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Item 7B - TIATRAFFIC IMPACT ANALYSIS
Floor and Decor
FM 1709 / Kimball Avenue
Southlake, Texas
July 26, 2023
�I
..................... ..
STEPHEN M.MOORE
! I X'
PE 07/26/2023
Signature of Registrant Date
Halff Associates, Inc. — TBPELS Engineering Firm #312
Prepared for
Floor and Decor
■■■ 5M
::: haLff
1201 North Bowser Road
Richardson, Texas 75081
AVO 54063 TBPELS Engineering Firm Registration No. 312
Floor and Decor
FM 1709 / Kimball Avenue
Southlake, Texas
Executive Summary
July 26, 2023
AVO 54063
Halff conducted a Traffic Impact Analysis (TIA) on behalf Floor & Decor for a proposed Floor & Decor store
to be located in the southwest quadrant of the FM 1709 (Southlake Boulevard) / Kimball Avenue intersection
in Southlake, Texas. The development site, covering an area of approximately 8 acres, will contain a
75,000-square foot (sf) Floor & Decor store. Access to the development site will be provided by one existing
driveway connection to FM 1709 and two existing connections to Kimball Avenue. Per information provided
by the developer, construction of the proposed Floor & Decor store is anticipated to begin in January 2024,
with the store scheduled to open in October or November 2024.
The TIA was conducted for submittal to the City of Southlake to support the proposed development of the
property. The TIA examined the projected traffic operations at five study intersections within the study area,
including the three existing site access connections that will serve the development site. Halff evaluated
the AM, school PM and commuter PM peak hour operations at the study intersections for the various
analysis scenarios to identify the potential impacts that the development traffic could have on the
surrounding roadway network. The TIA also addressed site access and circulation and activity around the
loading dock of the adjacent retail building.
The results of the peak hour intersection analyses indicate that the proposed Floor & Decor store is not
projected to impact the peak hour operations of the study intersection. The addition of trips generated by
the proposed development does not change the LOS from the No Build to the Build scenarios, with only
one exception:
Kimball Ave at the Kimball Oaks driveway - Commuter PM peak hour — the eastbound left / through
movement is projected to decrease from a LOS E to F from the 2024 No Build to the 2024 Build
scenario
o It should be noted that this movement currently operates at a LOS E, and is projected to
operate at a LOS F in the 2029 (No Build + 5 Years) and 2029 (Build + 5 Years) scenarios
All other movements at the study intersections are projected to maintain their LOS from the No Build to the
Build scenarios.
The development site will be accessible from three existing driveway connections to adjacent streets. The
existing driveway connection to FM 1709 at the first median opening west of Kimball Avenue will provide
access to the north — south drive aisle running along the east side of the building. The existing driveway
connection to Kimball Avenue at the first median opening south of FM 1709 will provide access to the east
—west drive aisle that connects to the aforementioned north — south drive aisle. Access will also be available
from Village Center Drive via its connection with the north — south drive aisle at the southeast corner of the
subject tract (southwest corner of the Marshalls / PGA Superstore building). The Floor & Decor building will
be oriented to face FM 1709, with two driveway connections to the existing north — south drive aisle on the
east side of the building.
All three driveways providing access to the site from FM 1709 and Kimball Avenue have the following
characteristics:
• Left and right turn deceleration lanes along the major street
• Two-lane approaches to the major street
• Stop control at the major street
-' - V. haLffsM
Floor and Decor
FM 1709 / Kimball Avenue
Southlake, Texas
July 26, 2023
AVO 54063
These driveways currently provide access to the Kimball Oaks retail development which surrounds the
north and east sides of the Floor & Decor site. The south connection, Village Center Drive, also provides
access to the student drop off / pick up area for Dawson Middle School via the driveway intersection 350
feet west of Kimball Avenue, across from the driveway access the loading dock area of the Marshalls / PGA
Superstore building.
The proposed Floor & Decor building orientation has the loading dock on the south side of the building. The
proposed truck route to / from the loading dock has trucks entering the Kimball Oaks development at the
driveway connection to FM 1709, traveling south along the north — south drive aisle to the northern Floor &
Decor driveway, turning right (west) into the north driveway, looping counterclockwise around the building,
and backing into the dock on the south side of the building. Exiting the store, trucks will turn left (north) from
the southern Floor & Decor driveway onto the north — south drive aisle, and travel north along the drive
aisle to the driveway connection to FM 1709.
Halff collected three (3) days of traffic counts at the access connections to the loading dock area on the
south side of the Marshalls / PGA Superstore building, to identify current heavy vehicle activity in this area.
A total of 108 heavy vehicle trips were observed across the three days that traffic count data was collected,
an average of 36 heavy vehicle trips per day. Since each trip represents a one-way movement, either in to
or out of the development, this equates to 18 heavy vehicles entering and exiting the Kimball Oaks site
each day. Of the 108 total daily trips, 14 were observed entering the Dawson MS site from Village Center
Drive. The count data also showed that heavy vehicle activity during the school AM and PM peak periods
is minimal. An average of 2 heavy vehicle trips during the AM peak period and 5 heavy vehicle trips during
the school PM peak period were observed across the three-day count duration. One of the AM peak period
trips was associated with the school.
It is important to note that the trips observed at the Kimball Avenue / Kimball Oaks driveway intersection
cannot all be assumed to be associated with the Marshalls / PGA Superstore building, as there are seven
other retail buildings within the Kimball Oaks that could be served by some of the truck traffic entering /
exiting the site at this location.
Based on the analyses conducted for the TIA and a review of the development plans, the table below
provides recommendations to accommodate projected traffic, where necessary, related to the proposed
Floor & Decor store in Southlake, Texas.
Year
Recommendation
ResponsibleStudy
Party
2024
Work with store management to schedule heavy vehicle activity outside of school AM and
Developer
PM peak periods
2024
Maintain clear sight visibility around the site driveway approaches to the north — south
Developer
drive aisle running along the east side of the development
2024
Install stop signs and stop bars at the eastbound site driveway approaches to the north —
Developer
south drive aisle running along the east side of the development.
2024
Grant a variance for the location of the proposed south site driveway connection to the
City
north — south drive aisle, with respect to its proximity to Village Center Drive
11
- :o: haLff
Floor and Decor
FM 1709 / Kimball Avenue
Southlake, Texas
Table of Contents
July 26, 2023
AVO 54063
ExecutiveSummary....................................................................................................................................... i
Tableof Contents ..........................................................................................................................................iii
Listof Appendices.........................................................................................................................................iii
Listof Tables.................................................................................................................................................iv
Listof Figures................................................................................................................................................iv
I. Introduction................................................................................................................................
II. Purpose and Methodology.........................................................................................................
III. Site Location / Study Area.........................................................................................................
IV. Development, Zoning, and Site Access.....................................................................................
A. Existing Zoning................................................................................................................
B. Existing Development.........................................................................................................
C. Proposed Zoning.................................................................................................................
D. Proposed Development...................................................................................................
E. Proposed Site Access Points (Driveways)..........................................................................
V. Existing Roadway Conditions....................................................................................................
VI. Future Roadway Conditions.......................................................................................................
VII. Existing Traffic Volumes.............................................................................................................
VIII. Projected Traffic Volumes..........................................................................................................
A. No Build Volumes............................................................................................................
B. Build Volumes.....................................................................................................................
IX. Trip Generation..........................................................................................................................
A. Existing Site Trip Generation..........................................................................................
B. Proposed Site Trip Generation............................................................................................
X. Trip Distribution..........................................................................................................................
A. General Trip Distribution Percentages............................................................................
B. Detailed Trip Distribution Percentages................................................................................
XI. Trip Assignment.........................................................................................................................
XII. Intersection LOS Analyses.........................................................................................................
A. Methodology and Level of Service Evaluations..............................................................
B. Summary of Intersection LOS Analyses Results................................................................
XIII. Site Access Evaluation...............................................................................................................
XIV. Loading Dock Evaluation...........................................................................................................
XV. Recommendations.....................................................................................................................
List of Appendices
.1
.2
.3
.3
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14
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15
Appendix A — Site Plan — Floor & Decor Development.................................................................................A
AppendixB — Traffic Count Data.................................................................................................................. B
Appendix C — Turning Movement Traffic Volume Exhibits...........................................................................0
Appendix D — Synchro Report Sheets..........................................................................................................D
Appendix E — Existing Signal Timing Sheets................................................................................................E
Appendix F - Floor & Decor Trip Generation and Parking Study Excerpts...........................................F
EME haLff
Floor and Decor
FM 1709 / Kimball Avenue
Southlake, Texas
List of Tables
July 26, 2023
AVO 54063
Table 1 — Estimated Site -Generated One -Way Trips — Floor & Decor ...................................................
Table 2 — Level -of -Service Criteria for Signalized Intersections.............................................................
Table 3 — Level of Service Criteria for Unsignalized Intersections.........................................................
Table 4 — Intersection LOS Analysis Results — AM Peak Hour..............................................................
Table 5 — Intersection LOS Analysis Results — School PM Peak Hour ..................................................
Table 6 — Intersection LOS Analysis Results — Commuter PM Peak Hour ............................................
Table 7 — Heavy Vehicle Trip Summary.................................................................................................
Table8 — Recommendations..................................................................................................................
List of Figures
Figure1 — Site Location Map..................................................................................................................
Figure 2 — Site Plan — Floor & Decor Development................................................................................
Figure 3 — Existing and Proposed Study Intersections...........................................................................
Figure 4 — Existing and Proposed Lane Assignments and Traffic Controls ...........................................
Figure5 — 2023 Existing Volumes..........................................................................................................
Figure 6 — 2024 No Build Volumes.........................................................................................................
Figure 7 — 2029 (No Build + 5 Years) Volumes......................................................................................
Figure 8 — Inbound Trip Distribution Percentages — Floor & Decor ........................................................
Figure 9 — Outbound Trip Distribution Percentages — Floor & Decor .....................................................
Figure 10 — Development Trips — Floor & Decor....................................................................................
Figure11 — 2024 Build Volumes.............................................................................................................
Figure 12 — 2029 (Build +5 Years) Volumes...........................................................................................
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10
11
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15
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-'V - ::E haLff
Floor and Decor
FM 1709 / Kimball Avenue
Southlake, Texas
I. INTRODUCTION
July 26, 2023
AVO 54063
Halff conducted a Traffic Impact Analysis (TIA) on behalf Floor & Decor for a proposed Floor & Decor store
to be located in the southwest quadrant of the FM 1709 (Southlake Boulevard) / Kimball Avenue intersection
in Southlake, Texas. The development site, covering an area of approximately 8 acres, will contain a
75,000-square foot (sf) Floor & Decor store. Access to the development site will be provided by one existing
driveway connection to FM 1709 and two existing connections to Kimball Avenue.
Per information provided by the developer, construction of the proposed Floor & Decor store is anticipated
to begin in January 2024, with the store scheduled to open in October or November 2024. Figure 1 below
shows the location of the proposed development site in relation to FM 1709 and Kimball Avenue. A copy of
the development site plan has been included in Appendix A as Figure 2.
;g FM 1709��
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c.1_4 !.
r' "4 Floor & Decor
development site
Village Center Di
Screenshot reprinted with permission from Nearmap
Figure 1 — Site Location Map
Aerial Date: January 8, 2023
-1-
:o: haLffsM
Floor and Decor July 26, 2023
FM 1709 / Kimball Avenue AVO 54063
Southlake, Texas
II. PURPOSE AND METHODOLOGY
The TIA was conducted for submittal to the City of Southlake to support the proposed development of the
property. Standard transportation engineering practices were used in conducting the TIA. The TIA
examined the projected traffic operations at five study intersections within the study area, including the
three existing site access connections that will serve the development site.
Halff collected weekday AM, school PM and commuter PM peak period turning movement traffic counts at
the five study intersections on Tuesday, May 16 and 23, 2023. Halff also collected 24-hour traffic count
data around the loading dock area of the retail building directly east of the subject site (Marshalls and the
PGA Superstore).
Halff identified the 2023 Existing AM and PM peak hour volumes from the collected traffic counts, and these
volumes were then increased by an annual growth rate, based on historical traffic count data and future
traffic projections in the study area, to estimate the 2024 No Build and 2029 (No Build + 5 Years) peak hour
volumes at the study intersections.
Halff generated trips for the proposed Floor & Decor store based on data provided by the developer. These
trips were then distributed along the study roadway network, which includes the five study intersections, for
the 2024 Build and 2029 (Build + 5 Years) analysis scenarios. The development trips were then added to
the 2024 No Build and 2029 (No Build + 5 Years) peak hour volumes to estimate the 2024 Build and 2029
(Build + 5 Years) peak hour volumes passing through the study roadway network.
Halff evaluated the AM, school PM and commuter PM peak hour operations at the study intersections for
the various analysis scenarios to identify the potential impacts that the development traffic could have on
the surrounding roadway network. The TIA also addressed site access and activity around the loading dock
of the adjacent retail building.
Based on the analyses conducted for the TIA and a review of the development plans, Halff developed
recommendations to accommodate projected traffic, where necessary, related to the proposed Floor &
Decor store.
