop.
B 0.601 – 0.700
VERY GOOD. Operations with good
progression but with some restricted
movements.
C 0.701 – 0.800
GOOD. Operations where a significant
number of vehicles are stopping with some
backup and light congestion.
D 0.801 – 0.900
FAIR. Operations where congestion is
noticeable, longer delays occur, and many
vehicles stop. The proportion of vehicles
not stopping declines.
E 0.901 – 1.000
POOR. Operations where there is high
delay, extensive queuing, and poor
progression.
F > 1.000
FAILURE. Operations that are
unacceptable to most drivers, when the
arrival rates exceed the capacity of the
intersection.
1 Source: Transportation Research Board Circular 212 – Interim Materials on Highway Capacity.
TABLE 2
PROJECT TRAFFIC GENERATION FORECAST 2
SUN DAY CARWASH PROJECT, ROSEMEAD
ITE Land Use Code /
Project Description
Daily
2-Way
AM Peak Hour PM Peak Hour
Enter Exit Total Enter Exit Total
Generation Rates:
948: Automated Car Wash (TE/1,000 SF) 253.51 55% 45% 14.89 49% 51% 24.40
Proposed Project Generation Forecast:
Sun Day Carwash Project (5,726 SF) 1,452 47 38 85 69 71 140
Pass-By (Daily: 25%, AM: 25%, PM: 25%)3 -363 -12 -10 -22 -17 -18 -35
Total Net Project Trip Generation Forecast 1,089 35 28 63 52 53 105
Notes:
TE/1,000 SF = Trip End per 1,000 Square Feet
2 Source: Trip Generation Manual, 12th Edition, Institute of Transportation Engineers, (ITE) [Washington, D.C. (2025)].
3 Pass-By Trips are trips made as intermediate stops on the way from an origin to a primary trip destination. Pass-by trips are attracted from
traffic passing the site on adjacent streets, which contain direct access to the generator. Pass-by reduction factors are typically found in the
Trip Generation Manual, 12th Edition, ITE 2025). It should be noted that since the Trip Generation Manual does not have specific pass-by
reduction factors for an Automated Car Wash, the pass-by reduction factors for a Gas Station (i.e. 63% for the AM peak hour and 57% for
the PM peak hour) were considered, given that a car wash would have similar pass-by characteristics to a gas station. However, in order to
provide a conservative analysis only 25% will be utilized, as summarized in the bullet below.
948: Automated Car Wash: Daily/AM peak hour/PM peak hour – 25% (estimated)/25% (estimated)/25% (estimated)
TABLE 3
LOCATION AND DESCRIPTION OF CUMULATIVE PROJECTS 4
SUN DAY CARWASH PROJECT, ROSEMEAD
No. Cumulative Project Location/Address Description
City of Rosemead
1. 4097 Temple City Boulevard Project 4097 Temple City Boulevard 90,350 SF Warehouse and 10,115 SF Office
2. 8855 Valley Boulevard Project 8855 Valley Boulevard 42,820 SF Building with Bars and
Restaurants
3. 4316 Muscatel Avenue Project 4316 Muscatel Avenue 10 Single-Family DU
City of El Monte
4. Temple City Boulevard Self-Storage
Project 4301 Temple City Boulevard 133,884 SF Self-Storage Facility
5. 4304 Temple City Boulevard Project 4304 Temple City Boulevard 51,609 SF Warehouse and 16,848 SF Office
6. DR 12-22 10561 Santa Fe Drive 212 Multifamily DU
7. VTTM/TTM 4127-4143 Rowland Avenue 71 Multifamily DU
Notes:
SF = Square-Feet
DU = Dwelling Units
4 Source: City of Rosemead Planning Department and City of El Monte Planning Department.
TABLE 4
CUMULATIVE PROJECTS TRAFFIC GENERATION FORECAST 5
SUN DAY CARWASH PROJECT, ROSEMEAD
Cumulative Project Description
Daily
2-Way
AM Peak Hour PM Peak Hour
In Out Total In Out Total
City of Rosemead
1. 4097 Temple City Boulevard Project 6 -6 2 -5 -3 -4 4 0
2. 8855 Valley Boulevard Project 7 3,384 9 9 18 239 108 347
3. 4316 Muscatel Avenue Project 8 91 2 5 7 6 3 9
City of El Monte
4. Temple City Boulevard Self-Storage
Project 9 194 7 5 12 9 11 20
5. 4304 Temple City Boulevard Project10 294 43 11 54 14 41 55
6. DR 12-2211 1,317 21 66 87 68 42 110
7. VTTM/TTM11 441 7 22 29 23 14 37
Cumulative Projects
Total Trip Generation Potential 5,715 91 113 204 355 223 578
5 Unless otherwise noted, Source: Trip Generation, 12th Edition, Institute of Transportation Engineers (ITE), Washington, D.C. (2025).
6 Source: 4097 Temple City Boulevard, City of El Monte – Traffic Assessment Letter, prepared by Michael Baker International, dated January
2023.
7 Source: ITE Land Use Code 931 (Fine Dining Restaurant) trip generation average rates.
8 Source: ITE Land Use Code 210 (Single-Family Detached Housing) trip generation average rates.
9 Source: Temple City Boulevard Self-Storage Project Trip Generation and VMT Screening Assessment and Site Access Analysis, City of El
Monte, prepared by RK Engineering Group, Inc., dated February 2025.
10 Source: Traffic Impact Study, Manufacturing Warehouse, 4304 Temple City Boulevard, El Monte, CA, prepared by KOA, dated March
2021.
11 Source: ITE Land Use Code 220 (Multifamily Housing [Low-Rise]) trip generation average rates.
TABLE 5
EXISTING PLUS PROJECT PEAK HOUR INTERSECTION CAPACITY ANALYSIS AND LEVELS OF SERVICE SUMMARY
SUN DAY CARWASH PROJECT, ROSEMEAD
Key Intersection
Mi
n
i
m
u
m
Ac
c
e
p
t
a
b
l
e
L
O
S
Time
Period
(1)
Existing
Traffic Conditions
(2)
Existing Plus Project
Traffic Conditions
(3)
Exceed LOS Criteria
V/C LOS V/C LOS Increase Yes/No
1. Rio Hondo Avenue at D AM 0.520 A 0.527 A 0.007 No
Valley Boulevard PM 0.660 B 0.671 B 0.011 No
2. Merwin C. Gill Way/Existing Dwy at D AM 0.403 A 0.421 A 0.018 No
Valley Boulevard PM 0.411 A 0.478 A 0.067 No
3. Temple City Boulevard at D AM 0.704 C 0.712 C 0.008 No
Valley Boulevard PM 0.685 B 0.694 B 0.009 No
Notes:
Bold V/C / LOS values indicate adverse service levels based on the City’s LOS standards.
TABLE 6
YEAR 2027 PLUS PROJECT PEAK HOUR INTERSECTION CAPACITY ANALYSIS AND LEVELS OF SERVICE SUMMARY
SUN DAY CARWASH, ROSEMEAD
Key Intersection
Mi
n
i
m
u
m
Ac
c
e
p
t
a
b
l
e
L
O
S
Time
Period
(1)
Existing
Traffic Conditions
(2)
Year 2027
Cumulative
Traffic Conditions
(3)
Year 2027
Cumulative
Plus Project
Traffic Conditions
(4)
Exceed LOS
Criteria
V/C LOS V/C LOS V/C LOS Increase Yes/No
1. Rio Hondo Avenue at D AM 0.520 A 0.533 A 0.540 A 0.007 No
Valley Boulevard PM 0.660 B 0.698 B 0.709 C 0.011 No
2. Merwin C. Gill Way/Existing Dwy at D AM 0.403 A 0.413 A 0.432 A 0.019 No
Valley Boulevard PM 0.411 A 0.435 A 0.502 A 0.067 No
3. Temple City Boulevard at D AM 0.704 C 0.726 C 0.734 C 0.008 No
Valley Boulevard PM 0.685 B 0.743 C 0.752 C 0.009 No
Notes:
Bold V/C / LOS values indicate adverse service levels based on the City’s LOS standards.
