Attachment 6 - Drive-Through Queuing Analysistransportation ■ noise ■ air quality | GANDDINI GROUP
555 Parkcenter Drive, Suite 225, Santa Ana, CA 92705
(714) 795-3100 | ganddini.com
August 24, 2023
Mr. Eric Mangelsen
ROSSMORE ENTERPRISES
415 East Hyman Avenue, Suite 401
Aspen, Colorado 81611
RE: Car Wash and Restaurant (SEC Lemon/Orangethorpe) Drive-Through Queuing Analysis
Project No. 19610
Dear Mr. Mangelsen:
Ganddini Group, Inc. is pleased to provide this Drive-Through Queuing Analysis for the proposed Car Wash
and Restaurant (SEC Lemon/Orangethorpe). The purpose of this analysis is to document anticipated drive
through lane stacking needs for the proposed project. We trust the findings of this analysis will aid you and
the City of Anaheim in assessing the project.
PROJECT DESCRIPTION
The approximately 9.9-acre project site is generally situated at the southeast quadrant of the Lemon Street
and Orangethorpe Avenue intersection in the City of Anaheim, California. The project site is currently
developed with a 129,981 square foot commercial retail center. The proposed project involves demolition of
two existing retail buildings totaling 13,827 square feet and construction of a new 3,600 square foot
automated drive-through car wash facility and a new 2,350 square foot Ono Hawaiian BBQ fast-food
restaurant with drive-through window. Figure 1 shows the project location map. Figure 2 illustrates the project
site plan.
CAR WASH QUEUING ANALYSIS
The minimum storage length necessary to adequately accommodate queuing needs for the proposed car wash
use was determined based on empirical data compiled from other studies that conducted observations at
existing car wash facilities throughout Orange County. Attachment A includes relevant excerpts from each of
the car wash studies referenced below.
The City of Anaheim Public Works Department has previously provided car wash queuing data from the
Greenforest Car Wash Traffic Impact Analysis (RK Engineering Group, July 31, 2019) for the following three
existing car wash facilities:
1. Scrub Bot Express Car Wash – 1807 Main Street, Santa Ana, CA;
2. Zaroo Express Car Wash – 1205 West 17th Street, Santa Ana, CA; and
3. Santa Ana Express Car Wash – 202 East First Street, Santa Ana, CA.
The Greenforest Car Wash study documents car wash tunnel entrance queues observed during the peak
traffic generating hours on one weekday and one Saturday at the above locations. The 95th-percentile queue
was calculated for each site and represents the near-maximum queue for design purposes that is not expected
ATTACHMENT NO. 6
Mr. Eric Mangelsen
ROSSMORE ENTERPRISES
August 24, 2023
Car Wash and Restaurant (SEC Lemon/Orangethorpe)
Drive-Through Queuing Analysis
2 19610
to be exceeded 95 percent of the time. An average vehicle length, including headway, of 20 feet was used
for queuing purposes.
In addition, the 387 North Tustin Street Drive-Through Queuing and Parking Study (Ganddini Group, Inc., June
11, 2019) contains car wash queuing data for three additional car wash facilities at the following locations in
Orange County:
4. Rapids Express Carwash – 2045 North Tustin Street, Orange CA;
5. Scrub Bot Express Car Wash – 1807 North Main Street, Santa Ana, CA; and
6. Speedie Clean Express Car Wash – 2035 North Tustin Avenue, Santa Ana, CA.
The car wash tunnel entrance queues were observed in 15-minute intervals from 7:00 AM to 8:00 PM on
one typical weekday (Tuesday, July 10, 2018) and one typical Saturday (July 14, 2018). The 85th-percentile
queue was calculated for each site and represents the near-maximum queue for design purposes that is not
expected to be exceeded 85 percent of the time.
Table 1 shows a summary of peak queues observed for all six survey sites. As shown on Table 1, the weekday
average near-maximum queue was four (4) vehicles and the Saturday average near-maximum queue was nine
(9) vehicles. The maximum peak queue observed at any survey site on any day did not exceed 18 vehicles.
As shown on the project site plan, the car wash is proposing a single-lane entry that expands into a dual-lane
drive through layout with approximately 275 feet of storage length for the inside lane and approximately 315
feet of storage length for the outside lane between the payment terminals and the queue entrance, thus
providing 590 feet of total storage length to accommodate up to approximately 29 vehicles (590 feet of total
storage length ÷ 20 feet per vehicle = 29.5). Therefore, the proposed car wash queuing area for 29 vehicles
is anticipated to provide more than sufficient storage capacity to accommodate the worst-case maximum
queue of 18 vehicles observed at other car wash facilities surveyed. Queuing associated with the proposed
car wash is not expected to overflow into the public right-of-way nor adversely affect on-site circulation.
FAST-FOOD RESTAURANT WITH DRIVE-THROUGH QUEUING ANALYSIS
The minimum storage length necessary to adequately accommodate queuing needs for the proposed fast-
food restaurant was determined based on empirical data compiled from another study that conducted
observations at existing Ono Hawaiian BBQ fast-food restaurants with drive-through window located in
Southern California. Attachment B contains the queuing study referenced below.
The Ono Hawaiian/Better Buzz Drive-Thru Queuing and Trip Generation Analysis (JN 0358-0001) (Trames
Solutions Inc., July 24, 2022) study documents a drive-through queuing analysis based on queuing survey
data collected at the following two Ono Hawaiian BBQ Restaurants:
1. Ono Hawaiian BBQ – 121 North Gaffey Street, San Pedro, CA; and
2. Ono Hawaiian BBQ – 1313 Sepulveda Boulevard, Torrance, CA.
The Ono Hawaiian BBQ study documents drive-through lane queuing observed on a typical weekday during
the peak traffic generating hours in 5-minute increments from 11:00 AM to 1:00 PM and 5:00 PM to 8:00
PM in October 2021.
Mr. Eric Mangelsen
ROSSMORE ENTERPRISES
August 24, 2023
Car Wash and Restaurant (SEC Lemon/Orangethorpe)
Drive-Through Queuing Analysis
3 19610
The peak queues observed ranged from 0 to 11 vehicles. The study concluded that the maximum number of
queued vehicles observed for the Ono Hawaiian BBQ restaurant was 11 vehicles.
As shown on the project site plan, the Ono Hawaiian BBQ fast-food restaurant is proposing a dual-lane drive
through layout with two menu boards/ordering points that merge into a one lane prior to the pick-up window.
The proposed drive-through layout will provide storage capacity for a total of approximately 11 vehicles.
Therefore, the proposed fast-food restaurant queuing area for 11 vehicles is anticipated to provide sufficient
storage capacity to accommodate the expected near-maximum queue of 11 vehicles observed at other Ono
Hawaiian fast-food restaurants.