-2- :o: haLffs
Floor and Decor July 26, 2023
FM 1709 / Kimball Avenue AVO 54063
Southlake, Texas
III. SITE LOCATION / STUDY AREA
The proposed Floor & Decor store, covering an area of approximately 8 acres, will be located in the
southwest quadrant of the FM 1709 / Kimball Avenue intersection in Southlake, Texas, as shown in Figure
1. The TIA study area includes the following existing intersections with the current traffic controls:
• FM 1709 at first retail driveway / median opening west of Kimball Avenue (two-way stop control)
• FM 1709 at Kimball Avenue (signalized)
• Kimball Avenue at first retail driveway / median opening south of FM 1709 (two-way stop control)
• Kimball Avenue at Village Center Drive (two-way stop control)
• Village Center Drive at school driveway / retail loading dock driveway (two-way stop control)
The location of the proposed Floor & Decor store site and all study intersections, including the type of
intersection, to be analyzed in the TIA are shown in Figure 3 in Appendix C. The existing and proposed
lane configurations and traffic controls for each intersection to be analyzed in the TIA are shown in Figure
4 in Appendix C.
IV. DEVELOPMENT, ZONING, AND SITE ACCESS
A. Existing Zoning
The development site is currently zoned "B1"— Business Service Park District.
B. Existing Development
As of June 2023, the proposed development site is vacant and contains natural topography and vegetation.
C. Proposed Zoning
The developer is proposing to change the site zoning to SP-1 — Detailed Site Plan.
D. Proposed Development
As mentioned, the proposed development is a 75,000-sf Floor & Decor store. Floor & Decor is a specialty
retailer and commercial flooring distributor with locations across the United States. Construction of the
proposed store is scheduled to begin in January 2024, with the store scheduled to open in October or
November 2024.
- 3 - ioi haLffsM
Floor and Decor
FM 1709 / Kimball Avenue
South/ake, Texas
E. Proposed Site Access Points (Driveways)
July 26, 2023
AVO 54063
The proposed Floor & Decor development will utilize three existing driveway / street connections to the
adjacent streets for access:
One driveway connection to FM 1709, located at the first median opening west of Kimball Avenue
One driveway connection to Kimball Avenue, at the first median opening south of FM 1709
One connection to Village Center Drive at the southwest corner of the existing retail building east
of the development site (Marshalls / PGA Superstore)
o Village Center Drive connects to Kimball Avenue at the second median opening south of
FM 1709
All three access connections are existing and currently used to access the retail buildings north and east
of the development site. The subject tract is located within the Kimball Oaks retail development.
The locations of the site access connections in relation of the development site and connecting roadways
are shown in the site plan in Figure 2 in Appendix A. The driveway locations are summarized below:
• FM 1709
o Driveway designated "FDD1 "; existing driveway located at the first median opening west
of Kimball Avenue, 670 feet west of Kimball
• Kimball Avenue
o Driveway designated "FDD2"; existing driveway located at the first median opening south
of FM 1709, 450 feet south of FM 1709
o Village Center Drive; existing intersection located at the second median opening south of
FM 1709, 420 feet south of FFD2
• Village Center Drive
o Access will be available from the current terminus of Village Center Drive, 650 feet west of
Kimball Avenue
Internal to the site, the Floor & Decor store will have two driveway connections to the existing north — south
drive aisle running through the middle of the existing retail development from FM 1709 to Village Center
Drive, as shown on the site plan in Figure 2 in Appendix A. The northern site driveway runs along the front
(north) side of the building, and the south driveway runs along the back (south) side. The driveways are
connected on the west side of the building, creating a loop around the building, which will be utilized by
trucks to access the loading dock area. Trucks will be routed into and out of the site via FM 1709.
The south driveway is aligned with the existing driveway serving the Marshalls / PGA Superstore loading
dock area, approximately 55 feet north of Village Center Drive. This location falls short of the City's access
spacing standard of 100 feet from Village Center Drive. Halff recommends a variance be granted for this
driveway location for the following reasons:
The proposed south driveway aligns with the existing driveway on the east side of the north — south
drive aisle. Shifting the south driveway to the north to meet the City's spacing standard would result
in the driveway being offset from the Marshalls / PGA Superstore driveway.
The proposed south driveway is expected to be a low volume driveway, as it runs along the back
(south) side of the Floor & Decor building. Customer activity will be focused at the north driveway,
which provides direct access to the primary parking lot and the store entrance, both located on the
north side of the building.
- 4 - ioi haLffsM
Floor and Decor
FM 1709 / Kimball Avenue
Southlake, Texas
July 26, 2023
AVO 54063
Trucks serving the Floor & Decor store will enter the Kimball Oaks development from FM 1709,
turn into the north Floor & Decor site driveway, circulate counterclockwise around the building to
access the loading dock on the south side of the building, and exit the south driveway back to the
north towards FM 1709. Shifting the south driveway to the north would impact this proposed truck
circulation pattern.
During typical weekday peak hours, development trips accessing the Floor & Decor store from
Village Center Drive are expected to be minimal. Halff estimates five (5) percent of the Floor &
Decor trips will use Village Center Drive to access the site; the remaining 95 percent of development
trips will use the primary Kimball Oaks access connections to FM 1709 and Kimball Avenue to enter
and exit the site. With this expected distribution, the number of development trips using the south
driveway connection to the north — south drive aisle are expected to be very low, which should have
minimal impacts to traffic flow along Village Center Drive.
V. EXISTING ROADWAY CONDITIONS
FM 1709, which runs in an east - west direction to the north of the development site, is an existing six -lane
divided curb -and -gutter facility with a posted speed limit of 45 miles per hour (mph) in the study area. There
are sidewalks along both sides of FM 1709.
Kimball Avenue, which runs in a north - south direction to the east of the development site, is an existing
four -lane divided curb -and -gutter facility with a posted speed limit of 35 mph in the study area. There are
sidewalks in place along the west side of Kimball Avenue from FM 1709 to south of the two schools south
of the development site, and along the east side of Kimball Avenue from FM 1709 to just north of Village
Center Drive.
Village Center Drive, which runs in an east — west direction to the southeast of the development site, is an
existing three -lane undivided curb -and -gutter facility with an assumed speed limit of 30 mph. It runs from
Kimball Avenue west approximately 700 feet to the main north — south drive aisle running through the
Kimball Oaks development, with access connections to the Marshalls / PGA Superstore building loading
dock area and to Dawson Middle School. There is a 20-mph reduced speed school zone along Village
Center Drive that is active from 7:55 to 8:45 am and from 3:30 to 4:10 pm.
VI. FUTURE ROADWAY CONDITIONS
FM 1709 is identified on the City of Southlake's Master Thoroughfare Plan (Southlake 2035 Plan), adopted
December 7, 2021, as an A6D arterial in 130 to 140 feet of right-of-way (ROW). The road is constructed to
its thoroughfare plan standard, and at this time there are no plans for improvements or modifications within
the study area.
Kimball Avenue is identified on the City's Thoroughfare Plan as an A4D arterial in 88 feet of ROW. The
road is constructed to its thoroughfare plan standard, and at this time there are no plans for improvements
or modifications within the study area.
Village Center Drive is identified on the City's Thoroughfare Plan as a C21.1 collector in 60 feet of ROW.
-5- 0 ahaLffs
Floor and Decor
FM 1709 / Kimball Avenue
Southlake, Texas
VII. EXISTING TRAFFIC VOLUMES
July 26, 2023
AVO 54063
Halff collected weekday AM, school PM and commuter PM peak period turning movement counts (TMCs)
at the five existing study intersections on Tuesday, May 16 and 23, 2023, from 7:00 AM to 9:00 AM and
from 2:00 PM to 6:00 PM. The traffic count data sheets for the existing study intersections are included in
Appendix B.
The AM, school PM and commuter PM peak hours for the Floor & Decor development study area were
determined by selecting the highest one -hour sum of the total volumes at the five existing intersections.
The AM, school PM and commuter PM peak hours observed during the traffic count data collection were
calculated to be the following:
• AM Peak Hour: 7:45 — 8:45 AM
• School PM Peak Hour: 3:00 — 4:00 PM
• Commuter PM Peak Hour: 4:45 — 5:45 PM
The 2023 Existing peak hour volumes at the existing study intersections are shown in Figure 5 in
Appendix C.
Halff also collected three (3) days of traffic count data around three locations accessing the loading dock
area of the adjacent Marshalls / PGA Superstore retail building. The traffic count data sheets at these three
locations are included in Appendix B. Further description of the traffic around the loading dock area is
provided in Section XIV.
Vill. PROJECTED TRAFFIC VOLUMES
A. No Build Volumes
To project the 2023 Existing peak hour volumes at the study intersections out to the study years 2024 and
2029, the volumes were first increased by a two percent (2%) annual growth rate, based on historical traffic
count data and future traffic projections in the study area (TxDOT Statewide Planning Map), to provide a
conservative evaluation of the study intersections for the TIA. The two percent (2%) annual growth rate
accounts for general growth in background (non -site) traffic in the study area. The resulting volumes,
accounting for background growth at a two percent (2%) annual growth rate, reflect the 2024 No Build and
2029 (No Build + 5 Years) peak hour volumes at the study intersection. These volumes are shown in
Figures 6 and 7 in Appendix C.
B. Build Volumes
To estimate the 2024 Build and 2029 (Build + 5 Years) peak hour volumes at the study intersections, the
development trips shown in Figure 10 in Appendix Cwere added to the 2024 No Build and 2029 (No Build
+ 5 Years) peak hour volumes shown in Figures 6 and 7. The resulting volumes, which represent the
estimated total peak hour volumes at the study intersections for the 2024 Build and 2029 (Build + 5 Years)
analysis scenarios, are shown in Figures 11 and 12 in Appendix C. More detailed description of the site
generated trips for the proposed Floor & Decor store distributed along the study roadway network is
provided in Sections IX., X., and XI.
-6- ioi haLffsM
Floor and Decor July 26, 2023
FM 1709 / Kimball Avenue AVO 54063
Southlake, Texas
IX. TRIP GENERATION
A. Existing Site Trip Generation
The proposed Floor & Decor development site is vacant and does not generate any vehicle trips.
B. Proposed Site Trip Generation
Halff generated development trips for the proposed Floor & Decor store for the 2024 Build and 2029 (Build
+ 5 Years) analysis scenarios. As previously mentioned in Section IV.D., the proposed development will
consist of a 75,000-sf Floor & Decor retail store. Trips were generated using data provided by the developer.
The proposed development is unique in nature, in that there is not a comparable land use for which trip
generation data is included in the Institute of Transportation Engineers' Trip Generation Manual, 111h
Edition. The closest land use in the manual is "Home Improvement Superstore," (ITE Code 862). However,
this land use accounts for developments selling a much wider variety of home improvement merchandise
than the subject development, which focuses on flooring and associated tools and materials. Additionally,
the average building size in the "Home Improvement Superstore" land use category is significantly larger
than the typical Floor & Decor store, including the proposed Southlake store.
Floor and Decor commissioned a trip generation and parking study to collect actual data from existing
stores across the country. The study, completed in February 2023, examined nine (9) high -performing
stores in November and December 2022, from which weekday AM and PM and Saturday peak hour trip
generation rates were derived. The highest peak hour trip generation rates were identified at a store in
Woodland Hills, California, and are summarized below:
• Weekday AM peak hour — 1.10 trips / 1,000 square feet
0 53% inbound / 47% outbound
• Weekday PM peak hour — 1.67 trips / 1,000 square feet
o 45% inbound / 55% outbound
• Saturday peak hour — 1.03 trips / 1,000 square feet
Pages from the Floor & Decor trip generation study pertaining to the data used in this report are included
in Appendix F.
Using this data, Halff generated trips for the proposed store. Table 1 below details the trip generation
calculations for the 2024 Build and 2029 (Build + 5 Years) analysis scenarios for the proposed Floor &
Decor store.
aDle l — tsummea bne-Generaiea Vne-wav I rIDS — rioor & uecor
Land Use AM Peak Hour of the PM Peak Hour of the aaruruay
(Density) Adjacent Steet Traffic Adjacent Steet Traffic Peak
[Trip Generation Data Source] Hour
In Out Total In Out Total Total
.. l. M�NEEEIEWE�
�
No trip reduction factors were applied to the site -generated trips shown in Table 1.
- 7- 0 ahaLffsM
Floor and Decor
FM 1709 / Kimball Avenue
South/ake, Texas
July 26, 2023
AVO 54063
Because of the proximity of the development site to two schools (Dawson Middle School and Eubanks
Intermediate School), Halff conducted a school PM peak hour analysis of the study intersections, in addition
to the typical AM and commuter PM peak hour analyses. Trip generation data for the school peak hour,
generally assumed to occur between 2:30 and 4:30 pm (both schools release students at 3:45 pm), was
not included as part of Floor & Decor's February trip generation and distribution study. To present a
conservative analysis, Halff used the commuter PM peak hour trips shown in Table 1 for both the commuter
PM peak hour analysis and the school PM peak hour analysis.
