HomeMy WebLinkAboutAppendix F-2_Traffic
APPENDIX F-2
Revised Traffic Reports
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
Chick-fil-A Main Street, Orange
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TABLE OF CONTENTS
SECTION PAGE
1.0 Introduction .............................................................................................................................. 1
1.1 Study Area .............................................................................................................................. 2
2.0 Project Description .................................................................................................................. 3
2.1 Site Access ............................................................................................................................. 3
3.0 Existing Conditions .................................................................................................................. 4
3.1 Existing Street System ........................................................................................................... 4
3.2 Existing Traffic Volumes ....................................................................................................... 4
3.3 Existing Intersection Conditions ............................................................................................ 5
3.3.1 Intersection Capacity Utilization Method of Analysis (Signalized Intersections) .......... 5
3.3.2 Highway Capacity Manual Method of Analysis (Unsignalized Intersections) .............. 5
3.3.2.1 Two-Way Stop-Controlled Intersections .................................................................... 6
3.3.2.2 All-Way Stop-Controlled Intersections ....................................................................... 6
3.4 Volume to Capacity (V/C) Ratio Method of Analysis (Roadway Segments)........................ 6
3.5 Level of Service Criteria ........................................................................................................ 6
3.6 Existing Level of Service Results .......................................................................................... 7
3.6.1 Intersections .................................................................................................................... 7
3.6.2 Roadway Segments ......................................................................................................... 7
4.0 Traffic Forecasting Methodology ......................................................................................... 13
5.0 Project Traffic Characteristics ............................................................................................. 14
5.1 Project Traffic Generation .................................................................................................... 14
5.2 Project Traffic Distribution and Assignment ....................................................................... 14
5.3 Existing Plus Project Traffic Conditions .............................................................................. 15
6.0 Future Traffic Conditions ..................................................................................................... 17
6.1 Ambient Traffic Growth....................................................................................................... 17
6.2 Cumulative Projects Traffic Characteristics ........................................................................ 17
6.3 Year 2021 Traffic Volumes.................................................................................................. 18
7.0 Traffic Impact Analysis Methodology ................................................................................. 21
7.1 Impact Criteria and Thresholds ............................................................................................ 21
7.2 Traffic Impact Analysis Scenarios ....................................................................................... 21
8.0 Existing Plus Project Analysis .............................................................................................. 22
8.1 Intersections ......................................................................................................................... 22
8.1.1 Existing Plus Project Traffic Conditions ...................................................................... 22
8.2 Roadway Segments .............................................................................................................. 22
8.2.1 Existing Plus Project Traffic Conditions ...................................................................... 22
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
Chick-fil-A Main Street, Orange
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TABLE OF CONTENTS (CONTINUED)
SECTION PAGE
9.0 Year 2021 Plus Project Analysis ........................................................................................... 25
9.1 Intersections ......................................................................................................................... 25
9.1.1 Year 2021 Cumulative Traffic Conditions ................................................................... 25
9.1.2 Year 2021 Cumulative Plus Project Traffic Conditions ............................................... 25
9.2 Roadway Segments .............................................................................................................. 25
9.2.1 Year 2021 Cumulative Traffic Conditions ................................................................... 26
9.2.2 Year 2021 Cumulative Plus Project Traffic Conditions ............................................... 26
10.0 Site Access and Internal Circulation Evaluation ................................................................ 29
10.1 Site Access Evaluation ..................................................................................................... 29
10.2 Internal Circulation Evaluation ........................................................................................ 29
10.3 Drive-Through Queuing Analysis .................................................................................... 29
11.0 Recommended Improvements .............................................................................................. 37
11.1 Existing Plus Project Traffic Conditions .......................................................................... 37
11.2 Year 2021 Plus Project Traffic Conditions ....................................................................... 37
12.0 Congestion Management Program (CMP) .......................................................................... 38
13.0 Summary Of Findings And Conclusions ............................................................................. 39
APPENDICES
APPENDIX
A. Traffic Study Scope of Work
B. Existing Traffic Count Data
C. Intersection Level of Service Calculation Worksheets
D. Project Driveways Level of Service Calculation Worksheets
E. Drive-Through Queuing Study Data
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
Chick-fil-A Main Street, Orange
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LIST OF FIGURES
SECTION—FIGURE # FOLLOWING PAGE
1–1 Vicinity Map .................................................................................................................... 2
2–1 Existing Site Aerial ........................................................................................................... 3
2–2 Proposed Site Plan ........................................................................................................... 3
3–1 Existing Roadway Conditions and Intersection Controls ........................................... 5
3–2 Existing AM Peak Hour Traffic Volumes ...................................................................... 5
3–3 Existing PM Peak Hour and Daily Traffic Volumes ..................................................... 5
5–1 Project Traffic Distribution Pattern .............................................................................. 16
5–2 AM Peak Hour Project Traffic Volumes ...................................................................... 16
5–3 PM Peak Hour and Daily Project Traffic Volumes ..................................................... 16
5–4 Existing Plus Project AM Peak Hour Traffic Volumes ............................................... 16
5–5 Existing Plus Project PM Peak Hour and Daily Traffic Volumes .............................. 16
6–1 Location of Cumulative Projects .................................................................................... 20
6–2 AM Peak Hour Cumulative Projects Traffic Volumes ................................................ 20
6–3 PM Peak Hour and Daily Cumulative Projects Traffic Volumes ............................... 20
6–4 Year 2021 Cumulative AM Peak Hour Traffic Volumes ............................................ 20
6–5 Year 2021 Cumulative PM Peak Hour and Daily Traffic Volumes ........................... 20
6–6 Year 2021 Cumulative Plus Project AM Peak Hour Traffic Volumes ....................... 20
6–7 Year 2021 Cumulative Plus Project PM Peak Hour and Daily Traffic Volumes ...... 20
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
Chick-fil-A Main Street, Orange
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LIST OF TABLES
SECTION—TABLE # PAGE
3–1 Level of Service Criteria for Signalized Intersections...................................................... 8
3–2 Level of Service Criteria for Unsignalized Intersections (HCM 6 Methodology) .......... 9
3–3 Roadway Link Capacities ............................................................................................... 10
3–4 Existing Peak Hour Levels of Service ............................................................................ 11
3–5 Existing Roadway Segment Level of Service Summary ............................................... 12
5–1 Project Traffic Generation Forecast ................................................................................ 16
6–1 Location and Description of Cumulative Projects.......................................................... 19
6–2 Cumulative Projects Traffic Generation Forecast .......................................................... 20
8–1 Existing Plus Project Peak Hour Intersection Capacity Analysis .................................. 23
8–2 Existing Plus Project Roadway Segment Level of Service Summary ........................... 24
9–1 Year 2021 Peak Hour Intersection Capacity Analysis ................................................... 27
9–2 Year 2021 Roadway Segment Level of Service Summary ............................................ 28
10–1 Project Driveway Peak Hour Levels of Service Summary ............................................ 32
10–2 Drive-Through Lane Queuing Analysis Summary ........................................................ 33
10–3 Weekday Queuing Analysis Summary ........................................................................... 34
10–4 Friday Queuing Analysis Summary ............................................................................... 35
10–5 Saturday Queuing Analysis Summary............................................................................ 36
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
Chick-fil-A Main Street, Orange
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TRAFFIC IMPACT ANALYSIS
CHICK-FIL-A MAIN STREET PROJECT
Orange, California November 13, 2019 (Revision of April 10, 2018)
1.0 INTRODUCTION
This traffic impact analysis addresses the potential traffic impacts and circulation needs associated
with the proposed Chick-fil-A Main Street Project (hereinafter referred to as Project). The Project
proposes to demolish the existing vacant structure on the site and construct a 4,527 square-foot (SF)
Chick-fil-A restaurant with drive-through window. A total of 49 parking spaces will be provided on
site. The Project site is generally located on the southwest quadrant of Main Street and Almond
Avenue in the City of Orange, California.
This report documents the findings and recommendations of a traffic impact analysis conducted by
Linscott, Law & Greenspan, Engineers (LLG) to determine the potential impacts associated with the
Project. The traffic analysis evaluates the existing operating conditions at five (5) key study
intersections and four (4) key roadway segments within the project vicinity, estimates the trip
generation potential of the Project, and forecasts future operating conditions without and with the
proposed Project. Where necessary, intersection improvements/mitigation measures are identified.
This traffic report satisfies the City of Orange Traffic Impact Analysis Guidelines, dated August 15,
2007, and is consistent with the requirements and procedures outlined in the most current
Congestion Management Program (CMP) for Orange County. The Scope of Work for this traffic
study, which is included in Appendix A, was developed in conjunction with City of Orange Traffic
Engineering staff.
The project site has been visited and an inventory of adjacent area roadways and intersections was
performed. Existing traffic information has been collected at five (5) key study intersections and
four (4) key roadway segments on a “typical” weekday for use in the preparation of intersection and
roadway segment level of service calculations. Information concerning cumulative projects (planned
and/or approved) in the vicinity of the proposed Project has been researched at the City of Orange.
Based on our research, there are eleven (11) cumulative projects in the City of Orange within the
vicinity of the subject site. These eleven (11) planned and/or approved cumulative projects were
considered in the cumulative traffic analysis for this project.
This traffic report analyzes existing and future weekday daily, AM peak hour and PM peak hour
traffic conditions for a near-term (Year 2021) traffic setting upon completion of the proposed
Project. Daily and peak hour traffic forecasts for the Year 2021 horizon year have been projected by
increasing existing traffic volumes by an annual growth rate of one percent (1.0%) per year and
adding traffic volumes generated by eleven (11) cumulative projects.
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
Chick-fil-A Main Street, Orange
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1.1 Study Area
The five (5) key study intersections and four (4) key roadway segments selected for evaluation were
determined based on coordination with City of Orange Traffic Engineering staff and application of
the “51 or more peak hour trip threshold” criteria outlined in the City of Orange Traffic Impact
Analysis Guidelines, dated August 15, 2007. The intersections and roadway segments listed below
provide local access to the study area and define the extent of the boundaries for this traffic impact
investigation. It should be noted that each key study intersection and roadway segment is located
within the City of Orange.
Key Study Intersections
1. Main Street at Chapman Avenue
2. Feldner Road at Almond Avenue
3. Main Street at Almond Avenue
4. Batavia Street at Almond Avenue
5. Main Street at Palmyra Avenue
Key Roadway Segments
A. Main Street, between Chapman Avenue and Almond Avenue
B. Almond Avenue, between Feldner Road and Main Street
C. Almond Avenue, between Main Street and Batavia Street
D. Main Street, between Almond Avenue and Palmyra Avenue
Figure 1-1 presents a Vicinity Map, which illustrates the general location of the proposed Project
and depicts the study locations and surrounding street system. The Level of Service (LOS)
investigations at these key locations were used to evaluate the potential traffic-related impacts
associated with area growth, cumulative projects and the proposed Project. When necessary, this
report recommends intersection and/or roadway segment improvements that may be required to
accommodate future traffic volumes and restore/maintain an acceptable Level of Service and/or
mitigate the impact of the project.
Included in this Traffic Impact Analysis are:
Existing traffic counts,
Estimated project traffic generation/distribution/assignment,
Estimated cumulative project traffic generation/distribution/assignment,
Daily, AM and PM peak hour capacity analyses for existing conditions,
Daily, AM and PM peak hour capacity analyses for existing plus project conditions,
Daily, AM and PM peak hour capacity analyses for future (Year 2021) conditions without and
with project traffic,
Site Access and Internal Circulation Evaluation,
Drive-Through Queuing Analysis
Recommended Improvements, and
Congestion Management Program (CMP) Analysis.
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
Chick-fil-A Main Street, Orange
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2.0 PROJECT DESCRIPTION
The Project site is generally located on the southwest quadrant of Main Street and Almond Avenue
in the City of Orange, California. Figure 2-1 presents an aerial depiction of the existing site, which
shows the existing vacant restaurant building to be demolished.
Figure 2-2 presents the proposed site plan for the proposed Project, prepared by CRHO Architects.
Review of the proposed site plan indicates that the proposed Project will consist of a 4,527 SF
Chick-fil-A restaurant with drive-through window and drive-through queue storage of 21 vehicles.
A total of 49 parking spaces will be provided on site and parking is restricted along both the Main
Street and Almond Avenue Project frontages. The proposed Project is expected to be constructed
and fully occupied by the Year 2021.
2.1 Site Access
As shown in Figure 2-2, access to the Project site will be provided via one (1) unsignalized,
outbound-only driveway located along Almond Avenue (Project Driveway No. 1) and one (1)
unsignalized, right-turn in/right-turn out only driveway located along Main Street (Project Driveway
No. 2).
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
Chick-fil-A Main Street, Orange
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3.0 EXISTING CONDITIONS
3.1 Existing Street System
Regional access to the site is provided via the Santa Ana (I-5) Freeway, the Orange (SR-57)
Freeway, and the Garden Grove (SR-22) Freeway. The principal local network of streets serving the
proposed Project includes Chapman Avenue, Main Street and Almond Avenue. The following
discussion provides a brief synopsis of these key area streets. The descriptions are based on an
inventory of existing roadway conditions.
Chapman Avenue is generally a six-lane, divided roadway west of Main Street, and generally a
four-lane, divided roadway east of Main Street, oriented in the east-west direction. On-street
parking is generally not permitted along this roadway within the vicinity of the project. The posted
speed limit on Chapman Avenue is 40 miles per hour (mph). Traffic signals control the study
intersections of Chapman Avenue at Main Street, Almond Avenue and Palmyra Avenue.
Main Street is generally a four-lane, divided roadway north of Chapman Avenue and generally a
six-lane, divided roadway south of Chapman Avenue, oriented in the north-south direction. Main
Street borders the project site to the east and will provide access to the site via one (1) unsignalized,
right-turn in/right-turn out only driveway. On-street parking is generally not permitted along this
roadway within the vicinity of the project. The posted speed limit on Main Street is 35 mph north of
Chapman Avenue and 40 mph south of Chapman Avenue. An OCTA bus stop is located along the
west side of Main Street immediately south of the Project site.
Almond Avenue is generally a two-lane, undivided roadway, oriented in the east-west direction.
Almond Avenue borders the Project site to the north and will provide access to the site via one (1)
unsignalized, outbound-only driveway. On-street parking is not permitted along both sides of this
roadway along project frontage. However, parking is generally permitted along the remainder of
Almond Avenue within the vicinity of the Project. The posted speed limit on Almond Avenue is 30
mph west of Main Street and 25 mph east of Main Street. A traffic signal controls the study
intersection of Almond Avenue at Main Street.
Figure 3-1 presents an inventory of the existing roadway conditions for the arterials and
intersections evaluated in this report. This figure identifies the number of travel lanes for key
arterials, as well as intersection configurations and controls for the key area study intersections.
3.2 Existing Traffic Volumes
Five (5) key study intersections and four (4) key roadway segments have been identified as the
locations at which to evaluate existing and future traffic operating conditions. Some portion of
potential project-related traffic will pass through each of these intersections/roadway segments, and
their analysis will reveal the expected relative impacts of the project. These key intersections and
roadway segments were selected for evaluation based on coordination with City of Orange Traffic
Engineering staff and application of the “51 or more peak hour trip threshold” criteria outlined in the
City of Orange Traffic Impact Analysis Guidelines, dated August 15, 2007.
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
Chick-fil-A Main Street, Orange
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Existing daily, AM peak hour, and PM peak hour traffic volumes for the five (5) key study
intersections and four (4) key roadway segments evaluated in this report were conducted by
Transportation Studies Inc. in March 2018. Figures 3-2 and 3-3 illustrate the existing AM and PM
peak hour traffic volumes at the five (5) key study intersections. Figure 3-3 also presents the existing
average daily traffic volumes for the four (4) key roadway segments in the vicinity of the proposed
Project.
Appendix B contains the detailed peak hour count sheets for the key intersections evaluated in this
report. Appendix B also contains the average daily traffic volumes for the key roadway segments.
3.3 Existing Intersection Conditions
Existing AM and PM peak hour operating conditions for the five (5) key study intersections were
evaluated using the Intersection Capacity Utilization (ICU) methodology for signalized intersections
and the methodology outlined in Chapter 20 of the HCM 6 for two-way stop-controlled
intersections, and the methodology outlined in Chapter 21 of the HCM 6 for all-way stop-controlled
intersections.
3.3.1 Intersection Capacity Utilization (ICU) Method of Analysis (Signalized Intersections)
In conformance with City of Orange requirements, existing 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 Orange requirements, the ICU calculations use a lane capacity of 1,700 vehicles per hour
(vph) for through and all turn lanes. A clearance adjustment factor of 0.05 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 3-1.
3.3.2 Highway Capacity Manual (HCM) Method of Analysis (Unsignalized Intersections)
The HCM unsignalized methodology for stop-controlled intersections was utilized for the analysis of
the unsignalized intersections. LOS criteria for unsignalized intersections differ from LOS criteria
for signalized intersections as signalized intersections are designed for heavier traffic and therefore a
greater delay. Unsignalized intersections are also associated with more uncertainty for users, as
delays are less predictable, which can reduce users’ delay tolerance.
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
Chick-fil-A Main Street, Orange
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3.3.2.1 Two-Way Stop-Controlled Intersections
Two-way stop-controlled intersections are comprised of a major street, which is uncontrolled, and a
minor street, which is controlled by stop signs. Level of service for a two-way stop-controlled
intersection is determined by the computed or measured control delay. The control delay by
movement, by approach, and for the intersection as a whole is estimated by the computed capacity
for each movement. LOS is determined for each minor-street movement (or shared movement) as
well as major-street left turns. The worst side street approach delay is reported. LOS is not defined
for the intersection as a whole or for major-street approaches, as it is assumed that major-street
through vehicles experience zero delay. The HCM control delay value range for two-way stop-
controlled intersections is shown in Table 3-2.
3.3.2.2 All-Way Stop-Controlled Intersections
All-way stop-controlled intersections require every vehicle to stop at the intersection before
proceeding. Because each driver must stop, the decision to proceed into the intersection is a function
of traffic conditions on the other approaches. The time between subsequent vehicle departures
depends on the degree of conflict that results between the vehicles and vehicles on the other
approaches. This methodology determines the control delay for each lane on the approach, computes
a weighted average for the whole approach, and computes a weighted average for the intersection as
a whole. Level of service (LOS) at the approach and intersection levels is based solely on control
delay. The HCM control delay value range for all-way stop-controlled intersections is shown in
Table 3-2.
3.4 Volume to Capacity (V/C) Ratio Method of Analysis (Roadway Segments)
Existing daily operating conditions for the four (4) key roadway segments have been investigated
according to the daily volume-to-capacity (V/C) ratio of each link. The daily V/C relationship is
used to estimate the LOS of the roadway segment with the volume based on the 24-hour traffic count
data and the capacity based on the City of Orange General Plan Circulation and Mobility Element
street classifications. The roadway link capacity of each street classification according to the City of
Orange General Plan Circulation and Mobility Element is presented in Table 3-3, along with the six
corresponding service levels and associated V/C ratios.
3.5 Level of Service Criteria
According to the City of Orange General Plan Circulation Element and stated in the City of Orange
Traffic Impact Analysis Guidelines, dated August 15, 2007, LOS D is the minimum acceptable
condition that should be maintained during the morning and evening peak commute hours on all
intersections and LOS D is the minimum acceptable condition that should be maintained on a daily
basis on all roadway segments.
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
Chick-fil-A Main Street, Orange
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3.6 Existing Level of Service Results
3.6.1 Intersections
Table 3-4 summarizes the existing peak hour service level calculations for the five (5) key study
intersections based on existing traffic volumes and current street geometry. Review of Table 3-4
indicates that all five (5) key study intersections currently operate at acceptable LOS D or better
during the AM and PM peak hours.
Appendix C presents the ICU/LOS and HCM/LOS calculations for the five (5) key study intersections
for the AM peak hour and PM peak hour.
3.6.2 Roadway Segments
Table 3-5 summarizes the existing service level calculations for the four (4) key roadway segments
based on existing 24-hour traffic volumes and current roadway geometry. The first column (1)
shows the number of lanes, the second column (2) shows the arterial classification and the third
column (3) shows the existing LOS “E” capacity. The fourth column (4) shows the daily volume,
V/C ratio and resulting level of service. Review of Table 3-5 indicates that all four (4) key roadway
segments currently operate at acceptable LOS A on a daily basis.
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
Chick-fil-A Main Street, Orange
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TABLE 3-1
LEVEL OF SERVICE CRITERIA FOR SIGNALIZED INTERSECTIONS 1
Level of Service
(LOS)
Intersection Capacity
Utilization Value (V/C) Level of Service Description
A ≤ 0.60
EXCELLENT. No vehicle waits longer
than one red light, and no approach phase is
fully used.
B 0.61 – 0.70
VERY GOOD. An occasional approach
phase is fully utilized; many drivers begin
to feel somewhat restricted within groups
of vehicles.
C 0.71 – 0.80
GOOD. Occasionally drivers may have to
wait through more than one red light;
backups may develop behind turning
vehicles.
D 0.81 – 0.90
FAIR. Delays may be substantial during
portions of the rush hours, but enough
lower volume periods occur to permit
clearing of developing lines, preventing
excessive backups.
E 0.91 – 1.00
POOR. Represents the most vehicles
intersection approaches can accommodate;
may be long lines of waiting vehicles
through several signal cycles.
F > 1.00
FAILURE. Backups from nearby locations
or on cross streets may restrict or prevent
movement of vehicles out of the
intersection approaches. Potentially very
long delays with continuously increasing
queue lengths.
1 Source: Transportation Research Board Circular 212 – Interim Materials on Highway Capacity.
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
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TABLE 3-2
LEVEL OF SERVICE CRITERIA FOR UNSIGNALIZED INTERSECTIONS (HCM 6 METHODOLOGY)2,3
Level of Service
(LOS)
Highway Capacity Manual (HCM)
Delay Per Vehicle (seconds/vehicle)
Level of Service Description
A ≤ 10.0 Little or no delay
B > 10.0 and ≤ 15.0 Short traffic delays
C > 15.0 and ≤ 25.0 Average traffic delays
D > 25.0 and ≤ 35.0 Long traffic delays
E > 35.0 and ≤ 50.0 Very long traffic delays
F > 50.0 Severe congestion
2 Source: Highway Capacity Manual 6, Chapter 20: Two-Way Stop-Controlled Intersections. The LOS criteria apply to each lane on a given
approach and to each approach on the minor street. LOS is not calculated for major-street approaches or for the intersection as a whole.
3 Source: Highway Capacity Manual 6, Chapter 21: All-Way Stop-Controlled Intersections. For approaches and intersection-wide assessment,
LOS is defined solely by control delay.
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
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TABLE 3-3
ROADWAY LINK CAPACITIES
Facility Type
Number
of Lanes
Level of Service Criteria With Associated Roadway Capacity
Daily Values (VPD)
Level of Service (LOS)
A B C D E 4 F
Principal 8-lanes
divided 45,000 52,500 60,000 67,500 75,000 --
Major 6-lanes
divided 33,900 39,400 45,000 50,600 56,300 --
Primary 4-lanes
divided 22,500 26,300 30,000 33,800 37,500 --
Secondary 4-lanes
undivided 14,400 16,800 19,200 21,600 24,000 --
Collector 2-lanes
undivided 7,200 8,400 9,600 10,800 12,000 --
V/C Ratio ≤ 0.60 0.61-0.70 0.71-0.80 0.81-0.90 0.91-1.00 ≥ 1.00
Notes:
VPD = vehicles per day
VPH = vehicles per hour
4 Source: City of Orange General Plan; Circulation and Mobility.
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
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TABLE 3-4
EXISTING PEAK HOUR LEVELS OF SERVICE
Key Intersection
Time
Period
Jurisdiction
Minimum
Acceptable
LOS
Control
Type ICU/HCM LOS
1. Main Street at AM Orange D 8 Phase 0.654 B
Chapman Avenue PM Signal 0.657 B
2. Feldner Road at AM Orange D All-Way 8.4 s/v A
Almond Avenue PM Stop 8.6 s/v A
3. Main Street at AM Orange D 5 Phase 0.475 A
Almond Avenue PM Signal 0.455 A
4. Batavia Street at AM Orange D All-Way 20.0 s/v C
Almond Avenue PM Stop 18.0 s/v C
5. Main Street at AM Orange D 5 Phase 0.521 A
Palmyra Avenue PM Signal 0.467 A
Notes:
s/v = seconds per vehicle (delay)
BOLD ICU/LOS and HCM/LOS values indicate unacceptable service level
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
Chick-fil-A Main Street, Orange
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TABLE 3-5
EXISTING ROADWAY SEGMENT LEVEL OF SERVICE SUMMARY
Key Roadway Segment Jurisdiction
Min.
Acc.
LOS
(1)
No. of
Existing
Lanes
(2)
Arterial
Classification
(3)
Existing
Capacity
at LOS “E”
(4)
Existing
Traffic Conditions
Daily
Volume
V/C
Ratio LOS
A. Main Street between
Chapman Ave and Almond Ave Orange D 6D Major 56,300 28,698 0.510 A
B. Almond Avenue between
Feldner Road and Main Street Orange D 2U Collector 12,000 2,453 0.204 A
C. Almond Avenue between
Main Street and Batavia Street Orange D 2U Collector 12,000 7,093 0.591 A
D. Main Street between
Almond Ave and Palmyra Ave Orange D 6D Major 56,300 28,578 0.508 A
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
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4.0 TRAFFIC FORECASTING METHODOLOGY
In order to estimate the traffic impact characteristics of the proposed Project, a multi-step process
has been utilized. The first step is trip generation, which estimates the total arriving and departing
traffic on a peak hour and daily basis. The traffic generation potential is forecast by applying the
appropriate vehicle trip generation equations or rates to the project development tabulation.