Notwithstanding the above, the majority of vehicles accessing the proposed restaurant are expected to enter
from the westerly driveway on Orangethorpe. Thus, drive-through lane overflow, if any, would likely queue
in the southbound direction within the north-south drive aisle along the west side of the proposed restaurant.
This drive aisle can accommodate queuing for approximately five (5) additional vehicles without obstructing
on-site circulation. Occasional overflow queuing into this drive aisle is not expected to adversely affect on-
site circulation since the site provides multiple driveways that would remain accessible via other on-site drive
aisles.
CONCLUSIONS
The proposed car wash queuing area for 29 vehicles is anticipated to provide more than sufficient storage
capacity to accommodate the maximum queue of 18 vehicles observed at other car wash facilities.
The proposed Ono Hawaiian BBQ fast-food restaurant queuing area for 11 vehicles is anticipated to provide
sufficient storage capacity to accommodate the expected near-maximum queue of 11 vehicles observed at
other Ono Hawaiian BBQ fast-food restaurants.
Both proposed drive-through uses are expected to provide sufficient storage capacity to accommodate
maximum or near-maximum queues; no overflow into the public right-of-way or adverse impacts to on-site
circulation are anticipated.
We appreciate the opportunity to assist you on this project. Should you have any questions or if we can be
of further assistance, please do not hesitate to call at (714) 795-3100 x 103.
Respectfully submitted,
GANDDINI GROUP, INC.
Bryan Crawford | Senior Associate
Giancarlo Ganddini, PE, PTP | Principal
Near-Maximum Queue
(85th/95th-Percentile, in Vehicles)
4
Near-Maximum Queue
(85th/95th-Percentile, in Vehicles)
9
Notes:
Table 1
Summary of Drive-Through Car Wash Queues
Scrub Bot Express Car Wash1
(1807 Main Street, Santa Ana)3
Observed Car Wash Location
Weekday
2(1205 West 17th Street, Santa Ana)
Santa Ana Express Car Wash1
5(202 East First Street, Santa Ana)
Zaroo Express Car Wash1
Rapids Express Car Wash2
5(2045 North Tustin Street, Orange)
Scrub Bot Express Car Wash2
2(1807 North Main Street, Santa Ana)
Speedie Clean Express Car Wash2
6(2035 North Tustin Avenue, Santa Ana)
Average Near-Maximum Queue
1. Source: Greenforest Car Wash Traffic Impact Analysis (RK Engineering Group, July 2019);
see Attachment A.
Scrub Bot Express Car Wash2
3(1807 North Main Street, Santa Ana)
Speedie Clean Express Car Wash2
6(2035 North Tustin Avenue, Santa Ana)
Average Near-Maximum Queue
2. Source: 387 North Tustin Street Drive-Through Queuing and Parking Study (Ganddini Group,
June 2019); see Attachment A.
Saturday
Observed Car Wash Location
Scrub Bot Express Car Wash1
5(1807 Main Street, Santa Ana)
Zaroo Express Car Wash1
6(1205 West 17th Street, Santa Ana)
Santa Ana Express Car Wash1
14(202 East First Street, Santa Ana)
Rapids Express Car Wash2
18(2045 North Tustin Street, Orange)
Car Wash and Restaurant (SEC Lemon/Orangethorpe)
Drive-Through Queuing Analysis
196104
Figure 1
Project Location Map
Car Wash and Restaurant (SEC Lemon/Orangethorpe)
Drive-Through Queuing Analysis
19610
91
N
Site
ORANGETHORPE AVE
LEMON ST5
Figure 2
Site Plan
Car Wash and Restaurant (SEC Lemon/Orangethorpe)
Drive-Through Queuing Analysis
19610
N
6
APPENDIX A
CAR WASH QUEUING INFORMATION
Att-1
AT:sl/rk15442.doc
JN:2837-2019-01
GREENFOREST CAR WASH
TRAFFIC IMPACT ANALYSIS
City of Anaheim, California
Prepared for:
Ms. Tricia Knott
GREEN JET EXPRESS LLC.
235 West Florence Avenue
Inglewood, CA 90301
Prepared by:
RK ENGINEERING GROUP, INC.
4000 Westerly Place, Suite 280
Newport Beach, CA 92660
Mohammad “Alex” Tabrizi, PE, TE
Jethro Narciso, EIT
Michael Torres
July 31, 2019
Att-2Att-2
6-1
6.0 Access, On-Site Circulation and Queuing
6.1 Project Access
Access for the site is currently provided as follows:
• One inbound/outbound access driveway serving as the west leg of the signalized
State College Boulevard / Underhill Avenue intersection. This access is currently
controlled by the traffic signal and dedicated signal heads at this location; and
• One inbound/outbound unsignalized access driveway located immediately south of
the signalized State College Boulevard / Underhill Avenue intersection.
The proposed project is planned to allow one-way on-site circulation with vehicles entering
the site at the State College Boulevard / Underhill Avenue intersection and exiting the car
wash at the south boundary of the site.
Access for the proposed project is planned to be provided as follows:
• One inbound access driveway serving as the west leg of the signalized State College
Boulevard / Underhill Avenue intersection; and
• One outbound unsignalized access driveway located immediately south of the
signalized State College Boulevard / Underhill Avenue intersection.
6.2 On-Site Circulation
Vehicles enter the project site from the north/main signalized driveway and proceed to
access the automated car wash tunnel. Two drive aisles provide storage for vehicles waiting
to enter the car wash and use the pay station before merging into a single aisle to access
the car wash tunnel. A one-way escape lane is provided for vehicles to by-pass the car
wash and exit the site.
Vehicles proceed through the car wash tunnel. Upon exiting the car wash tunnel, vehicles
may leave the site or proceed to use one of the self-serve vacuum parking stalls.
6.3 Queuing
Vehicles may queue on-site while waiting to use the automated pay station and enter the
car wash tunnel. Adequate storage space should be provided to ensure vehicles do not
queue back onto State College Boulevard.
Att-3Att-3
6-2
RK performed observed traffic counts at three (3) existing car wash facilities to obtain
reference data on automated car wash queues.
Table 6-1 shows the results of the observed queueing survey during weekday conditions
and Table 6-2 shows the observed queuing results on Saturday.
TABLE 6-1
Observed Car Wash Queuing - Weekday
Observed Car Wash Location1 Peak Hour 95th Percentile Queue
(Vehicles)
Scrub Bot Express Car Wash
(1807 Main Street) 3
Zaroo Express Car Wash
(1205 W. 17th Street ) 2
Santa Ana Express Car Wash
(202 E. First Street) 5
Average 4
1 Weekday observed traffic counts conducted on Thursday, March 14, 2019.
TABLE 6-2
Observed Car Wash Queuing - Saturday
Observed Car Wash Location1 Peak Hour 95th Percentile Queue
(Vehicles)
Scrub Bot Express Car Wash
(1807 Main Street) 5
Zaroo Express Car Wash
(1205 W. 17th Street ) 6
Santa Ana Express Car Wash
(202 E. First Street) 14
Average 9
1 Saturday observed traffic counts conducted on Saturday, March 16, 2019.
Queuing surveys were performed during the peak traffic generating hour observed on both
weekday and Saturday conditions. The 95th percentile queue is calculated for each site and
represents the maximum amount of vehicles stacked behind the car wash tunnel 95
percent of the time or less. The 95th percentile is typically considered the design queue for
which the site should be designed to accommodate traffic. The average vehicle length,
including headway, is considered 20 feet for queuing analysis purposes.