X. TRIP DISTRIBUTION
A. General Trip Distribution Percentages
General trip distribution percentages for the Floor & Decor development were developed by identifying
residential areas near the site and routes to major thoroughfares. The general trip distribution percentages
used for the site are summarized below
• To / from the west via FM 1709........................................................................30%
• To / from the east via FM 1709.........................................................................25%
• To / from the north via Kimball Avenue.............................................................20%
• To / from the south via Kimball Avenue............................................................25%
B. Detailed Trip Distribution Percentages
The detailed inbound and outbound trip distribution percentages used for the AM, school PM and commuter
PM peak hours at the study intersections for the 2024 Build and 2029 (Build + 5 Years) analysis scenarios
are shown in Figures 8 and 9 in Appendix C.
XI. TRIP ASSIGNMENT
The 2024 Build and 2029 (Build + 5 Years) AM, school PM and commuter PM peak hour development trips
for the proposed Floor & Decor store shown in Table 1 were distributed along the study roadway network
using the trip distribution percentages shown in Figures 8 and 9. The development trips are shown in
Figure 10 in Appendix C.
-8- ::: halff
Floor and Decor
FM 1709 / Kimball Avenue
Southlake, Texas
XII. INTERSECTION LOS ANALYSES
A. Methodology and Level of Service Evaluations
July 26, 2023
AVO 54063
Halff conducted weekday AM, school PM and commuter PM peak hour intersection level -of -service (LOS)
analyses at the existing study intersections and at the proposed intersections with the site driveways that
will serve the Floor & Decor development for the following analysis scenarios:
• 2023 Existing — (existing volumes only)
• 2024 No Build — (1-year background growth of existing volumes)
• 2029 (No Build + 5 Years) — (6-year background growth of existing volumes)
• 2024 Build — (2024 Build projected volumes plus Floor & Decor development trips)
• 2029 (Build + 5 Years) — (2029 (No Build + 5 Years) projected volumes plus Floor & Decor
development trips)
Results of the intersection analyses for unsignalized intersections were generated using the standard
procedures outlined in the Transportation Research Board's (TRB) Highway Capacity Manual, 6th Edition
(HCM), through the use of the Trafficware Synchro 11 software package. For the FM 1709 / Kimball Avenue
intersection, results of the intersection analyses were generated through Synchro's Percentile Delay
Method to model the existing actuated traffic signal in the TIA study area under varying traffic loads as
observed in field conditions. Synchro's Percentile Delay Method also supports U-turn movements, as
observed at the intersection during the traffic data collection, which is not accepted in the HCM 6th Edition
methodology. For reference, all Synchro output reports are provided in Appendix D.
LOS is described in terms of the average stopped delay experienced per vehicle for a particular movement,
approach, or for the entire intersection during a typical morning or afternoon peak hour periods on a given
weekday. Separate LOS thresholds are established and outlined for signalized and unsignalized
intersections in the HCM. The criteria and descriptions for each LOS threshold established for signalized
intersections in the HCM are provided in Table 2. The criteria and description for each LOS threshold for
unsignalized intersections are provided in Table 3.
Table 2 — Level -of -Service Criteria for Siqnalized Intersections
Average Stopped
Level of
Service
Description
Delay
Little to no delays experienced at the intersection and vehicle progression is exceptionally
A
favorable. Majority of vehicles arrive during the green indication and travel through the
<10.0
intersection without stopping.
Light delays are experienced at the intersection and vehicle progression is highly favorable.
B
Most vehicles pass through the intersection, with slightly higher stopped vehicles than with
> 10.0 & < 20.0
LOS A.
Moderate delays are experienced at the intersection and vehicle progression is favorable.
C
Individual cycle failures may begin to appear. The number of vehicles stopping is significant,
> 20.0 & <_ 35.0
although many vehicles still clear the intersection within one cycle.
D
Moderate to heavy delays are experienced at the intersection and progression is ineffective.
> 35.0 & <_ 55.0
Many vehicles stop and individual cycle failures are noticeable.
E
Heavy delays are experienced at the intersection and progression is unfavorable. Individual
> 55.0 & <_ 80.0
cycle failures are frequent.
F
Excessive delays experienced at the intersection and vehicle progression is very poor. Most
> 80.0
cycles fail to clear the queue.
9 ioi haLffsM
Floor and Decor
FM 1709 / Kimball Avenue
Southlake, Texas
July 26, 2023
AVO 54063
Table 3 — Level of Service Criteria for Unsignalized Intersections
Average
M
DescriptionI
I
...
(sec/veh)
A
Little to no delays experienced at stopped movement; free -flow conditions
< 10.0
B
Light delays experienced at stopped movement indicative to free -flow conditions
> 10.0 and < 15.0
C
Moderate delays experienced at stopped movement influence of traffic density on operations
> 15.0 and <_ 25.0
becomes marked
D
Moderate to heavy delays at the stopped movement ability to maneuver is severely restricted due
> 25.0 and < 35.0
to congestion
E
Heavy delays experienced at stopped movement; operations are at or near capacity and are
> 35.0 and < 50.0
unstable
F'
Excessive delays experienced at stopped movements; forced flow or breakdown characterized by
> 50.0
queues
Note: ' - LOS F is assigned to a movement with a volume -to -capacity ratio greater than 1.0, regardless of the average stopped delay.
The 2023 Existing traffic volume intersection analyses were conducted using the existing lane assignments
and traffic controls at the existing study intersections shown in Figure 4 in Appendix C and the 2023
Existing AM and PM peak hour volumes shown in Figure 5 in Appendix C. The peak hour factor (PHF) for
each existing study intersection was calculated based on the total traffic volumes passing through each
individual intersection (intersection PHF) during the AM and PM peak hours. The heavy vehicle percentage
(HV%) for each movement at the existing study intersections were set to the actual field HV% from the
collected traffic data. For movements where the actual field HV% was lower than the HCM default value of
3%, the HV% was set at 3%. Signal timing parameters for the FM 1709 / Kimball Avenue signalized
intersection are based on the existing traffic signal timing sheets acquired from TxDOT, which are included
in Appendix E.
The 2024 No Build and Build traffic volume intersection analyses were conducted using the existing lane
assignments and traffic controls at the study intersections shown in Figure 4 in Appendix C and the 2024
No Build and Build AM and PM peak hour volumes shown in Figures 6 and 11 in Appendix C. Halff used
the same intersection PHF and HV% values as in the 2023 Existing analysis scenarios.
The 2029 (No Build + 5 Years) and (Build + 5 Years) traffic volume intersection analyses were conducted
using the existing lane assignments and traffic controls at the study intersections shown in Figure 4 in
Appendix C and the 2029 (No Build + 5 Years) and (Build + 5 Years) AM and PM peak hour volumes
shown in Figures 7 and 12 in Appendix C. Halff used the same intersection PHF and HV% values as in
the 2023 Existing analysis scenarios.
The intersection analysis results for the AM, school PM and commuter PM peak hours are shown in Tables
4, 5 and 6. The unsignalized intersection analysis results represent the critical minor movements or
approaches for each intersection operating as a two-way stop -control intersection.
- 10 - U. haLffsM
Floor and Decor
FM 1709 / Kimball Avenue
Southlake, Texas
Table 4 - Intersection LOS Analysis Results - AM Peak Hour
July 26, 2023
AVO 54063
Intersection
Overall
2023
Existing
L
-
Build
2024 Build
Build + 05
(Build
Years)
Approach/
I
Years)
'
-
AM
AM
AM
AM
AM
Delay LOS
Delay LOS
Delay LOS
Delay LOS
Delay LOS
Overall
44.5
D
45.6
D
46.0
D
65.1
E
66.4
E
EB
41.4
D
43.1
D
43.7
D
82.2
F
84.8
F
FM 1709 at
WB
36.5
D
37.4
D
38.2
D
42.4
D
43.4
D
1
Kimball Avenue
(Signalized)
NB
57.7
E
57.0
E
1 57.0
E
54.0
D
53.9
D
SB
49.9
D
50.8
1 D
50.8
D
53.7
D
53.7
D
S. Kimball
NBL
8.9
A
8.9
A
9.1
A
9.2
A
9.3
A
EBL/T
28.1
D
29.0
D
34.3
D
35.3
E
42.5
E
Avenue at
2
Kimball Oaks
Drwy / Primrose
EBR
10.2
B
10.3
B
10.3
B
10.5
B
10.6
B
WBL/T/R
13.7
B
13.9
B
14.2
B
15.4
C
15.8
C
School Drwy
(TWSC)
SBL
9.2
A
9.3
1 A
9.3
A
9.6
A
9.6
A
S. Kimball
NBL
9.8
10.3
B
10.4
B
3Avenue
at Village
Center Drive
EBL
58.967.2
JB
F
72.9
F
129.0
F
144.6
F
EBR
12.012.2
B
12.3
B
12.9
B
13.1
B
(TWSC)
NBL/T
F
F
F
F
F
NBR
25.9
D
26.7
D
27.0
D
32.1
D
32.5
D
FM 1709 at
EBL
17.4
C
17.8
C
17.8
C
20.2
C
20.2
C
Kimball Oaks
4
Drwy / Southlake
WBL
59.1
F
64.6
F
67.9
F
104.6
F
112.3
F
Corners Drwy
SBL/T
167.7
F
192.1
F
201.9
F
F
F
(TWSC)
SBR
15.4
C
15.6
C
15.6
C
16.9
C
16.9
C
Village Center
NBL/T/R
16.9
C
17.7
C
18.0
C
22.3
C
22.7
C
EBL
7.2
A
7.2
A
7.2
A
7.2
A
7.2
A
Drive at Kimball
5
Oaks Drwy /
WBL
8.3
A
8.4
A
8.4
A
8.5
A
8.6
A
Dawson MS Drwy
SBL/T/R
0.0
A
0.0
A
0.0
A
0.0
A
0.0
A
(TWSC)
Note: " - Delay exceeds 300 seconds
- 11 - iii haLff
Floor and Decor July 26, 2023
FM 1709 / Kimball Avenue AVO 54063
Southlake, Texas
Table 5 - Intersection LOS Analysis Results - School PM Peak Hour
II
!SchoolJPM
School PM
School PM
School PM
School PM
Delay LOS
1
FM 1709 at Kimball
Avenue
(Signalized)
Overall
53.2
D
54.6
D
54.9
D
68.7
E
69.3
E
EB
45.5
D
46.6
D
47.1
D
55.7
E
55.7
E
WB
51.4
D
54.1
D
54.6
D
80.6
F
82.7
F
NB
69.0
E
69.6
E
68.6
75.3
E
74.2
E
SIB
60.3
E
60.8
E
60.8
E
67.7
E
67.5
E
2
S. Kimball Avenue
at Kimball Oaks
Drwy / Primrose
School Drwy
(TWSC)
NBL
9.1
A
9.1
A
9.3
A
9.4
A
9.6
A
EBL/T
78.6
6 F
88.8
F
172.1
F
186.9
F
F
EBR
10.4
B
10.4
B
10.6
B
10.7
B
10.9
B
WBL/T/R
12.3
B
12.4
B
12.7
B
13.2
B
13.5
B
SBL
9.9
1 A
1 10.0
1 B
10.0
1 B
10.5
B
10.5
B
3
S. Kimball Avenue
at Village Center
Drive(TWSC)
NBL
9.3
A
9.3
A
9.4
A
A
9.8
A
EBL
38.6
41.3
11.1
B
46.0
11.3
f65.0
74.8
11.8
F
B
EBR
11.1
B
B
B
4
FM 1709 at Kimball
Oaks Drwy /
Southlake Corners
Drwy
(TWSC)
NBL/T
*
*
F
*
*
F
F
NBR
26.0
D
27.2
D
27.7
D
35.8
E
36.8
E
EBL
52.1
F
57.2
F
57.2
F
105.8
F
105.8
F
WBL
35.7
E
38.0
E
39.9
E
56.6
F
61.1
F
SBL/T
F
F
F
F
F
SBR
31.5
D
33.2
D
33.2
D
44.5
E
44.5
E
5
Village Center
Drive at Kimball
Oaks Drwy /
Dawson MS Drwy
(TWSC)
NBL/T/R
10.9
B
10.9
B
11.1
B
11.5
B
11.6
B
EBL
7.3
A
7.3
A
7.4
A
7.4
A
7.4
A
WBL
7.8
A
7.8
A
7.8
A
7.8
A
7.9
A
SBL/T/R
18.1
C
18.4
C
19.0
C
21.8
C
22.4
C
Note: * - Delay exceeds 300 seconds
-12- ::: haLff
Floor and Decor
FM 1709 / Kimball Avenue
South/ake, Texas
July 26, 2023
AVO 54063
Table 6 - Intersection LOS Analysis Results - Commuter PM Peak Hour
2029 (No
2029 (Build +
2023 Existing
2024 No Build
2024 Build
Build + 5
Approach
Commuter
Commuter
Commuter
Commuter
(SignalizedCommuter
PM
PM
PM
PM
PM
Delay
LOS
Delay
LOS
I Delay
LOS
Delay
LOS
Delay
LOS
Overall
80.2
F
I 84.1
F
I 84.9
F
107.2
F
108.0
F I
FM 1709 at EB
56.9
E
58.5
E
58.5
E
68.5
E
68.7
E
1 Kimball Avenue WB
112.2
F
119.7
F
122.2
F
160.0
F
162.5
F
(Signalized)
NB
72.0
E
73.6
E
73.2
E
84.5
F
84.1
F
SB
65.0
E
67.7
1 E--1
67.5
E
90.1
F
89.8
1 F
S. Kimball NBL
8.5
A
8.5
A
8.6
A
8.7
A
8.8
A
Avenue at EBL/T
37.0
E
39.1
E
55.6
F
60.6
F
99.1
F
Kimball Oaks
2 EBR
Drwy / Primrose
9.6
A
9.6
A
9.7
A
9.8
A
9.8
A
School Drwy WBL/T/R
15.8
C
16.0
C
16.5
C
18.7
C
19.4
C
(TWSC)
SBL
9.6
A
9.7
A
9.7
A
10.2
B
10.2
B
S. Kimball
NBL
8.3
A
8.3
A
8.4
A
8.5
A
8.5
A
Avenue at
3 Village Center
EBL
17.5
C
17.8
C
18.4
C
19.8
C
20.5
C
Drive
EBR
TWSC
9.7
A
9.7
A
9.8
A
9.9
A
9.9
A
NBL/T
F
F
F
F
F
FM 1709 at
NBR
27.1
D
28.3
D
28.9
D
37.8
E
38.9
E
Kimball Oaks
Drwy /
EBL
93.8
F
107.6
F
107.6
F
240.1
F
240.1
F
4 Southlake
WBL
35.4
E
37.6
E
39.4
E
55.2
F
57.9
F
Corners Drwy
(TWSC) SBL/T
F
F
F
F
F
SBR
41.6
E
44.3
E
44.3
E
65.9
F
65.9
F
Village Center
NBL/T/R
8.4
A
8.4
A
8.4
A
8.4
A
8.4
A
Drive at Kimball
Oaks Drwy /
EBL
0.0
A
0.0
A
0.0
A
0.0
A
0.0
A
5
Dawson MS WBL
7.2
A
7.2
A
7.3
A
7.2
A
7.3
A
Drwy
(TWSC) SBL/T/R
0.0
A
0.0
A
0.0
A
0.0
A
0.0
A
Note: * - Delay exceeds 300 seconds
B. Summary of Intersection LOS Analyses Results
The results of the peak hour intersection analyses shown in Tables 4 - 6 indicate that the proposed Floor
& Decor store is not projected to impact the peak hour operations of the study intersection. The addition of
trips generated by the proposed development does not change the LOS from the No Build to the Build
scenarios, with only one exception:
Kimball Ave at the Kimball Oaks driveway - Commuter PM peak hour - the eastbound left / through
movement is projected to decrease from a LOS E to F from the 2024 No Build to the 2024 Build
scenario
o It should be noted that this movement currently operates at a LOS E, and is projected to
operate at a LOS F in the 2029 (No Build + 5 Years) and 2029 (Build + 5 Years) scenarios
All other movements at the study intersections are projected to maintain their LOS from the No Build to the
Build scenarios.