The second step of the forecasting process is trip distribution, which identifies the origins and
destinations of inbound and outbound project traffic. These origins and destinations are typically
based on demographics and existing/anticipated travel patterns in the study area.
The third step is traffic assignment, which involves the allocation of project traffic to study area
streets and intersections. Traffic assignment is typically based on minimization of travel time, which
may or may not involve the shortest route, depending on prevailing operating conditions and travel
speeds. Traffic distribution patterns are indicated by general percentage orientation, while traffic
assignment allocates specific volume forecasts to individual roadway links and intersection turning
movements throughout the study area.
With the forecasting process complete and project traffic assignments developed, the impact of the
proposed Project is isolated by comparing operational (LOS) conditions at selected key intersections
using expected future traffic volumes with and without forecast project traffic. The need for site-
specific and/or cumulative local area traffic improvements can then be evaluated and the
significance of the project’s impacts identified.
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
Chick-fil-A Main Street, Orange
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14
5.0 PROJECT TRAFFIC CHARACTERISTICS
5.1 Project Traffic Generation
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 10th Edition of Trip Generation, published by the Institute of
Transportation Engineers (ITE) [Washington D.C., 2017].
Table 5-1 summarizes the trip generation rates used in forecasting the vehicular trips generated by
the proposed Project and also presents the Project’s forecast peak hour and daily traffic volumes. As
shown, the trip generation potential of the Project was estimated using ITE Land Use 934: Fast-Food
Restaurant With Drive-Through trip rates. Review of Table 5-1 indicates that the proposed Project
is forecast to generate 1,599 daily trips, with 93 trips (47 inbound, 46 outbound) produced in the AM
peak hour and 74 trips (38 inbound, 36 outbound) produced in the PM peak hour on a “typical”
weekday.
Please note that the aforementioned overall project trip generation includes adjustments for pass-by
per the Trip Generation Handbook, 3rd Edition, published by ITE (2014), to account for trips that are
already in the everyday traffic stream on the adjoining streets (i.e. Main Street and Almond Avenue)
and will stop as they pass by the project site as a matter of convenience on their path to another
destination. Per the Trip Generation Handbook, a pass-by reduction factor of 49% and 50% is
recommended for the AM and PM peak hours, respectively for fast-food restaurants with drive-
through land uses. The daily pass-by percentage was estimated to be 25%.
5.2 Project Traffic Distribution and Assignment
Figure 5-1 illustrates the general, directional traffic distribution pattern for the proposed Project.
Project traffic volumes both entering and exiting the project site have been distributed and assigned
to the adjacent street system based on the following considerations:
directional flows on the freeways in the immediate vicinity of the project site (i.e. I-5
Freeway, SR-57 Freeway, and SR-22 Freeway),
the site's proximity to major traffic carriers (i.e. Chapman Avenue, Main Street, 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 and PM peak hour project traffic volumes associated with the Project are
presented in Figures 5-2 and 5-3, respectively. Figure 5-3 also presents the daily project traffic
volumes for the Project. The traffic volume assignments presented in Figures 5-2 and 5-3 reflect the
traffic distribution characteristics shown in Figure 5-1 and the traffic generation forecast presented
in Table 5-1.
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
Chick-fil-A Main Street, Orange
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15
5.3 Existing Plus Project Traffic Conditions
The existing plus project traffic conditions have been generated based upon existing conditions and
the estimated project traffic. These forecast traffic conditions have been prepared pursuant to the
California Environmental Quality Act (CEQA) guidelines, which require that the potential impacts
of a Project be evaluated upon the circulation system as it currently exists. This traffic volume
scenario and the related intersection capacity analyses will identify the roadway improvements
necessary to mitigate the direct traffic impacts of the Project, if any.
Figures 5-4 and 5-5 present projected AM and PM peak hour traffic volumes at the five (5) key
study intersections and two (2) Project driveways with the addition of the trips generated by the
proposed Project to existing traffic volumes, respectively. Figure 5-5 also presents the existing plus
project daily traffic volumes.
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
Chick-fil-A Main Street, Orange
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16
TABLE 5-1
PROJECT TRAFFIC GENERATION FORECAST 5
ITE Land Use Code /
Project Description
Daily
2-Way
AM Peak Hour PM Peak Hour
Enter Exit Total Enter Exit Total
Generation Factors:
934: Fast-Food Restaurant With Drive-Thru
(TE/1000 SF) 470.95 20.50 19.69 40.19 16.99 15.68 32.67
Generation Forecast:
Chick-fil-A Restaurant With Drive-Thru (4,527 SF) 2,132 93 89 182 77 71 148
Pass-By (Daily: 25%, AM: 49%, PM: 50%)6 -533 -46 -43 -89 -39 -35 -74
Subtotal 1,599 47 46 93 38 36 74
Total Traffic Generation Forecast 1,599 47 46 93 38 36 74
Note:
TE/1000 SF = trip end per thousand square feet
5 Source: Trip Generation, 10th Edition, Institute of Transportation Engineers (ITE), Washington, D.C. (2017).
6 Source: Trip Generation Handbook, 3rd Edition, published by ITE (2014).
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
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17
6.0 FUTURE TRAFFIC CONDITIONS
6.1 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 2018 existing traffic volumes, this
factor results in a 3.0% growth in existing volumes to the near-term horizon year 2021.
6.2 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 has been researched at the City of Orange. With this information, the
potential impact of the proposed Project can be evaluated within the context of the cumulative
impact of all ongoing development.
Based on our research, there are eleven (11) cumulative projects in the City of Orange within the
vicinity of the subject site that have either been built, but not yet fully occupied, or are being processed
for approval. These eleven (11) cumulative projects have been included as part of the cumulative
background setting.
Table 6-1 provides a brief description for each of the eleven (11) cumulative projects. Figure 6-1
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 and/or roadway segments.
Table 6-2 presents the trip generation for the eleven (11) cumulative projects. As shown in Table 6-
2, the eleven (11) cumulative projects are forecast to generate a total of 16,634 daily trips, with 1,076
trips (133 inbound and 943 outbound) forecast during the AM peak hour and 1,321 trips (945
inbound and 376 outbound) forecast during the PM peak hour.
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
Chick-fil-A Main Street, Orange
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6.3 Year 2021 Traffic Volumes
The AM and PM peak hour traffic volumes associated with the eleven (11) cumulative projects are
presented in Figures 6-2 and 6-3, respectively. Figure 6-3 also presents the daily cumulative project
traffic volumes.
Figures 6-4 and 6-5 present the AM and PM peak hour cumulative traffic volumes (existing traffic +
ambient growth traffic + cumulative project traffic) at the five (5) key study intersections for the
Year 2021, respectively. Figure 6-5 also presents the Year 2021 daily cumulative traffic volumes.
Figures 6-6 and 6-7 illustrate the Year 2021 forecast AM and PM peak hour traffic volumes, with
the inclusion of the trips generated by the proposed Project, respectively. Figure 6-7 also presents
the Year 2021 daily cumulative plus project traffic volumes.
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
Chick-fil-A Main Street, Orange
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TABLE 6-1
LOCATION AND DESCRIPTION OF CUMULATIVE PROJECTS 7
No. Description Location/Address Size
City of Orange
1. 3800 Chapman Apartments 3800 Chapman Avenue 280 DU Apartments
2. Orange Art of Dentistry 2006 West Chapman Avenue 2,565 SF Dentist Office
3. Woody’s Diner 2145 West Chapman Avenue 3,400 SF Restaurant
4. 7-11 Gas Station 2245 West Chapman Avenue 2,400 SF Conv. Store and Gas Station
5. City Plaza 1 West City Boulevard 335 DU Apartments
165 Room Hotel
6. City Parkway West Apartments 500 & 600 City Parkway 220 Apartments
7. Town and Country
Apartments and Townhomes 702 West Town and Country Road 653 DU Apartments
74 DU Townhomes
8. 999 Town and Country Apartments 999 Town and Country Road 262 DU Apartments
9. Eleven10 Apartment Homes 1110 Town and Country Road 260 DU Apartments
10. The Terrace Apartments SEC of Chapman Avenue and Lewis Street 167 DU Apartments
28 DU Townhomes
11. Marriott Dual Brand Hotel 3000 West Chapman Avenue 300 Room Hotel
3,000 SF Restaurant
7 Source: City of Orange Planning Department staff.
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
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TABLE 6-2
CUMULATIVE PROJECTS TRAFFIC GENERATION FORECAST 8
No. Cumulative Project Description
Daily
Two-Way
AM Peak Hour PM Peak Hour
In Out Total In Out Total
1. 3800 Chapman Apartments 9 1,490 25 97 122 90 49 139
2. Orange Art of Dentistry 89 5 2 7 3 6 9
3. Woody’s Diner 286 17 14 31 11 8 19
4. 7-11 Gas Station 749 18 18 36 20 20 40
5. City Plaza 10 3,130 80 152 232 158 107 265
6. City Parkway West Apartments 11 1,170 19 76 95 70 39 109
7. Town and Country Apartments and Townhomes12 2,589 -198 255 57 238 -90 148
8. 999 Town and Country Apartments 13 1,742 26 108 134 105 58 163
9. Eleven10 Apartment Homes 14 1,729 26 107 133 104 57 161
10. The Terrace Apartments 15 849 17 44 61 42 27 69
11. Marriott Dual Brand Hotel 2,811 98 70 168 104 95 199
Total Cumulative Projects Trip Generation Forecast 16,634 133 943 1,076 945 376 1,321
8 Unless otherwise noted, Source: Trip Generation, 10th Edition, Institute of Transportation Engineers (ITE) [Washington, D.C. (2017)].
9 Source: 3800 Chapman Apartments Traffic Impact Analysis, prepared by LLG Engineers.
10 Source: City Plaza Project Traffic Impact Analysis, prepared by LLG Engineers.
11 Source: City Parkway West Apartments Project Traffic Impact Analysis, prepared by LLG Engineers.
12 Source: Town and Country Apartments and Townhomes Traffic Impact Analysis, prepared by LLG Engineers.
13 Source: 999 Town & Country Apartments Project Traffic Impact Analysis, prepared by LLG Engineers.
14 Source: 1100 Town & Country Project Traffic Impact Analysis, prepared by LLG Engineers.
15 Source: The Terrace Apartments Traffic Impact Analysis, prepared by LLG Engineers.
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
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7.0 TRAFFIC IMPACT ANALYSIS METHODOLOGY
The relative impact of the proposed Project during the AM peak hour/PM peak hour and on a daily
basis was evaluated based on analysis of future operating conditions at the five (5) key study
intersections and four (4) key roadway segments, without, then with the proposed Project. The
previously discussed capacity analysis procedures were utilized to investigate the future volume-to-
capacity relationships and service level characteristics at each study intersection and roadway
segment. The significance of the potential impacts of the Project at each key intersection and key
roadway segment was then evaluated using the following traffic impact criteria.
7.1 Impact Criteria and Thresholds
Impacts to local and regional transportation systems located in the City of Orange are considered
significant if:
Intersections:
An unacceptable peak hour Level of Service (LOS) at any of the key intersections is projected.
According to the City’s Circulation Element and stated in the City of Orange Traffic Impact
Analysis Guidelines, dated August 15, 2007, LOS D is the minimum acceptable condition that
should be maintained during the morning and evening peak hours on all intersections; and
The project increases traffic demand at the study intersection by 1% of capacity (ICU increase ≥
0.010), causing or worsening LOS E or LOS F (ICU > 0.900).
Roadway Segments:
An unacceptable daily Level of Service (LOS) at any of the key roadway segments is projected.
According to the City of Orange General Plan Circulation Element and stated in the City of
Orange Traffic Impact Analysis Guidelines, dated August 15, 2007, LOS D is the minimum
acceptable condition that should be maintained on a daily basis on all roadway segments; and
The project increases traffic demand at the roadway segment by 1% of capacity (V/C increase ≥
0.010), causing or worsening LOS E or LOS F (V/C > 0.900).
7.2 Traffic Impact Analysis Scenarios
The following scenarios are those for which volume/capacity calculations have been performed at
the five (5) key study intersections and four (4) key roadway segments for existing plus project and
near-term (Year 2021) traffic conditions:
(a) Existing Traffic Conditions;
(b) Existing Plus Project Traffic Conditions;
(c) Scenario (b) with Improvements, if necessary;
(d) Near-Term (Year 2021) Cumulative Traffic Conditions,
(e) Near-Term (Year 2021) Cumulative plus Project Traffic Conditions; and
(f) Scenario (e) with Improvements, if necessary.
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
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8.0 EXISTING PLUS PROJECT ANALYSIS
The following summarizes the “Existing Plus Project” level of service results for the five (5) key
study intersections and four (4) key roadway segments.
8.1 Intersections
Table 8-1 summarizes the peak hour level of service results at the five (5) key study intersections for
existing plus project traffic conditions. The first column (1) of ICU/LOS and HCM/LOS values in
Table 8-1 presents a summary of existing AM and PM peak hour traffic conditions (which were also
presented in Table 3-4). The second column (2) lists existing plus project traffic conditions. The
third column (3) shows the increase in ICU and/or Delay value due to the added peak hour project
trips and indicates whether the traffic associated with the Project will have a significant impact based
on the LOS standards and significant impact criteria defined in this report.
8.1.1 Existing Plus Project Traffic Conditions
Review of Columns (2) and (3) of Table 8-1 indicates that traffic associated with the proposed
Project will not significantly impact any of the five (5) key study intersections, when compared to
the LOS standards and significant impact criteria specified in this report. The five (5) key study
intersections currently operate and are forecast to continue to operate at an acceptable LOS during
the AM and PM peak hours with the addition of Project generated traffic to existing traffic.
Appendix C also presents the existing plus project ICU/LOS and HCM/LOS calculations for the five (5)
key study intersections for the AM peak hour and PM peak hour.
8.2 Roadway Segments
Table 8-2 summarizes the roadway segment level of service results at the four (4) key roadway
segments for existing plus project traffic conditions. The first column (1) shows the number of
lanes, the second column (2) shows the arterial classification and the third column (3) shows the
existing LOS “E” capacity. The fourth column (4) presents a summary of existing daily traffic
conditions (which were also presented in Table 3-5). The fifth column (5) lists existing plus project
daily traffic conditions. Column (5) also shows the increase in V/C ratio value due to the added daily
project trips and indicates whether the traffic associated with the Project will have a significant
impact based on the LOS standards and significant impact criteria defined in this report.
8.2.1 Existing Plus Project Traffic Conditions
Review of Column 5 of Table 8-2 indicates that traffic associated with the proposed Project will not
significantly impact any of the four (4) key roadway segments when compared to the LOS standards
and significant impact criteria specified in this report. The four (4) key roadway segments currently
operate and are forecast to continue to operate at an acceptable service level on a daily basis with the
addition of Project generated traffic to existing traffic.
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
Chick-fil-A Main Street, Orange
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TABLE 8-1
EXISTING PLUS PROJECT PEAK HOUR INTERSECTION CAPACITY ANALYSIS
Key Intersections
Time
Period
Minimum
Acceptable
LOS
(1)
Existing
Traffic Conditions
(2)
Existing
Plus Project
Traffic Conditions
(3)
Project
Significant
Impact
(4)
Existing
Plus Project
With Mitigation
ICU/HCM LOS ICU/HCM LOS Increase Yes/No ICU/HCM LOS
1. Main Street at AM D 0.654 B 0.669 B 0.015 No -- --
Chapman Avenue PM 0.657 B 0.660 B 0.003 No -- --
2. Feldner Road at AM D 8.4 s/v A 8.4 s/v A 0.0 s/v No -- --
Almond Avenue PM 8.6 s/v A 8.7 s/v A 0.1 s/v No -- --
3. Main Street at AM D 0.475 A 0.510 A 0.035 No -- --
Almond Avenue PM 0.455 A 0.465 A 0.010 No -- --
4. Batavia Street at AM D 20.0 s/v C 20.4 s/v C 0.4 s/v No -- --
Almond Avenue PM 18.0 s/v C 18.3 s/v C 0.3 s/v No -- --
5. Main Street at AM D 0.521 A 0.523 A 0.002 No -- --
Palmyra Avenue PM 0.467 A 0.472 A 0.005 No -- --
Notes:
s/v = seconds per vehicle (delay)
BOLD ICU/LOS and HCM/LOS values indicate unacceptable service level
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
Chick-fil-A Main Street, Orange
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TABLE 8-2
EXISTING PLUS PROJECT ROADWAY SEGMENT LEVEL OF SERVICE SUMMARY
Key Roadway Segment
Min.
Acc.
LOS
(1)
No. of
Existing
Lanes
(2)
Arterial
Classification
(3)
Existing
Capacity
at LOS
“E”
(4)
Existing
Traffic Conditions
(5)
Existing Plus Project
Traffic Conditions
Daily
Volume
V/C
Ratio LOS
Daily
Volume
V/C
Ratio LOS Inc.
Adverse
(Yes/No)
A. Main Street between
Chapman Avenue and Almond Avenue D 6D Major 56,300 28,698 0.510 A 29,537 0.525 A 0.015 No
B. Almond Avenue between
Feldner Road and Main Street D 2U Collector 12,000 2,453 0.204 A 2,973 0.248 A 0.044 No
C. Almond Avenue between
Main Street and Batavia Street D 2U Collector 12,000 7,093 0.591 A 7,253 0.604 B 0.013 No
D. Main Street between
Almond Avenue and Palmyra Avenue D 6D Major 56,300 28,578 0.508 A 30,017 0.533 A 0.025 No
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
Chick-fil-A Main Street, Orange
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9.0 YEAR 2021 PLUS PROJECT ANALYSIS
The following summarizes the “Year 2021 Plus Project” level of service results for the five (5) key
study intersections and four (4) key roadway segments.
9.1 Intersections
Table 9-1 summarizes the peak hour level of service results at the five (5) key study intersections for
Year 2021 traffic conditions. The first column (1) of ICU/LOS and HCM/LOS values in Table 9-1
presents a summary of existing AM and PM peak hour traffic conditions (which were also presented
in Table 3-4). The second column (2) lists projected cumulative traffic conditions (existing plus
ambient traffic plus cumulative project traffic) based on existing intersection geometry, but without
any traffic generated from the proposed Project. The third column (3) presents forecast Year 2021
near-term traffic conditions with the addition of Project traffic. The fourth column (4) shows the
increase in ICU and/or Delay value due to the added peak hour project trips and indicates whether
the traffic associated with the Project will have a significant impact based on the LOS standards and
significant impact criteria defined in this report.
9.1.1 Year 2021 Cumulative Traffic Conditions
An analysis of future (Year 2021) cumulative traffic conditions indicates that the addition of ambient
traffic growth and cumulative project traffic will not adversely impact any of the five (5) key study
intersections. The five (5) key study intersections are forecast to continue to operate at acceptable
levels of service during the AM and PM peak hours with the addition of ambient traffic growth and
cumulative project traffic.
9.1.2 Year 2021 Cumulative Plus Project Traffic Conditions
Review of Columns (3) and (4) of Table 9-1 indicates that traffic associated with the proposed
Project will not significantly impact any of the five (5) key study intersections, when compared to
the LOS standards and significant impact criteria specified in this report. The five (5) key study
intersections currently operate and are forecast to continue to operate at an acceptable LOS D or
better during the AM and PM peak hours with the addition of Project generated traffic to Year 2021
cumulative traffic.
Appendix C also presents the Year 2021 plus project ICU/LOS and HCM/LOS calculations for the
five (5) key study intersections.
9.2 Roadway Segments
Table 9-2 summarizes the roadway segment level of service results at the four (4) key roadway
segments for Year 2021 traffic conditions. The first column (1) shows the number of lanes, the
second column (2) shows the arterial classification and the third column (3) shows the existing LOS
“E” capacity. The fourth column (4) presents a summary of projected Year 2021 cumulative daily
traffic conditions. The fifth column (5) lists Year 2021 plus project daily traffic conditions. Column
(5) also shows the increase in V/C ratio value due to the added daily project trips and indicates
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
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whether the traffic associated with the Project will have a significant impact based on the LOS
standards and significant impact criteria defined in this report.
9.2.1 Year 2021 Cumulative Traffic Conditions
An analysis of future (Year 2021) cumulative traffic conditions indicates that the addition of ambient
traffic growth and cumulative project traffic will not adversely impact any of the four (4) key
roadway segments on a daily basis under Year 2021 Cumulative traffic conditions (i.e. existing plus
ambient traffic plus cumulative project traffic). The four (4) key roadway segments currently operate
and are forecast to continue to operate at acceptable level of service on a daily basis with the
addition of ambient traffic growth and cumulative project traffic.
9.2.2 Year 2021 Cumulative Plus Project Traffic Conditions
Review of Column 5 of Table 9-2 indicates that traffic associated with the proposed Project will not
significantly impact any of the four (4) key roadway segments on a daily basis under Year 2021
Cumulative Plus Project traffic conditions. The four (4) key roadway segments currently operate and
are forecast to continue to operate at an acceptable level of service on a daily basis with the addition
of Project generated traffic to Year 2021 cumulative traffic.
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-18.3939.1
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TABLE 9-1
YEAR 2021 PEAK HOUR INTERSECTION CAPACITY ANALYSIS
Key Intersections
Time
Period
Minimum
Acceptable
LOS
(1)
Existing
Traffic Conditions
(2)
Year 2021
Cumulative
Traffic Conditions
(3)
Year 2021
Cumulative
Plus Project
Traffic Conditions
(4)
Project
Significant
Impact
(5)
Year 2021
Cumulative
Plus Project
With Mitigation
ICU/HCM LOS ICU/HCM LOS ICU/HCM LOS Increase Yes/No ICU/HCM LOS
1. Main Street at AM D 0.654 B 0.673 B 0.687 B 0.014 No -- --
Chapman Avenue PM 0.657 B 0.708 C 0.711 C 0.003 No -- --
2. Feldner Road at AM D 8.4 s/v A 8.4 s/v A 8.5 s/v A 0.1 s/v No -- --
Almond Avenue PM 8.6 s/v A 8.7 s/v A 8.7 s/v A 0.0 s/v No -- --
3. Main Street at AM D 0.475 A 0.487 A 0.522 A 0.035 No -- --
Almond Avenue PM 0.455 A 0.472 A 0.482 A 0.010 No -- --
4. Batavia Street at AM D 20.0 s/v C 22.2 s/v C 22.7 s/v C 0.5 s/v No -- --
Almond Avenue PM 18.0 s/v C 19.6 s/v C 20.0 s/v C 0.4 s/v No -- --
5. Main Street at AM D 0.521 A 0.535 A 0.537 A 0.002 No -- --
Palmyra Avenue PM 0.467 A 0.484 A 0.489 A 0.005 No -- --
Notes:
s/v = seconds per vehicle (delay)
BOLD ICU/LOS and HCM/LOS values indicate unacceptable service level
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-18.3939.1
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TABLE 9-2
YEAR 2021 ROADWAY SEGMENT LEVEL OF SERVICE SUMMARY
Key Roadway Segment
Min.
Acc.
LOS
(1)
No. of
Existing
Lanes
(2)
Arterial
Classification
(3)
Existing
Capacity
at LOS “E”
(4)
Year 2021 Cumulative
Traffic Conditions
(5)
Year 2021 Cumulative Plus Project
Traffic Conditions
Daily
Volume
V/C
Ratio LOS
Daily
Volume
V/C
Ratio LOS Inc.
Adverse
(Yes/No)
A. Main Street between
Chapman Avenue and Almond Avenue D 6D Major 56,300 30,963 0.550 A 31,802 0.565 A 0.015 No
B. Almond Avenue between
Feldner Road and Main Street D 2U Collector 12,000 2,527 0.211 A 3,047 0.254 A 0.043 No
C. Almond Avenue between
Main Street and Batavia Street D 2U Collector 12,000 7,306 0.609 B 7,466 0.622 B 0.013 No
D. Main Street between
Almond Avenue and Palmyra Avenue D 6D Major 56,300 30,698 0.545 A 32,137 0.571 A 0.026 No
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
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10.0 SITE ACCESS AND INTERNAL CIRCULATION EVALUATION
10.1 Site Access Evaluation
As shown previously in Figure 2-2, access to the Project site will be provided via one (1)
unsignalized, outbound-only driveway located along Almond Avenue (Project Driveway No. 1) and
one (1) unsignalized, right-turn in/right-turn out only driveway located along Main Street (Project
Driveway No. 2).
Table 10-1 summarizes the intersection operations at the proposed project driveways for near-term
(Year 2021) traffic conditions at completion and full occupancy of the proposed Project. The
operations analysis for the Project driveways is based on the Highway Capacity Manual 6th Edition
(HCM 6) unsignalized methodology. Review of Table 10-1 shows that the two (2) proposed project
driveways are forecast to operate at acceptable LOS C or better during the AM and PM peak hours
for Year 2021 traffic conditions. As such, project access will be adequate. Motorists entering and
exiting the project site will be able to do so comfortably, safely, and without undue congestion.
Appendix D presents the level of service calculation worksheets for the project driveways under
Year 2021 Cumulative plus Project traffic conditions.
10.2 Internal Circulation Evaluation
The on-site circulation layout of the proposed Project as illustrated in Figure 2-2 on an overall basis
is adequate. Curb return radii have been confirmed and are generally adequate for small
service/delivery (FedEx, UPS) trucks and trash trucks.