The proposed site plan provides approximately 120 feet of double lane storage within the
ingress drive aisle, from the pay station to the edge of the property line. An additional 47
Att-4Att-4
6-3
feet of single-lane storage space is provided from the pay stations to the car wash tunnel
entrance.
The total amount of space for on-site vehicle queuing upon entry is approximately 14
vehicles as shown in the project site plan on Exhibit 1-2; providing enough space for
approximately 14 vehicles to wait in line for the car wash tunnel before backing up onto
State College Boulevard.
Based on the results of the observed queuing surveys, adequate storage space is expected
to be provided to accommodate the average observed 95th percentile queue. Even under
worst-case observed conditions, the project would be able to accommodate the maximum
observed queue of 14 vehicles.
Since the project inbound driveway serves as the west leg of the State College Boulevard /
Underhill Avenue intersection, it is critical that the vehicles do not queue onto State College
Boulevard. The vehicle queues should be monitored during car wash operations to ensure
the vehicles do not queue onto State College Boulevard. In the event the queue is reaching
State College Boulevard, the site operator should make necessary arrangements to stop
accepting additional vehicles until the queue can be maintained at a maximum length of
14 vehicles without encroaching onto State College Boulevard.
Att-5Att-5
550 Parkcenter Drive, Suite 202, Santa Ana, California 92705 | (714) 795-3100 | www.ganddini.com
ORANGE COUNTY RIVERSIDE PALO ALTO
June 11, 2019
Mr. Dennis Lee
LEEDCO ENGINEERS, INC.
3870 Baldwin Avenue
El Monte, CA 91731
RE: Oasis Car Wash Queuing and Parking Study
01-7520
Mr. Dennis Lee:
INTRODUCTION
Ganddini Group, Inc. is pleased to provide this drive-through queuing and parking study for the proposed
Oasis Car Wash project located at 387 North Tustin Street in the City of Orange. City staff has requested an
analysis of the drive-through lane queuing length and parking demand based on observations at similar car
wash facilities. The estimated peak queuing length and parking demand for the proposed project is formulated
based on the highest hourly 85th-percentile queue length and parking demand observed at the similar car
wash facilities.
PROJECT DESCRIPTION
The project site is located at 387 North Tustin Street in the City of Orange. The project location map is shown
on Figure 1.
The site is currently occupied by an existing car wash. The project proposes to update the existing “old-
fashion” style car wash facility to a modern car wash facility that is equipped with automatic pay stations and
a vehicle drying area with vacuum posts. The proposed drive-through lane configuration provides queuing
storage for approximately 23 vehicles from the two pay stations to the car wash tunnel entrance. There will
be a drying area with 37 parking stalls that are equipped with vacuum posts for vehicle interior cleaning and
drying the vehicle exterior after the vehicles have traveled through the wash tunnel, and another 7 standard
parking stalls. The project is proposed to have one car wash tunnel that could accommodate approximately 5
vehicles through different stages of the car wash. The car wash is proposed to operate 7 days per week from
7:00 AM to 8:00 PM. There will be approximately 3 on-site employees. The site plan is illustrated on Figure
2. Appendix A also contains the project site plan.
Since the proposed changes will substantially alter project site operations, the City has requested an analysis
of the drive-through lane queuing lane demand and parking demand based on observations of other similar
car wash facilities with similar modern amenities.
CITY PARKING CODE REQUIREMENTS
The City of Orange Municipal Code (OMC) Table 17.34.060.B lists several types of car wash facilities, and
each type with a different parking requirements. The proposed project is for an automatic, but self-service
Att-6Att-6
Queue Parking Queue Parking Queue Parking
7:00 AM -7:15 AM 2 3 0 1 1 2 2 3 1.0 2.0 1.7 2.7
7:15 AM -7:30 AM 3 3 2 1 2 8 3 8 2.3 4.0 2.7 6.5
7:30 AM -7:45 AM 0 5 1 3 4 5 4 5 1.7 4.3 3.1 5.0
7:45 AM -8:00 AM 0 3 2 3 2 5 2 5 1.3 3.7 2.0 4.4
8:00 AM -8:15 AM 1 4 1 7 2 3 2 7 1.3 4.7 1.7 6.1
8:15 AM -8:30 AM 0 9 0 5 3 7 3 9 1.0 7.0 2.1 8.4
8:30 AM -8:45 AM 1 5 0 6 4 11 4 11 1.7 7.3 3.1 9.5
8:45 AM -9:00 AM 1 13 0 2 5 11 5 13 2.0 8.7 3.8 12.4
9:00 AM -9:15 AM 3 12 1 4 8 10 8 12 4.0 8.7 6.5 11.4
9:15 AM -9:30 AM 2 20 0 6 4 17 4 20 *2.0 14.3 *3.4 19.1 *
9:30 AM -9:45 AM 0 11 1 3 4 11 4 11 1.7 8.3 3.1 11.0
9:45 AM -10:00 AM 1 15 1 5 3 9 3 15 1.7 9.7 2.4 13.2
10:00 AM -10:15 AM 0 19 0 4 4 11 4 19 1.3 11.3 2.8 16.6
10:15 AM -10:30 AM 0 14 0 1 7 13 7 14 2.3 9.3 4.9 13.7