- 13 - ioi haLffsM
Floor and Decor
FM 1709 / Kimball Avenue
South/ake, Texas
XIII. SITE ACCESS EVALUATION
July 26, 2023
AVO 54063
As mentioned, the development site will be accessible from three existing driveway connections to adjacent
streets. The existing driveway connection to FM 1709 at the first median opening west of Kimball Avenue
will provide access to the north — south drive aisle running along the east side of the building. The existing
driveway connection to Kimball Avenue at the first median opening south of FM 1709 will provide access
to the east — west drive aisle that connects to the aforementioned north — south drive aisle. Access will also
be available from Village Center Drive via its connection with the north — south drive aisle at the southeast
corner of the subject tract (southwest corner of the Marshalls / PGA Superstore building). The Floor & Decor
building will be oriented to face FM 1709, with two driveway connections to the existing north — south drive
aisle on the east side of the building.
All three connection points providing access to the site from FM 1709 and Kimball Avenue have the
following characteristics:
• Left and right turn deceleration lanes along the major street
• Two-lane approaches to the major street
• Stop control on the approaches to the major street
These driveways currently provide access to the Kimball Oaks retail development which surrounds the
north and east sides of the Floor & Decor site. The south connection, Village Center Drive, also provides
access to the student drop off / pick up area for Dawson Middle School via the driveway intersection 350
feet west of Kimball Avenue, across from the driveway accessing the loading dock area of the Marshalls /
PGA Superstore building.
XIV. LOADING DOCK EVALUATION
The proposed Floor & Decor building orientation has the loading dock on the south side of the building. The
proposed truck route to / from the loading dock, as shown on Figure 2 (Site Plan) in Appendix A, has
trucks entering the Kimball Oaks development at the driveway connection to FM 1709, traveling south along
the north — south drive aisle to the northern Floor & Decor driveway, turning right (west) into the north
driveway, looping counterclockwise around the building, and backing into the dock on the south side of the
building. Exiting the store, trucks will turn left (north) from the southern Floor & Decor driveway onto the
north — south drive aisle, and travel north along the drive aisle to the driveway connection to FM 1709.
Halff collected three (3) days of traffic counts at the access connections to the loading dock area on the
south side of the Marshalls / PGA Superstore building, to identify current heavy vehicle activity in this area.
Table 7 provides a summary of the heavy vehicle trip activity at the access connections to the retail building
loading dock. In this case, "heavy vehicles" are defined as buses, single -unit trucks and semi -trucks.
Because this area is adjacent to the primary access point to Dawson Middle School, Halff identified the
heavy vehicles passing through the area during the school's AM and PM peak periods, defined to be 7:00
— 9:00 am and 2:30 — 4:30 pm (school hours are 8:00 am to 3:45 pm). The heavy vehicle trip volumes
shown in Table 7 are the total volumes compiled across the three days of data collection.
- 14 - ioi haLff
Floor and Decor
FM 1709 / Kimball Avenue
Southlake, Texas
Table 7 — Heavy Vehicle Trip Summary
July 26, 2023
AVO 54063
PeriodLocation AM Peak HV School
Periodtrips HV trips
Kimball Avenue / Kimball Oaks driveway*
4
5
44
Village Center Drive / school driveway /
2
6
48
loading dock south driveway
Village Center Drive / loading dock west
0
4
16
driveway
11
* Heavy vehicles at this location could be serving other retail tenants in the Kimball Oaks development
As shown in Table 7 above, a total of 108 heavy vehicle trips were observed across the three days that
traffic count data was collected, an average of 36 heavy vehicle trips per day. Since each trip represents a
one-way movement, either in to or out of the development, this equates to 18 heavy vehicles entering and
exiting the Kimball Oaks site each day. Of the 108 heavy trips counted in this area, 14 were observed
entering and exiting the Dawson MS site from Village Center Drive. It is important to note that the trips
observed at the Kimball Avenue / Kimball Oaks driveway intersection cannot all be assumed to be
associated with the Marshalls / PGA Superstore building, as there are seven other retail buildings within
the Kimball Oaks that could be served by some of the truck traffic entering / exiting the site at this location.
Table 7 also shows that heavy vehicle activity during the school AM and PM peak periods is minimal. An
average of 2 heavy vehicle trips during the AM peak period and 5 heavy vehicle trips during the school PM
peak period were observed across the three-day count duration. One of the AM peak period trips was
associated with the school.
As discussed in the previous section, the proposed truck routing plan for the Floor & Decor store does not
utilize Village Center Drive for truck access. Instead, trucks are routed in and out of the site via the north —
south drive aisle connection to FM 1709.
Xv. RECOMMENDATIONS
Based on the analyses conducted for the TIA and a review of the development plans, Table 8 below
provides recommendations to accommodate projected traffic, where necessary, related to the proposed
Floor & Decor store in Southlake, Texas.
Table 8 — Recommendations
Year
Recommendation
ResponsibleStudy
Party
2024
Work with store management to schedule heavy vehicle activity outside of school AM and
Developer
PM peak periods
2024
Maintain clear sight visibility around the site driveway approaches to the north — south
Developer
drive aisle running along the east side of the development
2024
Install stop signs and stop bars at the eastbound site driveway approaches to the north —
Developer
south drive aisle running along the east side of the development.
2024
Grant a variance for the location of the proposed south site driveway connection to the
City
north — south drive aisle, with respect to its proximity to Village Center Drive
- 15 - ioi haLfFsM
Floor and Decor
FM 1709 / Kimball Avenue
Southlake, Texas
Appendix A
July 26, 2023
AVO 54063
Site Plan - Floor & Decor Development
-A- EEE haLff
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PRELIMINARY
FOR INTERIM REVIEW ONLY
THESE DOCUMENTS ARE FOR INTERIM
REVIEW AND NOT INTENDED FOR
REGULATORY APPROVAL, PERMIT, BIDDING
OR CONSTRUCTION PURPOSES. THEY
WERE PREPARED BY OR UNDER THE
SUPERVISION OF:
MATTHEW J. GARDNER 130786
NAME P.E. NO.
DATE 6/22/23
TBPE FIRM #F-312
PROJECT NO.:
54063
ISSUED:
JUNE, 2023
DRAWN BY:
CAD
CHECKED BY:
MJG
SCALE:
AS SHOWN
SHEET TITLE
FIGURE 2
SITE PLAN
Floor and Decor
FM 1709 / Kimball Avenue
Southlake, Texas
July 26, 2023
AVO 54063
Appendix B
Traffic Count Data
- e - EEE haLff
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
Turnina Movement Data
Count Name: FM 1709 @ KIMBALL AVE - 2ND
STUDY
Site Code:
Start Date: 05/23/2023
Page No: 1
Start Time
Left
Thru
KIMBALL AVE
Southbound
Right U-Turn
Peds
App
Total
Left
Thru
FM 1709
Westbound
Right U-Turn
Peds
App
Total
Left
Thru
KIMBALL AVE
Northbound
Right U-Turn
Peds
App.
Total
Left
Thru
FM 1709
Eastbound
Right U-Turn
Peds
App
Total
Int. Total
7:00 AM
40
32
70
1
0
143
6
87
13
2
0
108
32
24
10
0
0
66
38
325
11
0
0
374
691
7:15 AM
25
34
92
0
0
151
9
92
11
1
0
113
19
23
3
0
0
45
40
370
21
1
0
432
741
7:30 AM
43
48
95
0
0
186
11
113
19
0
0
143
30
48
15
0
0
93
43
382
24
0
1
449
871
7:45 AM
46
66
131
0
0
243
24
135
20
1
0
180
29
58
12
1
52
100
47
391
72
1
0
511
1034
Hourly Total
154
180
388
1
0
723
50
427
63
4
0
544
110
153
40
1
52
304
168
1468
128
2
1
1766
3337
8:00 AM
47
78
123
1
0
249
25
155
30
3
0
213
54
74
23
0
0
151
62
318
95
0
0
475
1088
8:15 AM
57
73
99
0
1
229
14
137
31
1
0
183
72
93
26
0
0
191
60
381
54
1
0
496
1099
8:30 AM
40
48
123
0
0
211
10
146
28
2
0
186
35
54
10
0
0
99
42
420
31
0
0
493
989
8:45 AM
38
50
141
0
0
229
16
158
24
1
0
199
28
42
18
0
0
88
52
306
20
1
0
379
895
Hourly Total
182
249
486
1
1
918
65
596
113
7
0
781
189
263
77
0
0
529
216
1425
200
2
0
1843
4071
9:00 AM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
... BREAK...