TABLE 7
QUEUING ANALYSIS SUMMARY 12
SUN DAY CARWASH, ROSEMEAD
Queue Length
(Vehicles)
Queue Frequency of Vehicles Observed at All American Express Car Wash, Chino Cumulative
Wednesday
June 12, 2024
Thursday
June 13, 2024
Friday
June 14, 2024
Saturday
June 15, 2024 Total Frequency Percentage
0 0 2 1 0 3 3 0.5%
1 6 12 7 4 29 32 5.6%
2 28 44 24 24 120 152 26.4%
3 80 59 67 60 266 418 72.6%
4 17 17 22 28 84 502 87.2%
5 10 7 15 14 46 548 95.1%
6 2 3 4 6 15 563 97.7%
7 0 0 2 5 7 570 99.0%
8 1 0 0 1 2 572 99.3%
9 0 0 2 2 4 576 100.0%
Total 144 144 144 144 576 -- --
Average 3.0 3.0 3.0 4.0 3.0 -- --
85th Percentile 4.0 4.0 5.0 5.0 4.0 -- --
95th Percentile 5.0 5.0 6.0 7.0 5.0 -- --
Max 8.0 6.0 9.0 9.0 9.0 -- --
12 The express car wash queuing surveys at the All American Express Car Wash (located at 7856 Pine Avenue, Chino) were conducted by Transportation Studies, Inc. (TSI) on Wednesday June 12, 2024, Thursday June
13, 2024, Friday June 14, 2024 and Saturday June 15, 2024 between 7:00 AM and 7:00 PM.
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-25-4693-1
Sun Day Carwash Project, Rosemead
APPENDIX A
APPROVED FOCUSED TRANSPORTATION ANALYSIS SCOPE OF WORK
MEMORANDUM
To: Mr. Sevan Petrossian, P.E.
Associate Engineer
City of Rosemead
Date: October 31, 2025
From: Daniel A. Kloos, P.E.
Linscott, Law & Greenspan, Engineers
LLG Ref: 1-25-4693-1
Subject: Focused Transportation Analysis Scope of Work for the
Sun Day Carwash Project
Rosemead, California
Linscott, Law & Greenspan, Engineers (LLG) is pleased to submit the following updated
Focused Transportation Analysis Scope of Work for the proposed Sun Day Carwash
Project (“Proposed Project”) located in the City of Rosemead, California. The scope of
work has been updated to address City of Rosemead comments. The Focused
Transportation Analysis for the proposed Project will satisfy the traffic impact
requirements of the City of Rosemead Transportation Study Guidelines for Vehicle Miles
Traveled and Level of Service Assessment, dated November 2024.
A. Project Location
The proposed project site is located at 9540 Valley Boulevard in the City of Rosemead,
California. The project site is currently occupied by a vacant carwash. See the attached
Vicinity Map – Figure 1-1 and the Aerial Photograph of the Existing Site – Figure 2-1.
B. Project Description
The proposed Project will consist of a 5,726 square-foot (SF) express car wash with a
160-foot wash tunnel. Access to the project site is currently provided and will continue
to be provided via the signalized intersection of Merwin C. Gill Way/Existing Driveway
at Valley Boulevard. The proposed Project is expected to be completed by the Year 2027.
See the attached Site Plan – Figure 2-2.
C. Project Study Area
The following three (3) key study intersections represent the study intersections to be
evaluated in the Focused Transportation Analysis.
Key Study Intersections
1) Rio Hondo Avenue at Valley Boulevard
2) Merwin C. Gill Way/Existing Driveway at Valley Boulevard
3) Temple City Boulevard at Valley Boulevard
D. Traffic Counts
The AM peak hour and PM peak hour traffic counts for the three (3) key study
intersections will be conducted when local area schools are in session.
Mr. Sevan Petrossian
October 31, 2025
Page 2
\\llgsvrad8\Project\JOB_FILE\4693 - Sun Day Carwash, Rosemead\Scope of Work\4693 - Sun Day Carwash Project Scope of Work 10-31-25.docx
E. Project Trip Generation Forecast
Traffic generation is expressed in vehicle trip ends, defined as one-way vehicular
movements, either entering or exiting the generating land use. Generation equations
and/or rates used in the traffic forecasting procedure are found in the 12th Edition of Trip
Generation, published by the Institute of Transportation Engineers (ITE) [Washington
D.C., 2025].
Table 1 summarizes the trip generation rates and associated forecast for the proposed
Project for a typical weekday. As shown in the upper portion of Table 1, the trip
generation potential of the proposed Project was estimated based on ITE Land Use 948:
Automated Car Wash trip rates (trip end per 1,000 square-feet). Review of the lower
portion of Table 1 indicates that the proposed Project is forecast to generate approximately
1,089 net daily trips, with 63 net trips (35 inbound, 28 outbound) produced in the AM
peak hour and 105 net trips (52 inbound, 53 outbound) produced in the PM peak hour on
a “typical” weekday. It should be noted that the aforementioned overall trip generation
includes estimated adjustments for pass-by per the Trip Generation Manual, 12th Edition,
published by ITE, to account for trips that are already in the everyday traffic stream on
the adjoining streets (i.e. Valley Boulevard, etc.) and will stop as they pass by the Project
site as a matter of convenience on their path to another destination. The pass-by reduction
factors utilized are summarized in the footnotes of Table 1. It should be further noted that
full project trips (i.e. no pass-by) will be included at the existing project driveway.
F. Project Trip Distribution
The trips expected to be generated by the proposed Project will be assigned to the study
intersections based on the distribution pattern presented in Figure 2-3. The project trip
distribution pattern was developed based on the following considerations:
the site's proximity to major traffic carriers (i.e. Valley Boulevard, etc.),
expected localized traffic flow patterns based on adjacent street channelization and
presence of traffic signals, and
ingress/egress availability at the Project site.
G. Year 2027 Future Traffic Volume Forecasts
Ambient Growth Rate: 1.0% per year.
Cumulative Projects – Obtain information regarding cumulative projects in the
vicinity of the proposed project (i.e. 1-mile radius) from the City of Rosemead and
the City of El Monte.
Mr. Sevan Petrossian
October 31, 2025
Page 3
\\llgsvrad8\Project\JOB_FILE\4693 - Sun Day Carwash, Rosemead\Scope of Work\4693 - Sun Day Carwash Project Scope of Work 10-31-25.docx
H. Traffic Analysis Scenarios
The following traffic analysis scenarios will be prepared for the proposed Project.
(a) Existing Traffic Conditions;
(b) Existing Plus Project Traffic Conditions;
(c) Scenario (b) with Improvements, if necessary;
(d) Year 2027 Cumulative Traffic Conditions;
(e) Year 2027 Cumulative Plus Project Traffic Conditions; and
(f) Scenario (e) with Improvements, if necessary.
The LOS calculations for the key study intersections will be based on the ICU
methodology for signalized intersections and the Highway Capacity Manual (HCM)
methodology for unsignalized intersections. The proposed Project’s Transportation
Effects will be based on the criteria outlined in the City of Rosemead Transportation Study
Guidelines for Vehicle Miles Traveled and Level of Service Assessment, dated November
2024.
I. Other Issues
Evaluate Site Access and Internal Circulation, including parking compliance.