10:30 AM -10:45 AM 1 15 1 5 5 14 5 15 2.3 11.3 3.8 14.7
10:45 AM -11:00 AM 1 12 1 9 9 8 9 12 3.7 9.7 6.6 11.1
11:00 AM -11:15 AM 1 11 0 9 5 9 5 11 2.0 9.7 3.8 10.4
11:15 AM -11:30 AM 2 12 2 8 7 7 7 12 3.7 9.0 5.5 10.8
11:30 AM -11:45 AM 0 14 1 4 5 13 5 14 2.0 10.3 3.8 13.7
11:45 AM -12:00 PM 1 14 2 5 6 12 6 14 3.0 10.3 4.8 13.4
12:00 PM -12:15 PM 1 11 1 7 8 14 8 14 3.3 10.7 5.9 13.1
12:15 PM -12:30 PM 0 12 3 8 4 13 4 13 2.3 11.0 3.7 12.7
12:30 PM -12:45 PM 2 10 0 8 4 13 4 13 2.0 10.3 3.4 12.1
12:45 PM -1:00 PM 0 11 1 8 7 8 7 11 2.7 9.0 5.2 10.1
1:00 PM -1:15 PM 2 10 3 9 4 8 4 10 3.0 9.0 3.7 9.7
1:15 PM -1:30 PM 1 12 0 9 5 11 5 12 2.0 10.7 3.8 11.7
1:30 PM -1:45 PM 5 14 1 8 1 15 5 15 2.3 12.3 3.8 14.7
1:45 PM -2:00 PM 4 14 0 7 6 12 6 14 3.3 11.0 5.4 13.4
2:00 PM -2:15 PM 6 17 1 7 1 13 6 17 2.7 12.3 4.5 15.8
2:15 PM -2:30 PM 3 15 1 8 4 12 4 15 2.7 11.7 3.7 14.1
2:30 PM -2:45 PM 5 16 0 10 1 17 5 17 2.0 14.3 *3.8 16.7
2:45 PM -3:00 PM 7 12 0 11 1 14 7 14 2.7 12.3 5.2 13.4
3:00 PM -3:15 PM 3 16 0 9 2 6 3 16 1.7 10.3 2.7 13.9
3:15 PM -3:30 PM 4 15 1 8 3 14 4 15 2.7 12.3 3.7 14.7
3:30 PM -3:45 PM 2 19 1 7 1 17 2 19 1.3 14.3 *1.7 18.4
3:45 PM -4:00 PM 2 15 0 7 5 13 5 15 2.3 11.7 4.1 14.4
4:00 PM -4:15 PM 3 15 0 1 7 7 7 15 3.3 7.7 5.8 12.6
4:15 PM -4:30 PM 6 12 2 4 4 13 6 13 4.0 9.7 5.4 12.7
4:30 PM -4:45 PM 5 13 1 4 1 11 5 13 2.3 9.3 3.8 12.4
4:45 PM -5:00 PM 4 14 0 5 3 13 4 14 2.3 10.7 3.7 13.7
5:00 PM -5:15 PM 6 9 0 3 3 10 6 10 3.0 7.3 5.1 9.7
5:15 PM -5:30 PM 3 16 2 4 2 8 3 16 2.3 9.3 2.7 13.6
5:30 PM -5:45 PM 6 14 0 7 4 8 6 14 3.3 9.7 5.4 12.2
5:45 PM -6:00 PM 3 15 3 7 1 8 3 15 2.3 10.0 3.0 12.9
6:00 PM -6:15 PM 5 17 0 13 2 13 5 17 2.3 14.3 *4.1 15.8
6:15 PM -6:30 PM 4 9 0 9 0 12 4 12 1.3 10.0 2.8 11.1
6:30 PM -6:45 PM 5 11 1 9 5 9 5 11 3.7 9.7 5.0 10.4
6:45 PM -7:00 PM 3 14 1 11 2 13 3 14 2.0 12.7 2.7 13.7
7:00 PM -7:15 PM 1 17 0 11 0 8 1 17 0.3 12.0 0.7 15.2
7:15 PM -7:30 PM 4 12 0 12 1 9 4 12 1.7 11.0 3.1 12.0
7:30 PM -7:45 PM 1 14 0 12 1 12 1 14 0.7 12.7 1.0 13.4
7:45 PM - 8:00 PM 18 4 1 11 2 9 18 *11 7.0 *8.0 13.2 *10.4
18 20 3 13 9 17
2.8 12.3 0.8 6.6 3.6 10.6
5.0 16.0 2.0 9.4 6.0 13.4
Site 85th Percentile
Time Period
Rapids
Express
Scrub Bot
Express
Speedie Clean
Express
Site Average
Site Peak
Hourly 85th
Percentile
Queue Parking
Summary of Tuesday Queuing Length and Parking Demand Observation (July 10, 2018)
Table 2
Hourly
Average
Queue Parking
Hourly
Peak
Queue Parking
Oasis Car Wash
Queuing and Parking Analysis
01-7520
Att-7Att-7
Figure 3
0
5
10
15
20
25
7:00 AM7:15 AM7:30 AM7:45 AM8:00 AM8:15 AM8:30 AM8:45 AM9:00 AM9:15 AM9:30 AM9:45 AM10:00 AM10:15 AM10:30 AM10:45 AM11:00 AM11:15 AM11:30 AM11:45 AM12:00 PM12:15 PM12:30 PM12:45 PM1:00 PM1:15 PM1:30 PM1:45 PM2:00 PM2:15 PM2:30 PM2:45 PM3:00 PM3:15 PM3:30 PM3:45 PM4:00 PM4:15 PM4:30 PM4:45 PM5:00 PM5:15 PM5:30 PM5:45 PM6:00 PM6:15 PM6:30 PM6:45 PM7:00 PM7:15 PM7:30 PM7:45 PMNumber of Parked VehiclesTime of the Day
Tuesday Hourly Parking Demand Observation
Rapids
Express Parking
Scrub Bot
Express Parking
Speedie Clean
Express Parking
Hourly
Average Parking
Hourly 85th
Percentile Parking
Oasis Car Wash
Queuing and Parking Analysis
01-7520
Att-8Att-8
Figure 4
0
2
4
6
8
10
12
14
16
18
20
7:00 AM7:15 AM7:30 AM7:45 AM8:00 AM8:15 AM8:30 AM8:45 AM9:00 AM9:15 AM9:30 AM9:45 AM10:00 AM10:15 AM10:30 AM10:45 AM11:00 AM11:15 AM11:30 AM11:45 AM12:00 PM12:15 PM12:30 PM12:45 PM1:00 PM1:15 PM1:30 PM1:45 PM2:00 PM2:15 PM2:30 PM2:45 PM3:00 PM3:15 PM3:30 PM3:45 PM4:00 PM4:15 PM4:30 PM4:45 PM5:00 PM5:15 PM5:30 PM5:45 PM6:00 PM6:15 PM6:30 PM6:45 PM7:00 PM7:15 PM7:30 PM7:45 PMNumber of Queuing VehiclesTime of the Day
Tuesday Hourly Queue Length Observation
Rapids
Express Queue
Scrub Bot
Express Queue
Speedie Clean
Express Queue
Hourly
Average Queue
Hourly 85th
Percentile Queue
Oasis Car Wash
Queuing and Parking Analysis
01-7520
Att-9Att-9
Queue Parking Queue Parking Queue Parking
7:00 AM -7:15 AM 2 7 0 6 3 5 3 7 1.7 6.0 2.7 6.7
7:15 AM -7:30 AM 5 11 1 10 2 13 5 13 2.7 11.3 4.1 12.4
7:30 AM -7:45 AM 3 12 0 12 3 11 3 12 2.0 11.7 3.0 12.0
7:45 AM -8:00 AM 2 11 0 10 1 12 2 12 1.0 11.0 1.7 11.7
8:00 AM -8:15 AM 5 15 2 8 0 10 5 15 2.3 11.0 4.1 13.5
8:15 AM -8:30 AM 4 14 0 10 2 14 4 14 2.0 12.7 3.4 14.0
8:30 AM -8:45 AM 6 15 0 10 6 15 6 15 4.0 13.3 6.0 15.0
8:45 AM -9:00 AM 3 17 0 6 2 18 3 18 1.7 13.7 2.7 17.7
9:00 AM -9:15 AM 6 18 1 10 1 13 6 18 2.7 13.7 4.5 16.5
9:15 AM -9:30 AM 4 16 1 11 3 14 4 16 2.7 13.7 3.7 15.4
9:30 AM -9:45 AM 4 17 1 10 0 14 4 17 1.7 13.7 3.1 16.1
9:45 AM -10:00 AM 6 16 3 14 4 15 6 16 4.3 15.0 5.4 15.7
10:00 AM -10:15 AM 5 14 3 21 3 19 5 21 *3.7 18.0 *4.4 20.4 *
10:15 AM -10:30 AM 4 16 0 11 1 16 4 16 1.7 14.3 3.1 16.0
10:30 AM -10:45 AM 5 18 1 12 4 19 5 19 3.3 16.3 4.7 18.7
10:45 AM -11:00 AM 9 17 2 15 2 15 9 17 4.3 15.7 6.9 16.4