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Hourly Total
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
2:00 PM
34
60
113
0
0
207
23
291
78
1
0
393
55
46
18
1
0
120
60
310
36
2
0
408
1128
2:15 PM
34
44
116
0
0
194
25
295
66
1
0
387
49
56
25
1
0
131
52
249
25
4
0
330
1042
2:30 PM
37
46
142
0
2
225
23
282
70
1
0
376
55
71
21
0
0
147
49
279
28
1
0
357
1105
2:45 PM
28
48
122
0
0
198
24
328
61
2
0
415
52
57
32
0
0
141
50
257
31
3
0
341
1095
Hourly Total
133
198
493
0
2
824
95
1196
275
5
0
1571
211
230
96
2
0
539
211
1095
120
10
0
1436
4370
3:00 PM
33
53
128
0
0
214
21
312
62
1
0
396
54
48
12
0
0
114
57
294
37
3
0
391
1115
3:15 PM
34
46
105
2
1
187
27
286
54
0
0
367
55
52
28
0
0
135
54
307
40
1
0
402
1091
3:30 PM
33
59
109
0
0
201
25
286
86
1
0
398
46
58
30
0
0
134
65
289
60
1
0
415
1148
3:45 PM
42
87
124
0
0
253
22
299
50
0
0
371
75
76
28
0
0
179
62
295
42
4
0
403
1206
Hourly Total
142
245
466
2
1
855
95
1183
252
2
0
1532
230
234
98
0
0
562
238
1185
179
9
0
1611
4560
4:00 PM
34
60
115
1
1
210
33
321
66
4
0
424
72
100
36
0
0
208
58
282
28
4
0
372
1214
4:15 PM
32
49
137
1
0
219
25
305
62
1
0
393
44
78
33
0
0
155
42
294
23
0
0
359
1126
4:30 PM
32
53
143
0
0
228
27
312
68
2
0
409
56
75
19
0
0
150
55
301
25
3
0
384
1171
4:45 PM
27
73
133
0
2
233
36
359
70
1
0
466
51
82
28
0
1
161
65
330
34
2
3
431
1291
Hourly Total
125
235
528
2
3
890
121
1297
266
8
0
1692
223
335
116
0
1
674
220
1207
110
9
3
1546
4802
5:00 PM
44
49
134
0
0
227
29
347
58
1
1
435
82
126
31
1
0
240
67
336
17
1
0
421
1323
5:15 PM
45
38
125
0
0
208
23
401
77
0
2
501
64
96
22
1
0
183
71
399
26
1
0
497
1389
5:30 PM
41
66
136
0
0
243
28
386
92
1
0
507
56
77
19
0
0
152
67
328
25
2
0
422
1324
5:45 PM
33
44
102
0
0
179
22
275
52
1
0
350
50
62
18
0
0
130
60
317
18
3
0
398
1057
Hourly Total
163
197
497
0
0
857
102
1409
279
3
3
1793
252
361
90
2
0
705
265
1380
86
7
0
1738
5093
Grand Total
899
1304
2858
6
7
5067
528
6108
1248
29
3
7913
1215
1576
517
5
53
3313
1318
7760
823
39
4
9940
26233
Approach %
17.7
25.7
56.4
0.1
-
-
6.7
77.2
15.8
0.4
-
-
36.7
47.6
15.6
0.2
-
-
13.3
78.1
8.3
0.4
-
-
Total %
3.4
5.0
10.9
0.0
19.3
2.0
23.3
4.8
0.1
30.2
4.6
6.0
2.0
0.0
12.6
5.0
29.6
3.1
0.1
37.9
-
Lights
873
1282
2824
6
4985
522
6053
1242
29
7846
1200
1540
510
5
3255
1301
7639
801
39
9780
25866
Lights
97.1
98.3
98.8
100.0
98.4
98.9
99.1
99.5
100.0
99.2
98.8
97.7
98.6
100.0
98.2
98.7
98.4
97.3
100.0
98.4
98.6
Mediums
25
21
27
0
-
73
6
43
3
0
-
52
12
32
7
0
-
51
10
98
22
0
-
130
306
Mediums
2.8
1.6
0.9
0.0
1.4
1.1
0.7
0.2
0.0
0.7
1.0
2.0
1.4
0.0
1.5
0.8
1.3
2.7
0.0
1.3
1.2
Articulated Trucks
1
1
7
0
9
0
12
3
0
15
3
4
0
0
7
7
23
0
0
30
61
Articulated
Trucks
0.1
0.1
0.2
0.0
0.2
0.0
0.2
0.2
0.0
0.2
0.2
0.3
0.0
0.0
0.2
0.5
0.3
0.0
0.0
0.3
0.2
Bicycles on
Crosswalk
2
0
0
1
Bicycles on
Crosswalk
_
_
_
_
28.6
-
-
-
-
-
0.0
-
-
-
-
-
0.0
-
-
-
-
-
25.0
-
-
Pedestrians
-
-
-
-
5
-
-
-
-
-
3
-
-
-
-
-
53
-
-
-
-
-
3
-
-
Pedestrians
-
-
-
-
71.4
-
-
-
-
-
100.0
-
-
-
-
-
100.0
-
-
-
-
-
75.0
-
-
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
KIMBALL AVE [N]
Out In Total
4089 4985 9074
45 73 118
14 9 23
0 0 0
0 0 0
4148 5067 9215
whl
+1 1 4 Lr
w S 4-
€ Im
0S123/2023 7:00 AM
— x n Ending Al r N
c 05/23/2023 6:00 PM
it
Lights r
u. p' c ri9i rc M `i ms 4 m
Z Arti ulated Trucks
Bicycles on Crosswalk
Pedestrians
v w
r� h t r1
2610 3255 5865
49 51 100
1 7 8
0 0 0
0 0 0
2660 3313 5973
Out In Total
KIMBALL AVE [31
oaaoo
0000©
0000©
00000
00000
ommoo
o©000
00000
0000m
Turning Movement Data Plot
Count Name: FM 1709 @ KIMBALL AVE - 2ND
STUDY
Site Code:
Start Date: 05/23/2023
Page No: 3
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
Turnina Movement Peak Hour Data (7:45 AM)
Count Name: FM 1709 @ KIMBALL AVE - 2ND
STUDY
Site Code:
Start Date: 05/23/2023
Page No: 4
Start Time
Left
Thru
KIMBALL AVE
Southbound
Right U-Turn
Peds
App
Total
Left
Thru
FM 1709
Westbound
Right U-Turn
Peds
App
Total
Left
Thru
KIMBALL AVE
Northbound
Right U-Turn
Peds
App.
Total
Left
Thru
FM 1709
Eastbound
Right U-Turn
Peds
App
Total
Int. Total
7:45 AM
46
66
131
0
0
243
24
135
20
1
0
180
29
58
12
1
52
100
47
391
72
1
0
511
1034
8:00 AM
47
78
123
1
0
249
25
155
30
3
0
213
54
74
23
0
0
151
62
318
95
0
0
475
1088
8:15 AM
57
73
99
0
1
229
14
137
31
1
0
183
72
93
26
0
0
191
60
381
54
1
0
496
1099
8:30 AM
40
48
123
0
0
211
10
146
28
2
0
186
35
54
10
0
0
99
42
420
31
0
0
493
989
Total
190
265
476
1
1
932
73
573
109
7
0
762
190
279
71
1
52
541
211
1510
252
2
0
1975
4210
Approach %
20.4
28.4
51.1
0.1
-
-
9.6
75.2
14.3
0.9
-
-
35.1
51.6
13.1
0.2
-
-
10.7
76.5
12.8
0.1
-
-
-
Total %
4.5
6.3
11.3
0.0
22.1
1.7
13.6
2.6
0.2
18.1
4.5
6.6
1.7
0.0
12.9
5.0
35.9
6.0
0.0
46.9
-
PHF
0.833
0.849
0.908
0.250
0.936
0.730
0.924
0.879
0.583
0.894
0.660
0.750
0.683
0.250
0.708
0.851
0.899
0.663
0.500
0.966
0.958
Lights
182
259
471
1
-
913
72
559
109
7
-
747
189
274
70
1
-
534
208
1480
245
2
-
1935
4129
Lights
95.8
97.7
98.9
100.0
98.0
98.6
97.6
100.0
100.0
98.0
99.5
98.2
98.6
100.0
98.7
98.6
98.0
97.2
100.0
98.0
98.1
Mediums
8
6
4
0
18
1
13
0
0
14
1
4
1
0
6
3
25
7
0
35
73
Mediums
4.2
2.3
0.8
0.0
-
1.9
1.4
2.3
0.0
0.0
-
1.8
0.5
1.4
1.4
0.0
-
1.1
1.4
1.7
2.8
0.0
-
1.8
1.7
Articulated Trucks
0
0
1
0
1
0
1
0
0
1
0
1
0
0
1
0
5
0
0
5
8
Articulated
Trucks
0.0
0.0
0.2
0.0
-
0.1
0.0
0.2
0.0
0.0
-
0.1
0.0
0.4
0.0
0.0
-
0.2
0.0
0.3
0.0
0.0
-
0.3
0.2
Bicycles on
Crosswalk
0
0
0
0
Bicycles on
Crosswalk
0.0
0.0
-
Pedestrians
-
-
-
-
1
-
-
-
-
-
0
-
-
-
-
-
52
-
-
-
-
-
0
-
-
Pedestrians
-
-
-
-
100.0
-
-
-
-
-
-
-
-
-
-
-
100.0
-
-
-
-
-
-
-
-
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
KIMBALL AVE [N]
Out In Total
592 913 1505
7 18 25
1 1 2
0 0 0
0 0 0
900 932 1532
+1 1 4 Lr
N J S Peak Hour Data
4-
Onding t 07:45 AM
— Ending02 r r
� c OS/23/2023 8:45 AM
'
Liedtiu c 7 S m
u. OZ ry c vi rc Li `ms 4 m
Arti ulated Trucks
Bicycles on Crosswalk
Pedestrians
v o
r� h t r1
577 534 1111
14 8 20
0 1 1
0 0 0
0 0 0
591 541 1132
Out In Total
KIMBALL AVE [3]
00000
a0000
00000
aooaa
00000
00000
a��mo
oaoao
ooaoo
00000
0000m
a��mm
Turning Movement Peak Hour Data Plot (7:45 AM)
Count Name: FM 1709 @ KIMBALL AVE - 2ND
STUDY
Site Code:
Start Date: 05/23/2023
Page No: 5
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
Turnina Movement Peak Hour Data (4:45 PM)
Count Name: FM 1709 @ KIMBALL AVE - 2ND
STUDY
Site Code:
Start Date: 05/23/2023
Page No: 6
Start Time
Left
Thru
KIMBALL AVE
Southbound
Right U-Turn
Peds
App
Total
Left
Thru
FM 1709
Westbound
Right U-Turn
Peds
App.
Total
Left
Thru
KIMBALL AVE
Northbound
Right U-Turn
Peds
App.
Total
Left
Thru
FM 1709
Eastbound
Right U-Turn
Peds
App.