Queuing Analysis for the Proposed Express Wash Queuing Lanes. The queuing
analysis will utilize June 2024 queuing data collected from the All American
Express Car Wash located at 7856 Pine Avenue in the City of Chino.
VMT Screening Assessment.
J. Focused Transportation Analysis
LLG will prepare a focused transportation analysis summarizing the above-mentioned
items including our analysis, findings, and conclusions. The focused study will be
suitably documented with tables, figures, and appendix materials.
We appreciate the opportunity to provide this Focused Transportation Analysis Scope of
Work. Should you have any questions, please call us at (626) 796-2322. Thank you.
Approved by:
________________________________________
City of Rosemead Date
TABLE 1
PROJECT TRAFFIC GENERATION FORECAST 1
SUN DAY CARWASH PROJECT, ROSEMEAD
ITE Land Use Code /
Project Description
Daily
2-Way
AM Peak Hour PM Peak Hour
Enter Exit Total Enter Exit Total
Generation Rates:
948: Automated Car Wash (TE/1,000 SF)253.51 55% 45% 14.89 49% 51% 24.40
Proposed Project Generation Forecast:
Sun Day Carwash Project (5,726 SF)1,452 47 38 85 69 71 140
Pass-By (Daily: 25%, AM: 25%, PM: 25%)2 -363 -12 -10 -22 -17 -18 -35
Total Net Project Trip Generation Forecast 1,089 35 28 63 52 53 105
Notes:
TE/1,000 SF = Trip End per 1,000 Square Feet
1 Source: Trip Generation Manual, 12th Edition, Institute of Transportation Engineers, (ITE) [Washington, D.C. (2025)].
2 Pass-By Trips are trips made as intermediate stops on the way from an origin to a primary trip destination. Pass-by trips are attracted from
traffic passing the site on adjacent streets, which contain direct access to the generator. Pass-by reduction factors are typically found in the
Trip Generation Manual, 12th Edition, ITE 2025). It should be noted that since the Trip Generation Manual does not have specific pass-by
reduction factors for an Automated Car Wash, the pass-by reduction factors for a Gas Station (i.e. 63% for the AM peak hour and 57% for
the PM peak hour) were considered, given that a car wash would have similar pass-by characteristics to a gas station. However, in order to
provide a conservative analysis only 25% will be utilized, as summarized in the bullet below.
948: Automated Car Wash: Daily/AM peak hour/PM peak hour – 25% (estimated)/25% (estimated)/25% (estimated)
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-25-4693-1
Sun Day Carwash Project, Rosemead
APPENDIX B
TRAFFIC COUNT DATA
File Name : 1. Rio Hondo Ave_Valley Blvd_SW
Site Code : 00000000
Start Date : 10/1/2025
Page No : 1
City: ROSEMEAD
N-S Direction: RIO HONDO AVENUE
E-W Direction: VALLEY BOULEVARD
Groups Printed- Turning Movement Count
RIO HONDO AVENUE
Southbound
VALLEY BOULEVARD
Westbound
RIO HONDO AVENUE
Northbound
VALLEY BOULEVARD
Eastbound
Start Time Right Thru Left U Turns Right Thru Left U Turns Right Thru Left U Turns Right Thru Left U Turns Int. Total
07:00 7 0 1 0 4 107 10 0 15 2 15 0 4 44 4 0 213
07:15 6 4 9 0 4 178 7 0 12 6 35 0 13 94 1 0 369
07:30 8 4 10 0 3 204 8 0 19 6 42 0 21 126 4 0 455
07:45 14 9 12 0 6 239 11 0 23 7 66 0 27 145 6 0 565
Total 35 17 32 0 17 728 36 0 69 21 158 0 65 409 15 0 1602
08:00 9 7 4 0 6 251 19 0 28 6 59 0 20 150 9 0 568
08:15 8 8 8 0 5 259 11 0 24 3 47 0 23 167 5 0 568
08:30 11 10 6 0 4 206 12 0 32 3 21 0 31 145 3 0 484
08:45 2 3 2 0 6 230 13 0 18 5 26 0 13 122 2 0 442
Total 30 28 20 0 21 946 55 0 102 17 153 0 87 584 19 0 2062
16:00 3 3 7 0 7 150 16 0 31 5 19 0 26 198 6 0 471
16:15 3 6 7 0 10 159 19 0 51 7 30 0 28 224 2 0 546
16:30 4 3 5 0 12 128 16 0 64 7 29 0 30 225 5 0 528
16:45 2 2 1 0 5 192 18 0 49 8 30 0 20 246 10 0 583
Total 12 14 20 0 34 629 69 0 195 27 108 0 104 893 23 0 2128
17:00 2 4 6 0 3 189 14 0 50 10 41 0 37 249 6 0 611
17:15 4 6 4 0 7 174 10 0 56 3 35 0 39 250 6 0 594
17:30 6 5 4 0 9 177 12 0 44 10 40 0 33 251 4 0 595
17:45 1 5 6 0 1 185 14 0 52 11 30 0 40 227 4 0 576
Total 13 20 20 0 20 725 50 0 202 34 146 0 149 977 20 0 2376
Grand Total 90 79 92 0 92 3028 210 0 568 99 565 0 405 2863 77 0 8168
Apprch %34.5 30.3 35.2 0 2.8 90.9 6.3 0 46.1 8 45.9 0 12.1 85.6 2.3 0
Total %1.1 1 1.1 0 1.1 37.1 2.6 0 7 1.2 6.9 0 5 35.1 0.9 0
Transportation Studies, Inc
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
File Name : 1. Rio Hondo Ave_Valley Blvd_SW
Site Code : 00000000
Start Date : 10/1/2025
Page No : 2
City: ROSEMEAD
N-S Direction: RIO HONDO AVENUE
E-W Direction: VALLEY BOULEVARD
RIO HONDO AVENUE
Southbound
VALLEY BOULEVARD
Westbound
RIO HONDO AVENUE
Northbound
VALLEY BOULEVARD
Eastbound
Start Time Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Int. Total
Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:45
07:45 14 9 12 0 35 6 239 11 0 256 23 7 66 0 96 27 145 6 0 178 565
08:00 9 7 4 0 20 6 251 19 0 276 28 6 59 0 93 20 150 9 0 179 568
08:15 8 8 8 0 24 5 259 11 0 275 24 3 47 0 74 23 167 5 0 195 568
08:30 11 10 6 0 27 4 206 12 0 222 32 3 21 0 56 31 145 3 0 179 484
Total Volume 42 34 30 0 106 21 955 53 0 1029 107 19 193 0 319 101 607 23 0 731 2185
% App. Total 39.6 32.1 28.3 0 2 92.8 5.2 0 33.5 6 60.5 0 13.8 83 3.1 0
PHF .750 .850 .625 .000 .757 .875 .922 .697 .000 .932 .836 .679 .731 .000 .831 .815 .909 .639 .000 .937 .962