11:00 AM -11:15 AM 9 18 4 15 4 16 9 18 5.7 16.3 7.5 17.4
11:15 AM -11:30 AM 9 14 3 15 4 17 9 17 5.3 15.3 7.5 16.4
11:30 AM -11:45 AM 11 15 5 18 7 21 11 21 *7.7 18.0 *9.8 20.1
11:45 AM -12:00 PM 9 16 3 19 6 14 9 19 6.0 16.3 8.1 18.1
12:00 PM -12:15 PM 14 17 1 20 4 15 14 20 6.3 17.3 11.0 19.1
12:15 PM -12:30 PM 10 15 0 18 5 15 10 18 5.0 16.0 8.5 17.1
12:30 PM -12:45 PM 6 16 1 9 6 21 6 21 *4.3 15.3 6.0 19.5
12:45 PM -1:00 PM 15 15 2 12 5 18 15 18 7.3 15.0 12.0 17.1
1:00 PM -1:15 PM 14 18 5 13 6 19 14 19 8.3 16.7 11.6 18.7
1:15 PM -1:30 PM 14 18 4 15 7 20 14 20 8.3 17.7 11.9 19.4
1:30 PM -1:45 PM 22 4 3 16 8 21 22 *21 *11.0 *13.7 17.8 *19.5
1:45 PM -2:00 PM 21 4 0 15 4 16 21 16 8.3 11.7 15.9 15.7
2:00 PM -2:15 PM 19 7 2 13 0 20 19 20 7.0 13.3 13.9 17.9
2:15 PM -2:30 PM 14 3 0 15 2 15 14 15 5.3 11.0 10.4 15.0
2:30 PM -2:45 PM 17 5 0 14 4 13 17 14 7.0 10.7 13.1 13.7
2:45 PM -3:00 PM 18 4 2 12 1 15 18 15 7.0 10.3 13.2 14.1
3:00 PM -3:15 PM 18 2 1 14 5 21 18 21 *8.0 12.3 14.1 18.9
3:15 PM -3:30 PM 20 5 0 13 3 19 20 19 7.7 12.3 14.9 17.2
3:30 PM -3:45 PM 17 3 0 13 3 16 17 16 6.7 10.7 12.8 15.1
3:45 PM -4:00 PM 22 6 3 12 7 17 22 *17 10.7 11.7 17.5 15.5
4:00 PM -4:15 PM 19 2 2 12 0 14 19 14 7.0 9.3 13.9 13.4
4:15 PM -4:30 PM 17 0 4 13 5 20 17 20 8.7 11.0 13.4 17.9
4:30 PM -4:45 PM 18 1 1 16 3 15 18 16 7.3 10.7 13.5 15.7
4:45 PM -5:00 PM 16 3 1 16 5 9 16 16 7.3 9.3 12.7 13.9
5:00 PM -5:15 PM 13 2 2 12 2 11 13 12 5.7 8.3 9.7 11.7
5:15 PM -5:30 PM 13 1 1 15 1 11 13 15 5.0 9.0 9.4 13.8
5:30 PM -5:45 PM 12 0 0 13 1 15 12 15 4.3 9.3 8.7 14.4
5:45 PM -6:00 PM 12 2 2 14 5 16 12 16 6.3 10.7 9.9 15.4
6:00 PM -6:15 PM 10 0 3 13 3 19 10 19 5.3 10.7 7.9 17.2
6:15 PM -6:30 PM 9 0 2 14 3 17 9 17 4.7 10.3 7.2 16.1
6:30 PM -6:45 PM 9 0 3 13 2 11 9 13 4.7 8.0 7.2 12.4
6:45 PM -7:00 PM 8 0 0 10 1 9 8 10 3.0 6.3 5.9 9.7
7:00 PM -7:15 PM 7 0 0 12 1 7 7 12 2.7 6.3 5.2 10.5
7:15 PM -7:30 PM 8 0 0 8 2 10 8 10 3.3 6.0 6.2 9.4
7:30 PM -7:45 PM 6 0 1 8 4 11 6 11 3.7 6.3 5.4 10.1
7:45 PM - 8:00 PM 6 0 0 13 2 12 6 13 2.7 8.3 4.8 12.7
22 18 5 21 8 21
10.7 8.7 1.5 12.9 3.2 15.0
18.0 17.0 3.0 15.4 5.4 19.0
Table 3
Summary of Saturday Queuing Length and Parking Demand Observation (July 14, 2018)
Time Period
Rapids
Express
Scrub Bot
Express
Speedie Clean
Express
Hourly
Peak
Hourly
Average
Hourly 85th
Percentile
Queue
Site Average
Site 85th Percentile
Parking Queue Parking Queue Parking
Site Peak
Oasis Car Wash
Queuing and Parking Analysis
01-7520
Att-10Att-10
Figure 5
0
5
10
15
20
25
7:00 AM7:15 AM7:30 AM7:45 AM8:00 AM8:15 AM8:30 AM8:45 AM9:00 AM9:15 AM9:30 AM9:45 AM10:00 AM10:15 AM10:30 AM10:45 AM11:00 AM11:15 AM11:30 AM11:45 AM12:00 PM12:15 PM12:30 PM12:45 PM1:00 PM1:15 PM1:30 PM1:45 PM2:00 PM2:15 PM2:30 PM2:45 PM3:00 PM3:15 PM3:30 PM3:45 PM4:00 PM4:15 PM4:30 PM4:45 PM5:00 PM5:15 PM5:30 PM5:45 PM6:00 PM6:15 PM6:30 PM6:45 PM7:00 PM7:15 PM7:30 PM7:45 PMNumber of Parked VehiclesTime of the Day
Saturday Hourly Parking Demand Observation
Rapids
Express Parking
Scrub Bot
Express Parking
Speedie Clean
Express Parking
Hourly
Average Parking
Hourly 85th
Percentile Parking
Oasis Car Wash
Queuing and Parking Analysis
01-7520
Att-11Att-11
Figure 6
0
5
10
15
20
25
7:00 AM7:15 AM7:30 AM7:45 AM8:00 AM8:15 AM8:30 AM8:45 AM9:00 AM9:15 AM9:30 AM9:45 AM10:00 AM10:15 AM10:30 AM10:45 AM11:00 AM11:15 AM11:30 AM11:45 AM12:00 PM12:15 PM12:30 PM12:45 PM1:00 PM1:15 PM1:30 PM1:45 PM2:00 PM2:15 PM2:30 PM2:45 PM3:00 PM3:15 PM3:30 PM3:45 PM4:00 PM4:15 PM4:30 PM4:45 PM5:00 PM5:15 PM5:30 PM5:45 PM6:00 PM6:15 PM6:30 PM6:45 PM7:00 PM7:15 PM7:30 PM7:45 PMNumber of Queuing VehiclesTime of the Day
Saturday Hourly Queue Length Observation
Rapids
Express Queue
Scrub Bot
Express Queue
Speedie Clean
Express Queue
Hourly
Average Queue
Hourly 85th
Percentile Queue
Oasis Car Wash
Queuing and Parking Analysis
01-7520
Att-12Att-12
APPENDIX B
ONO HAWAIIAN BBQ FAST-FOOD RESTAURANT WITH DRIVE-THROUGH QUEUING
STUDY
Att-13
July 24, 2022
Mei Chan Liang
Fairway Colima CA Seven, LLC
21700 Copley Drive, #320
Diamond Bar, CA 91765
4225 Oceanside Blvd., #354H
Oceanside, CA 92056
(760) 291 - 1400
Subject: Ono Hawaiian/Better Buzz Drive-Thru Queuing and Trip Generation Analysis
(JN 0358-0001)
Dear Ms. Liang:
Trames Solutions, Inc. is pleased to provide the following drive-thru queuing/trip generation
analysis for the proposed Ono Hawaiian/Better Buzz projects. It is our understanding that the
project consists of a 2,839 sf restaurant (with a drive-thru) and a 1,460 sf coffee shop (with a
drive-thru). The site is located north of Rancho California Road and east of Ynez Road in the
City of Temecula.
INTRODUCTION
The proposed project consists of replacing a vacant 11,300 sf Claim Jumpers restaurant with
a restaurant and a coffee shop containing drive-thru lanes. Attachment “A” contains the site
plan for the proposed project.