Total
Int. Total
4:45 PM
27
73
133
0
2
233
36
359
70
1
0
466
51
82
28
0
1
161
65
330
34
2
3
431
1291
5:00 PM
44
49
134
0
0
227
29
347
58
1
1
435
82
126
31
1
0
240
67
336
17
1
0
421
1323
5:15 PM
45
38
125
0
0
208
23
401
77
0
2
501
64
96
22
1
0
183
71
399
26
1
0
497
1389
5:30 PM
41
66
136
0
0
243
28
386
92
1
0
507
56
77
19
0
0
152
67
328
25
2
0
422
1324
Total
157
226
528
0
2
911
116
1493
297
3
3
1909
253
381
100
2
1
736
270
1393
102
6
3
1771
5327
Approach %
17.2
24.8
58.0
0.0
-
-
6.1
78.2
15.6
0.2
-
-
34.4
51.8
13.6
0.3
-
-
15.2
78.7
5.8
0.3
-
-
-
Total %
2.9
4.2
9.9
0.0
17.1
2.2
28.0
5.6
0.1
35.8
4.7
7.2
1.9
0.0
13.8
5.1
26.1
1.9
0.1
33.2
-
PHF
0.872
0.774
0.971
0.000
0.937
0.806
0.931
0.807
0.750
0.941
0.771
0.756
0.806
0.500
0.767
0.951
0.873
0.750
0.750
0.891
0.959
Lights
156
224
527
0
907
115
1484
295
3
1897
250
381
97
2
730
267
1383
100
6
1756
5290
Lights
99.4
99.1
99.8
-
99.6
99.1
99.4
99.3
100.0
99.4
98.8
100.0
97.0
100.0
99.2
98.9
99.3
98.0
100.0
99.2
99.3
Mediums
1
2
0
0
3
1
6
0
0
7
2
0
3
0
5
1
4
2
0
7
22
Mediums
0.6
0.9
0.0
-
0.3
0.9
0.4
0.0
0.0
0.4
0.8
0.0
3.0
0.0
0.7
0.4
0.3
2.0
0.0
0.4
0.4
Articulated Trucks
0
0
1
0
1
0
3
2
0
5
1
0
0
0
1
2
6
0
0
8
15
Articulated
Trucks
0.0
0.0
0.2
-
-
0.1
0.0
0.2
0.7
0.0
-
0.3
0.4
0.0
0.0
0.0
-
0.1
0.7
0.4
0.0
0.0
-
0.5
0.3
Bicycles on
Crosswalk
0
0
0
0
Bicycles on
Crosswalk
0.0
0.0
0.0
0.0
Pedestrians
2
3
1
3
Pedestrians
-
-
-
-
100.0
-
-
-
-
-
100.0
-
-
-
-
-
100.0
-
-
-
-
-
100.0
-
-
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
KIMBALL AVE [N]
Out In Total
943 907 1850
1 3 4
4 1 5
0 0 0
0 0 0
948 911 1869
+1 1 4 Lr
Peak Hour Data
0S123/2023 4:45 PM
— M Ending Al r r
c 05/23/2023 5:45 PM
Light. w m
LL m o e rc M `i ma �' o w U
Z Arti ulated Trucks
Bicycles on Crosswalk
Pedestrians
v w
r� h t r1
441 730 1171
5 5 10
0 1 1
0 0 0
0 0 0
446 736 1182
Out In Total
KIMBALL AVE [5]
a©aoo
a0000
00000
aooa©
00000
00000
©��mo
o©o©o
oa000
00000
0000a
Turning Movement Peak Hour Data Plot (4:45 PM)
Count Name: FM 1709 @ KIMBALL AVE - 2ND
STUDY
Site Code:
Start Date: 05/23/2023
Page No: 7
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
Turnina Movement Data
Count Name: KIMBALL AVE @ NE DWY -
TUES
Site Code:
Start Date: 05/23/2023
Page No: 1
Start Time
Left
Thru
KIMBALL AVE
Southbound
Right U-Turn
Peds
App
Total
Left
Thru
SCHOOL DWY
Westbound
Right U-Turn
Peds
App
Total
Left
Thru
KIMBALL AVE
Northbound
Right U-Turn
Peds
App.App
Total
Left
Thru
NE DWY
Eastbound
Right U-Turn
Peds
Total
Int. Total
12:00 AM
0
5
0 1
0
6
0
0
0 0
0
0
0
2
0 0
0
2
0
0
0 0
0
0
8
12:15AM
0
1
0 0
0
1
0
0
0 0
0
0
0
5
0 0
0
5
0
0
0 0
0
0
6
12:30 AM
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
12:45 AM
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
Hourly Total
0
6
0 1
0
7
0
0
0 0
0
0
0
7
0 0
0
7
0
0
0 0
0
0
14
1:00 AM
0
3
0 0
0
3
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
3
1:15AM
0
4
0 0
0
4
0
0
0 0
0
0
0
1
0 0
0
1
0
0
0 0
0
0
5
1:30 AM
0
1
0 0
0
1
0
0
0 0
0
0
0
1
0 0
0
1
0
0
0 0
0
0
2
1:45 AM
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
Hourly Total
0
8
0 0
0
8
0
0
0 0
0
0
0
2
0 0
0
2
0
0
0 0
0
0
10
2:00 AM
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
2:15AM
0
1
0 0
0
1
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
1
2:30 AM
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
2:45 AM
0
0
0 0
0
0
0
0
0 0
0
0
0
1
0 0
0
1
0
0
0 0
0
0
1
Hourly Total
0
1
0 0
0
1
0
0
0 0
0
0
0
1
0 0
0
1
0
0
0 0
0
0
2
3:00 AM
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
3:15AM
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
3:30 AM
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
3:45 AM
0
0
0 0
0
0
0
0
0 0
0
0
0
1
0 0
0
1
0
0
1 0
0
1
2
Hourly Total
0
0
0 0
0
0
0
0
0 0
0
0
0
1
0 0
0
1
0
0
1 0
0
1
2
4:00 AM
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
4:15AM
0
1
0 0
0
1
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
1
4:30 AM
0
4
0 0
0
4
0
0
0 0
0
0
0
2
0 0
0
2
0
0
0 0
0
0
6
4:45 AM
0
5
1 1
0
7
0
0
0 0
0
0
1
4
0 0
0
5
0
0
0 0
0
0
12
Hourly Total
0
10
1 1
0
12
0
0
0 0
0
0
1
6
0 0
0
7
0
0
0 0
0
0
19
5:00 AM
1
4
3 0
0
8
0
0
1 0
0
1
0
4
0 0
0
4
0
0
0 0
0
0
13
5:15AM
0
0
5 0
0
5
0
0
0 0
0
0
3
8
0 0
0
11
1
0
0 0
0
1
17
5:30 AM
0
5
0 0
1
5
0
0
0 0
0
0
1
6
0 0
0
7
0
0
0 0
0
0
12
5:45 AM
0
12
0 0
0
12
1
0
0 0
0
1
1
6
1 0
0
8
0
0
0 0
0
0
21
Hourly Total
1
21
8 0
1
30
1
0
1 0
0
2
5
24
1 0
0
30
1
0
0 0
0
1
63
6:00 AM
0
20
1 0
0
21
0
0
0 0
0
0
0
7
1 0
0
8
0
0
0 0
0
0
29
6:15 AM
2
21
2 1
0
26
0
0
0 0
0
0
0
10
0 0
0
10
6
0
2 0
0
8
44
6:30 AM
4
34
0 1
0
39
0
0
1 0
1
1
0
29
0 0
0
29
5
0
2 0
0
7
76
6:45 AM
3
30
3 2
1
38
0
0
1 0
0
1
3
35
0 0
0
38
0
0
2 0
0
2
79
Hourly Total
9
105
6 4
1
124
0
0
2 0
1
2
3
81
1 0
0
85
11
0
6 0
0
17
228
7:00 AM
7
38
3 2
0
50
0
0
8 0
0
8
2
41
3 0
0
46
1
0
1 0
0
2
106
7:15 AM
6
52
5 0
0
63
2
0
5 0
0
7
1
22
5 0
0
28
4
0
0 0
0
4
102
7:30 AM
22
62
2 2
2
88
2
0
14 0
0
16
1
68
2 0
0
71
3
1
0 0
2
4
179
7:45 AM
14
133
9
3
2
159
5
0
13
0
0
18
6
82
4
0
0
92
1
0
3
0
51
4
273
Hourly Total
49
285
19
7
4
360
9
0
40
0
0
49
10
213
14
0
0
237
9
1
4
0
53
14
660
8:00 AM
8
167
4
2
0
181
2
0
10
0
0
12
4
129
3
0
0
136
1
0
1
0
1
2
331
8:15 AM
14
121
8
0
0
143
2
0
17
0
0
19
4
149
6
0
0
159
2
0
3
0
0
5
326
8:30 AM
8
70
8
6
0
92
1
0
9
0
0
10
3
68
0
0
0
71
1
0
0
0
0
1
174
8:45 AM
4
68
10
6
0
88
1
0
3
0
0
4
4
75
2
0
0
81
4
0
0
0
0
4
177
Hourly Total
34
426
30
14
0
504
6
0
39
0
0
45
15
421
11
0
0
447
8
0
4
0
1
12
1008
9:00 AM
5
67
9
3
0
84
2
0
5
0
0
7
7
70
4
0
0
81
4
0
2
0
0
6
178
9:15 AM
7
72
12
0
0
91
0
0
6
0
0
6
18
65
2
0
0
85
19
0
7
0
0
26
208
9:30 AM
4
66
24
4
0
98
1
0
6
0
0
7
3
55
0
0
0
58
3
0
3
0
0
6
169
9:45 AM
6
61
16
4
0
87
0
0
6
0
0
6
6
60
0
0
0
66
4
0
1
0
0
5
164
Hourly Total
22
266
61
11
0
360
3
0
23
0
0
26
34
250
6
0
0
290
30
0
13
0
0
43
719
10:00 AM
6
51
12
3
0
72
0
0
2
0
0
2
7
69
0
0
0
76
13
0
5
0
0
18
168
10:15 AM
5
41
12
9
0
67
0
0
6
0
0
6
2
68
0
0
0
70
8
2
5
0
0
15
158
10:30 AM
1
68
26
9
0
104
0
0
4
0
1
4
7
56
2
0
0
65
16
2
9
0
0
27
200
10:45 AM
1
56
19
4
0
80
0
0
1
0
0
1
11
82
1
1
0
95
23
0
7
0
0
30
206
Hourly Total
13
216
69
25
0
323
0
0
13
0
1
13
27
275
3
1
0
306
60
4
26
0
0
90
732
11:00 AM
1
88
25
7
1
121
0
0
1
0
0
1
10
93
0
1
0
104
19
0
7
0
0
26
252
11: 15 AM
4
72
35
8
0
119
0
0
4
0
0
4
7
102
0
0
0
109
17
0
8
0
0
25
257
11:30 AM
0
78
35
10
0
123
0
0
3
0
0
3
14
92
1
0
0
107
22
0
13
0
1
35
268
11:45 AM
4
70
46
8
0
128
0
0
4
0
0
4
12
104
0
1
0
117
43
0
14
0
0
57
306
Hourly Total
9
308
141
33
1
491
0
0
12
0
0
12
43
391
1
2
0
437
101
0
42
0
1
143
1083
12:00 PM
10
80
36
12
0
138
0
0
9
0
0
9
28
133
1
0
0
162
29
1
15
0
0
45
354
12:15 PM
1
81
44
13
0
139
0
0
3
0
0
3
15
90
1
1
0
107
41
0
16
0
0
57
306
12:30 PM
6
98
25
9
0
138
0
0
7
0
0
7
14
116
1
0
0
131
32
0
22
0
0
54
330
12:45 PM
6
89
27
12
0
134
0
0
7
0
0
7
13
92
1
0
0
106
36
0
19
0
0
55
302
Hourly Total
23
348
132
46
0
549
0
0
26
0
26
70
431
4
1
0
506
138
1
72
0
0
211
1292
1:00 PM
1
100
23
14
0
138
0
0
8
0
8
7
86
0
0
0
93
45
0
14
0
0
59
298
1:15 PM
2
77
21
9
0
109
0
0
1
0
0
1
9
88
1
0
0
98
35
0
12
0
1
47
255
1:30 PM
3
83
23
6
0
115
1
0
6
0
0
7
9
89
0
1
0
99
43
1
18
0
1
62
283
1:45 PM
3
63
26
4
0
96
0
0
3
0
0
3
10
77
2
0
0
89
23
2
15
0
0
40
228
Hourly Total
9
323
93
33
0
458
1
0
18
0
0
19
35
340
3
1
0
379
146
3
59
0
2
208
1064
2:00 PM
3
97
19
4
1
123
1
0
1
0
0
2
5
81
0
2
0
88
31
0
10
0
0
41
254
2:15 PM
6
71
14
7
0
98
0
0
3
0
0
3
6
88
1
0
0
95
17
0
7
0
0
24
220
2:30 PM
2
72
23
5
0
102
1
0
7
0
0
8
3
102
0
1
0
106
27
0
7
0
0
34
250
2:45 PM
4
68
27
6
1
105
0
0
3
0
0
3
8
92
0
0
0
100
22
0
9
0
0
31
239
Hourly Total
15
308
83
22
2
428
2
0
14
0
0
16
22
363
1
3
0
389
97
0
33
0
0
130
963
3:00 PM
7
75
24
9
1
115
1
0
2
0
0
3
9
85
0
0
0
94
27
0
10
0
0
37
249
3:15 PM
5
79
23
7
0
114
0
0
8
0
0
8
5
82
2
0
0
89
25
0
7
0
0
32
243
3:30 PM
7
107
27
3
0
144
2
0
11
0
0
13
11
80
5
0
0
96
30
0
16
0
0
46
299
3:45 PM
3
116
35
4
2
158
0
0
5
0
3
5
15
158
1
0
0
174
26
0
26
0
0
52