RIO HONDO AVENUE
V
A
L
L
E
Y
B
O
U
L
E
V
A
R
D
V
A
L
L
E
Y
B
O
U
L
E
V
A
R
D
RIO HONDO AVENUE
Right
42
Thru
34
Left
30
U
Turns
0
InOut Total
63 106 169
Ri
g
h
t
21
Th
r
u
95
5
Le
f
t
53
U
Tu
r
n
s
0
Ou
t
To
t
a
l
In
74
4
10
2
9
17
7
3
Left
193
Thru
19
Right
107
U
Turns
0
Out TotalIn
188 319 507
Le
f
t
23
Th
r
u
60
7
Ri
g
h
t
10
1
U
Tu
r
n
s
0
To
t
a
l
Ou
t
In
11
9
0
73
1
19
2
1
Peak Hour Begins at 07:45
Turning Movement Count
Peak Hour Data
North
Transportation Studies, Inc
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
File Name : 1. Rio Hondo Ave_Valley Blvd_SW
Site Code : 00000000
Start Date : 10/1/2025
Page No : 3
City: ROSEMEAD
N-S Direction: RIO HONDO AVENUE
E-W Direction: VALLEY BOULEVARD
RIO HONDO AVENUE
Southbound
VALLEY BOULEVARD
Westbound
RIO HONDO AVENUE
Northbound
VALLEY BOULEVARD
Eastbound
Start Time Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Int. Total
Peak Hour Analysis From 16:00 to 17:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 16:45
16:45 2 2 1 0 5 5 192 18 0 215 49 8 30 0 87 20 246 10 0 276 583
17:00 2 4 6 0 12 3 189 14 0 206 50 10 41 0 101 37 249 6 0 292 611
17:15 4 6 4 0 14 7 174 10 0 191 56 3 35 0 94 39 250 6 0 295 594
17:30 6 5 4 0 15 9 177 12 0 198 44 10 40 0 94 33 251 4 0 288 595
Total Volume 14 17 15 0 46 24 732 54 0 810 199 31 146 0 376 129 996 26 0 1151 2383
% App. Total 30.4 37 32.6 0 3 90.4 6.7 0 52.9 8.2 38.8 0 11.2 86.5 2.3 0
PHF .583 .708 .625 .000 .767 .667 .953 .750 .000 .942 .888 .775 .890 .000 .931 .827 .992 .650 .000 .975 .975
RIO HONDO AVENUE
V
A
L
L
E
Y
B
O
U
L
E
V
A
R
D
V
A
L
L
E
Y
B
O
U
L
E
V
A
R
D
RIO HONDO AVENUE
Right
14
Thru
17
Left
15
U
Turns
0
InOut Total
81 46 127
Ri
g
h
t
24
Th
r
u
73
2
Le
f
t
54
U
Tu
r
n
s
0
Ou
t
To
t
a
l
In
12
1
0
81
0
20
2
0
Left
146
Thru
31
Right
199
U
Turns
0
Out TotalIn
200 376 576
Le
f
t
26
Th
r
u
99
6
Ri
g
h
t
12
9
U
Tu
r
n
s
0
To
t
a
l
Ou
t
In
89
2
11
5
1
20
4
3
Peak Hour Begins at 16:45
Turning Movement Count
Peak Hour Data
North
Transportation Studies, Inc
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
File Name : h2506002
Site Code : 00000000
Start Date : 10/1/2025
Page No : 1
City: ROSEMEAD
N-S Direction: MERWIN C. GILLWAY
E-W Direction: VALLEY BOULEVARD
Groups Printed- Turning Movement Count
MERWIN C. GILLWAY
Southbound
VALLEY BOULEVARD
Westbound
DRIVEWAY
Northbound
VALLEY BOULEVARD
Eastbound
Start Time Right Thru Left U Turns Right Thru Left U Turns Right Thru Left U Turns Right Thru Left U Turns Int. Total
07:00 2 0 4 0 12 120 0 0 0 0 0 0 1 63 6 0 208
07:15 2 0 2 0 16 169 0 0 1 0 1 0 0 106 5 0 302
07:30 3 0 2 0 3 256 0 0 0 0 0 0 0 128 2 0 394
07:45 4 0 1 0 11 220 0 0 0 0 0 0 0 176 9 0 421
Total 11 0 9 0 42 765 0 0 1 0 1 0 1 473 22 0 1325
08:00 3 0 1 0 7 257 0 0 0 0 0 0 0 187 5 0 460
08:15 1 0 1 0 5 308 0 0 0 0 0 0 0 176 3 0 494
08:30 1 0 2 0 1 224 0 0 0 0 0 0 0 168 2 0 398
08:45 2 0 0 0 3 221 0 0 0 0 0 0 0 140 1 0 367
Total 7 0 4 0 16 1010 0 0 0 0 0 0 0 671 11 0 1719
16:00 13 0 7 0 1 153 0 0 0 0 2 0 1 262 0 3 442
16:15 7 0 6 0 0 192 1 0 0 0 0 0 0 274 3 2 485
16:30 11 0 3 0 1 178 0 0 0 0 0 0 0 259 3 0 455
16:45 3 0 6 0 0 159 0 0 0 0 0 0 0 272 1 0 441
Total 34 0 22 0 2 682 1 0 0 0 2 0 1 1067 7 5 1823
17:00 8 0 7 0 5 196 0 0 0 0 0 0 0 287 3 0 506
17:15 1 0 4 0 3 176 0 0 0 0 0 0 1 255 2 0 442
17:30 2 0 5 0 0 226 0 0 0 0 0 0 1 272 2 0 508
17:45 3 0 1 0 4 189 0 0 0 0 0 0 1 267 0 0 465
Total 14 0 17 0 12 787 0 0 0 0 0 0 3 1081 7 0 1921
Grand Total 66 0 52 0 72 3244 1 0 1 0 3 0 5 3292 47 5 6788
Apprch %55.9 0 44.1 0 2.2 97.8 0 0 25 0 75 0 0.1 98.3 1.4 0.1
Total %1 0 0.8 0 1.1 47.8 0 0 0 0 0 0 0.1 48.5 0.7 0.1
Transportation Studies, Inc
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
File Name : h2506002
Site Code : 00000000
Start Date : 10/1/2025
Page No : 2
City: ROSEMEAD
N-S Direction: MERWIN C. GILLWAY
E-W Direction: VALLEY BOULEVARD
MERWIN C. GILLWAY
Southbound
VALLEY BOULEVARD
Westbound
DRIVEWAY
Northbound
VALLEY BOULEVARD
Eastbound
Start Time Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Int. Total
Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:45
07:45 4 0 1 0 5 11 220 0 0 231 0 0 0 0 0 0 176 9 0 185 421
08:00 3 0 1 0 4 7 257 0 0 264 0 0 0 0 0 0 187 5 0 192 460
08:15 1 0 1 0 2 5 308 0 0 313 0 0 0 0 0 0 176 3 0 179 494
08:30 1 0 2 0 3 1 224 0 0 225 0 0 0 0 0 0 168 2 0 170 398
Total Volume 9 0 5 0 14 24 1009 0 0 1033 0 0 0 0 0 0 707 19 0 726 1773
% App. Total 64.3 0 35.7 0 2.3 97.7 0 0 0 0 0 0 0 97.4 2.6 0
PHF .563 .000 .625 .000 .700 .545 .819 .000 .000 .825 .000 .000 .000 .000 .000 .000 .945 .528 .000 .945 .897
MERWIN C. GILLWAY
V
A
L
L
E
Y
B
O
U
L
E
V
A
R
D
V
A
L
L
E
Y
B
O
U
L
E
V
A
R
D
DRIVEWAY
Right
9
Thru
0
Left
5
U
Turns
0
InOut Total
43 14 57
Ri
g
h
t
24
Th
r
u
10
0
9
Le
f
t
0
U
Tu
r
n
s
0
Ou
t
To
t
a
l
In
71
2
10
3
3
17
4
5
Left
0
Thru
0
Right
0
U
Turns
0
Out TotalIn
0 0 0
Le
f
t
19
Th
r
u
70
7
Ri
g
h
t
0
U
Tu
r
n
s
0
To
t
a
l
Ou
t
In
10
1
8
72
6
17
4
4
Peak Hour Begins at 07:45
Turning Movement Count
Peak Hour Data
North
Transportation Studies, Inc
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
File Name : h2506002
Site Code : 00000000
Start Date : 10/1/2025