10.3 Drive-Through Queuing Analysis
To confirm the adequacy of storage provided for the proposed drive-through lane, which consists of
21 vehicles, the results of drive-through queuing observations conducted at five (5) existing
comparative Chick-fil-A restaurants were utilized. The five (5) locations consisted of the following:
Chick-fil-A Tustin, located at 2889 Park Avenue
Chick-fil-A Orange, located at 2575 N. Tustin Street
Chick-fil-A Irvine, located at 6428 Irvine Boulevard
Chick-fil-A Laguna Hills, located at 24011 El Toro Road
Chick-fil-A Corona, located at 3555 Grand Oaks
Drive-through queuing observations were conducted at each of the five (5) locations on a weekday
during the morning, mid-day and evening service periods, generally between the hours of 7:00 AM
and 9:00 AM, 11:00 AM and 2:00 PM, and 4:00 PM and 7:00 PM. Saturday queuing observations
were also collected between 11:30 AM and 2:30 PM and 4:00 PM and 10:00 PM at only the Laguna
Hills site and the Corona site.
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
Chick-fil-A Main Street, Orange
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Table 10-2 summarizes the results of the drive-through queuing analysis summary for the proposed
Project. Column one (1) presents the study sites and column two (2) presents the study site
locations. Column three (3) presents the observed 85th percentile queue, the observed 95th percentile
queue and the observed maximum queue for each site. Column four (4) compares the 85th percentile
queue for each site to the proposed drive-through lane storage and indicates whether or not the
proposed drive-through lane will provide adequate storage. It should be noted that the 85th
percentile queue is generally utilized when designing/sizing the length of the proposed drive-through
lane.
Review of column 3 of Table 10-2 indicates that the five (5) study sites experienced an 85th
percentile queue range between 6 vehicles and 13 vehicles. As shown in column 4 of Table 10-2,
the proposed Project will provide storage for up to 21 vehicles within the proposed drive-through
lane without encroaching into the drive aisle. Therefore, the 85th percentile expected queues can be
accommodated without interfering with internal circulation or causing congestion to the drive aisle.
It should be further noted that the proposed 21 vehicle storage drive-through lane can also
accommodate the observed 95th percentile queues and the observed maximum queues of the five (5)
study sites.
To further confirm the adequacy of storage provided for the proposed drive-through lane, existing
queuing observations were also conducted at the following two (2) existing stand-alone Chick-fil-A
restaurants.
Chick-fil-A Long Beach, 4401 Pacific Coast Highway
Chick-fil-A Venice, located at 4050 Lincoln Boulevard
Drive-through queuing observations were conducted at the two (2) locations on two weekdays
during the mid-day and evening service periods, generally between the hours of 11:00 AM and 2:00
PM and 5:00 PM and 8:00 PM. Saturday queuing observations were also collected between 11:00
AM and 2:00 PM and 6:00 PM and 9:00 PM. The queuing observations for the Long Beach Chick-
fil-A were conducted by Transportation Studies Inc. (TSI) on Thursday April 25, 2019, Friday April
26, 2019 and Saturday April 27, 2019. The queuing observations for the Venice Chick-fil-A were
conducted by City Traffic Counters on Wednesday February 20, 2019, Friday February 22, 2019 and
Saturday February 23, 2019. The vehicular queues observed at the two (2) sites were recorded at 5-
minute intervals.
Tables 10-3, 10-4 and 10-5 summarize the Queue Frequency that was observed at the two sites for
weekday (Wednesday/Thursday), weekday (Friday) and weekend (Saturday) peak periods,
respectively. Our evaluation of this data indicates that on average during the weekday
(Wednesday/Thursday) peak periods, an average queue of 10 vehicles in the drive-through lane can
be expected, with an 85th percentile queue of approximately 15 vehicles, a 95th percentile queue of
approximately 17 vehicles and a max queue of approximately 20 vehicles. Similarly, our evaluation
of this data indicates that on average during the weekday (Friday) peak periods, an average queue of
10 vehicles in the drive-through lane can be expected, with an 85th percentile queue of approximately
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
Chick-fil-A Main Street, Orange
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14 vehicles, a 95th percentile queue of approximately 15 vehicles and a max queue of approximately
18 vehicles. In addition, our evaluation of this data also indicates that on average during the
weekend (Saturday) peak periods, an average queue of 8 vehicles in the drive-through lane can be
expected, with an 85th percentile queue of approximately 13 vehicles, a 95th percentile queue of
approximately 15 vehicles and a max queue of approximately 19 vehicles. It should be noted that
the 85th percentile queue is generally utilized when designing/sizing the length of the proposed
drive-through lane.
In conclusion, the two (2) study sites experienced an 85th percentile queue range between 13 vehicles
and 15 vehicles. As stated previously, the proposed Project will provide storage for up to 21
vehicles within the proposed drive-through lane without encroaching into the drive aisle. Therefore,
the 85th percentile expected queues can be accommodated without interfering with internal
circulation or causing congestion to the drive aisles. It should be further noted that the proposed 21
vehicle storage drive-through lane can also accommodate the observed 95th percentile queues (i.e.
queue range between 15 vehicles and 17 vehicles) and the maximum queue of 20 vehicles.
Even though it is anticipated that the proposed drive-through lane will accommodate all potential
queues on site; Chick-fil-A staff will implement the following program, on an as-needed basis
during their peak operating times, to further ensure that vehicles will not queue back onto the public
streets. The program consists of the following as provided by Chick-fil-A management staff:
“Our restaurants are staffed so that if the drive-thru queuing begins stacking onto the street, team
members go out and assist with ordering via Chick-fil-A’s iPad ordering system. Our operators
use the iPad ordering during our peak hours of 11:30 am to 1:30 pm and any additional time
when needed. The iPad ordering system allows team members to take orders, receive payment,
and assist with traffic movement within the parking lot.
Based on data from our other comparable stores, the iPad ordering system increases the CFA
drive thru speed of service by 30% than the typical speaker box. Putting people forward in the
drive-through is one of our biggest competitive advantages in the market because it personally
connects our team members with our valued guest. We want to continue this momentum by
building a platform to supporting current and future innovations that increase capacity and put
our people forward to care for our guest in every interaction. Our customers enjoy the face to
face ordering over the standard drive-thru experience.”
Appendix E presents the drive-through queuing study data for the five (5) existing comparative sites
and the two (2) existing stand-alone sites.
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
Chick-fil-A Main Street, Orange
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TABLE 10-1
PROJECT DRIVEWAY PEAK HOUR LEVELS OF SERVICE SUMMARY
Project Driveway
Time
Period
Intersection
Control
Year 2021 Plus Project
Traffic Conditions
HCM LOS
A. Project Driveway No. 1 at AM One–Way 9.8 s/v A
Almond Avenue PM Stop 9.3 s/v A
B. Main Street at AM One–Way 19.2 s/v C
Project Driveway No. 2 PM Stop 15.4 s/v C
Note:
s/v = seconds per vehicle
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
Chick-fil-A Main Street, Orange
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TABLE 10-2
DRIVE-THROUGH LANE QUEUING ANALYSIS SUMMARY
(1)
Study Site
(2)
Location
(3)
Number of Vehicles Observed
In The Drive-Through Lane
(4)
Proposed Project
85th
Percentile
95th
Percentile Maximum
Drive-Through
Lane Storage
Adequate For
85th Percentile
(Yes/No)
Chick-fil-A
(City of Tustin) 2889 Park Avenue, Tustin, CA 6 13 15 21 Yes
Chick-fil-A
(City of Orange) 2575 N. Tustin Street, Orange, CA 11 14 15 21 Yes
Chick-fil-A
(City of Irvine) 6428 Irvine Boulevard, Irvine, CA 8 10 12 21 Yes
Chick-fil-A
(City of Laguna Hills) 24011 El Toro Road, Laguna Hills, CA 11 14 17 21 Yes
Chick-fil-A
(City of Corona) 3555 Grand Oaks, Corona, CA 13 13 16 21 Yes
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
Chick-fil-A Main Street, Orange
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TABLE 10-3
WEEKDAY QUEUING ANALYSIS SUMMARY16
Queue Length
(Vehicles)
Queue Frequency of Vehicles Observed Cumulative
Site #1
4401 Pacific Coast Hwy,
Long Beach, CA
Site #2
4050 Lincoln Blvd,
Venice, CA Total Frequency Percentage
0 0 0 0 0 0.0%
1 0 3 3 3 2.1%
2 0 9 9 12 8.5%
3 0 4 4 16 11.3%
4 0 7 7 23 16.2%
5 4 8 12 35 24.6%
6 4 7 11 46 32.4%
7 3 4 7 53 37.3%
8 2 4 6 59 41.5%
9 4 5 9 68 47.9%
10 6 5 11 79 55.6%
11 9 5 14 93 65.5%
12 10 1 11 104 73.2%
13 4 2 6 110 77.5%
14 7 2 9 119 83.8%
15 7 1 8 127 89.4%
16 5 0 5 132 93.0%
17 3 1 4 136 95.8%
18 2 0 2 138 97.2%
19 2 0 2 140 98.6%
20 2 0 2 142 100.0%
Total 74 68 142 -- --
Average 12.0 7.0 10.0 -- --
85th Percentile 16.0 11.0 15.0 -- --
95th Percentile 18.0 14.0 17.0 -- --
Max 20.0 17.0 20.0 -- --
16 Source: Queuing surveys at Site #1 were conducted every 5 minutes, between the hours of 11:00AM to 2:00PM and 5:00PM to 8:00PM, by
Transportation Studies, Inc. on Thursday, April 25, 2019. Queuing surveys at Site #2 were conducted every 5 minutes, between the hours of
11:00AM to 2:00PM and 5:00PM to 7:30PM, by City Traffic Counters on Wednesday, February 20, 2019.
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
Chick-fil-A Main Street, Orange
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TABLE 10-4
FRIDAY QUEUING ANALYSIS SUMMARY 17
Queue Length
(Vehicles)
Queue Frequency of Vehicles Observed Cumulative
Site #1
4401 Pacific Coast Hwy,
Long Beach, CA
Site #2
4050 Lincoln Blvd,
Venice, CA Total Frequency Percentage
0 0 0 0 0 0.0%
1 0 3 3 3 2.0%
2 0 2 2 5 3.4%
3 1 7 8 13 8.8%
4 2 9 11 24 16.2%
5 0 8 8 32 21.6%
6 0 8 8 40 27.0%
7 3 5 8 48 32.4%
8 3 8 11 59 39.9%
9 8 4 12 71 48.0%
10 9 7 16 87 58.8%
11 6 6 12 99 66.9%
12 9 1 10 109 73.6%
13 10 4 14 123 83.1%
14 11 1 12 135 91.2%
15 8 1 9 144 97.3%
16 1 0 1 145 98.0%
17 2 0 2 147 99.3%
18 1 0 1 148 100.0%
Total 74 74 148 -- --
Average 12.0 7.0 10.0 -- --
85th Percentile 15.0 11.0 14.0 -- --
95th Percentile 15.0 13.0 15.0 -- --
Max 18.0 15.0 18.0 -- --
17 Source: Queuing surveys at Site #1 were conducted every 5 minutes, between the hours of 11:00AM to 2:00PM and 5:00PM to 8:00PM, by
Transportation Studies, Inc. on Friday, April 26, 2019. Queuing surveys at Site #2 were conducted every 5 minutes, between the hours of
11:00AM to 2:00PM and 5:00PM to 8:00PM, by City Traffic Counters on Friday, February 22, 2019.
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
Chick-fil-A Main Street, Orange
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TABLE 10-5
SATURDAY QUEUING ANALYSIS SUMMARY 18
Queue Length
(Vehicles)
Queue Frequency of Vehicles Observed Cumulative
Site #1
4401 Pacific Coast Hwy,
Long Beach, CA
Site #2
4050 Lincoln Blvd,
Venice, CA Total Frequency Percentage
0 0 0 0 0 0.0%
1 0 1 1 1 0.7%
2 1 1 2 3 2.0%
3 2 4 6 9 6.1%
4 2 10 12 21 14.2%
5 0 16 16 37 25.0%
6 3 11 14 51 34.5%
7 5 9 14 65 43.9%
8 7 10 17 82 55.4%
9 12 7 19 101 68.2%
10 8 4 12 113 76.4%
11 6 0 6 119 80.4%
12 5 1 6 125 84.5%
13 10 0 10 135 91.2%
14 2 0 2 137 92.6%
15 6 0 6 143 96.6%
16 2 0 2 145 98.0%
17 1 0 1 146 98.6%
18 1 0 1 147 99.3%
19 1 0 1 148 100.0%
Total 74 74 148 -- --
Average 10.0 6.0 8.0 -- --
85th Percentile 14.0 9.0 13.0 -- --
95th Percentile 16.0 10.0 15.0 -- --
Max 19.0 12.0 19.0 -- --
18 Source: Queuing surveys at Site #1 were conducted every 5 minutes, between the hours of 11:00AM to 2:00PM and 6:00PM to 9:00PM, by
Transportation Studies, Inc. on Saturday, April 27, 2019. Queuing surveys at Site #2 were conducted every 5 minutes, between the hours of
11:00AM to 2:00PM and 6:00PM to 9:00PM, by City Traffic Counters on Saturday, February 23, 2019.
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
Chick-fil-A Main Street, Orange
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11.0 RECOMMENDED IMPROVEMENTS
For those intersections and roadway segments where projected traffic volumes are expected to result
in significant cumulative impacts, this report recommends traffic improvements that change the
intersection and/or roadway segments geometry to increase capacity. These capacity improvements
involve roadway widening and/or re-striping to reconfigure (add lanes) roadways to specific
approaches of a key intersection and/or roadway segments. The identified improvements are
expected to:
Address the impact of existing traffic, Project traffic and future non-project (ambient
traffic growth and Cumulative) traffic, and
Improve Levels of Service to an acceptable range and/or to pre-project conditions.
11.1 Existing Plus Project Traffic Conditions
The results of the “Existing Plus Project” intersection capacity analysis and daily roadway segment
analysis presented previously in Table 8-1 and Table 8-2, respectively, indicates that the proposed
Project will not significantly impact any of the five (5) key study intersections or the four (4) key
roadway segments. Given that there are no significant project impacts, no improvements are
required under Existing Plus Project traffic conditions.
11.2 Year 2021 Plus Project Traffic Conditions
The results of the “Year 2021 Cumulative Plus Project” intersection capacity analysis and daily
roadway segment analysis presented previously in Table 9-1 and Table 9-2, respectively, indicates
that the proposed Project will not significantly impact any of the five (5) key study intersections or
the four (4) key roadway segments. Given that there are no significant project impacts, no
improvements are required under Year 2021 Cumulative Plus Project traffic conditions.
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
Chick-fil-A Main Street, Orange
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12.0 CONGESTION MANAGEMENT PROGRAM (CMP)
This analysis is consistent with the requirements and procedures outlined in the current Orange
County Congestion Management Program (CMP). The CMP requires that a traffic impact analysis
be conducted for any project generating 2,400 or more daily trips, or 1,600 or more daily trips for
projects that directly access the CMP Highway System (HS). Per the CMP guidelines, this number
is based on the desire to analyze any impacts that will be 3.0% or more of the existing CMP highway
system facilities’ capacity.
However, as noted in this traffic study, the proposed Project is expected to generate 1,599 daily trips,
and thus does not meet the criteria required for a CMP traffic analysis. Therefore, it is concluded that
the proposed Project will not have any significant traffic impacts on the Congestion Management
Program Highway System.
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
Chick-fil-A Main Street, Orange
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13.0 SUMMARY OF FINDINGS AND CONCLUSIONS
Project Description – The Project site is generally located on the southwest quadrant of Main
Street and Almond Avenue in the City of Orange, California. The proposed Project proposes to
demolish the existing vacant structure on the site and construct a 4,527 SF Chick-fil-A restaurant
with drive-through window and drive-through queue storage of 21 vehicles. A total of 49
parking spaces will be provided on site and parking is restricted along both the Main Street and
Almond Avenue Project frontages. The proposed Project is expected to be constructed and fully
occupied by the Year 2021.
Access to the Project site will be provided via one (1) unsignalized, outbound-only driveway
located along Almond Avenue (Project Driveway No. 1) and one (1) unsignalized, right-turn
in/right-turn out only driveway located along Main Street (Project Driveway No. 2).
Study Scope – The five (5) key study intersections and four (4) key roadway segments selected
for evaluation were determined based on coordination with City of Orange Traffic Engineering
staff and application of the “51 or more peak hour trip threshold” criteria outlined in the City of
Orange Traffic Impact Analysis Guidelines, dated August 15, 2007. The intersections and
roadway segments listed below provide local access to the study area and define the extent of the
boundaries for this traffic impact investigation. It should be noted that each key study
intersection and roadway segment is located within the City of Orange.
Key Study Intersections
1. Main Street at Chapman Avenue
2. Feldner Road at Almond Avenue
3. Main Street at Almond Avenue
4. Batavia Street at Almond Avenue
5. Main Street at Palmyra Avenue
Key Roadway Segments
A. Main Street, between Chapman Avenue and Almond Avenue
B. Almond Avenue, between Feldner Road and Main Street
C. Almond Avenue, between Main Street and Batavia Street
D. Main Street, between Almond Avenue and Palmyra Avenue
Detailed peak hour level of service analyses were prepared for Existing Traffic Conditions,
Existing Plus Project Traffic Conditions, Year 2021 Cumulative Traffic Conditions, and Year
2021 Cumulative Plus Project Traffic Conditions at these locations.
Existing Traffic Conditions – All five (5) key study intersections currently operate at acceptable
LOS D or better during the AM and PM peak hours. All four (4) key roadway segments
currently operate at acceptable LOS A on a daily basis.
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
Chick-fil-A Main Street, Orange
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Project Trip Generation – The proposed Project is forecast to generate 1,599 daily trips, with 93
trips (47 inbound, 46 outbound) produced in the AM peak hour and 74 trips (38 inbound, 36
outbound) produced in the PM peak hour on a “typical” weekday.
Cumulative Projects Traffic Characteristics – The eleven (11) cumulative projects are forecast to
generate a total of 16,634 daily trips, with 1,076 trips (133 inbound and 943 outbound) forecast
during the AM peak hour and 1,321 trips (945 inbound and 376 outbound) forecast during the
PM peak hour.
Existing Plus Project Traffic Conditions – The proposed Project will not significantly impact
any of the five (5) key study intersections, when compared to the LOS standards and significant
impact criteria specified in this report. The five (5) key study intersections currently operate and
are forecast to continue to operate at an acceptable LOS during the AM and PM peak hours with
the addition of Project generated traffic to existing traffic.
The proposed Project will not significantly impact any of the four (4) key roadway segments
when compared to the LOS standards and significant impact criteria specified in this report. The
four (4) key roadway segments currently operate and are forecast to continue to operate at an
acceptable service level on a daily basis with the addition of Project generated traffic to existing
traffic.
Year 2021 Cumulative Plus Project Traffic Conditions – The proposed Project will not
significantly impact any of the five (5) key study intersections, when compared to the LOS
standards and significant impact criteria specified in this report. The five (5) key study
intersections currently operate and are forecast to continue to operate at an acceptable LOS D or
better during the AM and PM peak hours with the addition of Project generated traffic to Year
2021 cumulative traffic.
The proposed Project will not significantly impact any of the four (4) key roadway segments on a
daily basis under Year 2021 Cumulative Plus Project traffic conditions. The four (4) key
roadway segments currently operate and are forecast to continue to operate at an acceptable level
of service on a daily basis with the addition of Project generated traffic to Year 2021 cumulative
traffic.
Site Access and Internal Circulation Evaluation – The proposed project driveways are forecast
to operate at acceptable LOS C or better during the AM and PM peak hours for Year 2021 traffic
conditions. As such, project access will be adequate. Motorists entering and exiting the Project
site will be able to do so comfortably, safely, and without undue congestion.
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 small service/delivery (FedEx, UPS)
trucks and trash trucks.
Drive-Through Queuing Analysis – The five (5) study sites experienced an 85th percentile queue
range between 6 vehicles and 13 vehicles. The proposed Project will provide storage for up to
21 vehicles within the proposed drive-through lane without encroaching into the drive aisle.
Therefore, the 85th percentile expected queues can be accommodated without interfering with
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2.18.3939.1
Chick-fil-A Main Street, Orange
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41
internal circulation or causing congestion to the drive aisle. It should be further noted that the
proposed 21 vehicle storage drive-through lane can also accommodate the observed 95th
percentile queues and the observed maximum queues of the five (5) study sites.
In addition, the two (2) stand-alone sites experienced an 85th percentile queue range between 13
vehicles and 15 vehicles. The proposed Project will provide storage for up to 21 vehicles within
the proposed drive-through lane without encroaching into the drive aisle. Therefore, the 85th
percentile expected queues can be accommodated without interfering with internal circulation or
causing congestion to the drive aisles. It should be further noted that the proposed 21 vehicle
storage drive-through lane can also accommodate the observed 95th percentile queues (i.e. queue
range between 15 vehicles and 17 vehicles) and the maximum queue of 20 vehicles.
Even though it is anticipated that the proposed drive-through lane will accommodate all potential
queues on site; Chick-fil-A staff will implement the following program, on an as-needed basis
during their peak operating times, to further ensure that vehicles will not queue back onto the
public streets. The program consists of the following as provided by Chick-fil-A management
staff:
“Our restaurants are staffed so that if the drive-thru queuing begins stacking onto the
street, team members go out and assist with ordering via Chick-fil-A’s iPad ordering
system. Our operators use the iPad ordering during our peak hours of 11:30 am to 1:30
pm and any additional time when needed. The iPad ordering system allows team
members to take orders, receive payment, and assist with traffic movement within the
parking lot.
Based on data from our other comparable stores, the iPad ordering system increases the
CFA drive thru speed of service by 30% than the typical speaker box. Putting people
forward in the drive-through is one of our biggest competitive advantages in the market
because it personally connects our team members with our valued guest. We want to
continue this momentum by building a platform to supporting current and future
innovations that increase capacity and put our people forward to care for our guest in
every interaction. Our customers enjoy the face to face ordering over the standard drive-
thru experience.”
Existing Plus Project Recommended Improvements – The proposed Project will not
significantly impact any of the five (5) key study intersections or the four (4) key roadway
segments. Given that there are no significant project impacts, no improvements are required
under Existing Plus Project traffic conditions.
Year 2021 Cumulative Plus Project Recommended Improvements – The proposed Project will
not significantly impact any of the five (5) key study intersections or the four (4) key roadway
segments. Given that there are no significant project impacts, no improvements are required
under Year 2021 Cumulative Plus Project traffic conditions.
Congestion Management Program (CMP) – The proposed Project will not have any significant
traffic impacts on the Congestion Management Program Highway System.
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-18-3939-1
Chick-fil-A Main Street, Orange
N:\3900\2183939 - Chick-fil-A Main Street, Orange\Report\3939 Dividers.doc
APPENDIX A
TRAFFIC STUDY SCOPE OF WORK
A-1
Mr. Doug Keys
March 2, 2018
Page 2
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5. Main Street at Palmyra Avenue
A. Project Driveway No. 1 at Almond Avenue
B. Main Street at Project Driveway No. 2
Key Roadway Segments
A. Main Street, between Chapman Avenue and Almond Avenue
B. Almond Avenue, between Feldner Road and Main Street
C. Almond Avenue, between Main Street and Batavia Street
D. Main Street, between Almond Avenue and Palmyra Avenue
D. Traffic Counts: The traffic counts for the above listed five (5) key study
intersections and four (4) key roadway segments will be conducted on a Tuesday,
Wednesday, or Thursday when local schools are in session.
E. Project Traffic Generation: The trip generation potential of the Project will be
estimated using ITE Land Use 934: Fast-Food Restaurant With Drive-Through
rates contained in the 10th Edition of Trip Generation, published by the Institute
of Transportation Engineers (ITE), [Washington, D.C., 2017]. The proposed
Project is forecast to generate 1,612 daily trips, with 93 trips (47 inbound, 46
outbound) produced in the AM peak hour and 74 trips (38 inbound, 36 outbound)
produced in the PM peak hour on a “typical” weekday. See attached project
traffic generation forecast – Table 5-1.
Please note that the aforementioned overall project trip generation includes
adjustments for pass-by as recommended by ITE. The pass-by reduction factors
that will be utilized in the traffic impact analysis report, which are summarized in
the footnotes of Table 5-1, are based on information published in the Trip
Generation Handbook, 3rd Edition, published by ITE (2014).
F. Project Traffic Distribution Pattern: See attached project traffic distribution
pattern – Figure 5-1. The trip distribution pattern was developed based on the
following considerations:
directional flows on the freeways in the immediate vicinity of the project site
(i.e. I-5 Freeway and SR-22 Freeway),
the site's proximity to major traffic carriers (i.e. Main Street),
expected localized traffic flow patterns based on adjacent street channelization
and presence of traffic signals, and
ingress/egress availability at the project site.
A-2
Mr. Doug Keys
March 2, 2018
Page 3
N:\3900\2183939 - Chick-fil-A Main Street, Orange\Letters\3939 TIA Scope of Work 03-02-18.doc
G. Year 2020 Cumulative Traffic:
Ambient Growth Rate: 1.0% per year.
Cumulative Projects: Obtain information regarding cumulative projects in the
vicinity of the proposed project (i.e., 2-mile radius) from the City of Orange,
City of Anaheim, City of Santa Ana, and the City of Garden Grove.
H. 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 Mitigation, if necessary;
(d) Year 2020 Cumulative Traffic Conditions (Existing plus Ambient Growth
plus Cumulative Projects);
(e) Year 2020 Cumulative Plus Project Traffic Conditions, and
(f) Scenario (e) with Mitigation, if necessary.