389
Hourly Total
22
377
109
23
3
531
3
0
26
0
3
29
40
405
8
0
0
453
108
0
59
0
0
167
1180
4:00 PM
11
77
25
8
0
121
0
0
10
0
0
10
6
153
1
0
0
160
19
0
12
0
0
31
322
4:15 PM
8
66
19
4
0
97
2
0
9
0
3
11
6
103
4
1
0
114
20
0
7
0
0
27
249
4:30 PM
8
68
24
7
1
107
2
0
10
0
0
12
7
116
4
0
0
127
16
0
13
0
0
29
275
4:45 PM
10
95
32
6
0
143
7
0
12
0
0
19
6
124
7
1
0
138
21
0
12
0
0
33
333
Hourly Total
37
306
100
25
1
468
11
0
41
0
3
52
25
496
16
2
0
539
76
0
44
0
0
120
1179
5:00 PM
11
81
11
2
0
105
2
0
14
0
0
16
18
170
3
1
0
192
15
0
12
0
0
27
340
5:15 PM
8
66
19
1
0
94
3
0
12
0
0
15
11
127
3
1
0
142
29
0
14
0
0
43
294
5:30 PM
19
76
24
4
0
123
4
0
18
0
0
22
13
103
3
0
0
119
18
0
5
0
0
23
287
5:45 PM
3
60
17
5
0
85
4
0
8
0
1
12
14
92
1
0
1
107
20
0
11
0
0
31
235
Hourly Total
41
283
71
12
0
407
13
0
52
0
1
65
56
492
10
2
1
560
82
0
42
0
0
124
1156
6:00 PM
2
55
17
3
0
77
0
0
9
0
0
9
7
80
1
0
0
88
24
0
5
0
0
29
203
6:15 PM
2
41
23
4
0
70
1
0
7
0
0
8
5
77
1
0
0
83
20
0
16
0
0
36
197
6:30 PM
0
54
22
8
0
84
0
0
1
0
0
1
9
72
0
0
0
81
25
0
9
0
1
34
200
6:45 PM
1
50
19
1
0
71
0
0
2
0
0
2
11
44
0
0
0
55
31
0
10
0
0
41
169
Hourly Total
5
200
81
16
0
302
1
0
19
0
0
20
32
273
2
0
0
307
100
0
40
0
1
140
769
7:00 PM
0
69
17
8
0
94
0
0
0
0
0
0
8
73
0
2
0
83
28
0
12
0
0
40
217
7:15 PM
0
37
17
6
0
60
0
0
0
0
0
0
11
47
0
0
0
58
23
0
5
0
0
28
146
7:30 PM
1
38
8
4
0
51
0
0
0
0
0
0
8
55
0
0
0
63
25
0
4
0
1
29
143
7:45 PM
1
47
9
5
0
62
0
0
1
0
0
1
9
46
0
0
0
55
33
0
13
0
0
46
164
Hourly Total
2
191
51
23
0
267
0
0
1
0
0
1
36
221
0
2
0
259
109
0
34
0
1
143
670
8:00 PM
1
38
3
3
0
45
0
0
0
0
0
0
2
44
0
0
0
46
17
0
8
0
0
25
116
8:15 PM
0
23
9
4
0
36
1
0
1
0
0
2
2
31
0
1
0
34
19
0
7
0
0
26
98
8:30 PM
1
26
7
1
0
35
0
0
1
0
0
1
6
31
0
0
0
37
14
0
2
0
0
16
89
8:45 PM
0
20
6
4
0
30
0
0
0
0
0
0
0
27
0
0
0
27
19
0
4
0
0
23
80
Hourly Total
2
107
25
12
0
146
1
0
2
0
0
3
10
133
0
1
0
144
69
0
21
0
0
90
383
9:00 PM
0
31
2
5
0
38
0
0
0
0
0
0
1
14
0
0
0
15
12
0
6
0
0
18
71
9:15 PM
0
29
0
2
0
31
0
0
0
0
0
0
0
18
0
0
0
18
12
0
7
0
0
19
68
9:30 PM
0
14
0
3
0
17
0
0
0
0
0
0
1
16
0
0
0
17
3
0
2
0
0
5
39
9:45 PM
0
17
0
0
0
17
0
0
0
0
0
0
0
13
0
0
0
13
4
0
1
0
0
5
35
Hourly Total
0
91
2
10
0
103
0
0
0
0
0
0
2
61
0
0
0
63
31
0
16
0
0
47
213
10:00 PM
0
20
0
0
0
20
0
0
0
0
0
0
0
14
0
0
0
14
1
0
2
0
0
3
37
10:15 PM
0
15
0
0
0
15
0
0
0
0
0
0
0
11
0
0
0
11
1
0
1
0
0
2
28
10:30 PM
0
10
0
0
0
10
0
0
1
0
0
1
0
7
0
0
0
7
3
0
3
0
0
6
24
10:45 PM
0
17
0
0
0
17
0
0
0
0
0
0
0
6
0
0
0
6
4
0
2
0
0
6
29
Hourly Total
0
62
0
0
0
62
0
0
1
0
0
1
0
38
0
0
0
38
9
0
8
0
0
17
118
11:00PM
0
2
0
0
0
2
0
0
0
0
0
0
0
11
0
0
0
11
0
0
0
0
0
0
13
11:15PM
0
7
0
0
0
7
0
0
0
0
0
0
0
9
0
0
0
9
0
0
0
0
0
0
16
11:30PM
0
7
0
1
0
8
0
0
0
0
0
0
0
3
0
0
0
3
0
0
0
0
0
0
11
11:45PM
0
4
0
0
0
4
0
0
0
0
0
0
0
4
0
0
0
4
0
0
0
0
0
0
8
Hourly Total
0
20
0
1
0
21
0
0
0
0
0
0
0
27
0
0
0
27
0
0
0
0
0
0
48
Grand Total
293
4268
1082
319
13
5962
51
0
330
0
9
381
466
4952
81
15
1
5514
1185
9
524
0
59
1718
13575
Approach %
4.9
71.6
18.1
5.4
-
-
13.4
0.0
86.6
0.0
-
-
8.5
89.8
1.5
0.3
-
-
69.0
0.5
30.5
0.0
-
-
-
Total %
2.2
31.4
8.0
2.3
43.9
0.4
0.0
2.4
0.0
2.8
3.4
36.5
0.6
0.1
40.6
8.7
0.1
3.9
0.0
12.7
-
Motorcycles
0
4
0
0
4
0
0
0
0
0
0
6
0
0
6
0
0
0
0
0
10
Motorcycles
0.0
0.1
0.0
0.0
0.1
0.0
-
0.0
-
0.0
0.0
0.1
0.0
0.0
0.1
0.0
0.0
0.0
-
0.0
0.1
Cars & Light Goods
286
4189
1079
316
5870
49
0
325
0
374
463
4834
79
15
5391
1182
9
519
0
1710
13345
Cars & Light
Goods
97.6
98.1
99.7
99.1
98.5
96.1
-
98.5
-
98.2
99.4
97.6
97.5
100.0
97.8
99.7
100.0
99.0
-
99.5
98.3
Buses
6
40
0
0
46
1
0
3
0
4
0
60
0
0
60
0
0
0
0
0
110
Buses
2.0
0.9
0.0
0.0
0.8
2.0
-
0.9
-
1.0
0.0
1.2
0.0
0.0
1.1
0.0
0.0
0.0
-
0.0
0.8
Single -Unit Trucks
1
26
3
1
31
1
0
2
0
3
2
38
2
0
42
2
0
5
0
7
83
Single -Unit
Trucks
0.3
0.6
0.3
0.3
0.5
2.0
-
0.6
-
0.8
0.4
0.8
2.5
0.0
0.8
0.2
0.0
1.0
-
0.4
0.6
Articulated Trucks
0
9
0
2
11
0
0
0
0
0
1
14
0
0
15
1
0
0
0
1
27
Articulated
Trucks
0.0
0.2
0.0
0.6
0.2
0.0
-
0.0
-
0.0
0.2
0.3
0.0
0.0
0.3
0.1
0.0
0.0
-
0.1
0.2
Bicycles on
Crosswalk
0
0
0
4
Bicycles on
Crosswalk
_
_
_
_
0.0
-
-
-
-
-
0.0
-
-
-
-
-
0.0
-
-
-
-
-
6.8
-
-
Pedestrians
-
-
-
-
13
-
-
-
-
-
9
-
-
-
-
-
1
-
-
-
-
-
55
-
-
Pedestrians
100.0
100.0
100.0
93.2
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
KIMBALL AVE [N]
Out In Total
6 4 10
6657 5870 12527
63 46 109
43 31 74
17 11 28
6786 5962 12748
+1
1 4 Lr
w��
tpo
o0
r
3
w r
12:00 AM
S r
o
g O
W
3 12:00 AM
gg
p' o $ o d
n to
rcydes
ht Gootls
7Buses
c
m
o 0 0U
it hooks
v w
r�
h t r1
4 6 10
4772 5391 10163
41 60 101
32 42 74
9 15 24
4858 5514 10372
Out In Total
KIMBALL AVE [SI
©macro
aoo©m
00000
00000
oomoo
memo
oomoo
a©m©o
oomoo
m��ma
Turning Movement Data Plot
Count Name: KIMBALL AVE @ NE DWY -
TUES
Site Code:
Start Date: 05/23/2023
Page No: 4
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
Turnina Movement Peak Hour Data (7:30 AM)
Count Name: KIMBALL AVE @ NE DWY -
TUES
Site Code:
Start Date: 05/23/2023
Page No: 5
Start Time
Left
Thru
KIMBALL AVE
Southbound
Right U-Turn
Peds
App
Total
Left
Thru
SCHOOL DWY
Westbound
Right U-Turn
Peds
App
Total
Left
Thru
KIMBALL AVE
Northbound
Right U-Turn
Peds
App.
Total
Left
Thru
NE DWY
Eastbound
Right U-Turn
Peds
App
Total
Int. Total
7:30 AM
22
62
2
2
2
88
2
0
14
0
0
16
1
68
2
0
0
71
3
1
0
0
2
4
179
7:45 AM
14
133
9
3
2
159
5
0
13
0
0
18
6
82
4
0
0
92
1
0
3
0
51
4
273
8:00 AM
8
167
4
2
0
181
2
0
10
0
0
12
4
129
3
0
0
136
1
0
1
0
1
2
331
8:15 AM
14
121
8
0
0
143
2
0
17
0
0
19
4
149
6
0
0
159
2
0
3
0
0
5
326
Total
58
483
23
7
4
571
11
0
54
0
0
65
15
428
15
0
0
458
7
1
7
0
54
15
1109
Approach %
10.2
84.6
4.0
1.2
-
-
16.9
0.0
83.1
0.0
-
-
3.3
93.4
3.3
0.0
-
-
46.7
6.7
46.7
0.0
-
-
-
Total %
5.2
43.6
2.1
0.6
51.5
1.0
0.0
4.9
0.0
5.9
1.4
38.6
1.4
0.0
41.3
0.6
0.1
0.6
0.0
1.4
-
PHF
0.659
0.723
0.639
0.583
0.789
0.550
0.000
0.794
0.000
0.855
0.625
0.718
0.625
0.000
0.720
0.583
0.250
0.583
0.000
0.750
0.838
Motorcycles
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Motorcycles
0.0
0.0
0.0
0.0
0.0
0.0
-
0.0
-
0.0
0.0
0.0
0.0
-
0.0
0.0
0.0
0.0
-
0.0
0.0
Cars & Light Goods
57
470
23
7
557
11
0
54
0
65
15
423
15
0
453
7
1
7
0
15
1090
Cars & Light
Goods
98.3
97.3
100.0
100.0
97.5
100.0
-
100.0
-
100.0
100.0
98.8
100.0
-
98.9
100.0
100.0
100.0
-
100.0
98.3
Buses
1
12
0
0
13
0
0
0
0
0
0
1
0
0
1
0
0
0
0
0
14
Buses
1.7
2.5
0.0
0.0
2.3
0.0
-
0.0
-
0.0
0.0
0.2
0.0
-
0.2
0.0
0.0
0.0
-
0.0
1.3
Single -Unit Trucks
0
1
0
0
1
0
0
0
0
0
0
2
0
0
2
0
0
0
0
0
3
Single -Unit
Trucks
0.0
0.2
0.0
0.0
0.2
0.0
-
0.0
-
0.0
0.0
0.5
0.0
-
0.4
0.0
0.0
0.0
-
0.0
0.3
Articulated Trucks
0
0
0
0
0
0
0
0
0
0
0
2
0
0
2
0
0
0
0
0
2
Articulated
Trucks
0.0
0.0
0.0
0.0
0.0
0.0
-
0.0
-
0.0
0.0
0.5
0.0
-
0.4
0.0
0.0
0.0
-
0.0
0.2
Bicycles on
Crosswalk
0
0
0
1
Bicycles on
Crosswalk
_
_
_
_
0.0
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
1.9
-
-
Pedestrians
-
-
-
-
4
-
-
-
-
-
0
-
-
-
-
-
0
-
-
-
-
-
53
-
-
Pedestrians
1
100.0
-
-
98.1
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
KIMBALL AVE [N]
Out In Total
0 0 0
491 557 1048
1 13 14
2 1 3
2 0 2
496 571 1087
+1
1 4 Lr
o J S
Peak Hour Data
y
0
€
o
r
07:30 AM
Onding t
Ending02
r r
p
ul
OS/23/2023 8:30 AM
aaSo yG
Cu8 Light Goods
M0
r p
4
m
"
Single -Unit Trucks
Other
r�
h t r1
0 0 0
488 453 941
12 1 13
1 2 3
0 2 2
501 458 959
Out In Total
KIMBALL AVE [S1
omaoo
oa000
aooao
m�moo
00000
00000
aooao
om�mo
ooaoo
oo©oo
oo©oo
om�mo
Turning Movement Peak Hour Data Plot (7:30 AM)
Count Name: KIMBALL AVE @ NE DWY -
TUES
Site Code:
Start Date: 05/23/2023
Page No: 6
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
Turnina Movement Peak Hour Data (12:00 PM)
Count Name: KIMBALL AVE @ NE DWY -
TUES
Site Code:
Start Date: 05/23/2023
Page No: 7
Start Time
Left
Thru
KIMBALL AVE
Southbound
Right U-Turn
Peds
App
Total
Left
Thru
SCHOOL DWY
Westbound
Right U-Turn
Peds
App
Total
Left
Thru
KIMBALL AVE
Northbound
Right U-Turn
Peds
App.