Page No : 3
City: ROSEMEAD
N-S Direction: MERWIN C. GILLWAY
E-W Direction: VALLEY BOULEVARD
MERWIN C. GILLWAY
Southbound
VALLEY BOULEVARD
Westbound
DRIVEWAY
Northbound
VALLEY BOULEVARD
Eastbound
Start Time Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Int. Total
Peak Hour Analysis From 16:00 to 17:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 17:00
17:00 8 0 7 0 15 5 196 0 0 201 0 0 0 0 0 0 287 3 0 290 506
17:15 1 0 4 0 5 3 176 0 0 179 0 0 0 0 0 1 255 2 0 258 442
17:30 2 0 5 0 7 0 226 0 0 226 0 0 0 0 0 1 272 2 0 275 508
17:45 3 0 1 0 4 4 189 0 0 193 0 0 0 0 0 1 267 0 0 268 465
Total Volume 14 0 17 0 31 12 787 0 0 799 0 0 0 0 0 3 1081 7 0 1091 1921
% App. Total 45.2 0 54.8 0 1.5 98.5 0 0 0 0 0 0 0.3 99.1 0.6 0
PHF .438 .000 .607 .000 .517 .600 .871 .000 .000 .884 .000 .000 .000 .000 .000 .750 .942 .583 .000 .941 .945
MERWIN C. GILLWAY
V
A
L
L
E
Y
B
O
U
L
E
V
A
R
D
V
A
L
L
E
Y
B
O
U
L
E
V
A
R
D
DRIVEWAY
Right
14
Thru
0
Left
17
U
Turns
0
InOut Total
19 31 50
Ri
g
h
t
12
Th
r
u
78
7
Le
f
t
0
U
Tu
r
n
s
0
Ou
t
To
t
a
l
In
10
9
8
79
9
18
9
7
Left
0
Thru
0
Right
0
U
Turns
0
Out TotalIn
3 0 3
Le
f
t
7
Th
r
u
10
8
1
Ri
g
h
t
3
U
Tu
r
n
s
0
To
t
a
l
Ou
t
In
80
1
10
9
1
18
9
2
Peak Hour Begins at 17:00
Turning Movement Count
Peak Hour Data
North
Transportation Studies, Inc
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
File Name : H2506003
Site Code : 00000000
Start Date : 10/1/2025
Page No : 1
City: ROSEMEAD
N-S Direction: TEMPLE CITY BOULEVARD
E-W Direction: VALLEY BOULEVARD
Groups Printed- Turning Movement Count
TEMPLE CITY
BOULEVARD
Southbound
VALLEY BOULEVARD
Westbound
TEMPLE CITY
BOULEVARD
Northbound
VALLEY BOULEVARD
Eastbound
Start Time Right Thru Left U Turns Right Thru Left U Turns Right Thru Left U Turns Right Thru Left U Turns Int. Total
07:00 35 148 22 0 34 77 21 0 5 178 26 0 5 39 16 0 606
07:15 29 129 14 0 45 131 14 0 5 185 37 0 3 77 30 0 699
07:30 55 141 30 0 51 163 18 0 9 222 31 0 7 69 31 0 827
07:45 49 146 48 0 50 141 22 0 4 165 39 0 5 148 47 0 864
Total 168 564 114 0 180 512 75 0 23 750 133 0 20 333 124 0 2996
08:00 56 186 46 0 46 160 22 0 6 173 47 0 8 127 40 0 917
08:15 45 152 47 0 62 219 21 0 8 170 51 0 9 150 41 0 975
08:30 42 171 36 0 48 139 12 0 8 180 37 0 10 121 32 0 836
08:45 42 169 36 0 58 155 20 0 11 127 39 0 13 107 23 0 800
Total 185 678 165 0 214 673 75 0 33 650 174 0 40 505 136 0 3528
16:00 31 165 48 0 39 84 23 0 18 144 25 0 18 183 44 0 822
16:15 45 137 40 0 34 128 22 0 15 144 24 0 15 218 64 0 886
16:30 34 148 60 0 45 104 24 0 11 157 32 0 17 201 50 0 883
16:45 32 169 50 0 33 104 17 0 12 181 25 0 15 228 60 0 926
Total 142 619 198 0 151 420 86 0 56 626 106 0 65 830 218 0 3517
17:00 39 143 43 0 26 119 27 0 11 173 37 0 20 189 52 0 879
17:15 33 167 41 0 39 125 26 0 13 142 23 0 14 235 61 0 919
17:30 40 150 41 0 43 134 21 0 6 152 61 0 13 207 66 0 934
17:45 34 102 33 0 34 107 13 0 12 150 53 0 18 181 54 0 791
Total 146 562 158 0 142 485 87 0 42 617 174 0 65 812 233 0 3523
Grand Total 641 2423 635 0 687 2090 323 0 154 2643 587 0 190 2480 711 0 13564
Apprch %17.3 65.5 17.2 0 22.2 67.4 10.4 0 4.6 78.1 17.3 0 5.6 73.4 21 0
Total %4.7 17.9 4.7 0 5.1 15.4 2.4 0 1.1 19.5 4.3 0 1.4 18.3 5.2 0
Transportation Studies, Inc
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
File Name : H2506003
Site Code : 00000000
Start Date : 10/1/2025
Page No : 2
City: ROSEMEAD
N-S Direction: TEMPLE CITY BOULEVARD
E-W Direction: VALLEY BOULEVARD
TEMPLE CITY BOULEVARD
Southbound
VALLEY BOULEVARD
Westbound
TEMPLE CITY BOULEVARD
Northbound
VALLEY BOULEVARD
Eastbound
Start Time Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Int. Total
Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:45
07:45 49 146 48 0 243 50 141 22 0 213 4 165 39 0 208 5 148 47 0 200 864
08:00 56 186 46 0 288 46 160 22 0 228 6 173 47 0 226 8 127 40 0 175 917
08:15 45 152 47 0 244 62 219 21 0 302 8 170 51 0 229 9 150 41 0 200 975
08:30 42 171 36 0 249 48 139 12 0 199 8 180 37 0 225 10 121 32 0 163 836
Total Volume 192 655 177 0 1024 206 659 77 0 942 26 688 174 0 888 32 546 160 0 738 3592
% App. Total 18.8 64 17.3 0 21.9 70 8.2 0 2.9 77.5 19.6 0 4.3 74 21.7 0
PHF .857 .880 .922 .000 .889 .831 .752 .875 .000 .780 .813 .956 .853 .000 .969 .800 .910 .851 .000 .923 .921
TEMPLE CITY BOULEVARD
V
A
L
L
E
Y
B
O
U
L
E
V
A
R
D
V
A
L
L
E
Y
B
O
U
L
E
V
A
R
D
TEMPLE CITY BOULEVARD
Right
192
Thru
655
Left
177
U
Turns
0
InOut Total
1054 1024 2078
Ri
g
h
t
20
6
Th
r
u
65
9
Le
f
t
77
U
Tu
r
n
s
0
Ou
t
To
t
a
l
In
74
9
94
2
16
9
1
Left
174
Thru
688
Right
26
U
Turns
0
Out TotalIn
764 888 1652
Le
f
t
16
0
Th
r
u
54
6
Ri
g
h
t
32
U
Tu
r
n
s
0
To
t
a
l
Ou
t
In
10
2
5
73
8
17
6
3
Peak Hour Begins at 07:45
Turning Movement Count
Peak Hour Data
North
Transportation Studies, Inc
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
File Name : H2506003
Site Code : 00000000
Start Date : 10/1/2025
Page No : 3
City: ROSEMEAD
N-S Direction: TEMPLE CITY BOULEVARD
E-W Direction: VALLEY BOULEVARD
TEMPLE CITY BOULEVARD
Southbound
VALLEY BOULEVARD
Westbound
TEMPLE CITY BOULEVARD
Northbound
VALLEY BOULEVARD
Eastbound
Start Time Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Right Thru Left U Turns App. Total Int. Total