The intent of this analysis is to determine the anticipated drive-thru stacking requirements of the
proposed drive-thru restaurants based on empirical data collected at other locations. The trip
generation of the two projects will be determined and compared to the previous restaurant use.
0358-0001 Temecula Restaurant Drive-Thru Evaluation Att-14
Mei Chan Liang
Fairway Colima CA Seven, LLC
July 24, 2022
Page 2
DRIVE-THRU DATA COLLECTION
In order to determine the potential queuing distance of the proposed drive-thru lane, two existing
Ono Hawaiian BBQ restaurants and a Better Buzz coffee shop have been surveyed with similar
characteristics as the proposed project. These sites were selected since they are located along
major thoroughfares with high traffic volumes in urbanized areas of Southern California. The
Ono Hawaiian BBQ sites were surveyed during the peak drive-thru period of a typical weekday
(11:00 AM - 1:00 PM, 5:00 PM - 8:00 PM) in October 2021. The Better Buzz site was surveyed
during the morning (6-8 AM), midday (11-1 PM), and evening (5-8 PM) hours. The sites included
the following:
Ono Hawaiian BBQ - San Pedro (121 N. Gaffey St.) 1,607 sf
Ono Hawaiian BBQ - Torrance (1313 Sepulveda Blvd.) 2,042 sf
Better Buzz – Escondido (1831 S. Centre City Parkway) 1,500 sf
The vehicular queues at the existing restaurants were observed between the pick-up window
and the end of the drive-thru queue. The results of the survey are included in Attachment “B”.
Table 1 provides a summary of the maximum queues identified in the survey data. Based on
the data collected, the drive-thru lanes accommodated the peak lunch and dinner rush at both
Ono Hawaiian BBQ sites. The Better Buzz survey indicated that a vehicle was observed beyond
the drive-thru entrance during the midday period.
A stacking rate has been determined for each location which correlates the maximum number
of vehicles observed to the surveyed restaurants square footage. An average stacking rate of
5.38 vehicles per thousand square feet for the Ono Hawaiian BBQ restaurant and 6.00 vehicles
per thousand square feet for the Better Buzz shop has been calculated that can be used for the
proposed project to estimate the maximum stacking requirements for the site.
0358-0001 Temecula Restaurant Drive-Thru Evaluation Att-15
Mei Chan Liang
Fairway Colima CA Seven, LLC
July 24, 2022
Page 3
DRIVE-THRU ANALYSIS
The proposed Ono Hawaiian BBQ restaurant would consist of 2,839 sf with a drive-thru. The
adjacent Better Buzz would include a 1,460 sf coffee shop with a drive-thru. By applying the
calculated stacking rate from the Ono Hawaiian BBQ and Better Buzz survey sites, Table 2
indicates that a maximum drive-thru queue of 16 vehicles can be expected for the Ono
Hawaiian BBQ site and 9 vehicles for the adjacent coffee site. The proposed drive-thru lane
would provide stacking for approximately 17 vehicles at each site. Additional vehicles could be
stacked beyond the drive-thru entrance if required. Therefore, the stacking at the proposed
restaurants is anticipated to be accommodated within the drive-thru lanes during the peak
timeframes without interfering with the adjacent drive aisle or entering into the public right of
way.
PROJECT TRIP GENERATION
Trip generation represents the amount of traffic which is attracted and produced by a
development. The trip generation for the project is based upon the specific land use which has
been planned for this development. For the purpose of this analysis, the following land use
assumptions have been evaluated:
Proposed Project
• 2,839 sf fast food restaurant with a drive-thru
• 1,460 sf coffee shop with a drive-thru
Previous Land Use
• 11,300 sf high turnover restaurant
The number of vehicular trips generated by a project is typically determined from the trip rates
included in the ITE Trip Generation manual. The latest version (11th edition) has been used
to determine the amount of peak hour and daily vehicles that occur at this facility. The peak
hour and daily trip rates are shown in Table 3.
The daily and peak hour trip generations for the proposed and previous land uses are shown
on Table 4. The proposed restaurants are projected to generate 1,052 new trip-ends per day
with 125 new vehicle trips per hour during the AM peak hour and 68 new vehicle trips per hour
during the PM peak hour. It should be noted that a pass by reduction (AM-50%; PM-55) has
Att-16
Mei Chan Liang
Fairway Colima CA Seven, LLC
July 24, 2022
Page 4
been applied to the restaurant uses based on the ITE Trip Generation Handbook. These pass-
by rates during the peak hours seem reasonable since the project site is located adjacent to
major thoroughfares. The remaining half of the trips are anticipated to be new trips to/from the
project site.