The LOS calculations will be based on the ICU methodology for signalized
intersections and the Highway Capacity Manual 6 (HCM 6) methodology for
unsignalized intersections. The Project’s potential impact will be based on the
significant impact criteria outlined in the City of Orange Traffic Impact Analysis
Guidelines, dated August 15, 2007.
I. Other Issues:
Evaluate Site Access and Internal Circulation (including drive-through
queuing).
* * * * * * * * * * *
We appreciate the opportunity to provide this scope of work. Should you have any
questions, please call us at (949) 825-6175. Thank you.
Approved by:
________________________________________
City of Orange Date
A-3
A-4
A-5
A-6
N:\3900\2183939 - Chick-fil-A Main Street, Orange\Letters\3939 TIA Scope of Work 03-02-18.doc
TABLE 5-1
PROJECT TRAFFIC GENERATION FORECAST 1
ITE Land Use Code /
Project Description
Daily
2-Way
AM Peak Hour PM Peak Hour
Enter Exit Total Enter Exit Total
Generation Factors:
934: Fast-Food Restaurant With Drive-Thru
(TE/1000 SF) 470.95 20.50 19.69 40.19 16.99 15.68 32.67
Generation Forecast:
Chick-fil-A Restaurant With Drive-Thru (4,563 SF) 2,149 93 90 183 77 72 149
Pass-By (Daily: 25%, AM: 49%, PM: 50%)2 -537 -46 -44 -90 -39 -36 -75
Subtotal 1,612 47 46 93 38 36 74
Total Traffic Generation Forecast 1,612 47 46 93 38 36 74
1 Source: Trip Generation, 10th Edition, Institute of Transportation Engineers (ITE), Washington, D.C. (2017).
2 Source: Trip Generation Handbook, 3rd Edition, published by ITE (2014).
A-7
A-8
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-18-3939-1
Chick-fil-A Main Street, Orange
N:\3900\2183939 - Chick-fil-A Main Street, Orange\Report\3939 Dividers.doc
APPENDIX B
EXISTING TRAFFIC COUNT DATA
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-16-3695-1
Kendall-Palm Commercial, San Bernardino
N:\3900\2183939 - Chick-fil-A Main Street, Orange\Report\3939 Sub-Dividers.doc
APPENDIX B-I
INTERSECTION COUNTS
B-1
File Name : H1803004
Site Code : 00000000
Start Date : 3/7/2018
Page No : 1
City: ORAANGE
N-S Direction: MAIN STREET
E-W Direction: CHAPMAN AVENUE
Groups Printed- Turning Movements
MAIN STREET
Southbound
CHAPMAN AVENUE
Westbound
MAIN STREET
Northbound
CHAPMAN AVENUE
Eastbound
Start Time Right Thru Left Right Thru Left Right Thru Left Right Thru Left Int. Total
07:00 30 155 15 12 75 36 22 88 30 74 94 27 658
07:15 21 197 26 16 99 65 23 79 29 87 112 26 780
07:30 30 196 13 19 101 65 30 125 59 85 135 37 895
07:45 49 187 33 21 113 58 31 150 57 125 154 40 1018
Total 130 735 87 68 388 224 106 442 175 371 495 130 3351
08:00 44 195 20 18 139 67 28 86 67 89 115 29 897
08:15 31 196 26 17 120 47 28 89 45 104 112 28 843
08:30 28 160 25 16 89 64 31 65 59 96 132 36 801
08:45 28 150 18 10 83 40 29 70 38 79 117 18 680
Total 131 701 89 61 431 218 116 310 209 368 476 111 3221
*** BREAK ***
16:00 48 145 38 15 166 29 64 130 123 47 131 32 968
16:15 45 139 36 15 158 41 39 160 125 59 103 27 947
16:30 46 148 29 16 161 41 50 177 111 53 135 45 1012
16:45 42 153 31 13 158 38 41 158 115 40 140 38 967
Total 181 585 134 59 643 149 194 625 474 199 509 142 3894
17:00 61 174 39 15 178 45 49 175 127 47 152 33 1095
17:15 42 154 42 22 198 43 52 187 134 55 146 31 1106
17:30 59 131 30 17 173 30 56 161 128 60 143 33 1021
17:45 47 142 28 19 134 44 42 164 114 75 138 42 989
Total 209 601 139 73 683 162 199 687 503 237 579 139 4211
Grand Total 651 2622 449 261 2145 753 615 2064 1361 1175 2059 522 14677
Apprch %17.5 70.4 12.1 8.3 67.9 23.8 15.2 51.1 33.7 31.3 54.8 13.9
Total %4.4 17.9 3.1 1.8 14.6 5.1 4.2 14.1 9.3 8 14 3.6
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-2
File Name : H1803004
Site Code : 00000000
Start Date : 3/7/2018
Page No : 2
City: ORAANGE
N-S Direction: MAIN STREET
E-W Direction: CHAPMAN AVENUE
MAIN STREET
Southbound
CHAPMAN AVENUE
Westbound
MAIN STREET
Northbound
CHAPMAN AVENUE
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total
Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:30
07:30 30 196 13 239 19 101 65 185 30 125 59 214 85 135 37 257 895
07:45 49 187 33 269 21 113 58 192 31 150 57 238 125 154 40 319 1018
08:00 44 195 20 259 18 139 67 224 28 86 67 181 89 115 29 233 897
08:15 31 196 26 253 17 120 47 184 28 89 45 162 104 112 28 244 843
Total Volume 154 774 92 1020 75 473 237 785 117 450 228 795 403 516 134 1053 3653
% App. Total 15.1 75.9 9 9.6 60.3 30.2 14.7 56.6 28.7 38.3 49 12.7
PHF .786 .987 .697 .948 .893 .851 .884 .876 .944 .750 .851 .835 .806 .838 .838 .825 .897
MAIN STREET CHAPMAN AVENUE CHAPMAN AVENUE MAIN STREET
Right
154
Thru
774
Left
92
InOut Total
659 1020 1679 Right75 Thru473 Left237 OutTotalIn725 785 1510 Left
228
Thru
450
Right
117
Out TotalIn
1414 795 2209 Left134 Thru516 Right403 TotalOutIn855 1053 1908 Peak Hour Begins at 07:30
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-3
File Name : H1803004
Site Code : 00000000
Start Date : 3/7/2018
Page No : 3
City: ORAANGE
N-S Direction: MAIN STREET
E-W Direction: CHAPMAN AVENUE
MAIN STREET
Southbound
CHAPMAN AVENUE
Westbound
MAIN STREET
Northbound
CHAPMAN AVENUE
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left 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 61 174 39 274 15 178 45 238 49 175 127 351 47 152 33 232 1095
17:15 42 154 42 238 22 198 43 263 52 187 134 373 55 146 31 232 1106
17:30 59 131 30 220 17 173 30 220 56 161 128 345 60 143 33 236 1021
17:45 47 142 28 217 19 134 44 197 42 164 114 320 75 138 42 255 989
Total Volume 209 601 139 949 73 683 162 918 199 687 503 1389 237 579 139 955 4211
% App. Total 22 63.3 14.6 8 74.4 17.6 14.3 49.5 36.2 24.8 60.6 14.6
PHF .857 .864 .827 .866 .830 .862 .900 .873 .888 .918 .938 .931 .790 .952 .827 .936 .952
MAIN STREET CHAPMAN AVENUE CHAPMAN AVENUE MAIN STREET
Right
209
Thru
601
Left
139
InOut Total
899 949 1848 Right73 Thru683 Left162 OutTotalIn917 918 1835 Left
503
Thru
687
Right
199
Out TotalIn
1000 1389 2389 Left139 Thru579 Right237 TotalOutIn1395 955 2350 Peak Hour Begins at 17:00
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-4
File Name : H1803005
Site Code : 00000000
Start Date : 3/7/2018
Page No : 1
City: ORANGE
N-S Direction: FELDNER ROAD
E-W Direction: ALMOND AVENUE
Groups Printed- Turning Movements
FELDNER ROAD
Southbound
ALMOND AVENUE
Westbound
FELDNER ROAD
Northbound
ALMOND AVENUE
Eastbound
Start Time Right Thru Left Right Thru Left Right Thru Left Right Thru Left Int. Total
07:00 3 17 5 4 6 1 6 16 4 4 8 2 76
07:15 2 25 5 8 10 2 5 22 2 2 15 1 99
07:30 1 18 14 5 8 7 9 17 7 6 17 3 112
07:45 2 25 12 6 23 10 16 20 7 8 20 3 152
Total 8 85 36 23 47 20 36 75 20 20 60 9 439
08:00 1 26 7 8 15 7 6 12 5 4 11 3 105
08:15 2 15 11 5 13 5 2 19 2 5 9 3 91
08:30 0 16 8 10 10 1 2 17 2 2 9 1 78
08:45 0 9 4 5 5 2 1 15 4 1 12 3 61
Total 3 66 30 28 43 15 11 63 13 12 41 10 335
*** BREAK ***
16:00 2 25 7 12 15 4 1 22 10 5 8 1 112
16:15 1 16 3 7 15 10 2 36 5 4 10 3 112
16:30 1 28 9 6 14 6 2 36 6 3 12 1 124
16:45 2 27 9 11 16 6 5 29 9 1 8 2 125
Total 6 96 28 36 60 26 10 123 30 13 38 7 473
17:00 1 31 7 13 21 8 2 36 8 2 10 2 141
17:15 1 16 7 8 19 5 5 25 5 5 6 2 104
17:30 0 29 8 12 19 7 3 32 6 4 11 3 134
17:45 5 28 6 9 22 6 3 22 5 0 9 3 118
Total 7 104 28 42 81 26 13 115 24 11 36 10 497
Grand Total 24 351 122 129 231 87 70 376 87 56 175 36 1744
Apprch %4.8 70.6 24.5 28.9 51.7 19.5 13.1 70.5 16.3 21 65.5 13.5
Total %1.4 20.1 7 7.4 13.2 5 4 21.6 5 3.2 10 2.1
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-5
File Name : H1803005
Site Code : 00000000
Start Date : 3/7/2018
Page No : 2
City: ORANGE
N-S Direction: FELDNER ROAD
E-W Direction: ALMOND AVENUE
FELDNER ROAD
Southbound
ALMOND AVENUE
Westbound
FELDNER ROAD
Northbound
ALMOND AVENUE
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total
Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:15
07:15 2 25 5 32 8 10 2 20 5 22 2 29 2 15 1 18 99
07:30 1 18 14 33 5 8 7 20 9 17 7 33 6 17 3 26 112
07:45 2 25 12 39 6 23 10 39 16 20 7 43 8 20 3 31 152
08:00 1 26 7 34 8 15 7 30 6 12 5 23 4 11 3 18 105
Total Volume 6 94 38 138 27 56 26 109 36 71 21 128 20 63 10 93 468
% App. Total 4.3 68.1 27.5 24.8 51.4 23.9 28.1 55.5 16.4 21.5 67.7 10.8
PHF .750 .904 .679 .885 .844 .609 .650 .699 .563 .807 .750 .744 .625 .788 .833 .750 .770
FELDNER ROAD ALMOND AVENUE ALMOND AVENUE FELDNER ROAD
Right
6
Thru
94
Left
38
InOut Total
108 138 246 Right27 Thru56 Left26 OutTotalIn137 109 246 Left
21
Thru
71
Right
36
Out TotalIn
140 128 268 Left10 Thru63 Right20 TotalOutIn83 93 176 Peak Hour Begins at 07:15
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-6
File Name : H1803005
Site Code : 00000000
Start Date : 3/7/2018
Page No : 3
City: ORANGE
N-S Direction: FELDNER ROAD
E-W Direction: ALMOND AVENUE
FELDNER ROAD
Southbound
ALMOND AVENUE
Westbound
FELDNER ROAD
Northbound
ALMOND AVENUE
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left 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 27 9 38 11 16 6 33 5 29 9 43 1 8 2 11 125
17:00 1 31 7 39 13 21 8 42 2 36 8 46 2 10 2 14 141
17:15 1 16 7 24 8 19 5 32 5 25 5 35 5 6 2 13 104
17:30 0 29 8 37 12 19 7 38 3 32 6 41 4 11 3 18 134
Total Volume 4 103 31 138 44 75 26 145 15 122 28 165 12 35 9 56 504
% App. Total 2.9 74.6 22.5 30.3 51.7 17.9 9.1 73.9 17 21.4 62.5 16.1
PHF .500 .831 .861 .885 .846 .893 .813 .863 .750 .847 .778 .897 .600 .795 .750 .778 .894
FELDNER ROAD ALMOND AVENUE ALMOND AVENUE FELDNER ROAD
Right
4
Thru
103
Left
31
InOut Total
175 138 313 Right44 Thru75 Left26 OutTotalIn81 145 226 Left
28
Thru
122
Right
15
Out TotalIn
141 165 306 Left9 Thru35 Right12 TotalOutIn107 56 163 Peak Hour Begins at 16:45
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-7
File Name : H1803006
Site Code : 00000000
Start Date : 3/7/2018
Page No : 1
City: ORANGE
N-S Direction: MAIN STREET
E-W Direction: ALMOND AVENUE
Groups Printed- Turning Movements
MAIN STREET
Southbound
ALMOND AVENUE
Westbound
MAIN STREET
Northbound
ALMOND AVENUE
Eastbound
Start Time Right Thru Left U-Turn Right Thru Left Right Thru Left U-Turn Right Thru Left Int. Total
07:00 7 252 5 0 8 3 11 8 137 5 2 12 11 5 466
07:15 2 323 8 0 5 9 17 11 132 4 4 8 15 4 542
07:30 2 330 17 0 16 12 17 11 195 4 2 8 24 7 645
07:45 8 321 24 0 35 30 25 24 189 0 3 12 53 5 729
Total 19 1226 54 0 64 54 70 54 653 13 11 40 103 21 2382
08:00 0 326 11 0 28 30 42 14 167 6 2 8 28 2 664
08:15 15 326 5 1 20 15 13 9 156 8 4 13 8 3 596
08:30 4 305 2 0 14 6 14 5 160 7 3 8 11 1 540
08:45 7 250 3 0 10 11 9 12 114 7 1 10 8 3 445
Total 26 1207 21 1 72 62 78 40 597 28 10 39 55 9 2245
*** BREAK ***
16:00 5 205 2 0 19 19 15 14 298 6 2 6 7 2 600
16:15 5 229 7 1 18 21 18 20 305 9 4 6 10 2 655
16:30 13 216 6 0 20 8 17 15 291 12 3 7 11 4 623
16:45 6 222 15 0 16 13 17 21 310 7 2 9 9 6 653
Total 29 872 30 1 73 61 67 70 1204 34 11 28 37 14 2531
17:00 12 213 9 2 23 22 21 23 318 17 2 7 12 3 684
17:15 9 243 12 1 24 25 15 26 366 10 0 9 13 3 756
17:30 6 229 10 3 27 25 22 20 328 13 0 10 9 3 705
17:45 9 237 13 0 15 22 24 21 317 16 2 10 11 3 700
Total 36 922 44 6 89 94 82 90 1329 56 4 36 45 12 2845
Grand Total 110 4227 149 8 298 271 297 254 3783 131 36 143 240 56 10003
Apprch %2.4 94.1 3.3 0.2 34.4 31.3 34.3 6 90 3.1 0.9 32.6 54.7 12.8
Total %1.1 42.3 1.5 0.1 3 2.7 3 2.5 37.8 1.3 0.4 1.4 2.4 0.6
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-8
File Name : H1803006
Site Code : 00000000
Start Date : 3/7/2018
Page No : 2
City: ORANGE
N-S Direction: MAIN STREET
E-W Direction: ALMOND AVENUE
MAIN STREET
Southbound
ALMOND AVENUE
Westbound
MAIN STREET
Northbound
ALMOND AVENUE
Eastbound
Start Time Right Thru Left U-Turn App. Total Right Thru Left App. Total Right Thru Left U-Turn App. Total Right Thru Left App. Total Int. Total
Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:30
07:30 2 330 17 0 349 16 12 17 45 11 195 4 2 212 8 24 7 39 645
07:45 8 321 24 0 353 35 30 25 90 24 216 12 53 5 70 729
08:00 0 326 11 0 337 28 30 42 100 14 167 6 2 189 8 28 2 38 664
08:15 15 326 5 1 347 20 15 13 48 9 156 8 4 177 13 8 3 24 596
Total Volume 25 1303 57 1 1386 99 87 97 283 58 707 18 11 794 41 113 17 171 2634
% App. Total 1.8 94 4.1 0.1 35 30.7 34.3 7.3 89 2.3 1.4 24 66.1 9.9
PHF .417 .987 .594 .250 .982 .707 .725 .577 .708 .604 .906 .563 .688 .919 .788 .533 .607 .611 .903
MAIN STREET ALMOND AVENUE ALMOND AVENUE MAIN STREET
Right
25
Thru
1303
Left
57
U-Turn
1
InOut Total
823 1386 2209 Right99 Thru87 Left97 OutTotalIn228 283 511 Left
18
Thru
707
Right
58
U-Turn
11
Out TotalIn
1441 794 2235 Left17 Thru113 Right41 TotalOutIn130 171 301 Peak Hour Begins at 07:30
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-9
File Name : H1803006
Site Code : 00000000
Start Date : 3/7/2018
Page No : 3
City: ORANGE
N-S Direction: MAIN STREET
E-W Direction: ALMOND AVENUE
MAIN STREET
Southbound
ALMOND AVENUE
Westbound
MAIN STREET
Northbound
ALMOND AVENUE
Eastbound
Start Time Right Thru Left U-Turn App. Total Right Thru Left App. Total Right Thru Left U-Turn App. Total Right Thru Left 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 12 213 9 2 236 23 22 21 66 23 318 17 2 360 7 12 3 22 684
17:15 9 243 12 1 265 24 25 15 64 26 366 10 0 402 9 13 3 25 756
17:30 6 229 10 3 248 27 25 22 74 20 328 13 0 361 10 9 3 22 705
17:45 9 237 13 0 259 15 22 24 61 21 317 16 2 356 10 11 3 24 700
Total Volume 36 922 44 6 1008 89 94 82 265 90 1329 56 4 1479 36 45 12 93 2845
% App. Total 3.6 91.5 4.4 0.6 33.6 35.5 30.9 6.1 89.9 3.8 0.3 38.7 48.4 12.9
PHF .750 .949 .846 .500 .951 .824 .940 .854 .895 .865 .908 .824 .500 .920 .900 .865 1.00 .930 .941
MAIN STREET ALMOND AVENUE ALMOND AVENUE MAIN STREET
Right
36
Thru
922
Left
44
U-Turn
6
InOut Total
1430 1008 2438 Right89 Thru94 Left82 OutTotalIn179 265 444 Left
56
Thru
1329
Right
90
U-Turn
4
Out TotalIn
1040 1479 2519 Left12 Thru45 Right36 TotalOutIn186 93 279 Peak Hour Begins at 17:00
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-10
File Name : H1803007
Site Code : 00000000
Start Date : 3/7/2018
Page No : 1
City: ORANGE
N-S Direction: BATAVIA STREET
E-W Direction: ALMOND AVENUE
Groups Printed- Turning Movements
BATAVIA STREET
Southbound
ALMOND AVENUE
Westbound
BATAVIA STREET
Northbound
ALMOND AVENUE
Eastbound
Start Time Right Thru Left Right Thru Left Right Thru Left Right Thru Left Int. Total
07:00 4 75 2 3 9 3 0 52 7 16 11 1 183
07:15 1 118 3 5 17 8 2 35 7 13 23 7 239
07:30 4 114 2 9 31 5 7 52 12 16 27 3 282
07:45 3 98 1 8 54 9 5 59 20 30 44 10 341
Total 12 405 8 25 111 25 14 198 46 75 105 21 1045
08:00 2 120 1 10 19 14 2 67 9 22 48 9 323
08:15 2 96 3 7 26 6 2 53 12 10 15 3 235
08:30 3 108 2 6 20 8 1 57 8 9 10 2 234
08:45 2 67 2 4 17 7 5 49 13 8 18 2 194
Total 9 391 8 27 82 35 10 226 42 49 91 16 986
*** BREAK ***
16:00 9 86 7 9 32 13 6 79 16 9 16 7 289
16:15 2 82 7 14 28 9 3 99 12 12 24 5 297
16:30 3 101 4 7 25 12 3 71 13 14 20 7 280
16:45 2 85 12 6 28 6 3 75 14 10 20 7 268
Total 16 354 30 36 113 40 15 324 55 45 80 26 1134
17:00 0 92 5 9 32 10 5 87 18 13 33 2 306
17:15 7 80 5 11 33 9 6 73 16 15 31 11 297
17:30 4 78 8 4 37 6 4 82 16 10 30 8 287
17:45 5 65 6 12 22 8 9 88 22 13 23 3 276
Total 16 315 24 36 124 33 24 330 72 51 117 24 1166
Grand Total 53 1465 70 124 430 133 63 1078 215 220 393 87 4331
Apprch %3.3 92.3 4.4 18 62.6 19.4 4.6 79.5 15.9 31.4 56.1 12.4
Total %1.2 33.8 1.6 2.9 9.9 3.1 1.5 24.9 5 5.1 9.1 2
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-11
File Name : H1803007
Site Code : 00000000
Start Date : 3/7/2018
Page No : 2
City: ORANGE
N-S Direction: BATAVIA STREET
E-W Direction: ALMOND AVENUE
BATAVIA STREET
Southbound
ALMOND AVENUE
Westbound
BATAVIA STREET
Northbound
ALMOND AVENUE
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total
Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:15
07:15 1 118 3 122 5 17 8 30 2 35 7 44 13 23 7 43 239
07:30 4 114 2 120 9 31 5 45 7 52 12 71 16 27 3 46 282
07:45 3 98 1 102 8 54 9 71 5 59 20 84 30 44 10 84 341
08:00 2 120 1 123 10 19 14 43 2 67 9 78 22 48 9 79 323
Total Volume 10 450 7 467 32 121 36 189 16 213 48 277 81 142 29 252 1185
% App. Total 2.1 96.4 1.5 16.9 64 19 5.8 76.9 17.3 32.1 56.3 11.5
PHF .625 .938 .583 .949 .800 .560 .643 .665 .571 .795 .600 .824 .675 .740 .725 .750 .869
BATAVIA STREET ALMOND AVENUE ALMOND AVENUE BATAVIA STREET
Right
10
Thru
450
Left
7
InOut Total
274 467 741 Right32 Thru121 Left36 OutTotalIn165 189 354 Left
48
Thru
213
Right
16
Out TotalIn
567 277 844 Left29 Thru142 Right81 TotalOutIn179 252 431 Peak Hour Begins at 07:15
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-12
File Name : H1803007
Site Code : 00000000
Start Date : 3/7/2018
Page No : 3
City: ORANGE
N-S Direction: BATAVIA STREET
E-W Direction: ALMOND AVENUE
BATAVIA STREET
Southbound
ALMOND AVENUE
Westbound
BATAVIA STREET
Northbound
ALMOND AVENUE
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left 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 0 92 5 97 9 32 10 51 5 87 18 110 13 33 2 48 306
17:15 7 80 5 92 11 33 9 53 6 73 16 95 15 31 11 57 297
17:30 4 78 8 90 4 37 6 47 4 82 16 102 10 30 8 48 287
17:45 5 65 6 76 12 22 8 42 9 88 22 119 13 23 3 39 276
Total Volume 16 315 24 355 36 124 33 193 24 330 72 426 51 117 24 192 1166
% App. Total 4.5 88.7 6.8 18.7 64.2 17.1 5.6 77.5 16.9 26.6 60.9 12.5
PHF .571 .856 .750 .915 .750 .838 .825 .910 .667 .938 .818 .895 .850 .886 .545 .842 .953
BATAVIA STREET ALMOND AVENUE ALMOND AVENUE BATAVIA STREET
Right
16
Thru
315
Left
24
InOut Total
390 355 745 Right36 Thru124 Left33 OutTotalIn165 193 358 Left
72
Thru
330
Right
24
Out TotalIn
399 426 825 Left24 Thru117 Right51 TotalOutIn212 192 404 Peak Hour Begins at 17:00
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-13
File Name : H1803008
Site Code : 00000000
Start Date : 3/7/2018
Page No : 1
City: ORANGE
N-S Direction: MAIN STREET
E-W Direction: PALMYRA AVENUE
Groups Printed- Turning Movements
MAIN STREET
Southbound
PALMYRA AVENUE
Westbound
MAIN STREET
Northbound
PALMYRA AVENUE
Eastbound
Start Time Right Thru Left U-Turn Right Thru Left Right Thru Left U-Turn Right Thru Left Int. Total
07:00 8 264 2 1 1 3 6 2 127 17 2 11 5 16 465
07:15 12 315 5 1 2 1 2 4 131 18 3 19 5 19 537
07:30 5 326 3 1 3 4 3 2 182 23 3 18 7 29 609
07:45 14 325 5 1 8 9 7 11 234 33 2 17 8 36 710
Total 39 1230 15 4 14 17 18 19 674 91 10 65 25 100 2321
08:00 20 344 5 1 1 3 5 5 160 22 0 27 7 19 619
08:15 9 336 3 0 2 11 5 10 141 24 5 21 1 19 587
08:30 6 314 3 2 1 6 4 5 161 26 4 26 4 13 575
08:45 9 254 7 3 5 11 12 14 121 12 3 30 4 19 504
Total 44 1248 18 6 9 31 26 34 583 84 12 104 16 70 2285
*** BREAK ***
16:00 17 219 6 4 4 5 6 7 304 20 1 21 3 18 635
16:15 9 230 4 4 5 9 9 3 319 13 3 15 3 16 642
16:30 20 207 4 5 10 14 6 6 306 15 2 16 6 24 641
16:45 23 217 2 4 10 5 6 5 282 14 9 30 5 19 631
Total 69 873 16 17 29 33 27 21 1211 62 15 82 17 77 2549
17:00 19 241 0 3 10 15 11 8 348 12 1 23 2 36 729
17:15 15 229 3 3 7 9 5 9 331 12 1 21 3 17 665
17:30 23 224 2 2 6 6 9 6 354 10 2 17 4 24 689
17:45 10 235 7 4 6 6 9 11 296 17 1 14 7 28 651
Total 67 929 12 12 29 36 34 34 1329 51 5 75 16 105 2734
Grand Total 219 4280 61 39 81 117 105 108 3797 288 42 326 74 352 9889
Apprch %4.8 93.1 1.3 0.8 26.7 38.6 34.7 2.6 89.7 6.8 1 43.4 9.8 46.8
Total %2.2 43.3 0.6 0.4 0.8 1.2 1.1 1.1 38.4 2.9 0.4 3.3 0.7 3.6
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-14
File Name : H1803008
Site Code : 00000000
Start Date : 3/7/2018
Page No : 2
City: ORANGE
N-S Direction: MAIN STREET
E-W Direction: PALMYRA AVENUE
MAIN STREET
Southbound
PALMYRA AVENUE
Westbound
MAIN STREET
Northbound
PALMYRA AVENUE
Eastbound
Start Time Right Thru Left U-Turn App. Total Right Thru Left App. Total Right Thru Left U-Turn App. Total Right Thru Left App. Total Int. Total
Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:30
07:30 5 326 3 1 335 3 4 3 10 2 182 23 3 210 18 7 29 54 609
07:45 14 325 5 1 345 8 9 7 24 11 234 33 280 17 8 36 61 710
08:00 20 344 5 1 370 1 3 5 9 5 160 22 0 187 27 7 19 53 619
08:15 9 336 3 0 348 2 11 5 18 10 141 24 5 180 21 1 19 41 587
Total Volume 48 1331 16 3 1398 14 27 20 61 28 717 102 10 857 83 23 103 209 2525
% App. Total 3.4 95.2 1.1 0.2 23 44.3 32.8 3.3 83.7 11.9 1.2 39.7 11 49.3
PHF .600 .967 .800 .750 .945 .438 .614 .714 .635 .636 .766 .773 .500 .765 .769 .719 .715 .857 .889
MAIN STREET PALMYRA AVENUE PALMYRA AVENUE MAIN STREET
Right
48
Thru
1331
Left
16
U-Turn
3
InOut Total
834 1398 2232 Right14 Thru27 Left20 OutTotalIn67 61 128 Left
102
Thru
717
Right
28
U-Turn
10
Out TotalIn
1434 857 2291 Left103 Thru23 Right83 TotalOutIn177 209 386 Peak Hour Begins at 07:30
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-15
File Name : H1803008
Site Code : 00000000
Start Date : 3/7/2018
Page No : 3
City: ORANGE
N-S Direction: MAIN STREET
E-W Direction: PALMYRA AVENUE
MAIN STREET
Southbound
PALMYRA AVENUE
Westbound
MAIN STREET
Northbound
PALMYRA AVENUE
Eastbound
Start Time Right Thru Left U-Turn App. Total Right Thru Left App. Total Right Thru Left U-Turn App. Total Right Thru Left 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 19 241 0 3 263 10 15 11 36 8 348 12 1 369 23 2 36 61 729
17:15 15 229 3 3 250 7 9 5 21 9 331 12 1 353 21 3 17 41 665
17:30 23 224 2 2 251 6 6 9 21 6 354 10 2 372 17 4 24 45 689
17:45 10 235 7 4 256 6 6 9 21 11 17 7 28 49 651
Total Volume 67 929 12 12 1020 29 36 34 99 34 1329 51 5 1419 75 16 105 196 2734
% App. Total 6.6 91.1 1.2 1.2 29.3 36.4 34.3 2.4 93.7 3.6 0.4 38.3 8.2 53.6
PHF .728 .964 .429 .750 .970 .725 .600 .773 .688 .773 .939 .750 .625 .954 .815 .571 .729 .803 .938
MAIN STREET PALMYRA AVENUE PALMYRA AVENUE MAIN STREET
Right
67
Thru
929
Left
12
U-Turn
12
InOut Total
1463 1020 2483 Right29 Thru36 Left34 OutTotalIn62 99 161 Left
51
Thru
1329
Right
34
U-Turn
5
Out TotalIn
1038 1419 2457 Left105 Thru16 Right75 TotalOutIn154 196 350 Peak Hour Begins at 17:00
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-16
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-16-3695-1
Kendall-Palm Commercial, San Bernardino
N:\3900\2183939 - Chick-fil-A Main Street, Orange\Report\3939 Sub-Dividers.doc
APPENDIX B-II
ROADWAY SEGMENT COUNTS
B-17
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
ORANGESite::MAIN STREETLocation
Date::CHAPMAN AVE TO ALMOND AVESegment 03/07/18
:LL&GClient
Interval Combined Day:NB SB Wednesday
Begin PMAMPMAMPMAM
12:00 89 280 1,076 35 93 246 892 182 1,9682552660
12:15 296 16 20427 50043
12:30 262 22 20817 47039
12:45 238 20 23420 47240
01:00 42 280 1,031 10 49 227 821 91 1,8521050720
01:15 284 14 2047 48821
01:30 232 13 21211 44424
01:45 235 12 17814 41326