Peak Hour Analysis From 16:00 to 17:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 16:45
16:45 32 169 50 0 251 33 104 17 0 154 12 181 25 0 218 15 228 60 0 303 926
17:00 39 143 43 0 225 26 119 27 0 172 11 173 37 0 221 20 189 52 0 261 879
17:15 33 167 41 0 241 39 125 26 0 190 13 142 23 0 178 14 235 61 0 310 919
17:30 40 150 41 0 231 43 134 21 0 198 6 152 61 0 219 13 207 66 0 286 934
Total Volume 144 629 175 0 948 141 482 91 0 714 42 648 146 0 836 62 859 239 0 1160 3658
% App. Total 15.2 66.4 18.5 0 19.7 67.5 12.7 0 5 77.5 17.5 0 5.3 74.1 20.6 0
PHF .900 .930 .875 .000 .944 .820 .899 .843 .000 .902 .808 .895 .598 .000 .946 .775 .914 .905 .000 .935 .979
TEMPLE CITY BOULEVARD
V
A
L
L
E
Y
B
O
U
L
E
V
A
R
D
V
A
L
L
E
Y
B
O
U
L
E
V
A
R
D
TEMPLE CITY BOULEVARD
Right
144
Thru
629
Left
175
U
Turns
0
InOut Total
1028 948 1976
Ri
g
h
t
14
1
Th
r
u
48
2
Le
f
t
91
U
Tu
r
n
s
0
Ou
t
To
t
a
l
In
10
7
6
71
4
17
9
0
Left
146
Thru
648
Right
42
U
Turns
0
Out TotalIn
782 836 1618
Le
f
t
23
9
Th
r
u
85
9
Ri
g
h
t
62
U
Tu
r
n
s
0
To
t
a
l
Ou
t
In
77
2
11
6
0
19
3
2
Peak Hour Begins at 16:45
Turning Movement Count
Peak Hour Data
North
Transportation Studies, Inc
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-25-4693-1
Sun Day Carwash Project, Rosemead
APPENDIX C
ICU LOS CALCULATION WORKSHEETS
WEEKDAY AM AND PM PEAK HOURS
LINSCOTT, LAW & GREENSPAN, ENGINEERS
600 S. Lake Avenue, Ste 500, Pasadena 91106 INTERSECTION CAPACITY UTILIZATION
(626) 796.2322 Fax (626) 792.0941
Rio Hondo Avenue @ Valley Boulevard
Peak hr: AM
N-S St: Rio Hondo Avenue Annual Growth: 1.00%Date: 11/12/2025
E-W St: Valley Boulevard Applied Growth: 2.01%Existing Year: 2025
Project: Sun Day Carwash Project/1-25-4693-1 Projection Year: 2027
File: ICU1
2025 EXISTING TRAFFIC 2025 EXISTING WITH PROJECT 2025 EXISTING W/ PROJECT + MITIGATION 2027 FUTURE PRE-PROJECT 2027 FUTURE WITH PROJECT
Added Added
1 2 V/C Added Total 2 V/C Added Total 2 V/C Amb. Grow. Rel. Proj. Total 2 V/C Added Total 2 V/C
Movement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Volume Capacity Ratio Volume Volume Capacity Ratio
NB Left 193 0 0.107 0 193 0 0.107 0 193 0 0.107 4 1 198 0 0.110 0 198 0 0.110
NB Thru 19 1800 0.177 * 0 19 1800 0.178 * 0 19 1800 0.178 * 0 0 19 1800 0.181 * 0 19 1800 0.182 *
NB Right 107 0 0.000 2 109 0 0.000 0 109 0 0.000 2 0 109 0 0.000 2 111 0 0.000
SB Left 30 0 0.017 * 2 32 0 0.018 * 0 32 0 0.018 * 1 0 31 0 0.017 * 2 33 0 0.018 *
SB Thru 34 1800 0.059 0 34 1800 0.060 0 34 1800 0.060 1 0 35 1800 0.061 0 35 1800 0.062
SB Right 42 0 0.000 0 42 0 0.000 0 42 0 0.000 1 0 43 0 0.000 0 43 0 0.000
EB Left 23 1800 0.013 0 23 1800 0.013 0 23 1800 0.013 0 0 23 1800 0.013 0 23 1800 0.013
EB Thru 607 3600 0.197 * 14 621 3600 0.201 * 0 621 3600 0.201 * 12 14 633 3600 0.205 * 14 647 3600 0.209 *
EB Right 101 0 0.000 0 101 0 0.000 0 101 0 0.000 2 1 104 0 0.000 0 104 0 0.000
WB Left 53 1800 0.029 * 1 54 1800 0.030 * 0 54 1800 0.030 * 1 0 54 1800 0.030 * 1 55 1800 0.031 *
WB Thru 955 5400 0.181 11 966 5400 0.183 0 966 5400 0.183 19 19 993 5400 0.188 11 1004 5400 0.190
WB Right 21 0 0.000 1 22 0 0.000 0 22 0 0.000 0 0 21 0 0.000 1 22 0 0.000
Yellow Allowance 0.100 * 0.100 * 0.100 * 0.100 * 0.100 *
ICU 0.520 0.527 0.527 0.533 0.540
LOSAAA AA
* Key conflicting movement as a part of ICU
1 Counts conducted by: Transportation Studies Inc.
2 Capacity expressed in veh/hour of green
LINSCOTT, LAW & GREENSPAN, ENGINEERS
600 S. Lake Avenue, Ste 500, Pasadena 91106 INTERSECTION CAPACITY UTILIZATION
(626) 796.2322 Fax (626) 792.0941
Rio Hondo Avenue @ Valley Boulevard
Peak hr: PM
N-S St: Rio Hondo Avenue Annual Growth: 1.00%Date: 11/12/2025
E-W St: Valley Boulevard Applied Growth: 2.01%Existing Year: 2025
Project: Sun Day Carwash Project/1-25-4693-1 Projection Year: 2027
File: ICU1
2025 EXISTING TRAFFIC 2025 EXISTING WITH PROJECT 2025 EXISTING W/ PROJECT + MITIGATION 2027 FUTURE PRE-PROJECT 2027 FUTURE WITH PROJECT
Added Added
1 2 V/C Added Total 2 V/C Added Total 2 V/C Amb. Grow. Rel. Proj. Total 2 V/C Added Total 2 V/C
Movement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Volume Capacity Ratio Volume Volume Capacity Ratio
NB Left 146 0 0.081 0 146 0 0.081 0 146 0 0.081 3 12 161 0 0.089 0 161 0 0.089
NB Thru 31 1800 0.209 * 0 31 1800 0.211 * 0 31 1800 0.211 * 1 0 32 1800 0.220 * 0 32 1800 0.222 *
NB Right 199 0 0.000 3 202 0 0.000 0 202 0 0.000 4 0 203 0 0.000 3 206 0 0.000
SB Left 15 0 0.008 * 3 18 0 0.010 * 0 18 0 0.010 * 0 0 15 0 0.008 * 3 18 0 0.010 *
SB Thru 17 1800 0.026 0 17 1800 0.027 0 17 1800 0.027 0 0 17 1800 0.026 0 17 1800 0.027
SB Right 14 0 0.000 0 14 0 0.000 0 14 0 0.000 0 0 14 0 0.000 0 14 0 0.000
EB Left 26 1800 0.014 0 26 1800 0.014 0 26 1800 0.014 1 0 27 1800 0.015 0 27 1800 0.015
EB Thru 996 3600 0.313 * 21 1017 3600 0.318 * 0 1017 3600 0.318 * 20 66 1082 3600 0.339 * 21 1103 3600 0.345 *
EB Right 129 0 0.000 0 129 0 0.000 0 129 0 0.000 3 6 138 0 0.000 0 138 0 0.000
WB Left 54 1800 0.030 * 3 57 1800 0.032 * 0 57 1800 0.032 * 1 0 55 1800 0.031 * 3 58 1800 0.032 *
WB Thru 732 5400 0.140 21 753 5400 0.144 0 753 5400 0.144 15 122 869 5400 0.165 21 890 5400 0.170