The previous land use of a high turnover restaurant was anticipated to have generated 690 trip-
ends per day with 108 vehicle trips per hour during the AM peak hour and 58 vehicle trips per
hour during the PM peak hour. It should be noted that a 43% pass-by rate was assumed for
the daily and PM peak hour period.
CONCLUSION
Drive-thru evaluation
The drive-thru analysis indicates that the site plan can accommodate the drive-thru needs of
the proposed restaurants and are not anticipated to impede the flow of the adjacent drive aisle
or the public right of way. It should be noted that the analysis presented above represents a
conservative assessment of the operations at the drive-thru for the following reasons:
1. The analysis is based on the maximum queues surveyed at the existing locations.
These maximums occur infrequently. On average, the observed queues were considerably
less.
2. The analysis periods represent the busiest time for the restaurant. At other times of
the day, the queues are not anticipated to be as long.
Trip Generation Evaluation
A comparison of the number of trips generated by the proposed project with the previous
land use indicates that the project would generate 362 more trips per day with 17 more trips
during the AM peak hour and 10 more trips during the PM peak hour.
0358-0001 Temecula Restaurant Drive-Thru Evaluation
Att-17
Mei Chan Liang
Fairway Colima CA Seven, LLC
July 24, 2022
Page 5
Based on the relatively small number of additional trips generated by the proposed project,
it is not anticipated to have a significant impact to the adjacent roadways/intersections.
If you have any questions, please do not hesitate to call me at (949) 244-2436.
Trames Solutions, Inc.
Scott Sato, P.E.
Vice President
Attachment A – Project Site Plan
Attachment B – Ono Hawaiian BBQ/Better Buzz Survey Worksheets
0358-0001 Temecula Restaurant Drive-Thru Evaluation Att-18
LOCATION
NUMBER OF
VEHICLES
ABLE TO STACK
WITHIN THE
DRIVE THRU
LANE
MAXIMUM
NUMBER
OF VEHICLES
OBSERVED
PEAK
STACKING
RATE
(VEH/TSF)
Ono Hawaiian BBQ (San Pedro 1,607 sf)10 11 6.845
Ono Hawaiian BBQ (Torrance 2,042 sf)9 8 3.918
Average 5.381
Better Buzz (approx. 1,500 sf)9 9 6.000
TABLE 1
EMPIRICAL DATA DRIVE THRU SURVEY SUMMARY
Empirical Data Summary
Att-19
PROJECT
PEAK HOUR
DRIVE-THRU
STACKING
RATIO BASED
ON EMPIRCAL
DATA
(VEH/TSF)
ESTIMATED
MAXIMUM
NUMBER OF
STACKED
VEHICLES
PROPOSED
NUMBER OF
VEHICLES
PROVIDED IN
THE DRIVE-
THRU LANE
Ono Hawaiian BBQ (2,839 sf)5.38 16 17
Better Buzz (1,460 sf)6.00 9 17
TABLE 2
PROJECT DRIVE THRU EVALUATION
Att-20
ITE
CODE IN OUT TOTAL IN OUT TOTAL
Fast Food w/ Drive Thru 934 2.839 TSF 22.75 21.86 44.61 17.18 15.85 33.03 467.48
Coffee/Donut with Drive Thru 937 1.46 TSF 43.8 42.08 85.88 19.5 19.49 38.99 533.57
High Turnover (Sit-Down) Restaurant 932 11.3 TSF 5.26 4.31 9.57 5.52 3.53 9.05 107.2
1 Source: ITE (Institute of Transportation Engineers) Trip Generation Manual, 11th Edition, 2021.
2 TSF = Thousand Square Feet
PM
PEAK HOUR TRIP RATES
TABLE 3
TRIP GENERATION RATES1
UNITS2QUANTITYLAND USE DAILY
AM
Att-21
IN OUT TOTAL IN OUT TOTAL
Fast Food w/ Drive Thru 2.839 TSF 65 62 127 49 45 94 1,327
Pass-By Reduction (AM-50%, PM-55%)2 -33 -31 -64 -27 -25 -52 -664
Coffee/Donut with Drive Thru 1.46 TSF 64 61 125 28 28 56 779
Pass-By Reduction (AM-50%, PM-55%)2 -32 -31 -63 -15 -15 -30 -390
Subtotal 64 61 125 35 33 68 1,052
High Turnover (Sit-Down) Restaurant 11.3 TSF 59 49 108 62 40 102 1,211
Pass-By Reduction (PM-43%)2 0 0 0 -27 -17 -44 -521
Subtotal 59 49 108 35 23 58 690
DIFFERENCE IN TRIPS 5 12 17 0 10 10 362
PROPOSED PROJECT
PREVIOUS LAND USE
PM
TABLE 4
TRIP GENERATION SUMMARY
UNITS1QUANTITYLAND USE DAILY
AM
PEAK HOUR
Att-22
ATTACHMENT A
PROJECT SITE PLAN
Att-23
Att-24
ATTACHMENT B
Ono Hawaiian BBQ Survey Worksheets
Att-25
LOCATION: Ono Hawaiian, 1313 Sepulveda Boulevard DAY: Thursday
CITY: Torrance DATE: 9/23/2021
TIME PickUp Window
To Order Board
Order Board
to DT Entrance
DT Entrance
into Street TOTAL
11:00 5 2 0 7
11:05 4 1 0 5
11:10 2 1 0 3
11:15 3 1 0 4
11:20 2 1 0 3
11:25 0 0 0 0
11:30 2 1 0 3
11:35 1 0 0 1
11:40 1 1 0 2
11:45 3 1 0 4
11:50 1 1 0 2
11:55 1 0 0 1
12:00 1 0 0 1
12:05 2 0 0 2
12:10 1 1 0 2
12:15 1 0 0 1
12:20 2 2 0 4
12:25 4 2 0 6
12:30 4 2 0 6
12:35 1 2 0 3
12:40 3 1 0 4