02:00 40 262 1,055 6 25 208 824 65 1,8791547021
02:15 262 9 1908 45217
02:30 271 4 21615 48719
02:45 260 6 2102 4708
03:00 51 268 1,131 8 36 249 944 87 2,0751451722
03:15 296 8 24213 53821
03:30 310 8 22714 53722
03:45 257 12 22610 48322
04:00 105 338 1,316 8 86 214 924 191 2,2401755225
04:15 308 10 24614 55424
04:30 328 30 23632 56462
04:45 342 38 22842 57080
05:00 267 378 1,423 34 224 276 1,027 491 2,4503765471
05:15 362 38 25350 61588
05:30 363 72 23482 597154
05:45 320 80 26498 584178
06:00 469 298 1,012 99 689 240 822 1,158 1,83482538181
06:15 278 144 20292 480236
06:30 228 184 192125 420309
06:45 208 262 188170 396432
07:00 734 206 746 278 1,383 170 532 2,117 1,278134376412
07:15 208 354 124144 332498
07:30 164 361 130222 294583
07:45 168 390 108234 276624
08:00 662 128 489 370 1,295 95 382 1,957 871190223560
08:15 139 348 91166 230514
08:30 108 318 102150 210468
08:45 114 259 94156 208415
09:00 704 98 346 166 644 90 310 1,348 656179188345
09:15 106 164 90165 196329
09:30 75 162 72179 147341
09:45 67 152 58181 125333
10:00 749 76 262 176 671 59 203 1,420 465168135344
10:15 62 169 54183 116352
10:30 62 170 44188 106358
10:45 62 156 46210 108366
11:00 953 61 175 180 764 39 131 1,717 306198100378
11:15 32 172 34199 66371
11:30 48 187 31286 79473
11:45 34 225 27270 61495
Totals 4,865 10,062 5,959 7,812 10,824 17,874
Split%56.3 55.1 43.744.9
Day Totals 13,771 28,69814,927
Day Splits 52.0 48.0
Peak Hour 11:00 04:45 07:15 05:00 07:30 05:00
Volume 953 1,445 1,475 1,027 2,281 2,450
Factor 0.83 0.96 0.95 0.93 0.91 0.94
Printed :3/12/2018Data File :D1803010*
B-18
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
ORANGESite::ALMOND AVENUELocation
Date::FELDNER RD TO MAIN STSegment 03/07/18
:LL&GClient
Interval Combined Day:WB EB Wednesday
Begin PMAMPMAMPMAM
12:00 5 27 106 3 6 20 78 11 1843476
12:15 25 0 191 441
12:30 28 2 221 503
12:45 26 1 170 431
01:00 6 16 63 0 3 12 64 9 1272282
01:15 15 1 131 282
01:30 16 1 170 331
01:45 16 1 223 384
02:00 2 18 82 0 1 14 73 3 1551321
02:15 28 0 180 460
02:30 21 1 201 412
02:45 15 0 210 360
03:00 0 31 98 1 3 22 65 3 1630531
03:15 20 2 60 262
03:30 24 0 140 380
03:45 23 0 230 460
04:00 3 39 128 2 8 12 69 11 1971513
04:15 29 2 192 484
04:30 34 3 220 563
04:45 26 1 160 421
05:00 11 51 179 2 20 18 83 31 2623695
05:15 40 6 224 6210
05:30 48 8 192 6710
05:45 40 4 242 646
06:00 26 37 96 10 61 16 63 87 15945314
06:15 24 16 223 4619
06:30 18 8 1513 3321
06:45 17 27 106 2733
07:00 89 17 67 22 152 10 36 241 103152737
07:15 16 23 916 2539
07:30 17 42 1216 2958
07:45 17 65 542 22107
08:00 99 18 44 22 80 10 41 179 85282850
08:15 4 20 932 1352
08:30 9 20 1313 2233
08:45 13 18 926 2244
09:00 59 15 40 14 60 8 20 119 60142328
09:15 5 16 412 928
09:30 8 17 216 1033
09:45 12 13 617 1830
10:00 39 6 23 8 49 6 13 88 36111219
10:15 7 14 29 923
10:30 4 10 39 719
10:45 6 17 210 827
11:00 57 4 12 12 59 0 12 116 2414426
11:15 6 9 314 923
11:30 1 22 412 534
11:45 1 16 517 633
Totals 396 938 502 617 898 1,555
Split%60.3 55.9 39.744.1
Day Totals 1,119 2,4531,334
Day Splits 54.4 45.6
Peak Hour 07:30 05:00 07:00 05:00 07:30 05:00
Volume 118 179 152 83 267 262
Factor 0.70 0.88 0.58 0.86 0.62 0.95
Printed :3/12/2018Data File :D1803011
B-19
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
ORANGESite::ALMOND AVENUELocation
Date::MAIN ST TO BATAVIA AVESegment 03/07/18
:LL&GClient
Interval Combined Day:EB WB Wednesday
Begin PMAMPMAMPMAM
12:00 15 118 304 0 6 99 342 21 64672177
12:15 77 2 1163 1935
12:30 51 4 752 1266
12:45 58 0 523 1103
01:00 4 40 201 0 3 36 179 7 3800760
01:15 37 0 552 922
01:30 49 0 422 912
01:45 75 3 460 1213
02:00 1 76 212 5 7 48 206 8 41801245
02:15 54 0 641 1181
02:30 42 2 520 942
02:45 40 0 420 820
03:00 2 44 184 0 3 53 241 5 4250970
03:15 24 1 710 951
03:30 58 2 490 1072
03:45 58 0 682 1262
04:00 8 38 230 0 5 81 288 13 51801190
04:15 62 2 520 1142
04:30 56 1 572 1133
04:45 74 2 986 1728
05:00 15 93 340 1 9 156 660 24 1,00032494
05:15 83 0 1620 2450
05:30 84 6 1926 27612
05:45 80 2 1506 2308
06:00 83 54 170 8 80 130 388 163 558418412
06:15 36 18 9620 13238
06:30 42 34 8615 12849
06:45 38 20 7644 11464
07:00 442 31 108 28 287 70 207 729 3154010168
07:15 31 46 4264 73110
07:30 20 89 54104 74193
07:45 26 124 41234 67358
08:00 154 31 89 144 286 39 136 440 2256670210
08:15 22 58 3828 6086
08:30 18 46 3226 5072
08:45 18 38 2734 4572
09:00 115 12 48 38 121 16 84 236 132372875
09:15 22 22 2222 4444
09:30 8 24 2826 3650
09:45 6 37 1830 2467
10:00 119 18 41 38 144 14 62 263 103213259
10:15 8 38 2432 3270
10:30 6 36 1524 2160
10:45 9 32 942 1874
11:00 231 2 17 36 173 16 43 404 60401876
11:15 10 48 1038 2086
11:30 4 44 1159 15103
11:45 1 45 694 7139
Totals 1,189 1,944 1,124 2,836 2,313 4,780
Split%40.7 48.6 59.351.4
Day Totals 3,960 7,0933,133
Day Splits 44.2 55.8
Peak Hour 07:15 05:00 07:30 05:00 07:15 05:00
Volume 468 340 415 660 871 1,000
Factor 0.50 0.91 0.72 0.86 0.61 0.91
Printed :3/12/2018Data File :D1803012*
B-20
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
ORANGESite::MAIN STREETLocation
Date::ALMOND AVE TO PALMYRA AVESegment 03/07/18
:LL&GClient File:D1803013
Interval Combined Day:NB SB Wednesday
Begin PMAMPMAMPMAM
12:00 76 279 1,092 36 94 256 912 170 2,0042453560
12:15 291 16 21222 50338
12:30 242 24 20014 44238
12:45 280 18 24416 52434
01:00 38 262 1,056 9 48 228 833 86 1,889949018
01:15 278 14 2107 48821
01:30 253 13 2139 46622
01:45 263 12 18213 44525
02:00 35 251 1,045 8 29 183 790 64 1,8351143419
02:15 279 9 1857 46416
02:30 265 6 21013 47519
02:45 250 6 2124 46210
03:00 40 274 1,148 9 37 254 950 77 2,0981152820
03:15 279 9 2269 50518
03:30 309 9 24011 54920
03:45 286 10 2309 51619
04:00 91 326 1,315 11 98 230 958 189 2,2731655627
04:15 324 16 25014 57430
04:30 318 33 23823 55656
04:45 347 38 24038 58776
05:00 227 366 1,445 37 238 264 1,020 465 2,4653263069
05:15 376 42 25238 62880
05:30 352 80 23769 589149
05:45 351 79 26788 618167
06:00 418 295 1,048 104 696 242 836 1,114 1,88469537173
06:15 300 151 20880 508231
06:30 238 204 194129 432333
06:45 215 237 192140 407377
07:00 709 197 695 279 1,308 178 544 2,017 1,239141375420
07:15 176 343 124136 300479
07:30 161 333 128190 289523
07:45 161 353 114242 275595
08:00 636 128 462 348 1,253 107 402 1,889 864167235515
08:15 122 336 96156 218492
08:30 105 315 105170 210485
08:45 107 254 94143 201397
09:00 720 109 323 164 661 87 301 1,381 624185196349
09:15 82 172 84166 166338
09:30 69 165 70195 139360
09:45 63 160 60174 123334
10:00 741 80 251 170 713 63 212 1,454 463163143333
10:15 53 193 58191 111384
10:30 59 184 43182 102366
10:45 59 166 48205 107371
11:00 988 64 162 180 756 39 128 1,744 290211103391
11:15 26 176 31233 57409
11:30 41 190 32258 73448
11:45 31 210 26286 57496
Totals 4,719 10,042 5,931 7,886 10,650 17,928
Split%56.0 55.7 44.044.3
Day Totals 13,817 28,57814,761
Day Splits 51.7 48.3
Peak Hour 11:00 05:00 07:15 05:00 07:30 05:00
Volume 988 1,445 1,377 1,020 2,125 2,465
Factor 0.86 0.96 0.98 0.96 0.89 0.98
Printed :3/12/2018Data File :D1803013
B-21
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-18-3939-1
Chick-fil-A Main Street, Orange
N:\3900\2183939 - Chick-fil-A Main Street, Orange\Report\3939 Dividers.doc
APPENDIX C
INTERSECTION LEVEL OF SERVICE
CALCULATION WORKSHEETS
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-16-3695-1
Kendall-Palm Commercial, San Bernardino
N:\3900\2183939 - Chick-fil-A Main Street, Orange\Report\3939 Sub-Dividers.doc
APPENDIX C-I
EXISTING TRAFFIC CONDITIONS
C-1
Scenario 1: 1 AM Existing
Chick-fil-A Main Street, Orange
Version 5.00-05
Generated with
0.654Volume to Capacity (v/c):
BLevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 1: Main Street at Chapman Avenue
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
130.00100.00225.00205.00100.00150.00130.00100.00190.00215.00100.00145.00Pocket Length [ft]
101101101102No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Chapman AvenueChapman AvenueMain StreetMain StreetName
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
7547323740351613415477492117450228Total Analysis Volume [veh/h]
19118591011293439194232911357Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
7547323740351613415477492117450228Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
7547323740351613415477492117450228Base Volume Input [veh/h]
Chapman AvenueChapman AvenueMain StreetMain StreetName
Volumes
C-2
Scenario 1: 1 AM Existing
Chick-fil-A Main Street, Orange
Version 5.00-05
Generated with
0.654Intersection V/C
BIntersection LOS
0.000.140.140.170.150.080.090.230.050.000.130.07V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--Lead--Lead--Lead--LeadLead / Lag
1,45,82,7Auxiliary Signal Groups
447883061225Signal group
OverlapPermissProtecteOverlapPermissProtectePermissPermissProtecteOverlapPermissProtecteControl Type
Phasing & Timing
5.00Lost time [s]
100Cycle Length [s]
Intersection Settings
C-3
Scenario 1: 1 AM Existing
Chick-fil-A Main Street, Orange
Version 5.00-05
Generated with
0.176Volume to Capacity (v/c):
ALevel Of Service:
8.4Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
All-way stopControl Type:
Intersection 2: Feldner Road at Almond Avenue
Intersection Level Of Service Report
NoNoNoNoCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Almond AvenueAlmond AvenueFeldner RoadFeldner RoadName
Intersection Setup
0000Pedestrian Volume [ped/h]
27562620631069438367121Total Analysis Volume [veh/h]
71475163224109185Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
27562620631069438367121Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
27562620631069438367121Base Volume Input [veh/h]
Almond AvenueAlmond AvenueFeldner RoadFeldner RoadName
Volumes
C-4
Scenario 1: 1 AM Existing
Chick-fil-A Main Street, Orange
Version 5.00-05
Generated with
AIntersection LOS
8.36Intersection Delay [s/veh]
AAAAApproach LOS
8.318.218.588.28Approach Delay [s/veh]
12.0010.0415.9214.0095th-Percentile Queue Length [ft]
0.480.400.640.5695th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results
0.140.120.180.16Degree of Utilization, x
787784783809Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
C-5
Scenario 1: 1 AM Existing
Chick-fil-A Main Street, Orange
Version 5.00-05
Generated with
0.475Volume to Capacity (v/c):
ALevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 3: Main Street at Almond Avenue
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.0045.00100.00100.0045.00100.00100.0085.0085.00100.00100.00Pocket Length [ft]
001001001101No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Almond AvenueAlmond AvenueMain StreetMain StreetName
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
9987974111317251303585870729Total Analysis Volume [veh/h]
25222410284632615151777Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
9987974111317251303585870729Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
9987974111317251303585870729Base Volume Input [veh/h]
Almond AvenueAlmond AvenueMain StreetMain StreetName
Volumes
C-6
Scenario 1: 1 AM Existing
Chick-fil-A Main Street, Orange
Version 5.00-05
Generated with
0.475Intersection V/C
AIntersection LOS
0.110.110.060.090.090.010.260.260.030.030.140.02V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--------Lead--LeadLead / Lag
Auxiliary Signal Groups
040080061025Signal group
PermissPermissPermissPermissPermissPermissPermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
5.00Lost time [s]
100Cycle Length [s]
Intersection Settings
C-7
Scenario 1: 1 AM Existing
Chick-fil-A Main Street, Orange
Version 5.00-05
Generated with
0.786Volume to Capacity (v/c):
CLevel Of Service:
20.0Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
All-way stopControl Type:
Intersection 4: Batavia Street at Almond Avenue
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Almond AvenueAlmond AvenueBatavia StreetBatavia StreetName
Intersection Setup
0000Pedestrian Volume [ped/h]
321213681142291045071621348Total Analysis Volume [veh/h]
8309203673113245312Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
321213681142291045071621348Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
321213681142291045071621348Base Volume Input [veh/h]
Almond AvenueAlmond AvenueBatavia StreetBatavia StreetName
Volumes
C-8
Scenario 1: 1 AM Existing
Chick-fil-A Main Street, Orange
Version 5.00-05
Generated with
CIntersection LOS
20.02Intersection Delay [s/veh]
BCDCApproach LOS
13.7515.1627.7515.68Approach Delay [s/veh]
40.9160.51187.5068.7695th-Percentile Queue Length [ft]
1.642.427.502.7595th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results
0.360.460.790.50Degree of Utilization, x
523545594557Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
C-9
Scenario 1: 1 AM Existing
Chick-fil-A Main Street, Orange
Version 5.00-05
Generated with
0.521Volume to Capacity (v/c):
ALevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 5: Main Street at Palmyra Avenue
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.0085.00100.00100.0065.00Pocket Length [ft]
000000001001No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Palmyra AvenuePalmyra AvenueMain StreetMain StreetName
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
14272083231034813311928717112Total Analysis Volume [veh/h]
47521626123335717928Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
14272083231034813311928717112Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
14272083231034813311928717112Base Volume Input [veh/h]
Palmyra AvenuePalmyra AvenueMain StreetMain StreetName
Volumes
C-10
Scenario 1: 1 AM Existing
Chick-fil-A Main Street, Orange
Version 5.00-05
Generated with
0.521Intersection V/C
AIntersection LOS
0.040.040.010.120.120.060.270.270.010.150.150.07V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--------Lead--LeadLead / Lag
Auxiliary Signal Groups
040080061025Signal group
PermissPermissPermissPermissPermissPermissPermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
5.00Lost time [s]
100Cycle Length [s]
Intersection Settings
C-11
Scenario 2: 2 PM Existing
Chick-fil-A Main Street, Orange
Version 5.00-05
Generated with
0.657Volume to Capacity (v/c):
BLevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 1: Main Street at Chapman Avenue
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
130.00100.00225.00205.00100.00150.00130.00100.00190.00215.00100.00145.00Pocket Length [ft]
101101101102No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Chapman AvenueChapman AvenueMain StreetMain StreetName
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
73683162237579139209601139199687503Total Analysis Volume [veh/h]
18171415914535521503550172126Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
73683162237579139209601139199687503Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
73683162237579139209601139199687503Base Volume Input [veh/h]
Chapman AvenueChapman AvenueMain StreetMain StreetName
Volumes
C-12
Scenario 2: 2 PM Existing
Chick-fil-A Main Street, Orange
Version 5.00-05
Generated with
0.657Intersection V/C
BIntersection LOS
0.000.200.100.000.170.080.120.180.080.020.200.15V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--Lead--Lead--Lead--LeadLead / Lag
1,45,82,7Auxiliary Signal Groups
447883061225Signal group
OverlapPermissProtecteOverlapPermissProtectePermissPermissProtecteOverlapPermissProtecteControl Type
Phasing & Timing
5.00Lost time [s]
100Cycle Length [s]
Intersection Settings
C-13
Scenario 2: 2 PM Existing
Chick-fil-A Main Street, Orange
Version 5.00-05
Generated with
0.209Volume to Capacity (v/c):
ALevel Of Service:
8.6Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
All-way stopControl Type:
Intersection 2: Feldner Road at Almond Avenue
Intersection Level Of Service Report
NoNoNoNoCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Almond AvenueAlmond AvenueFeldner RoadFeldner RoadName
Intersection Setup
0000Pedestrian Volume [ped/h]
447526123594103311512228Total Analysis Volume [veh/h]
1119739212684317Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
447526123594103311512228Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
447526123594103311512228Base Volume Input [veh/h]
Almond AvenueAlmond AvenueFeldner RoadFeldner RoadName
Volumes
C-14
Scenario 2: 2 PM Existing
Chick-fil-A Main Street, Orange
Version 5.00-05
Generated with
AIntersection LOS
8.63Intersection Delay [s/veh]
AAAAApproach LOS
8.628.138.658.78Approach Delay [s/veh]
16.845.9716.1319.6895th-Percentile Queue Length [ft]
0.670.240.650.7995th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results
0.180.070.180.21Degree of Utilization, x
785758774788Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
C-15
Scenario 2: 2 PM Existing
Chick-fil-A Main Street, Orange
Version 5.00-05
Generated with
0.455Volume to Capacity (v/c):
ALevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 3: Main Street at Almond Avenue
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.0045.00100.00100.0045.00100.00100.0085.0085.00100.00100.00Pocket Length [ft]
001001001101No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Almond AvenueAlmond AvenueMain StreetMain StreetName
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
899482364512369225090132960Total Analysis Volume [veh/h]
22242191139231132333215Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
899482364512369225090132960Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
899482364512369225090132960Base Volume Input [veh/h]
Almond AvenueAlmond AvenueMain StreetMain StreetName
Volumes
C-16
Scenario 2: 2 PM Existing
Chick-fil-A Main Street, Orange
Version 5.00-05
Generated with
0.455Intersection V/C
AIntersection LOS
0.110.110.050.050.050.010.190.190.030.050.260.04V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--------Lead--LeadLead / Lag
Auxiliary Signal Groups
040080061025Signal group
PermissPermissPermissPermissPermissPermissPermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
5.00Lost time [s]
100Cycle Length [s]
Intersection Settings
C-17
Scenario 2: 2 PM Existing
Chick-fil-A Main Street, Orange
Version 5.00-05
Generated with
0.709Volume to Capacity (v/c):
CLevel Of Service:
18.0Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
All-way stopControl Type:
Intersection 4: Batavia Street at Almond Avenue
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Almond AvenueAlmond AvenueBatavia StreetBatavia StreetName
Intersection Setup
0000Pedestrian Volume [ped/h]
3612433511172416315242433072Total Analysis Volume [veh/h]
931813296479668318Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
3612433511172416315242433072Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
3612433511172416315242433072Base Volume Input [veh/h]
Almond AvenueAlmond AvenueBatavia StreetBatavia StreetName
Volumes
C-18
Scenario 2: 2 PM Existing
Chick-fil-A Main Street, Orange
Version 5.00-05
Generated with
CIntersection LOS
18.02Intersection Delay [s/veh]
BBCCApproach LOS
13.5113.3617.9422.23Approach Delay [s/veh]
40.8940.14100.01144.3995th-Percentile Queue Length [ft]
1.641.614.005.7895th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results
0.360.360.600.71Degree of Utilization, x
534538589601Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
C-19
Scenario 2: 2 PM Existing
Chick-fil-A Main Street, Orange
Version 5.00-05
Generated with
0.467Volume to Capacity (v/c):
ALevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 5: Main Street at Palmyra Avenue
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.0085.00100.00100.0065.00Pocket Length [ft]
000000001001No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Palmyra AvenuePalmyra AvenueMain StreetMain StreetName
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
2936347516105679292434132956Total Analysis Volume [veh/h]
79919426172326933214Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
2936347516105679292434132956Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
2936347516105679292434132956Base Volume Input [veh/h]
Palmyra AvenuePalmyra AvenueMain StreetMain StreetName
Volumes
C-20
Scenario 2: 2 PM Existing
Chick-fil-A Main Street, Orange
Version 5.00-05
Generated with
0.467Intersection V/C
AIntersection LOS
0.060.060.020.120.120.060.200.200.010.270.270.03V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--------Lead--LeadLead / Lag
Auxiliary Signal Groups
040080061025Signal group
PermissPermissPermissPermissPermissPermissPermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
5.00Lost time [s]
100Cycle Length [s]
Intersection Settings
C-21
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-16-3695-1
Kendall-Palm Commercial, San Bernardino
N:\3900\2183939 - Chick-fil-A Main Street, Orange\Report\3939 Sub-Dividers.doc
APPENDIX C-II
EXISTING PLUS PROJECT
TRAFFIC CONDITIONS
C-22
0.669Volume to Capacity (v/c):
BLevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 1: Main Street at Chapman Avenue
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
130.00100.00225.00205.00100.00150.00130.00100.00190.00215.00100.00145.00Pocket Length [ft]
101101101102No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Chapman AvenueChapman AvenueMain StreetMain StreetName
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
7547324641551613415478192126457233Total Analysis Volume [veh/h]
19118621041293439195233211458Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
7547324641551613415478192126457233Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
7547324641551613415478192126457233Base Volume Input [veh/h]
Chapman AvenueChapman AvenueMain StreetMain StreetName
Volumes
Scenario 3: 3 AM Existing + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-23
0.669Intersection V/C
BIntersection LOS
0.000.140.140.180.150.080.090.230.050.000.130.07V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--Lead--Lead--Lead--LeadLead / Lag
1,45,82,7Auxiliary Signal Groups
447883061225Signal Group
OverlapPermissProtecteOverlapPermissProtectePermissPermissProtecteOverlapPermissProtecteControl Type
Phasing & Timing
5.00Lost time [s]
100Cycle Length [s]
Intersection Settings
Scenario 3: 3 AM Existing + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-24
0.177Volume to Capacity (v/c):
ALevel Of Service:
8.4Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
All-way stopControl Type:
Intersection 2: Feldner Road at Almond Avenue
Intersection Level Of Service Report
NoNoNoNoCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Almond AvenueAlmond AvenueFeldner RoadFeldner RoadName