WB Right 24 0 0.000 3 27 0 0.000 0 27 0 0.000 0 0 24 0 0.000 3 27 0 0.000
Yellow Allowance 0.100 * 0.100 * 0.100 * 0.100 * 0.100 *
ICU 0.660 0.671 0.671 0.698 0.709
LOS B B B B C
* Key conflicting movement as a part of ICU
1 Counts conducted by: Transportation Studies Inc.
2 Capacity expressed in veh/hour of green
LINSCOTT, LAW & GREENSPAN, ENGINEERS
600 S. Lake Avenue, Ste 500, Pasadena 91106 INTERSECTION CAPACITY UTILIZATION
(626) 796.2322 Fax (626) 792.0941
Merwin C. Gill Way - Existing Driveway @ Valley Boulevard
Peak hr: AM
N-S St: Merwin C. Gill Way - Existing Driveway Annual Growth: 1.00%Date: 11/18/2025
E-W St: Valley Boulevard Applied Growth: 2.01%Existing Year: 2025
Project: Sun Day Carwash Project/1-25-4693-1 Projection Year: 2027
File: ICU2
2025 EXISTING TRAFFIC 2025 EXISTING WITH PROJECT 2025 EXISTING W/ PROJECT + MITIGATION 2027 FUTURE PRE-PROJECT 2027 FUTURE WITH PROJECT
Added Added
1 2 V/C Added Total 2 V/C Added Total 2 V/C Amb. Grow. Rel. Proj. Total 2 V/C Added Total 2 V/C
Movement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Volume Capacity Ratio Volume Volume Capacity Ratio
NB Left 0 0 0.000 * 19 19 0 0.011 0 19 0 0.011 00000.000 * 19 19 0 0.011
NB Thru 0 1800 0.000 0 0 1800 0.021 * 0 0 1800 0.021 * 0 0 0 1800 0.000 0 0 1800 0.021 *
NB Right 0 0 0.000 19 19 0 0.000 0 19 0 0.000 00000.000 19 19 0 0.000
SB Left 5 1800 0.003 0 5 1800 0.003 * 0 5 1800 0.003 * 0 0 5 1800 0.003 0 5 1800 0.003 *
SB Thru 0 0 0.000 0 0 0 0.000 0 0 0 0.000 00000.000 0 0 0 0.000
SB Right 9 1800 0.005 * 0 9 1800 0.005 0 9 1800 0.005 0 0 9 1800 0.005 * 0 9 1800 0.005
EB Left 19 1800 0.011 * 0 19 1800 0.011 * 0 19 1800 0.011 * 0 0 19 1800 0.011 * 0 19 1800 0.011 *
EB Thru 707 3600 0.196 0 707 3600 0.203 0 707 3600 0.203 14 14 735 3600 0.204 0 735 3600 0.211
EB Right 0 0 0.000 24 24 0 0.000 0 24 0 0.000 00000.000 24 24 0 0.000
WB Left 0 1800 0.000 23 23 1800 0.013 0 23 1800 0.013 0 0 0 1800 0.000 23 23 1800 0.013
WB Thru 1009 3600 0.287 * 0 1009 3600 0.287 * 0 1009 3600 0.287 * 20 19 1048 3600 0.298 * 0 1048 3600 0.298 *
WB Right 24 0 0.000 0 24 0 0.000 0 24 0 0.000 0 0 24 0 0.000 0 24 0 0.000
Yellow Allowance 0.100 * 0.100 * 0.100 * 0.100 * 0.100 *
ICU 0.403 0.421 0.421 0.413 0.432
LOSAAA AA
* Key conflicting movement as a part of ICU
1 Counts conducted by: Transportation Studies Inc.
2 Capacity expressed in veh/hour of green
LINSCOTT, LAW & GREENSPAN, ENGINEERS
600 S. Lake Avenue, Ste 500, Pasadena 91106 INTERSECTION CAPACITY UTILIZATION
(626) 796.2322 Fax (626) 792.0941
Merwin C. Gill Way - Existing Driveway @ Valley Boulevard
Peak hr: PM
N-S St: Merwin C. Gill Way - Existing Driveway Annual Growth: 1.00%Date: 11/18/2025
E-W St: Valley Boulevard Applied Growth: 2.01%Existing Year: 2025
Project: Sun Day Carwash Project/1-25-4693-1 Projection Year: 2027
File: ICU2
2025 EXISTING TRAFFIC 2025 EXISTING WITH PROJECT 2025 EXISTING W/ PROJECT + MITIGATION 2027 FUTURE PRE-PROJECT 2027 FUTURE WITH PROJECT
Added Added
1 2 V/C Added Total 2 V/C Added Total 2 V/C Amb. Grow. Rel. Proj. Total 2 V/C Added Total 2 V/C
Movement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Volume Capacity Ratio Volume Volume Capacity Ratio
NB Left 0 0 0.000 36 36 0 0.020 0 36 0 0.020 00000.000 36 36 0 0.020
NB Thru 0 1800 0.000 0 0 1800 0.039 * 0 0 1800 0.039 * 0 0 0 1800 0.000 0 0 1800 0.039 *
NB Right 0 0 0.000 35 35 0 0.000 0 35 0 0.000 00000.000 35 35 0 0.000
SB Left 17 1800 0.009 0 17 1800 0.009 * 0 17 1800 0.009 * 0 0 17 1800 0.009 0 17 1800 0.009 *
SB Thru 0 0 0.000 0 0 0 0.000 0 0 0 0.000 00000.000 0 0 0 0.000
SB Right 14 1800 0.008 0 14 1800 0.008 0 14 1800 0.008 0 0 14 1800 0.008 0 14 1800 0.008
EB Left 7 1800 0.004 0 7 1800 0.004 0 7 1800 0.004 0 0 7 1800 0.004 0 7 1800 0.004
EB Thru 1081 3600 0.301 * 0 1081 3600 0.310 * 0 1081 3600 0.310 * 22 66 1169 3600 0.326 * 0 1169 3600 0.334 *
EB Right 3 0 0.000 35 35 0 0.000 0 35 0 0.000 00300.000 35 35 0 0.000
WB Left 0 1800 0.000 * 34 34 1800 0.019 * 0 34 1800 0.019 * 0 0 0 1800 0.000 * 34 34 1800 0.019 *
WB Thru 787 3600 0.222 0 787 3600 0.222 0 787 3600 0.222 16 122 925 3600 0.260 0 925 3600 0.260