12:45 2 1 0 3
12:50 2 2 0 4
12:55 2 3 0 5
13:00 1 1 0 2
17:00 2 2 0 4
17:05 2 1 0 3
17:10 2 0 0 2
17:15 3 1 0 4
17:20 2 1 0 3
17:25 2 1 0 3
17:30 1 1 0 2
17:35 2 2 0 4
17:40 3 1 0 4
17:45 3 3 0 6
17:50 4 4 0 8
17:55 5 2 0 7
18:00 7 1 0 8
18:05 6 1 0 7
18:10 2 2 0 4
DRIVE THRU SURVEY
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
951-268-6268Att-26
LOCATION: Ono Hawaiian, 1313 Sepulveda Boulevard DAY: Thursday
CITY: Torrance DATE: 9/23/2021
TIME PickUp Window
To Order Board
Order Board
to DT Entrance
DT Entrance
into Street TOTAL
DRIVE THRU SURVEY
18:15 4 1 0 5
18:20 3 1 0 4
18:25 2 1 0 3
18:30 1 2 0 3
18:35 1 0 0 1
18:40 1 1 0 2
18:45 1 1 0 2
18:50 3 3 0 6
18:55 3 1 0 4
19:00 5 2 0 7
19:05 5 2 0 7
19:10 5 1 0 6
19:15 4 1 0 5
19:20 2 1 0 3
19:25 2 0 0 2
19:30 1 0 0 1
19:35 1 1 0 2
19:40 3 4 0 7
19:45 3 1 0 4
19:50 2 1 0 3
19:55 2 2 0 4
20:00 3 2 0 5
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
951-268-6268Att-27
LOCATION: Ono Hawaiian, 121-141 N Gaffey Street DAY: Thursday
CITY: Los Angeles DATE: 9/23/2021
TIME PickUp Window
To Order Board
Order Board
to DT Entrance
DT Entrance
into Street TOTAL
11:00 2 1 0 3
11:05 2 1 0 3
11:10 1 1 0 2
11:15 3 1 0 4
11:20 3 1 0 4
11:25 1 0 0 1
11:30 2 1 0 3
11:35 1 0 0 1
11:40 4 2 0 6
11:45 3 2 0 5
11:50 3 1 0 4
11:55 3 2 0 5
12:00 3 1 0 4
12:05 1 1 0 2
12:10 3 1 0 4
12:15 3 2 0 5
12:20 3 3 0 6
12:25 4 3 0 7
12:30 4 2 0 6
12:35 3 1 0 4
12:40 1 1 0 2
12:45 1 1 0 2
12:50 1 1 0 2
12:55 0 1 0 1
13:00 3 1 0 4
17:00 2 1 0 3
17:05 2 0 0 2
17:10 1 1 0 2
17:15 2 1 0 3
17:20 1 0 0 1
17:25 2 1 0 3
17:30 1 1 0 2
17:35 2 1 0 3
17:40 2 1 0 3
17:45 2 1 0 3
17:50 1 1 0 2
17:55 2 1 0 3
18:00 2 1 0 3
18:05 1 1 0 2
18:10 3 1 0 4
DRIVE THRU SURVEY
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
951-268-6268Att-28
LOCATION: Ono Hawaiian, 121-141 N Gaffey Street DAY: Thursday
CITY: Los Angeles DATE: 9/23/2021
TIME PickUp Window
To Order Board
Order Board
to DT Entrance
DT Entrance
into Street TOTAL
DRIVE THRU SURVEY
18:15 3 4 0 7
18:20 3 3 0 6
18:25 4 2 0 6
18:30 2 1 0 3
18:35 3 1 0 4
18:40 3 2 0 5
18:45 3 2 0 5
18:50 3 2 0 5
18:55 3 3 0 6
19:00 4 4 0 8
19:05 3 2 0 5
19:10 4 4 0 8
19:15 4 4 0 8
19:20 4 5 0 9
19:25 3 4 0 7
19:30 4 4 0 8
19:35 4 4 0 8
19:40 4 4 3 11
19:45 4 6 0 10
19:50 4 4 0 8
19:55 4 5 1 10
20:00 4 3 0 7
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
951-268-6268Att-29
LOCATION: Better Buzz Coffee DAY: Tuesday
CITY: Escondido DATE: 7/12/2022
TIME PickUp Window
To Order Board
Order Board
to DT Entrance
DT Entrance
into Street TOTAL
6:00 1 0 0 1
6:05 1 0 0 1
6:10 1 1 0 2
6:15 1 1 0 2
6:20 1 1 0 2
6:25 1 2 0 3
6:30 2 1 0 3
6:35 2 2 0 4
6:40 3 1 0 4
6:45 3 2 0 5
6:50 2 1 0 3
6:55 2 3 0 5
7:00 3 3 0 6
7:05 4 1 0 5
7:10 2 1 0 3
7:15 1 2 0 3
7:20 1 1 0 2
7:25 2 2 0 4
7:30 3 3 0 6
7:35 3 3 0 6
7:40 3 2 0 5
7:45 3 1 0 4
7:50 1 1 0 2
7:55 2 1 0 3
Max 6
DRIVE THRU SURVEY
Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268
Att-30
LOCATION: Better Buzz Coffee DAY: Tuesday
CITY: Escondido DATE: 7/12/2022
TIME PickUp Window
To Order Board
Order Board
to DT Entrance
DT Entrance
into Street TOTAL
11:00 3 2 0 5
11:05 3 5 1 9
11:10 3 3 1 7
11:15 3 3 0 6
11:20 1 1 0 2
11:25 1 1 0 2
11:30 1 1 0 2
11:35 1 2 0 3
11:40 2 3 0 5
11:45 2 3 0 5
11:50 2 2 0 4
11:55 2 2 0 4
12:00 1 0 0 1
12:05 0 0 0 0
12:10 1 0 0 1
12:15 1 1 0 2
12:20 3 3 0 6
12:25 1 1 0 2
12:30 3 2 0 5
12:35 2 2 0 4
12:40 3 2 0 5
12:45 2 2 0 4
12:50 2 1 0 3
12:55 2 1 0 3
Max 9
DRIVE THRU SURVEY
Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268
Att-31
LOCATION: Better Buzz Coffee DAY: Tuesday
CITY: Escondido DATE: 7/12/2022
TIME PickUp Window
To Order Board
Order Board
to DT Entrance
DT Entrance
into Street TOTAL
17:00 2 2 0 4
17:05 2 2 0 4
17:10 2 1 0 3
17:15 1 2 0 3
17:20 3 3 0 6
17:25 3 2 0 5
17:30 1 1 0 2
17:35 1 1 0 2
17:40 1 1 0 2
17:45 1 1 0 2
17:50 2 1 0 3
17:55 2 2 0 4
18:00 1 1 0 2
18:05 2 1 0 3
18:10 1 1 0 2
18:15 1 1 0 2
18:20 1 1 0 2
18:25 1 1 0 2
18:30 0 0 0 0
18:35 0 0 0 0
18:40 0 0 0 0
18:45 0 0 0 0
18:50 0 0 0 0
18:55 1 1 0 2
19:00 0 1 0 1
19:05 1 0 0 1
19:10 1 1 0 2
19:15 1 0 0 1
19:20 0 0 0 0
19:25 0 0 0 0
19:30 1 1 0 2
19:35 0 0 0 0
19:40 0 0 0 0
19:45 1 1 0 2
19:50 0 0 0 0
19:55 0 0 0 0
Max 6
DRIVE THRU SURVEY
Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268
Att-32