Intersection Setup
0000Pedestrian Volume [ped/h]
34582620651069438367121Total Analysis Volume [veh/h]
91575163224109185Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
34582620651069438367121Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
34582620651069438367121Base Volume Input [veh/h]
Almond AvenueAlmond AvenueFeldner RoadFeldner RoadName
Volumes
Scenario 3: 3 AM Existing + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-25
AIntersection LOS
8.40Intersection Delay [s/veh]
AAAAApproach LOS
8.358.248.628.32Approach Delay [s/veh]
13.0810.3316.0314.1095th-Percentile Queue Length [ft]
0.520.410.640.5695th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results
0.150.120.180.16Degree of Utilization, x
790782778804Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
Scenario 3: 3 AM Existing + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-26
0.510Volume to Capacity (v/c):
ALevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 3: Main Street at Almond Avenue
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.0045.00100.00100.0045.00100.00100.0085.0085.00100.00100.00Pocket Length [ft]
001001001101No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Almond AvenueAlmond AvenueMain StreetMain StreetName
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
99821074511849251331585869560Total Analysis Volume [veh/h]
2521271130126333151517415Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
99821074511849251331585869560Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
99821074511849251331585869560Base Volume Input [veh/h]
Almond AvenueAlmond AvenueMain StreetMain StreetName
Volumes
Scenario 3: 3 AM Existing + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-27
0.510Intersection V/C
AIntersection LOS
0.110.110.060.100.100.030.270.270.030.030.140.04V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--------Lead--LeadLead / Lag
Auxiliary Signal Groups
040080061025Signal Group
PermissPermissPermissPermissPermissPermissPermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
5.00Lost time [s]
100Cycle Length [s]
Intersection Settings
Scenario 3: 3 AM Existing + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-28
0.794Volume to Capacity (v/c):
CLevel Of Service:
20.4Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
All-way stopControl Type:
Intersection 4: Batavia Street at Almond Avenue
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Almond AvenueAlmond AvenueBatavia StreetBatavia StreetName
Intersection Setup
0000Pedestrian Volume [ped/h]
321233681144311245071621348Total Analysis Volume [veh/h]
8319203683113245312Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
321233681144311245071621348Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
321233681144311245071621348Base Volume Input [veh/h]
Almond AvenueAlmond AvenueBatavia StreetBatavia StreetName
Volumes
Scenario 3: 3 AM Existing + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-29
CIntersection LOS
20.44Intersection Delay [s/veh]
BCDCApproach LOS
13.9115.4428.5415.85Approach Delay [s/veh]
41.9062.70192.1869.6095th-Percentile Queue Length [ft]
1.682.517.692.7895th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results
0.370.470.790.50Degree of Utilization, x
519542590553Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
Scenario 3: 3 AM Existing + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-30
0.523Volume to Capacity (v/c):
ALevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 5: Main Street at Palmyra Avenue
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.0085.00100.00100.0065.00Pocket Length [ft]
000000001001No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Palmyra AvenuePalmyra AvenueMain StreetMain StreetName
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
14272083231034813432628729112Total Analysis Volume [veh/h]
47521626123367718228Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
14272083231034813432628729112Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
14272083231034813432628729112Base Volume Input [veh/h]
Palmyra AvenuePalmyra AvenueMain StreetMain StreetName
Volumes
Scenario 3: 3 AM Existing + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-31
0.523Intersection V/C
AIntersection LOS
0.040.040.010.120.120.060.270.270.020.150.150.07V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--------Lead--LeadLead / Lag
Auxiliary Signal Groups
040080061025Signal Group
PermissPermissPermissPermissPermissPermissPermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
5.00Lost time [s]
100Cycle Length [s]
Intersection Settings
Scenario 3: 3 AM Existing + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-32
0.660Volume to Capacity (v/c):
BLevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 1: Main Street at Chapman Avenue
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
130.00100.00225.00205.00100.00150.00130.00100.00190.00215.00100.00145.00Pocket Length [ft]
101101101102No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Chapman AvenueChapman AvenueMain StreetMain StreetName
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
73683170247579139209607139206692507Total Analysis Volume [veh/h]
18171436214535521523552173127Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
73683170247579139209607139206692507Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
73683170247579139209607139206692507Base Volume Input [veh/h]
Chapman AvenueChapman AvenueMain StreetMain StreetName
Volumes
Scenario 4: 4 PM Existing + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-33
0.660Intersection V/C
BIntersection LOS
0.000.200.100.000.170.080.120.180.080.020.200.15V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--Lead--Lead--Lead--LeadLead / Lag
1,45,82,7Auxiliary Signal Groups
447883061225Signal Group
OverlapPermissProtecteOverlapPermissProtectePermissPermissProtecteOverlapPermissProtecteControl Type
Phasing & Timing
5.00Lost time [s]
100Cycle Length [s]
Intersection Settings
Scenario 4: 4 PM Existing + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-34
0.211Volume to Capacity (v/c):
ALevel Of Service:
8.7Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
All-way stopControl Type:
Intersection 2: Feldner Road at Almond Avenue
Intersection Level Of Service Report
NoNoNoNoCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Almond AvenueAlmond AvenueFeldner RoadFeldner RoadName
Intersection Setup
0000Pedestrian Volume [ped/h]
497726123794103311512228Total Analysis Volume [veh/h]
1219739212684317Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
497726123794103311512228Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
497726123794103311512228Base Volume Input [veh/h]
Almond AvenueAlmond AvenueFeldner RoadFeldner RoadName
Volumes
Scenario 4: 4 PM Existing + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-35
AIntersection LOS
8.66Intersection Delay [s/veh]
AAAAApproach LOS
8.678.168.698.81Approach Delay [s/veh]
17.816.2216.2319.8095th-Percentile Queue Length [ft]
0.710.250.650.7995th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results
0.190.080.180.21Degree of Utilization, x
786756771784Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
Scenario 4: 4 PM Existing + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-36
0.465Volume to Capacity (v/c):
ALevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 3: Main Street at Almond Avenue
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.0045.00100.00100.0045.00100.00100.0085.0085.00100.00100.00Pocket Length [ft]
001001001101No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Almond AvenueAlmond AvenueMain StreetMain StreetName
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
899090404937369455090131886Total Analysis Volume [veh/h]
222323101299236132333022Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
899090404937369455090131886Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
899090404937369455090131886Base Volume Input [veh/h]
Almond AvenueAlmond AvenueMain StreetMain StreetName
Volumes
Scenario 4: 4 PM Existing + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-37
0.465Intersection V/C
AIntersection LOS
0.110.110.050.050.050.020.190.190.030.050.260.05V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--------Lead--LeadLead / Lag
Auxiliary Signal Groups
040080061025Signal Group
PermissPermissPermissPermissPermissPermissPermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
5.00Lost time [s]
100Cycle Length [s]
Intersection Settings
Scenario 4: 4 PM Existing + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-38
0.714Volume to Capacity (v/c):
CLevel Of Service:
18.3Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
All-way stopControl Type:
Intersection 4: Batavia Street at Almond Avenue
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Almond AvenueAlmond AvenueBatavia StreetBatavia StreetName
Intersection Setup
0000Pedestrian Volume [ped/h]
3612633511192618315242433072Total Analysis Volume [veh/h]
932813307579668318Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
3612633511192618315242433072Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
3612633511192618315242433072Base Volume Input [veh/h]
Almond AvenueAlmond AvenueBatavia StreetBatavia StreetName
Volumes
Scenario 4: 4 PM Existing + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-39
CIntersection LOS
18.30Intersection Delay [s/veh]
BBCCApproach LOS
13.6613.5718.2622.62Approach Delay [s/veh]
41.8741.72102.38146.6195th-Percentile Queue Length [ft]
1.671.674.105.8695th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results
0.370.370.610.71Degree of Utilization, x
531535586597Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
Scenario 4: 4 PM Existing + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-40
0.472Volume to Capacity (v/c):
ALevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 5: Main Street at Palmyra Avenue
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.0085.00100.00100.0065.00Pocket Length [ft]
000000001001No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Palmyra AvenuePalmyra AvenueMain StreetMain StreetName
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
2936347516105679382934133956Total Analysis Volume [veh/h]
79919426172357933514Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
2936347516105679382934133956Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
2936347516105679382934133956Base Volume Input [veh/h]
Palmyra AvenuePalmyra AvenueMain StreetMain StreetName
Volumes
Scenario 4: 4 PM Existing + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-41
0.472Intersection V/C
AIntersection LOS
0.060.060.020.120.120.060.200.200.020.270.270.03V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--------Lead--LeadLead / Lag
Auxiliary Signal Groups
040080061025Signal Group
PermissPermissPermissPermissPermissPermissPermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
5.00Lost time [s]
100Cycle Length [s]
Intersection Settings
Scenario 4: 4 PM Existing + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-42
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-16-3695-1
Kendall-Palm Commercial, San Bernardino
N:\3900\2183939 - Chick-fil-A Main Street, Orange\Report\3939 Sub-Dividers.doc
APPENDIX C-III
YEAR 2021 CUMULATIVE
TRAFFIC CONDITIONS
C-43
0.673Volume to Capacity (v/c):
BLevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 1: Main Street at Chapman Avenue
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
130.00100.00225.00205.00100.00150.00130.00100.00190.00215.00100.00145.00Pocket Length [ft]
101101101102No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Chapman AvenueChapman AvenueMain StreetMain StreetName
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
7751523642856715417378995144487275Total Analysis Volume [veh/h]
19129591071423943197243612269Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
7751523642856715417378995144487275Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
7751523642856715417378995144487275Base Volume Input [veh/h]
Chapman AvenueChapman AvenueMain StreetMain StreetName
Volumes
Scenario 5: 5 AM 2021 Cumulative
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-44
0.673Intersection V/C
BIntersection LOS
0.000.150.140.170.170.090.100.230.060.000.140.08V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--Lead--Lead--Lead--LeadLead / Lag
1,45,82,7Auxiliary Signal Groups
447883061225Signal Group
OverlapPermissProtecteOverlapPermissProtectePermissPermissProtecteOverlapPermissProtecteControl Type
Phasing & Timing
5.00Lost time [s]
100Cycle Length [s]
Intersection Settings
Scenario 5: 5 AM 2021 Cumulative
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-45
0.182Volume to Capacity (v/c):
ALevel Of Service:
8.4Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
All-way stopControl Type:
Intersection 2: Feldner Road at Almond Avenue
Intersection Level Of Service Report
NoNoNoNoCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Almond AvenueAlmond AvenueFeldner RoadFeldner RoadName
Intersection Setup
0000Pedestrian Volume [ped/h]
28582721651069739377322Total Analysis Volume [veh/h]
71575163224109186Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
28582721651069739377322Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
28582721651069739377322Base Volume Input [veh/h]
Almond AvenueAlmond AvenueFeldner RoadFeldner RoadName
Volumes
Scenario 5: 5 AM 2021 Cumulative
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-46
AIntersection LOS
8.43Intersection Delay [s/veh]
AAAAApproach LOS
8.388.268.658.35Approach Delay [s/veh]
12.5910.4716.5914.6295th-Percentile Queue Length [ft]
0.500.420.660.5895th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results
0.140.120.180.16Degree of Utilization, x
782780778805Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
Scenario 5: 5 AM 2021 Cumulative
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-47
0.487Volume to Capacity (v/c):
ALevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 3: Main Street at Almond Avenue
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.0045.00100.00100.0045.00100.00100.0085.0085.00100.00100.00Pocket Length [ft]
001001001101No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Almond AvenueAlmond AvenueMain StreetMain StreetName
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
102901004211618261341606081530Total Analysis Volume [veh/h]
26232511295733515152048Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
102901004211618261341606081530Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
102901004211618261341606081530Base Volume Input [veh/h]
Almond AvenueAlmond AvenueMain StreetMain StreetName
Volumes
Scenario 5: 5 AM 2021 Cumulative
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-48
0.487Intersection V/C
AIntersection LOS
0.110.110.060.090.090.010.270.270.040.040.160.02V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--------Lead--LeadLead / Lag
Auxiliary Signal Groups
040080061025Signal Group
PermissPermissPermissPermissPermissPermissPermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
5.00Lost time [s]
100Cycle Length [s]
Intersection Settings
Scenario 5: 5 AM 2021 Cumulative
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-49
0.826Volume to Capacity (v/c):
CLevel Of Service:
22.2Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
All-way stopControl Type:
Intersection 4: Batavia Street at Almond Avenue
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Almond AvenueAlmond AvenueBatavia StreetBatavia StreetName
Intersection Setup
0000Pedestrian Volume [ped/h]
331253783146301046471621949Total Analysis Volume [veh/h]
8319213783116245512Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
331253783146301046471621949Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
331253783146301046471621949Base Volume Input [veh/h]
Almond AvenueAlmond AvenueBatavia StreetBatavia StreetName
Volumes
Scenario 5: 5 AM 2021 Cumulative
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-50
CIntersection LOS
22.17Intersection Delay [s/veh]
BCDCApproach LOS
14.3615.9931.9616.60Approach Delay [s/veh]
44.4165.92213.0574.9395th-Percentile Queue Length [ft]
1.782.648.523.0095th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results
0.380.490.830.52Degree of Utilization, x
510533582545Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
Scenario 5: 5 AM 2021 Cumulative
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-51
0.535Volume to Capacity (v/c):
ALevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 5: Main Street at Palmyra Avenue
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.0085.00100.00100.0065.00Pocket Length [ft]
000000001001No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Palmyra AvenuePalmyra AvenueMain StreetMain StreetName
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
14282185241064913702029826115Total Analysis Volume [veh/h]
47521627123435720729Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
14282185241064913702029826115Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
14282185241064913702029826115Base Volume Input [veh/h]
Palmyra AvenuePalmyra AvenueMain StreetMain StreetName
Volumes
Scenario 5: 5 AM 2021 Cumulative
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-52
0.535Intersection V/C
AIntersection LOS
0.040.040.010.130.130.060.280.280.010.170.170.07V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--------Lead--LeadLead / Lag
Auxiliary Signal Groups
040080061025Signal Group
PermissPermissPermissPermissPermissPermissPermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
5.00Lost time [s]
100Cycle Length [s]
Intersection Settings
Scenario 5: 5 AM 2021 Cumulative
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-53
0.708Volume to Capacity (v/c):
CLevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 1: Main Street at Chapman Avenue
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
130.00100.00225.00205.00100.00150.00130.00100.00190.00215.00100.00145.00Pocket Length [ft]
101101101102No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Chapman AvenueChapman AvenueMain StreetMain StreetName
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
75742189282626157231641143206709540Total Analysis Volume [veh/h]
19186477115739581603652177135Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
75742189282626157231641143206709540Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
75742189282626157231641143206709540Base Volume Input [veh/h]
Chapman AvenueChapman AvenueMain StreetMain StreetName
Volumes
Scenario 6: 6 PM 2021 Cumulative
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-54
0.708Intersection V/C
CIntersection LOS
0.000.220.110.010.180.090.140.190.080.010.210.16V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--Lead--Lead--Lead--LeadLead / Lag
1,45,82,7Auxiliary Signal Groups
447883061225Signal Group
OverlapPermissProtecteOverlapPermissProtectePermissPermissProtecteOverlapPermissProtecteControl Type
Phasing & Timing
5.00Lost time [s]
100Cycle Length [s]
Intersection Settings
Scenario 6: 6 PM 2021 Cumulative
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-55
0.217Volume to Capacity (v/c):
ALevel Of Service:
8.7Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
All-way stopControl Type:
Intersection 2: Feldner Road at Almond Avenue
Intersection Level Of Service Report
NoNoNoNoCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Almond AvenueAlmond AvenueFeldner RoadFeldner RoadName
Intersection Setup
0000Pedestrian Volume [ped/h]
457727123694106321512629Total Analysis Volume [veh/h]
1119739212784327Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
457727123694106321512629Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
457727123694106321512629Base Volume Input [veh/h]
Almond AvenueAlmond AvenueFeldner RoadFeldner RoadName
Volumes
Scenario 6: 6 PM 2021 Cumulative
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-56
AIntersection LOS
8.70Intersection Delay [s/veh]
AAAAApproach LOS
8.708.178.728.86Approach Delay [s/veh]
17.546.1316.8020.5695th-Percentile Queue Length [ft]
0.700.250.670.8295th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results
0.190.080.180.22Degree of Utilization, x
781753771784Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
Scenario 6: 6 PM 2021 Cumulative
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-57
0.472Volume to Capacity (v/c):
ALevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 3: Main Street at Almond Avenue
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.0045.00100.00100.0045.00100.00100.0085.0085.00100.00100.00Pocket Length [ft]
001001001101No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Almond AvenueAlmond AvenueMain StreetMain StreetName
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
9297843746123710345293139462Total Analysis Volume [veh/h]
23242191239259132334916Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
9297843746123710345293139462Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
9297843746123710345293139462Base Volume Input [veh/h]
Almond AvenueAlmond AvenueMain StreetMain StreetName
Volumes
Scenario 6: 6 PM 2021 Cumulative
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-58
0.472Intersection V/C
AIntersection LOS
0.110.110.050.050.050.010.210.210.030.050.270.04V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--------Lead--LeadLead / Lag
Auxiliary Signal Groups
040080061025Signal Group
PermissPermissPermissPermissPermissPermissPermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
5.00Lost time [s]
100Cycle Length [s]
Intersection Settings
Scenario 6: 6 PM 2021 Cumulative
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-59
0.746Volume to Capacity (v/c):
CLevel Of Service:
19.6Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
All-way stopControl Type:
Intersection 4: Batavia Street at Almond Avenue
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Almond AvenueAlmond AvenueBatavia StreetBatavia StreetName
Intersection Setup
0000Pedestrian Volume [ped/h]
3712834531212516324252534074Total Analysis Volume [veh/h]
932913306481668519Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
3712834531212516324252534074Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