WB Right 12 0 0.000 0 12 0 0.000 0 12 0 0.000 0 0 12 0 0.000 0 12 0 0.000
Yellow Allowance 0.100 * 0.100 * 0.100 * 0.100 * 0.100 *
ICU 0.411 0.478 0.478 0.435 0.502
LOSAAA AA
* Key conflicting movement as a part of ICU
1 Counts conducted by: Transportation Studies Inc.
2 Capacity expressed in veh/hour of green
LINSCOTT, LAW & GREENSPAN, ENGINEERS
600 S. Lake Avenue, Ste 500, Pasadena 91106 INTERSECTION CAPACITY UTILIZATION
(626) 796.2322 Fax (626) 792.0941
Temple City Boulevard @ Valley Boulevard
Peak hr: AM
N-S St: Temple City Boulevard Annual Growth: 1.00%Date: 11/12/2025
E-W St: Valley Boulevard Applied Growth: 2.01%Existing Year: 2025
Project: Sun Day Carwash Project/1-25-4693-1 Projection Year: 2027
File: ICU3
2025 EXISTING TRAFFIC 2025 EXISTING WITH PROJECT 2025 EXISTING W/ PROJECT + MITIGATION 2027 FUTURE PRE-PROJECT 2027 FUTURE WITH PROJECT
Added Added
1 2 V/C Added Total 2 V/C Added Total 2 V/C Amb. Grow. Rel. Proj. Total 2 V/C Added Total 2 V/C
Movement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Volume Capacity Ratio Volume Volume Capacity Ratio
NB Left 174 1800 0.097 * 5 179 1800 0.099 * 0 179 1800 0.099 * 3 1 178 1800 0.099 * 5 183 1800 0.102 *
NB Thru 688 3600 0.198 0 688 3600 0.198 0 688 3600 0.198 14 25 727 3600 0.210 0 727 3600 0.210
NB Right 26 0 0.000 0 26 0 0.000 0 26 0 0.000 1 3 30 0 0.000 0 30 0 0.000
SB Left 177 1800 0.098 0 177 1800 0.098 0 177 1800 0.098 4 4 185 1800 0.103 0 185 1800 0.103
SB Thru 655 3600 0.235 * 0 655 3600 0.236 * 0 655 3600 0.236 * 13 6 674 3600 0.242 * 0 674 3600 0.243 *
SB Right 192 0 0.000 4 196 0 0.000 0 196 0 0.000 4 2 198 0 0.000 4 202 0 0.000
EB Left 160 1800 0.089 * 3 163 1800 0.091 * 0 163 1800 0.091 * 3 5 168 1800 0.093 * 3 171 1800 0.095 *
EB Thru 546 3600 0.152 7 553 3600 0.154 0 553 3600 0.154 11 8 565 3600 0.157 7 572 3600 0.159
EB Right [3] 32 1800 0.000 4 36 1800 0.000 0 36 1800 0.000 1 1 34 1800 0.000 4 38 1800 0.000
WB Left 77 1800 0.043 0 77 1800 0.043 0 77 1800 0.043 2 9 88 1800 0.049 0 88 1800 0.049
WB Thru 659 3600 0.183 * 9 668 3600 0.186 * 0 668 3600 0.186 * 13 16 688 3600 0.191 * 9 697 3600 0.194 *
WB Right [4] 206 1800 0.016 0 206 1800 0.016 0 206 1800 0.016 4 21 231 1800 0.026 0 231 1800 0.026
Yellow Allowance 0.100 * 0.100 * 0.100 * 0.100 * 0.100 *
ICU 0.704 0.712 0.712 0.726 0.734
LOSCCC CC
* Key conflicting movement as a part of ICU
1 Counts conducted by: Transportation Studies Inc.
2 Capacity expressed in veh/hour of green
3 The eastbound right-turn lane has an overlapping phase with the northbound left-turn phase.
4 The westbound right-turn lane has an overlapping phase with the southbound left-turn phase.
LINSCOTT, LAW & GREENSPAN, ENGINEERS
600 S. Lake Avenue, Ste 500, Pasadena 91106 INTERSECTION CAPACITY UTILIZATION
(626) 796.2322 Fax (626) 792.0941
Temple City Boulevard @ Valley Boulevard
Peak hr: PM
N-S St: Temple City Boulevard Annual Growth: 1.00%Date: 11/12/2025
E-W St: Valley Boulevard Applied Growth: 2.01%Existing Year: 2025
Project: Sun Day Carwash Project/1-25-4693-1 Projection Year: 2027
File: ICU3
2025 EXISTING TRAFFIC 2025 EXISTING WITH PROJECT 2025 EXISTING W/ PROJECT + MITIGATION 2027 FUTURE PRE-PROJECT 2027 FUTURE WITH PROJECT
Added Added
1 2 V/C Added Total 2 V/C Added Total 2 V/C Amb. Grow. Rel. Proj. Total 2 V/C Added Total 2 V/C
Movement Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Capacity Ratio Volume Volume Volume Capacity Ratio Volume Volume Capacity Ratio
NB Left 146 1800 0.081 * 8 154 1800 0.086 * 0 154 1800 0.086 * 3 25 174 1800 0.097 * 8 182 1800 0.101 *
NB Thru 648 3600 0.192 0 648 3600 0.192 0 648 3600 0.192 13 9 670 3600 0.201 0 670 3600 0.201
NB Right 42 0 0.000 0 42 0 0.000 0 42 0 0.000 1 9 52 0 0.000 0 52 0 0.000
SB Left 175 1800 0.097 0 175 1800 0.097 0 175 1800 0.097 4 19 198 1800 0.110 0 198 1800 0.110
SB Thru 629 3600 0.215 * 0 629 3600 0.216 * 0 629 3600 0.216 * 13 32 674 3600 0.236 * 0 674 3600 0.238 *
SB Right 144 0 0.000 5 149 0 0.000 0 149 0 0.000 3 29 176 0 0.000 5 181 0 0.000
EB Left 239 1800 0.133 5 244 1800 0.136 0 244 1800 0.136 5 13 257 1800 0.143 5 262 1800 0.146
EB Thru 859 3600 0.239 * 13 872 3600 0.242 * 0 872 3600 0.242 * 17 42 918 3600 0.255 * 13 931 3600 0.259 *
EB Right [3] 62 1800 0.000 8 70 1800 0.000 0 70 1800 0.000 1 11 74 1800 0.000 8 82 1800 0.000
WB Left 91 1800 0.051 * 0 91 1800 0.051 * 0 91 1800 0.051 * 2 6 99 1800 0.055 * 0 99 1800 0.055 *
WB Thru 482 3600 0.134 13 495 3600 0.138 0 495 3600 0.138 10 69 561 3600 0.156 13 574 3600 0.159
WB Right [4] 141 1800 0.000 0 141 1800 0.000 0 141 1800 0.000 3 9 153 1800 0.000 0 153 1800 0.000
Yellow Allowance 0.100 * 0.100 * 0.100 * 0.100 * 0.100 *
ICU 0.685 0.694 0.694 0.743 0.752
LOS B B B C C
* Key conflicting movement as a part of ICU
1 Counts conducted by: Transportation Studies Inc.
2 Capacity expressed in veh/hour of green
3 The eastbound right-turn lane has an overlapping phase with the northbound left-turn phase.
4 The westbound right-turn lane has an overlapping phase with the southbound left-turn phase.
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-25-4693-1
Sun Day Carwash Project, Rosemead
APPENDIX D
SGVCOG VMT EVALUATION TOOL WORKSHEETS
SGVCOG VMT Evaluation Tool Report
Project Details
Timestamp of
Analysis
November 12, 2025, 09:30:49 AM
Project Name Sun Day Carwash Project
Project
Description
Development of a 5,726 square foot
express car wash.
Project Location Map
jurisdiction:
Rosemead
APN TAZ
8593002038 22200200
Analysis Details
Data Version SCAG Regional Travel Demand
Model 2024
Analysis
Methodology
TAZ
Target Baseline
Year
2025
Proximity Transit Screening
Inside a transit priority area? No
SGVCOG VMT Evaluation Tool Report
Commercial Vehicle Miles Traveled (VMT) Screening Results
Land Use Type Commercial
VMT Metric Home-Based Work VMT per Employee
VMT Baseline Description SGVCOG
VMT Baseline Value 33.02
VMT Threshold Description / Threshold Value -15% / 28.07
Summary Baseline Conditions
Project Generated Vehicle Miles Traveled (VMT) Rate 27.64
Screening Results Yes (Pass)