3712834531212516324252534074Base Volume Input [veh/h]
Almond AvenueAlmond AvenueBatavia StreetBatavia StreetName
Volumes
Scenario 6: 6 PM 2021 Cumulative
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-60
CIntersection LOS
19.64Intersection Delay [s/veh]
BBCCApproach LOS
14.1113.9719.4324.89Approach Delay [s/veh]
44.3643.85111.01163.1595th-Percentile Queue Length [ft]
1.771.754.446.5395th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results
0.380.380.630.75Degree of Utilization, x
521525577589Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
Scenario 6: 6 PM 2021 Cumulative
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-61
0.484Volume to Capacity (v/c):
ALevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 5: Main Street at Palmyra Avenue
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.0085.00100.00100.0065.00Pocket Length [ft]
000000001001No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Palmyra AvenuePalmyra AvenueMain StreetMain StreetName
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
30373577161086910412535139458Total Analysis Volume [veh/h]
89919427172606934915Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
30373577161086910412535139458Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
30373577161086910412535139458Base Volume Input [veh/h]
Palmyra AvenuePalmyra AvenueMain StreetMain StreetName
Volumes
Scenario 6: 6 PM 2021 Cumulative
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-62
0.484Intersection V/C
AIntersection LOS
0.060.060.020.120.120.060.220.220.010.280.280.03V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--------Lead--LeadLead / Lag
Auxiliary Signal Groups
040080061025Signal Group
PermissPermissPermissPermissPermissPermissPermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
5.00Lost time [s]
100Cycle Length [s]
Intersection Settings
Scenario 6: 6 PM 2021 Cumulative
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-63
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-16-3695-1
Kendall-Palm Commercial, San Bernardino
N:\3900\2183939 - Chick-fil-A Main Street, Orange\Report\3939 Sub-Dividers.doc
APPENDIX C-IV
YEAR 2021 CUMULATIVE PLUS PROJECT
TRAFFIC CONDITIONS
C-64
0.687Volume to Capacity (v/c):
BLevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 1: Main Street at Chapman Avenue
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
130.00100.00225.00205.00100.00150.00130.00100.00190.00215.00100.00145.00Pocket Length [ft]
101101101102No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Chapman AvenueChapman AvenueMain StreetMain StreetName
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
7751524544056715417379695153494280Total Analysis Volume [veh/h]
19129611101423943199243812470Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
7751524544056715417379695153494280Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
7751524544056715417379695153494280Base Volume Input [veh/h]
Chapman AvenueChapman AvenueMain StreetMain StreetName
Volumes
Scenario 7: 7 AM 2021 Cumulative + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-65
0.687Intersection V/C
BIntersection LOS
0.000.150.140.180.170.090.100.230.060.000.150.08V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--Lead--Lead--Lead--LeadLead / Lag
1,45,82,7Auxiliary Signal Groups
447883061225Signal Group
OverlapPermissProtecteOverlapPermissProtectePermissPermissProtecteOverlapPermissProtecteControl Type
Phasing & Timing
5.00Lost time [s]
100Cycle Length [s]
Intersection Settings
Scenario 7: 7 AM 2021 Cumulative + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-66
0.183Volume to Capacity (v/c):
ALevel Of Service:
8.5Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
All-way stopControl Type:
Intersection 2: Feldner Road at Almond Avenue
Intersection Level Of Service Report
NoNoNoNoCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Almond AvenueAlmond AvenueFeldner RoadFeldner RoadName
Intersection Setup
0000Pedestrian Volume [ped/h]
35602721671069739377322Total Analysis Volume [veh/h]
91575173224109186Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
35602721671069739377322Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
35602721671069739377322Base Volume Input [veh/h]
Almond AvenueAlmond AvenueFeldner RoadFeldner RoadName
Volumes
Scenario 7: 7 AM 2021 Cumulative + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-67
AIntersection LOS
8.47Intersection Delay [s/veh]
AAAAApproach LOS
8.428.308.698.39Approach Delay [s/veh]
13.7010.7716.7114.7395th-Percentile Queue Length [ft]
0.550.430.670.5995th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results
0.160.130.180.17Degree of Utilization, x
786777774799Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
Scenario 7: 7 AM 2021 Cumulative + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-68
0.522Volume to Capacity (v/c):
ALevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 3: Main Street at Almond Avenue
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.0045.00100.00100.0045.00100.00100.0085.0085.00100.00100.00Pocket Length [ft]
001001001101No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Almond AvenueAlmond AvenueMain StreetMain StreetName
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
102851104612150261369606080361Total Analysis Volume [veh/h]
2621281230137342151520115Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
102851104612150261369606080361Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
102851104612150261369606080361Base Volume Input [veh/h]
Almond AvenueAlmond AvenueMain StreetMain StreetName
Volumes
Scenario 7: 7 AM 2021 Cumulative + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-69
0.522Intersection V/C
AIntersection LOS
0.110.110.060.100.100.030.270.270.040.040.160.04V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--------Lead--LeadLead / Lag
Auxiliary Signal Groups
040080061025Signal Group
PermissPermissPermissPermissPermissPermissPermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
5.00Lost time [s]
100Cycle Length [s]
Intersection Settings
Scenario 7: 7 AM 2021 Cumulative + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-70
0.834Volume to Capacity (v/c):
CLevel Of Service:
22.7Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
All-way stopControl Type:
Intersection 4: Batavia Street at Almond Avenue
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Almond AvenueAlmond AvenueBatavia StreetBatavia StreetName
Intersection Setup
0000Pedestrian Volume [ped/h]
331273783148321246471621949Total Analysis Volume [veh/h]
8329213783116245512Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
331273783148321246471621949Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
331273783148321246471621949Base Volume Input [veh/h]
Almond AvenueAlmond AvenueBatavia StreetBatavia StreetName
Volumes
Scenario 7: 7 AM 2021 Cumulative + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-71
CIntersection LOS
22.70Intersection Delay [s/veh]
BCDCApproach LOS
14.5416.3132.9916.80Approach Delay [s/veh]
45.5068.35218.5475.9095th-Percentile Queue Length [ft]
1.822.738.743.0495th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results
0.390.500.830.53Degree of Utilization, x
507530579541Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
Scenario 7: 7 AM 2021 Cumulative + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-72
0.537Volume to Capacity (v/c):
ALevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 5: Main Street at Palmyra Avenue
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.0085.00100.00100.0065.00Pocket Length [ft]
000000001001No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Palmyra AvenuePalmyra AvenueMain StreetMain StreetName
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
14282185241064913822729838115Total Analysis Volume [veh/h]
47521627123467721029Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
14282185241064913822729838115Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
14282185241064913822729838115Base Volume Input [veh/h]
Palmyra AvenuePalmyra AvenueMain StreetMain StreetName
Volumes
Scenario 7: 7 AM 2021 Cumulative + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-73
0.537Intersection V/C
AIntersection LOS
0.040.040.010.130.130.060.280.280.020.170.170.07V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--------Lead--LeadLead / Lag
Auxiliary Signal Groups
040080061025Signal Group
PermissPermissPermissPermissPermissPermissPermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
5.00Lost time [s]
100Cycle Length [s]
Intersection Settings
Scenario 7: 7 AM 2021 Cumulative + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-74
0.711Volume to Capacity (v/c):
CLevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 1: Main Street at Chapman Avenue
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
130.00100.00225.00205.00100.00150.00130.00100.00190.00215.00100.00145.00Pocket Length [ft]
101101101102No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Chapman AvenueChapman AvenueMain StreetMain StreetName
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
75742197292626157231647143213714544Total Analysis Volume [veh/h]
19186497315739581623653179136Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
75742197292626157231647143213714544Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
75742197292626157231647143213714544Base Volume Input [veh/h]
Chapman AvenueChapman AvenueMain StreetMain StreetName
Volumes
Scenario 8: 8 PM 2021 Cumulative + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-75
0.711Intersection V/C
CIntersection LOS
0.000.220.120.010.180.090.140.190.080.010.210.16V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--Lead--Lead--Lead--LeadLead / Lag
1,45,82,7Auxiliary Signal Groups
447883061225Signal Group
OverlapPermissProtecteOverlapPermissProtectePermissPermissProtecteOverlapPermissProtecteControl Type
Phasing & Timing
5.00Lost time [s]
100Cycle Length [s]
Intersection Settings
Scenario 8: 8 PM 2021 Cumulative + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-76
0.218Volume to Capacity (v/c):
ALevel Of Service:
8.7Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
All-way stopControl Type:
Intersection 2: Feldner Road at Almond Avenue
Intersection Level Of Service Report
NoNoNoNoCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Almond AvenueAlmond AvenueFeldner RoadFeldner RoadName
Intersection Setup
0000Pedestrian Volume [ped/h]
507927123894106321512629Total Analysis Volume [veh/h]
13207310212784327Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
507927123894106321512629Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
507927123894106321512629Base Volume Input [veh/h]
Almond AvenueAlmond AvenueFeldner RoadFeldner RoadName
Volumes
Scenario 8: 8 PM 2021 Cumulative + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-77
AIntersection LOS
8.74Intersection Delay [s/veh]
AAAAApproach LOS
8.758.218.768.90Approach Delay [s/veh]
18.536.3816.9020.6995th-Percentile Queue Length [ft]
0.740.260.680.8395th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results
0.200.080.190.22Degree of Utilization, x
781750767780Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
Scenario 8: 8 PM 2021 Cumulative + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-78
0.482Volume to Capacity (v/c):
ALevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 3: Main Street at Almond Avenue
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.0045.00100.00100.0045.00100.00100.0085.0085.00100.00100.00Pocket Length [ft]
001001001101No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Almond AvenueAlmond AvenueMain StreetMain StreetName
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
9293924150373710575293138388Total Analysis Volume [veh/h]
232323101399264132334622Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
9293924150373710575293138388Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
9293924150373710575293138388Base Volume Input [veh/h]
Almond AvenueAlmond AvenueMain StreetMain StreetName
Volumes
Scenario 8: 8 PM 2021 Cumulative + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-79
0.482Intersection V/C
AIntersection LOS
0.110.110.050.050.050.020.210.210.030.050.270.05V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--------Lead--LeadLead / Lag
Auxiliary Signal Groups
040080061025Signal Group
PermissPermissPermissPermissPermissPermissPermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
5.00Lost time [s]
100Cycle Length [s]
Intersection Settings
Scenario 8: 8 PM 2021 Cumulative + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-80
0.751Volume to Capacity (v/c):
CLevel Of Service:
20.0Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
All-way stopControl Type:
Intersection 4: Batavia Street at Almond Avenue
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Almond AvenueAlmond AvenueBatavia StreetBatavia StreetName
Intersection Setup
0000Pedestrian Volume [ped/h]
3713034531232718324252534074Total Analysis Volume [veh/h]
933913317581668519Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
3713034531232718324252534074Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
3713034531232718324252534074Base Volume Input [veh/h]
Almond AvenueAlmond AvenueBatavia StreetBatavia StreetName
Volumes
Scenario 8: 8 PM 2021 Cumulative + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-81
CIntersection LOS
19.98Intersection Delay [s/veh]
BBCDApproach LOS
14.2814.2019.8325.39Approach Delay [s/veh]
45.4545.59113.76165.8395th-Percentile Queue Length [ft]
1.821.824.556.6395th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results
0.390.390.640.75Degree of Utilization, x
518523573584Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
Scenario 8: 8 PM 2021 Cumulative + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-82
0.489Volume to Capacity (v/c):
ALevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 5: Main Street at Palmyra Avenue
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.0085.00100.00100.0065.00Pocket Length [ft]
000000001001No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Palmyra AvenuePalmyra AvenueMain StreetMain StreetName
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
30373577161086910503035140458Total Analysis Volume [veh/h]
89919427172638935115Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
30373577161086910503035140458Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
30373577161086910503035140458Base Volume Input [veh/h]
Palmyra AvenuePalmyra AvenueMain StreetMain StreetName
Volumes
Scenario 8: 8 PM 2021 Cumulative + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-83
0.489Intersection V/C
AIntersection LOS
0.060.060.020.120.120.060.220.220.020.280.280.03V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--------Lead--LeadLead / Lag
Auxiliary Signal Groups
040080061025Signal Group
PermissPermissPermissPermissPermissPermissPermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
5.00Lost time [s]
100Cycle Length [s]
Intersection Settings
Scenario 8: 8 PM 2021 Cumulative + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
C-84
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-18-3939-1
Chick-fil-A Main Street, Orange
N:\3900\2183939 - Chick-fil-A Main Street, Orange\Report\3939 Dividers.doc
APPENDIX D
PROJECT DRIVEWAY LEVEL OF SERVICE
CALCULATION WORKSHEETS
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-16-3695-1
Kendall-Palm Commercial, San Bernardino
N:\3900\2183939 - Chick-fil-A Main Street, Orange\Report\3939 Sub-Dividers.doc
APPENDIX D-I
YEAR 2021 CUMULATIVE PLUS PROJECT
TRAFFIC CONDITIONS
D-1
0.019Volume to Capacity (v/c):
BLevel Of Service:
10.6Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 6: Project Driveway No. 1 at Almond Avenue
Intersection Level Of Service Report
NoNoYesCrosswalk
0.000.000.00Grade [%]
30.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
ThruLeftRightThruRightLeftTurning Movement
Lane Configuration
WestboundEastboundNorthboundApproach
Almond AvenueAlmond AvenueProject Driveway No. 1Name
Intersection Setup
000Pedestrian Volume [ped/h]
140001783813Total Analysis Volume [veh/h]
350045103Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.0000Peak Hour Factor
140001783813Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
140001783813Base Volume Input [veh/h]
Almond AvenueAlmond AvenueProject Driveway No. 1Name
Volumes
Scenario 7: 7 AM 2021 Cumulative + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
D-2
BIntersection LOS
1.35d_I, Intersection Delay [s/veh]
AAAApproach LOS
0.000.009.76d_A, Approach Delay [s/veh]
0.000.000.000.005.055.0595th-Percentile Queue Length [ft/ln]
0.000.000.000.000.200.2095th-Percentile Queue Length [veh/ln]
AAABMovement LOS
0.000.000.000.009.4610.63d_M, Delay for Movement [s/veh]
0.000.000.000.000.040.02V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
NoFlared Lane
FreeFreeStopPriority Scheme
Intersection Settings
Scenario 7: 7 AM 2021 Cumulative + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
D-3
0.131Volume to Capacity (v/c):
CLevel Of Service:
19.2Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 7: Main Street at Project Driveway No. 2
Intersection Level Of Service Report
YesNoNoCrosswalk
0.000.000.00Grade [%]
30.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftRightThruThruLeftTurning Movement
Lane Configuration
EastboundSouthboundNorthboundApproach
Project Driveway No. 2Main StreetMain StreetName
Intersection Setup
000Pedestrian Volume [ped/h]
3809314639240Total Analysis Volume [veh/h]
100233662310Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.0000Peak Hour Factor
3809314639240Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
3809314639240Base Volume Input [veh/h]
Project Driveway No. 2Main StreetMain StreetName
Volumes
Scenario 7: 7 AM 2021 Cumulative + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
D-4
CIntersection LOS
0.29d_I, Intersection Delay [s/veh]
CAAApproach LOS
19.220.000.00d_A, Approach Delay [s/veh]
11.110.000.000.000.000.0095th-Percentile Queue Length [ft/ln]
0.440.000.000.000.000.0095th-Percentile Queue Length [veh/ln]
CAAAMovement LOS
19.220.000.000.000.000.00d_M, Delay for Movement [s/veh]
0.130.000.000.010.010.00V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
Flared Lane
StopFreeFreePriority Scheme
Intersection Settings
Scenario 7: 7 AM 2021 Cumulative + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
D-5
0.016Volume to Capacity (v/c):
BLevel Of Service:
10.3Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 6: Project Driveway No. 1 at Almond Avenue
Intersection Level Of Service Report
NoNoYesCrosswalk
0.000.000.00Grade [%]
30.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
ThruLeftRightThruRightLeftTurning Movement
Lane Configuration
WestboundEastboundNorthboundApproach
Almond AvenueAlmond AvenueProject Driveway No. 1Name
Intersection Setup
000Pedestrian Volume [ped/h]
19200983011Total Analysis Volume [veh/h]
48002583Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.0000Peak Hour Factor
19200983011Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
19200983011Base Volume Input [veh/h]
Almond AvenueAlmond AvenueProject Driveway No. 1Name
Volumes
Scenario 8: 8 PM 2021 Cumulative + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
D-6
BIntersection LOS
1.16d_I, Intersection Delay [s/veh]
AAAApproach LOS
0.000.009.33d_A, Approach Delay [s/veh]
0.000.000.000.003.693.6995th-Percentile Queue Length [ft/ln]
0.000.000.000.000.150.1595th-Percentile Queue Length [veh/ln]
AAABMovement LOS
0.000.000.000.008.9610.34d_M, Delay for Movement [s/veh]
0.000.000.000.000.030.02V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
NoFlared Lane
FreeFreeStopPriority Scheme
Intersection Settings
Scenario 8: 8 PM 2021 Cumulative + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
D-7
0.080Volume to Capacity (v/c):
CLevel Of Service:
15.4Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 7: Main Street at Project Driveway No. 2
Intersection Level Of Service Report
YesNoNoCrosswalk
0.000.000.00Grade [%]
30.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftRightThruThruLeftTurning Movement
Lane Configuration
EastboundSouthboundNorthboundApproach
Project Driveway No. 2Main StreetMain StreetName
Intersection Setup
000Pedestrian Volume [ped/h]
30077113815630Total Analysis Volume [veh/h]
80192853910Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.0000Peak Hour Factor
30077113815630Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
30077113815630Base Volume Input [veh/h]
Project Driveway No. 2Main StreetMain StreetName
Volumes
Scenario 8: 8 PM 2021 Cumulative + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
D-8
CIntersection LOS
0.16d_I, Intersection Delay [s/veh]
CAAApproach LOS
15.390.000.00d_A, Approach Delay [s/veh]
6.460.000.000.000.000.0095th-Percentile Queue Length [ft/ln]
0.260.000.000.000.000.0095th-Percentile Queue Length [veh/ln]
CAAAMovement LOS
15.390.000.000.000.000.00d_M, Delay for Movement [s/veh]
0.080.000.000.010.020.00V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
Flared Lane
StopFreeFreePriority Scheme
Intersection Settings
Scenario 8: 8 PM 2021 Cumulative + Project
Chick-fil-A Main Street, Orange
Version 7.00-06
Generated with
D-9
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-18-3939-1
Chick-fil-A Main Street, Orange
N:\3900\2183939 - Chick-fil-A Main Street, Orange\Report\3939 Dividers.doc
APPENDIX E
DRIVE-THROUGH QUEUING STUDY DATA
Time Queue Time Queue Time Queue
7:00 1 11:00 2 4:00 2
7:05 3 11:05 3 4:05 1
7:10 1 11:10 2 4:10 2
7:15 1 11:15 3 4:15 0
7:20 3 11:20 2 4:20 1
7:25 0 11:25 2 4:25 1
7:30 0 11:30 1 4:30 1
7:35 3 11:35 1 4:35 0
7:40 1 11:40 8 4:40 1
7:45 2 11:45 6 4:45 2
7:50 4 11:50 6 4:50 0
7:55 0 11:55 5 4:55 0
8:00 1 12:00 4 5:00 0
8:05 1 12:05 2 5:05 2
8:10 2 12:10 3 5:10 0
8:15 3 12:15 4 5:15 3
8:20 2 12:20 7 5:20 5
8:25 0 12:25 12 5:25 2
8:30 1 12:30 15 5:30 1
8:35 0 12:35 15 5:35 5
8:40 0 12:40 13 5:40 5
8:45 0 12:45 13 5:45 4
8:50 2 12:50 10 5:50 2
8:55 2 12:55 10 5:55 3
9:00 0 1:00 12 6:00 1
Average 1.32 Average 6.44 Average 1.76
85%3 85%12.4 85%3.4
95%3 95%14.6 95%5
Max 4 Max 15 Max 5
Average
85%
95%
Max 15.0
Chick‐Fil‐A Drive‐Through Lane Queuing Observations
Table 1
December 7, 2010 ‐ Tustin, CA
3.2
5.9
12.3
E-1
Time Queue Time Queue Time Queue
7:00 1 11:00 0 4:00 2
7:05 1 11:05 3 4:05 0
7:10 0 11:10 7 4:10 2
7:15 2 11:15 5 4:15 4
7:20 0 11:20 3 4:20 3
7:25 0 11:25 4 4:25 5
7:30 2 11:30 3 4:30 5
7:35 2 11:35 4 4:35 3
7:40 2 11:40 5 4:40 2
7:45 5 11:45 9 4:45 1
7:50 5 11:50 12 4:50 2
7:55 2 11:55 15 4:55 0
8:00 0 12:00 14 5:00 3
8:05 2 12:05 12 5:05 3
8:10 2 12:10 11 5:10 0
8:15 1 12:15 12 5:15 2
8:20 3 12:20 15 5:20 4
8:25 3 12:25 15 5:25 5
8:30 1 12:30 13 5:30 3
8:35 1 12:35 10 5:35 6
8:40 4 12:40 14 5:40 7
8:45 3 12:45 11 5:45 4
8:50 1 12:50 13 5:50 5
8:55 3 12:55 9 5:55 5
9:00 2 1:00 10 6:00 6
Average 1.92 Average 9.16 Average 3.28
85%3 85%14 85%5
95%4.8 95%15 95%6
Max 5 Max 15 Max 7
Average
85%
95%
Max 15.0
Table 2
Chick‐Fil‐A Drive‐Through Lane Queuing Observations
April 17, 2012 ‐ Orange, CA
4.8
10.9
14.0
E-2
Time Queue Time Queue Time Queue
7:00 1 11:00 1 4:00 3
7:05 1 11:05 2 4:05 2
7:10 2 11:10 0 4:10 4
7:15 0 11:15 1 4:15 1
7:20 1 11:20 3 4:20 5
7:25 3 11:25 3 4:25 7
7:30 2 11:30 3 4:30 4
7:35 1 11:35 1 4:35 3
7:40 3 11:40 1 4:40 3
7:45 0 11:45 1 4:45 5
7:50 1 11:50 6 4:50 5
7:55 2 11:55 4 4:55 2
8:00 1 12:00 5 5:00 0
8:05 1 12:05 8 5:05 4
8:10 2 12:10 8 5:10 7
8:15 3 12:15 7 5:15 8
8:20 1 12:20 10 5:20 8
8:25 2 12:25 8 5:25 10
8:30 3 12:30 10 5:30 9
8:35 6 12:35 12 5:35 12
8:40 5 12:40 10 5:40 8
8:45 2 12:45 10 5:45 9
8:50 0 12:50 5 5:50 7
8:55 0 12:55 7 5:55 7
9:00 2 1:00 7 6:00 8
Average 1.8 Average 5.32 Average 5.64
85%3 85%10 85%8.4
95%4.6 95%10 95%9.8
Max 6 Max 12 Max 12
Average
85%
95%
Max 12.0
Table 3
Chick‐Fil‐A Drive‐Through Lane Queuing Observations
April 19, 2012 ‐ Irvine, CA
4.3
8.0
10.0
E-3
Time(Sat. 1/21/17)QueueTime(Tues. 1/31/17)QueueTime(Tues. 1/31/17)QueueTime(Tues. 1/31/17)QueueTime(Fri. 11/17/17)QueueTime(Fri. 11/17/17)QueueTime(Fri. 11/17/17)QueueTime(Fri. 11/17/17)QueueTime(Sat. 11/18/17)QueueTime(Sat. 11/18/17)QueueTime(Mon. 11/20/17)QueueTime(Mon. 11/20/17)QueueTime(Mon. 11/20/17)Queue11:3077:00111:0064:0037:00411:0084:0057:0064:0087:0067:00411:0074:00711:3597:05511:0554:055‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐11:4087:10411:1074:104‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐11:4567:15111:1584:1547:15411:1574:1557:1554:1587:1587:15411:1574:15611:5057:20111:2084:203‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐11:5547:25111:2584:255‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐12:0057:30211:30104:3057:301011:3074:30117:3074:3097:3057:30611:3094:30812:0547:35111:3594:355‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐12:1057:40211:40104:403‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐12:1547:45011:4574:4557:451011:45104:4597:4544:4547:4577:45511:45104:45512:2057:50011:5084:505‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐12:25107:55211:5594:557‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐12:30118:00112:0085:0058:00312:00145:0098:0065:0048:0068:00612:00115:00612:3598:05412:0575:057‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐12:4088:10212:10105:106‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐12:45118:15112:1595:1578:15312:15125:1568:1565:1578:1568:15412:15105:15912:50118:20112:2085:2010‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐12:55148:25012:2585:2511‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐1:00128:30012:3095:3008:30512:30135:3098:3065:3088:3048:30512:30165:3091:05118:35412:35115:3511‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐1:10108:40212:40125:4013‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐1:15108:45712:4595:45138:45412:45135:4598:4565:4598:4568:45412:45155:45111:2078:50412:5085:5014‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐1:25118:55612:55105:5514‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐1:309‐‐‐‐1:00116:0013‐‐‐‐1:00146:0089:0046:0099:006‐‐‐‐1:00176:00121:358‐‐ ‐‐1:05106:0511‐‐ ‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐1:409‐‐ ‐‐1:10136:1011‐‐ ‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐1:459‐‐ ‐‐1:1596:1511‐‐ ‐‐1:15126:15109:1536:1589:156‐‐‐‐1:15156:15131:508‐‐ ‐‐1:2066:2011‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐1:5510‐‐‐‐1:2566:2511‐‐ ‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐2:0012‐‐ ‐‐1:3026:3010‐‐ ‐‐1:30166:3099:3026:3059:302‐‐‐‐1:30116:3062:0512‐‐ ‐‐1:3566:359‐‐ ‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐2:1011‐‐ ‐‐1:4056:406‐‐ ‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐2:159‐‐‐‐1:4536:458‐‐‐‐1:45146:4579:4536:4549:452‐‐‐‐1:45146:45102:208‐‐‐‐1:5026:509‐‐ ‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐2:259‐‐ ‐‐1:5566:557‐‐ ‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐Average8.64Average2.17Average7.86Average7.83Average5.38Average11.67Average8.0833Average4.83Average6.9167Average5.3333Average4.75Average11.83Average8.585%1185%485%1085%1185%9.7585%1485%9.3585%685%985%6.3585%5.9585%15.3585%11.3595%1295%5.8595%11.2595%13.2595%1095%14.995%10.4595%6.4595%995%7.4595%695%16.4595%12.45Max14Max7Max13Max14Max10Max16Max11Max7Max9Max8Max6Max17Max13Average85%95%Max17.0Laguna Hills, CaliforniaTable 4Chick‐Fil‐A Drive‐Through Lane Queuing Observations7.311.013.5E-4
Time(Sat. 1/21/17)QueueTime(Thur. 1/26/17)QueueTime(Thur. 1/26/17)QueueTime(Thur. 1/26/17)QueueTime(Fri. 11/17/17)QueueTime(Fri. 11/17/17)QueueTime(Fri. 11/17/17)QueueTime(Fri. 11/17/17)QueueTime(Sat. 11/18/17)QueueTime(Sat. 11/18/17)QueueTime(Mon. 11/20/17)QueueTime(Mon. 11/20/17)QueueTime(Mon. 11/20/17)Queue11:3037:00211:0094:00117:00911:00104:00127:00124:0077:00127:00411:0074:00711:3597:05111:05104:058‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐11:40107:10211:1084:104‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐11:45107:15111:1544:1527:151111:15124:15137:15134:15157:15117:15411:15134:15811:50137:20511:20104:202‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐11:55127:25811:2594:253‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐12:0057:30711:3094:3037:30811:30124:30127:30114:30107:30137:30411:30124:30712:0597:35411:35114:354‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐12:10117:40511:40104:404‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐12:15117:45311:45124:4567:45811:45134:45117:45104:4597:45117:45511:45104:45712:20127:50511:50124:507‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐12:25107:55311:55124:557‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐12:3098:00212:00135:0068:00512:00145:00128:00125:00118:00108:00612:00115:00912:3588:05412:05145:057‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐12:4098:10712:1095:105‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐12:45138:15512:15115:1588:15912:15165:15168:15125:15138:1568:15812:15125:15912:50128:20312:20135:209‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐12:55128:25212:25115:2512‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐1:00108:30412:30125:30138:301112:30145:30138:30115:30138:3068:30512:30125:3071:05128:35312:35105:3512‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐1:10128:40312:40105:4012‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐1:1598:45612:45105:45118:45812:45105:45158:4595:45128:4588:45612:45125:45111:20108:50412:50125:5011‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐1:25118:55312:55125:5513‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐1:309‐‐‐‐1:00156:0012‐‐‐‐1:00116:00139:0076:00149:007‐‐‐‐1:00126:00131:357‐‐ ‐‐1:05106:0513‐‐ ‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐1:10146:1012‐‐ ‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐1:15136:1513‐‐ ‐‐1:15106:15149:1566:15129:158‐‐‐‐1:15106:1512‐‐‐‐‐‐ ‐‐1:20126:2011‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐1:25106:2512‐‐ ‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐1:30106:3010‐‐ ‐‐1:30136:30119:3036:30119:305‐‐‐‐1:30116:3010‐‐‐‐‐‐ ‐‐1:3586:359‐‐ ‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐1:4086:4013‐‐ ‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐1:4566:4513‐‐‐‐1:45116:45129:4546:45139:453‐‐‐‐1:45136:4513‐‐‐‐‐‐‐‐1:5066:5012‐‐ ‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐1:5586:5511‐‐ ‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐Average9.92Average3.83Average10.36Average8.92Average8.63Average12.17Average12.833Average9.17Average11.667Average8.3333Average5.25Average11.25Average9.416785%1285%5.5585%12.7585%12.7585%10.985%1485%14.3585%1285%13.3585%11.3585%685%12.3585%12.3595%12.7595%795%1495%1395%1195%14.995%15.4595%12.4595%14.4595%12.4595%7.395%1395%13Max13Max8Max15Max13Max11Max16Max16Max13Max15Max13Max8Max13Max13Average85%95%Max16.0Corona, CaliforniaTable 5Chick‐Fil‐A Drive‐Through Lane Queuing Observations9.213.013.0E-5
E-6
Beginning Order Board Entire Street
Time Back # Drive Thru Overflow Notes
11:00 AM 2 5 2 Order Takers Outside
11:05 AM 2 5 3 Order Takers Outside
11:10 AM 0 6 3 Order Takers Outside
11:15 AM 4 12 3 Order Takers Outside
11:20 AM 2 11 3 Order Takers Outside
11:25 AM 2 9 3 Order Takers Outside
11:30 AM 2 6 3 Order Takers Outside
11:35 AM 4 7 3 Order Takers Outside
11:40 AM 5 13 3 Order Takers Return Inside
11:45 AM 3 11
11:50 AM 4 12
11:55 AM 5 10
12:00 PM 4 12
12:05 PM 6 11
12:10 PM 5 15
12:15 PM 5 14
12:20 PM 5 15
12:25 PM 10 15
12:30 PM 6 16
12:35 PM 5 12
12:40 PM 6 15
12:45 PM 6 16
12:50 PM 1 9
12:55 PM 4 12
1:00 PM 10 17
1:05 PM 10 19
1:10 PM 6 14
1:15 PM 11 18
1:20 PM 8 16
1:25 PM 8 15
1:30 PM 6 15
1:35 PM 7 17
1:40 PM 7 16
Max Queue
Queuing Observations
Chick-fil-A (4401 Pacific Coast Highway, Long Beach)
Thursday April 25, 2019
E-7
Beginning Order Board Entire Street
Time Back # Drive Thru Overflow Notes
1:45 PM 4 12
1:50 PM 4 12
1:55 PM 5 14
2:00 PM 5 13
5:00 PM 12 20
5:05 PM 6 14
5:10 PM 4 10
5:15 PM 4 12
5:20 PM 3 11 1 Order Taker Outside
5:25 PM 5 13
5:30 PM 4 11 2 Order Takers Outside
5:35 PM 3 9
5:40 PM 1 6
5:45 PM 2 5
5:50 PM 6 10
5:55 PM 4 10
6:00 PM 5 13
6:05 PM 4 11
6:10 PM 2 7
6:15 PM 1 5
6:20 PM 3 8 3 Order Takers Outside
6:25 PM 2 7
6:30 PM 5 11
6:35 PM 2 6
6:40 PM 6 14
6:45 PM 6 14
6:50 PM 8 16
6:55 PM 10 18
7:00 PM 4 11
7:05 PM 4 12
7:10 PM 2 8
7:15 PM 3 10
7:20 PM 3 10
Max Queue
Chick-fil-A (4401 Pacific Coast Highway, Long Beach)
Thursday April 25, 2019
Queuing Observations
E-8
Beginning Order Board Entire Street
Time Back # Drive Thru Overflow Notes
7:25 PM 12 19
7:30 PM 13 20
7:35 PM 10 17
7:40 PM 3 9
7:45 PM 5 14
7:50 PM 5 12
7:55 PM 4 11
8:00 PM 8 15
Max 20
Sum 896
Queuing Observations
Chick-fil-A (4401 Pacific Coast Highway, Long Beach)
Thursday April 25, 2019
Max Queue
E-9
Beginning Order Board Entire Street
Time Back # Drive Thru Overflow Notes
11:00 AM 3 3 2 Order Takers Outside
11:05 AM 1 4
11:10 AM 3 7 3 Order Takers Outside
11:15 AM 6 9
11:20 AM 5 10
11:25 AM 5 12
11:30 AM 6 14
11:35 AM 7 15
11:40 AM 2 9
11:45 AM 7 12
11:50 AM 4 13
11:55 AM 6 14
12:00 PM 8 14
12:05 PM 6 13
12:10 PM 6 11
12:15 PM 7 14
12:20 PM 6 14
12:25 PM 6 13
12:30 PM 6 14
12:35 PM 7 12
12:40 PM 5 13
12:45 PM 6 13
12:50 PM 5 13
12:55 PM 5 10
1:00 PM 5 12
1:05 PM 4 10
1:10 PM 5 12
1:15 PM 7 15
1:20 PM 9 15
1:25 PM 7 15
1:30 PM 6 15
1:35 PM 8 16
1:40 PM 6 14
Queuing Observations
Chick-fil-A (4401 Pacific Coast Highway, Long Beach)
Friday April 26, 2019
Max Queue
E-10
Beginning Order Board Entire Street
Time Back # Drive Thru Overflow Notes
1:45 PM 5 12
1:50 PM 5 12
1:55 PM 3 10
2:00 PM 7 14
5:00 PM 5 12
5:05 PM 4 11
5:10 PM 0 7
5:15 PM 6 10
5:20 PM 5 13
5:25 PM 6 11
5:30 PM 2 7
5:35 PM 3 4
5:40 PM 2 8
5:45 PM 2 9
5:50 PM 3 8
5:55 PM 4 8
6:00 PM 3 11
6:05 PM 3 10
6:10 PM 9 17
6:15 PM 10 18
6:20 PM 8 15
6:25 PM 4 12
6:30 PM 8 15
6:35 PM 9 17
6:40 PM 6 14
6:45 PM 1 9
6:50 PM 7 13
6:55 PM 6 14
7:00 PM 4 11
7:05 PM 1 10
7:10 PM 3 9
7:15 PM 3 9
7:20 PM 2 10
Chick-fil-A (4401 Pacific Coast Highway, Long Beach)
Friday April 26, 2019
Max Queue
Queuing Observations
E-11
Beginning Order Board Entire Street
Time Back # Drive Thru Overflow Notes
7:25 PM 4 13
7:30 PM 3 9
7:35 PM 3 10
7:40 PM 8 15
7:45 PM 5 14
7:50 PM 5 13
7:55 PM 1 11
8:00 PM 3 9
Max 18
Sum 864
Max Queue
Queuing Observations
Chick-fil-A (4401 Pacific Coast Highway, Long Beach)
Friday April 26, 2019
E-12
Beginning Order Board Entire Street
Time Back # Drive Thru Overflow Notes
11:00 AM 4 8
11:05 AM 1 7
11:10 AM 8 10
11:15 AM 8 13
11:20 AM 7 11
11:25 AM 4 12
11:30 AM 5 10
11:35 AM 1 7
11:40 AM 3 8
11:45 AM 5 10
11:50 AM 0 6
11:55 AM 8 8
12:00 PM 2 10
12:05 PM 3 9
12:10 PM 4 9
12:15 PM 9 13
12:20 PM 5 9
12:25 PM 5 10
12:30 PM 3 11
12:35 PM 5 9
12:40 PM 3 8
12:45 PM 6 10
12:50 PM 4 12
12:55 PM 7 9
1:00 PM 7 13
1:05 PM 6 14
1:10 PM 4 11
1:15 PM 4 9
1:20 PM 3 7
1:25 PM 2 6
1:30 PM 3 10
1:35 PM 4 11
1:40 PM 2 9
Queuing Observations
Chick-fil-A (4401 Pacific Coast Highway, Long Beach)
Saturday April 27, 2019
Max Queue
E-13
Beginning Order Board Entire Street
Time Back # Drive Thru Overflow Notes
1:45 PM 1 9
1:50 PM 4 9
1:55 PM 4 12
2:00 PM 1 9
6:00 PM 8 15
6:05 PM 10 16
6:10 PM 5 12
6:15 PM 0 7
6:20 PM 0 3
6:25 PM 1 2
6:30 PM 1 4
6:35 PM 1 4
6:40 PM 1 3
6:45 PM 2 6
6:50 PM 2 8
6:55 PM 4 10
7:00 PM 1 7
7:05 PM 3 8
7:10 PM 2 8
7:15 PM 4 11
7:20 PM 3 9
7:25 PM 5 12
7:30 PM 5 13
7:35 PM 8 17
7:40 PM 4 15
7:45 PM 3 13
7:50 PM 10 19
7:55 PM 7 15
8:00 PM 6 13
8:05 PM 7 13
8:10 PM 6 13
8:15 PM 8 15
8:20 PM 4 11
Chick-fil-A (4401 Pacific Coast Highway, Long Beach)
Saturday April 27, 2019
Max Queue
Queuing Observations
E-14
Beginning Order Board Entire Street
Time Back # Drive Thru Overflow Notes
8:25 PM 7 14
8:30 PM 3 9
8:35 PM 8 13
8:40 PM 8 16
8:45 PM 5 13
8:50 PM 10 18
8:55 PM 6 15
9:00 PM 8 15
Max 19
Sum 773
Max Queue
Queuing Observations
Chick-fil-A (4401 Pacific Coast Highway, Long Beach)
Saturday April 27, 2019
E-15
E-16
VENICE CHICK-fil-A
4050 LINCOLN BLVD
VENICE, CA 90292
WEDNESDAY, FEBRUARY 20, 2019
WEEKDAY MID-DAY
ARRIVAL RATE MAX QUEUE
BEGINNING TOTAL #ORDER BOARD ENTIRE STREET
TIME OF CARS BACK #DRIVE THRU OVERFLOW NOTES
AM 11:00 1 0 4
11:05 6 0 1
11:10 2 3 4
11:15 5 1 5
11:20 4 1 5
11:25 3 2 2
11:30 4 2 3
11:35 4 2 2
11:40 2 0 2
11:45 6 0 1
11:50 0 1 4
11:55 5 1 2
PM 12:00 7 2 4
12:05 3 2 8 2 ORDER TAKERS ARRIVE OUTSIDE
12:10 8 3 6 2 ORDER TAKERS OUTSIDE
12:15 8 3 10 12:18PM-12:22PM Drive Thru 2 ORDER TAKERS OUTSIDE
12:20 8 10 17 2 ORDER TAKERS OUTSIDE
12:25 3 5 11 2 ORDER TAKERS OUTSIDE
12:30 6 0 5 2 ORDER TAKERS OUTSIDE
12:35 7 0 5 2 ORDER TAKERS OUTSIDE
E-17
VENICE CHICK-fil-A
4050 LINCOLN BLVD
VENICE, CA 90292
WEDNESDAY, FEBRUARY 20, 2019
WEEKDAY MID-DAY
ARRIVAL RATE MAX QUEUE
BEGINNING TOTAL #ORDER BOARD ENTIRE STREET
TIME OF CARS BACK #DRIVE THRU OVERFLOW NOTES
PM 12:40 8 1 5 2 ORDER TAKERS OUTSIDE
12:45 5 6 7 2 ORDER TAKERS OUTSIDE
12:50 1 4 11 2 ORDER TAKERS OUTSIDE
12:55 6 0 1 2 ORDER TAKERS OUTSIDE
1:00 4 5 6 2 ORDER TAKERS OUTSIDE
1:05 11 4 8 2 ORDER TAKERS OUTSIDE
1:10 6 5 11 1:11PM-1:12PM Drive Thru 2 ORDER TAKERS OUTSIDE
1:15 7 7 12 2 ORDER TAKERS OUTSIDE
1:20 5 7 14 2 ORDER TAKERS OUTSIDE
1:25 10 3 9 2 ORDER TAKERS OUTSIDE
1:30 6 7 14 1:30PM-1:32PM Drive Thru 2 ORDER TAKERS OUTSIDE
1:35 7 2 9 2 ORDER TAKERS OUTSIDE
1:40 5 3 6 2 ORDER TAKERS OUTSIDE
1:45 6 3 5 2 ORDER TAKERS OUTSIDE
1:50 6 1 5 2 ORDER TAKERS RETURN INSIDE
1:55 5 2 4
2:00 7 1 3
TOTAL ARRIVAL:197
E-18
VENICE CHICK-fil-A
4050 LINCOLN BLVD
VENICE, CA 90292
WEDNESDAY, FEBRUARY 20, 2019
WEEKDAY EVENING
ARRIVAL RATE MAX QUEUE
BEGINNING TOTAL #ORDER BOARD ENTIRE STREET
TIME OF CARS BACK #DRIVE THRU OVERFLOW NOTES
PM 5:00 4 1 2
5:05 1 1 2
5:10 3 2 2
5:15 4 0 2
5:20 6 2 4
5:25 6 3 5
5:30 5 4 6
5:35 4 5 10 5:36PM-5:40PM Drive Thru
5:40 2 4 6
5:45 5 4 6
5:50 4 5 9
5:55 3 6 10
6:00 4 3 8
6:05 2 3 7
6:10 2 0 3
6:15 4 1 2
E-19
VENICE CHICK-fil-A
4050 LINCOLN BLVD
VENICE, CA 90292
WEDNESDAY, FEBRUARY 20, 2019
WEEKDAY EVENING
ARRIVAL RATE MAX QUEUE
BEGINNING TOTAL #ORDER BOARD ENTIRE STREET
TIME OF CARS BACK #DRIVE THRU OVERFLOW NOTES
PM 6:20 6 2 3
6:25 5 2 4
6:30 7 3 6
6:35 4 3 9
6:40 4 8 13
6:45 5 4 10
6:50 6 4 11
6:55 5 4 10 6:56PM-7:00PM Drive Thru 1 ORDER TAKER ARRIVES OUTSIDE
7:00 6 8 15 1 ORDER TAKER OUTSIDE
7:05 4 6 13 1 ADDITIONAL ORDER TAKER ARRIVES
7:10 5 2 7 2 ORDER TAKERS OUTSIDE
7:15 5 2 9 2 ORDER TAKERS OUTSIDE
7:20 4 5 11 2 ORDER TAKERS OUTSIDE
7:25 4 2 8 2 ORDER TAKERS OUTSIDE
7:30 5 0 7 2 ORDER TAKERS OUTSIDE
TOTAL ARRIVAL:134
E-20
VENICE CHICK-fil-A
4050 LINCOLN BLVD
VENICE, CA 90292
FRIDAY, FEBRUARY 22, 2019
WEEKDAY MID-DAY
ARRIVAL RATE MAX QUEUE
BEGINNING TOTAL #ORDER BOARD ENTIRE STREET
TIME OF CARS BACK #DRIVE THRU OVERFLOW NOTES
AM 11:00 3 1 7
11:05 5 1 6
11:10 4 1 5
11:15 4 1 5
11:20 3 2 6
11:25 5 1 2
11:30 8 2 4
11:35 3 5 10
11:40 4 3 9
11:45 5 2 6
11:50 8 0 5
11:55 1 3 8
PM 12:00 6 0 4
12:05 2 4 8 2 ORDER TAKERS ARRIVE OUTSIDE
12:10 5 0 4 2 ORDER TAKERS OUTSIDE
12:15 6 0 5 2 ORDER TAKERS OUTSIDE
12:20 7 1 4 12:24 - 12:26 - Drive Thru 2 ORDER TAKERS OUTSIDE
12:25 7 5 10 2 ORDER TAKERS OUTSIDE
12:30 6 6 12 2 ORDER TAKERS OUTSIDE
12:35 11 5 11 12:37 - 12:39 - Drive Thru 2 ORDER TAKERS OUTSIDE
E-21
VENICE CHICK-fil-A
4050 LINCOLN BLVD
VENICE, CA 90292
FRIDAY, FEBRUARY 22, 2019
WEEKDAY MID-DAY
ARRIVAL RATE MAX QUEUE
BEGINNING TOTAL #ORDER BOARD ENTIRE STREET
TIME OF CARS BACK #DRIVE THRU OVERFLOW NOTES
PM 12:40 5 6 13 12:40 - 12:46 - Drive Thru 2 ORDER TAKERS OUTSIDE
12:45 6 5 11 2 ORDER TAKERS OUTSIDE
12:50 6 2 8 2 ORDER TAKERS OUTSIDE
12:55 7 3 6 2 ORDER TAKERS OUTSIDE
1:00 10 2 8 2 ORDER TAKERS OUTSIDE
1:05 5 6 8 1 ORDER TAKER RETURNS INSIDE
1:10 7 2 5 1 ORDER TAKER OUTSIDE
1:15 8 5 7 1:17 - 1:18 - Drive Thru 1 ADDITIONAL ORDER TAKER ARRIVES
1:20 5 7 13 2 ORDER TAKERS OUTSIDE
1:25 3 7 14 2 ORDER TAKERS OUTSIDE
1:30 9 2 6 2 ORDER TAKERS OUTSIDE
1:35 7 3 10 2 ORDER TAKERS OUTSIDE
1:40 9 1 4 1:42 - 1:44 - Drive Thru 2 ORDER TAKERS OUTSIDE
1:45 8 7 11 2 ORDER TAKERS OUTSIDE
1:50 6 7 13 1:50 - 1:55 - Drive Thru 2 ORDER TAKERS OUTSIDE
1:55 4 9 15 2 ORDER TAKERS OUTSIDE
2:00 7 2 9 2 ORDER TAKERS OUTSIDE
TOTAL ARRIVAL:215
E-22
VENICE CHICK-fil-A
4050 LINCOLN BLVD
VENICE, CA 90292
FRIDAY, FEBRUARY 22, 2019
WEEKDAY EVENING
ARRIVAL RATE MAX QUEUE
BEGINNING TOTAL #ORDER BOARD ENTIRE STREET
TIME OF CARS BACK #DRIVE THRU OVERFLOW NOTES
PM 5:00 6 2 4
5:05 5 7 8
5:10 4 6 1 1 ORDER TAKER ARRIVES OUTSIDE
5:15 2 3 3 1 ORDER TAKER OUTSIDE
5:20 4 2 3 1 ORDER TAKER RETURNS INSIDE
5:25 5 1 2
5:30 3 1 3
5:35 7 0 1
5:40 2 3 4
5:45 5 1 3
5:50 7 1 4
5:55 8 7 10
6:00 2 6 10
6:05 5 5 6 1 ORDER TAKER ARRIVES OUTSIDE
6:10 4 5 10 1 ORDER TAKER OUTSIDE
6:15 6 3 8 1 ADDITIONAL ORDER TAKER ARRIVES
E-23
VENICE CHICK-fil-A
4050 LINCOLN BLVD
VENICE, CA 90292
FRIDAY, FEBRUARY 22, 2019
WEEKDAY EVENING
ARRIVAL RATE MAX QUEUE
BEGINNING TOTAL #ORDER BOARD ENTIRE STREET
TIME OF CARS BACK #DRIVE THRU OVERFLOW NOTES
PM 6:20 2 6 13 2 ORDER TAKERS OUTSIDE
6:25 5 2 5 1 ORDER TAKER RETURNS INSIDE
6:30 4 0 3 1 ORDER TAKER OUTSIDE
6:35 6 2 5 1 ORDER TAKER OUTSIDE
6:40 2 3 6 1 ORDER TAKER OUTSIDE
6:45 5 0 1 1 ORDER TAKER OUTSIDE
6:50 4 3 4 1 ORDER TAKER OUTSIDE
6:55 3 1 3 1 ORDER TAKER OUTSIDE
7:00 4 1 3 1 ORDER TAKER OUTSIDE
7:05 6 4 7 1 ORDER TAKER OUTSIDE
7:10 6 5 7 1 ADDITIONAL ORDER TAKER ARRIVES
7:15 3 3 5 1 ORDER TAKER RETURNS INSIDE
7:20 7 2 7 1 ORDER TAKER OUTSIDE
7:25 1 6 10 1 ORDER TAKER OUTSIDE
7:30 6 7 11 1 ORDER TAKER OUTSIDE
7:35 5 5 9 7:35 - 7:39 - Drive Thru 1 ORDER TAKER OUTSIDE
E-24
VENICE CHICK-fil-A
4050 LINCOLN BLVD
VENICE, CA 90292
FRIDAY, FEBRUARY 22, 2019
WEEKDAY EVENING
ARRIVAL RATE MAX QUEUE
BEGINNING TOTAL #ORDER BOARD ENTIRE STREET
TIME OF CARS BACK #DRIVE THRU OVERFLOW NOTES
PM 7:40 3 7 9 7:41- 7:43 - Drive Thru 1 ORDER TAKER OUTSIDE
7:45 8 5 8 1 ORDER TAKER OUTSIDE
7:50 3 7 11 1 ORDER TAKER OUTSIDE
7:55 4 5 11 1 ORDER TAKER OUTSIDE
8:00 6 3 6 1 ORDER TAKER OUTSIDE
TOTAL ARRIVAL:168
E-25
VENICE CHICK-fil-A
4050 LINCOLN BLVD
VENICE, CA 90292
SATURDAY, FEBRUARY 23, 2019
WEEKEND MID-DAY
ARRIVAL RATE MAX QUEUE
BEGINNING TOTAL #ORDER BOARD ENTIRE STREET
TIME OF CARS BACK #DRIVE THRU OVERFLOW NOTES
AM 11:00 5 2 3
11:05 4 1 4
11:10 4 3 5
11:15 4 2 6
11:20 5 2 6
11:25 5 3 8
11:30 3 1 5
11:35 7 0 1
11:40 3 2 5
11:45 6 3 5
11:50 2 5 7
11:55 5 2 6
12:00 7 4 7
PM 12:05 5 6 9 2 ORDER TAKERS ARRIVE OUTSIDE
12:10 3 5 8 2 ORDER TAKERS OUTSIDE
12:15 2 3 8 1 ORDER TAKER RETURNS INSIDE
12:20 3 1 4 1 ORDER TAKER OUTSIDE
12:25 5 1 2 1 ORDER TAKER OUTSIDE
12:30 5 2 3 1 ORDER TAKER OUTSIDE
12:35 6 5 8 1 ORDER TAKER OUTSIDE
E-26
VENICE CHICK-fil-A
4050 LINCOLN BLVD
VENICE, CA 90292
SATURDAY, FEBRUARY 23, 2019
WEEKEND MID-DAY
ARRIVAL RATE MAX QUEUE
BEGINNING TOTAL #ORDER BOARD ENTIRE STREET
TIME OF CARS BACK #DRIVE THRU OVERFLOW NOTES
PM 12:40 9 4 8 1 ORDER TAKER OUTSIDE
12:45 4 5 9 1 ORDER TAKER OUTSIDE
12:50 5 2 8 1 ORDER TAKER OUTSIDE
12:55 4 4 7 1 ORDER TAKER OUTSIDE
1:00 5 3 6 1 ORDER TAKER OUTSIDE
1:05 5 4 8 1 ORDER TAKER OUTSIDE
1:10 7 0 4 1 ORDER TAKER OUTSIDE
1:15 6 1 5 1 ORDER TAKER OUTSIDE
1:20 8 3 5 1 ORDER TAKER OUTSIDE
1:25 6 4 10 1 ORDER TAKER OUTSIDE
1:30 5 4 9 1 ADDITIONAL ORDER TAKER ARRIVES
1:35 3 4 7 2 ORDER TAKERS OUTSIDE
1:40 7 0 6 2 ORDER TAKERS OUTSIDE
1:45 7 3 9 2 ORDER TAKERS OUTSIDE
1:50 6 3 9 1 ORDER TAKER RETURNS INSIDE
1:55 6 4 8 1:57 - 1:58 - Drive Thru 1 ADDITIONAL ORDER TAKER ARRIVES
2:00 4 4 9 2 ORDER TAKERS OUTSIDE
TOTAL ARRIVAL:186
E-27
VENICE CHICK-fil-A
4050 LINCOLN BLVD
VENICE, CA 90292
SATURDAY, FEBRUARY 23, 2019
WEEKEND EVENING
ARRIVAL RATE MAX QUEUE
BEGINNING TOTAL #ORDER BOARD ENTIRE STREET
TIME OF CARS BACK #DRIVE THRU OVERFLOW NOTES
PM 6:00 6 6 10 1 ORDER TAKER OUTSIDE
6:05 3 5 10 1 ORDER TAKER OUTSIDE
6:10 6 4 10 1 ORDER TAKER OUTSIDE
6:15 5 4 9 1 ORDER TAKER OUTSIDE
6:20 2 7 12 1 ORDER TAKER OUTSIDE
6:25 3 2 5 1 ORDER TAKER RETURNS INSIDE
6:30 5 3 7
6:35 1 3 6
6:40 4 6 5
6:45 4 1 5
6:50 4 2 4
6:55 4 2 3
7:00 6 2 7
7:05 6 3 6
7:10 4 3 6
7:15 2 2 6
E-28
VENICE CHICK-fil-A
4050 LINCOLN BLVD
VENICE, CA 90292
SATURDAY, FEBRUARY 23, 2019
WEEKEND EVENING
ARRIVAL RATE MAX QUEUE
BEGINNING TOTAL #ORDER BOARD ENTIRE STREET
TIME OF CARS BACK #DRIVE THRU OVERFLOW NOTES
PM 7:20 3 0 4
7:25 8 1 3
7:30 5 3 7
7:35 4 1 4
7:40 6 3 5
7:45 2 4 6
7:50 3 3 5
7:55 2 3 7
8:00 6 2 5
8:05 2 1 4
8:10 6 2 6
8:15 1 1 4
8:20 7 1 4
8:25 8 2 5
8:30 3 2 8
8:35 4 3 8
E-29
VENICE CHICK-fil-A
4050 LINCOLN BLVD
VENICE, CA 90292
SATURDAY, FEBRUARY 23, 2019
WEEKEND EVENING
ARRIVAL RATE MAX QUEUE
BEGINNING TOTAL #ORDER BOARD ENTIRE STREET
TIME OF CARS BACK #DRIVE THRU OVERFLOW NOTES
PM 8:40 5 1 5
8:45 2 5 7
8:50 5 1 4
8:55 4 3 5
9:00 3 1 5
TOTAL ARRIVAL:154
E-30