Total
Left
Thru
NE DWY
Eastbound
Right U-Turn
Peds
App
Total
Int. Total
12:00 PM
10
80
36
12
0
138
0
0
9
0
0
9
28
133
1
0
0
162
29
1
15
0
0
45
354
12:15 PM
1
81
44
13
0
139
0
0
3
0
0
3
15
90
1
1
0
107
41
0
16
0
0
57
306
12:30 PM
6
98
25
9
0
138
0
0
7
0
0
7
14
116
1
0
0
131
32
0
22
0
0
54
330
12:45 PM
6
89
27
12
0
134
0
0
7
0
0
7
13
92
1
0
0
106
36
0
19
0
0
55
302
Total
23
348
132
46
0
549
0
0
26
0
0
26
70
431
4
1
0
506
138
1
72
0
0
211
1292
Approach %
4.2
63.4
24.0
8.4
-
-
0.0
0.0
100.0
0.0
-
-
13.8
85.2
0.8
0.2
-
-
65.4
0.5
34.1
0.0
-
-
-
Total %
1.8
26.9
10.2
3.6
42.5
0.0
0.0
2.0
0.0
2.0
5.4
33.4
0.3
0.1
39.2
10.7
0.1
5.6
0.0
16.3
-
PHF
0.575
0.888
0.750
0.885
0.987
0.000
0.000
0.722
0.000
0.722
0.625
0.810
1.000
0.250
0.781
0.841
0.250
0.818
0.000
0.925
0.912
Motorcycles
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Motorcycles
0.0
0.0
0.0
0.0
0.0
-
-
0.0
-
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
-
0.0
0.0
Cars & Light Goods
21
345
132
45
543
0
0
26
0
26
70
425
4
1
500
138
1
72
0
211
1280
Cars & Light
Goods
91.3
99.1
100.0
97.8
98.9
-
-
100.0
-
100.0
100.0
98.6
100.0
100.0
98.8
100.0
100.0
100.0
-
100.0
99.1
Buses
2
0
0
0
2
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
2
Buses
8.7
0.0
0.0
0.0
0.4
-
-
0.0
-
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
-
0.0
0.2
Single -Unit Trucks
0
1
0
0
1
0
0
0
0
0
0
5
0
0
5
0
0
0
0
0
6
Single -Unit
Trucks
0.0
0.3
0.0
0.0
0.2
-
-
0.0
-
0.0
0.0
1.2
0.0
0.0
1.0
0.0
0.0
0.0
-
0.0
0.5
Articulated Trucks
0
2
0
1
3
0
0
0
0
0
0
1
0
0
1
0
0
0
0
0
4
Articulated
Trucks
0.0
0.6
0.0
2.2
0.5
-
-
0.0
-
0.0
0.0
0.2
0.0
0.0
0.2
0.0
0.0
0.0
-
0.0
0.3
Bicycles on
Crosswalk
0
0
0
0
Bicycles on
Crosswalk
Pedestrians
-
-
-
-
0
-
-
-
-
-
0
-
-
-
-
-
0
-
-
-
-
-
0
-
-
Pedestrians
I
-
-
-
-
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
KIMBALL AVE [N]
Out In Total
0 0 0
634 543 1177
0 2 2
5 1 6
2 3 5
641 549 1190
+1 1 4 Lr
o J S Peak Hour Data
F �� o0
€ o
r 05/23/2023 12:00 PM
Ending Al r r p
W 05/23/2023 1:00 PM
Motorcycles
ooto yclm
O c r to Cars & Light Goods
Bus
es
Single -Unit Trucks
Other
v o
r� h t r1
0 0 0
418 500 918
0 0 0
1 5 6
2 1 3
421 506 927
Out In Total
KIMBALL AVE [SI
®m®m�
oa000
a©oao
®mmmo
00000
00000
a0000
am�oo
00000
oo©oo
ooaoo
ammoo
Turning Movement Peak Hour Data Plot (12:00 PM)
Count Name: KIMBALL AVE @ NE DWY -
TUES
Site Code:
Start Date: 05/23/2023
Page No: 8
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
Turnina Movement Data
Count Name: KIMBALL AVE @ VILLAGE
CENTER DR - 2ND STUDY
Site Code:
Start Date: 05/23/2023
Page No: 1
Start Time
Left
Thru
KIMBALL AVE
Southbound
Right U-Turn
Peds
App
Total
Left
Thru
WESTBOUND ST
Westbound
Right U-Turn
Peds
App
Total
Left
Thru
KIMBALL AVE
Northbound
Right U-Turn
Peds
App.
Total
Left
Thru
VILLAGE CENTER DR
Eastbound
Right U-Turn
Peds
App
Total
Int. Total
7:00 AM
0
38
1
1
0
40
0
0
0
0
0
0
2
41
0
0
0
43
0
0
0
0
0
0
83
7:15 AM
0
45
6
1
0
52
0
0
0
0
0
0
3
30
0
0
0
33
0
0
0
0
1
0
85
7:30 AM
0
56
9
0
0
65
0
0
0
0
0
0
2
76
0
0
0
78
2
0
0
0
1
2
145
7:45 AM
0
117
24
1
0
142
0
0
0
0
0
0
27
82
0
0
0
109
7
0
12
0
53
19
270
Hourly Total
0
256
40
3
0
299
0
0
0
0
0
0
34
229
0
0
0
263
9
0
12
0
55
21
583
8:00 AM
0
144
30
3
0
177
0
0
0
0
0
0
34
97
0
0
0
131
34
0
62
0
0
96
404
8:15 AM
0
115
10
0
0
125
0
0
0
0
0
0
20
111
0
2
0
133
43
0
53
0
0
96
354
8:30 AM
0
71
0
2
0
73
0
0
0
0
0
0
1
75
0
0
0
76
0
0
0
0
0
0
149
8:45 AM
0
62
1
3
0
66
0
0
0
0
0
0
0
81
0
0
0
81
0
0
0
0
0
0
147
Hourly Total
0
392
41
8
0
441
0
0
0
0
0
0
55
364
0
2
0
421
77
0
115
0
0
192
1054
9:00 AM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
... BREAK...
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Hourly Total
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
2:00 PM
0
106
2
2
0
110
0
0
0
0
0
0
1
89
0
1
0
91
0
0
2
0
0
2
203
2:15 PM
0
71
0
3
0
74
0
0
0
0
0
0
2
86
0
1
0
89
4
0
2
0
0
6
169
2:30 PM
0
78
0
3
0
81
0
0
0
0
0
0
0
107
0
0
0
107
2
0
0
0
0
2
190
2:45 PM
0
73
2
2
0
77
0
0
0
0
0
0
2
92
0
0
0
94
2
0
0
0
0
2
173
Hourly Total
0
328
4
10
0
342
0
0
0
0
0
0
5
374
0
2
0
381
8
0
4
0
0
12
735
3:00 PM
0
78
5
1
0
84
0
0
0
0
0
0
8
85
0
0
0
93
3
0
3
0
0
6
183
3:15 PM
0
79
6
1
0
86
0
0
0
0
0
0
17
87
0
0
0
104
2
0
3
0
0
5
195
3:30 PM
0
107
15
2
0
124
0
0
0
0
0
0
16
96
0
0
0
112
2
0
1
0
0
3
239
3:45 PM
0
120
18
2
0
140
0
0
0
0
0
0
8
119
0
0
0
127
54
0
60
0
0
114
381
Hourly Total
0
384
44
6
0
434
0
0
0
0
0
0
49
387
0
0
0
436
61
0
67
0
0
128
998
4:00 PM
0
85
3
2
0
90
0
0
0
0
0
0
2
134
0
0
0
136
20
0
3
0
3
23
249
4:15 PM
0
75
0
1
0
76
0
0
0
0
0
0
3
103
0
0
0
106
7
0
7
0
0
14
196
4:30 PM
0
84
0
1
0
85
0
0
0
0
0
0
2
115
0
0
0
117
5
0
1
0
0
6
208
4:45 PM
0
112
1
1
0
114
0
0
0
0
0
0
1
130
0
0
0
131
2
0
1
0
0
3
248
Hourly Total
0
356
4
5
0
365
0
0
0
0
0
0
8
482
0
0
0
490
34
0
12
0
3
46
901
5:00 PM
0
94
1
1
0
96
0
0
0
0
0
0
3
185
0
0
0
188
2
0
2
0
1
4
288
5:15 PM
0
80
0
3
0
83
0
0
0
0
0
0
1
133
0
0
0
134
2
0
1
0
0
3
220
5:30 PM
0
81
0
4
0
85
0
0
0
0
0
0
3
112
0
0
0
115
3
0
1
0
0
4
204
5:45 PM
0
72
0
2
0
74
0
0
0
0
0
0
1
100
0
0
0
101
1
0
1
0
0
2
177
Hourly Total
0
327
1
10
0
338
0
0
0
0
0
0
8
530
0
0
0
538
8
0
5
0
1
13
889
6:00PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Grand Total
0
2043
134
42
0
2219
0
0
0
0
0
0
159
2366
0
4
0
2529
197
0
215
0
59
412
5160
Approach %
0.0
92.1
6.0
1.9
-
-
0.0
0.0
0.0
0.0
-
-
6.3
93.6
0.0
0.2
-
-
47.8
0.0
52.2
0.0
-
-
-
Total %
0.0
39.6
2.6
0.8
43.0
0.0
0.0
0.0
0.0
0.0
3.1
45.9
0.0
0.1
49.0
3.8
0.0
4.2
0.0
8.0
Lights
0
1989
134
42
2165
0
0
0
0
0
159
2314
0
4
2477
197
0
214
0
411
5053
Lights
97.4
100.0
100.0
97.6
100.0
97.8
100.0
97.9
100.0
99.5
99.8
97.9
Mediums
0
53
0
0
53
0
0 0 0 0
0
47
0 0
47
0 0
1
0
1
101
Mediums
-
2.6
0.0
0.0
2.4
-
- - - -
0.0
2.0
- 0.0
1.9
0.0 -
0.5
-
0.2
2.0
Articulated Trucks
0
1
0
0
1
0
0 0 0 0
0
5
0 0
5
0 0
0
0
0
6
Articulated
Trucks
-
0.0
0.0
0.0
0.0
-
- - - -
0.0
0.2
- 0.0
0.2
0.0 -
0.0
-
0.0
0.1
Bicycles on
Crosswalk
_
_
_
_
0 -
-
- - - 0 -
-
-
- - 0
-
- -
-
- 2
-
-
Bicycles on
Crosswalk
3.4
Pedestrians
-
-
-
-
0 -
-
- - - 0 -
-
-
- - 0
-
- -
-
- 57
-
-
Pedestrians
-
-
-
96.6
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
KIMBALL AVE [N]
Out In Total
2553 2165 4718
47 53 100
5 1 6
0 0 0
0 0 0
2605 2219 4824
+1
1 4 Lr
e��
tpe
0
w0523/2023
U
o ~
7:00 AMEndin
At
05 2312023 6:15 PM
_ 0
r = o
g0' N o
rc
Z
Mediu
M dl ma
Arti Mated Trucks
y
r ,_
4 U m
5
Bicycles on Crosswalk
Pedestrians
v o
r�
h t r1
2207 2477 4664
54 47 101
1 5 6
0 0 0
0 0 0
2262 2529 4791
Out In Total
KIMBALL AVE [3]
oa000
00000
aooao
��omo
00000
00000
o��ao
oomoo
oo©oo
00000
00000
o��ao
Turning Movement Data Plot
Count Name: KIMBALL AVE @VILLAGE
CENTER DR-2ND STUDY
Site Code:
Start Date: 05/23/2023
Page No: 3
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
Turnina Movement Peak Hour Data (7:45 AM)
Count Name: KIMBALL AVE @ VILLAGE
CENTER DR - 2ND STUDY
Site Code:
Start Date: 05/23/2023
Page No: 4
Start Time
Left
Thru
KIMBALL AVE
Southbound
Right U-Turn
Peds
App
Total
Left
Thru
WESTBOUND ST
Westbound
Right U-Turn
Peds
App
Total
Left
Thru
KIMBALL AVE
Northbound
Right U-Turn
Peds
App.
Total
Left
Thru
VILLAGE CENTER DR
Eastbound
Right U-Turn
Peds
App
Total
Int. Total
7:45 AM
0
117
24 1
0
142
0
0
0 0
0
0
27
82
0 0
0
109
7
0
12 0
53
19
270
8:00 AM
0
144
30 3
0
177
0
0
0 0
0
0
34
97
0 0
0
131
34
0
62 0
0
96
404
8:15 AM
0
115
10 0
0
125
0
0
0 0
0
0
20
111
0 2
0
133
43
0
53 0
0
96
354
8:30 AM
0
71
0 2
0
73
0
0
0 0
0
0
1
75
0 0
0
76
0
0
0 0
0
0
149
Total
0
447
64 6
0
517
0
0
0 0
0
0
82
365
0 2
0
449
84
0
127 0
53
211
1177
Approach %
0.0
86.5
12.4 1.2
-
-
0.0
0.0
0.0 0.0
-
-
18.3
81.3
0.0 0.4
-
-
39.8
0.0
60.2 0.0
-
-
-
Total %
0.0
38.0
5.4 0.5
43.9
0.0
0.0
0.0 0.0
0.0
7.0
31.0
0.0 0.2
38.1
7.1
0.0
10.8 0.0
17.9
-
PHF
0.000
0.776
0.533 0.500
0.730
0.000
0.000
0.000 0.000
0.000
0.603
0.822
0.000 0.250
0.844
0.488
0.000
0.512 0.000
0.549
0.728
Lights
0
433
64 6
503
0
0
0 0
0
82
358
0 2
442
84
0
127 0
211
1156
Lights
-
96.9
100.0 100.0
97.3
-
-
- -
-
100.0
98.1
- 100.0
98.4
100.0
-
100.0 -
100.0
98.2
Mediums
0
14
0 0
14
0
0
0 0
0
0
6
0 0
6
0
0
0 0
0
20
Mediums
-
3.1
0.0 0.0
2.7
-
-
- -
-
0.0
1.6
- 0.0
1.3
0.0
-
0.0 -
0.0
1.7
Articulated Trucks
0
0
0 0
0
0
0
0 0
0
0
1
0 0
1
0
0
0 0
0
1
Articulated
Trucks
_
0.0
0.0 0.0
-
0.0
-
-
- -
-
-
0.0
0.3
- 0.0
-
0.2
0.0
-
0.0 -
-
0.0
0.1
Bicycles on
Crosswalk
0
0
0
0
Bicycles on
Crosswalk
0.0
Pedestrians
0
0
0
53
Pedestrians
-
-
- -
-
-
-
-
- -
-
-
-
-
- -
-
-
-
-
- -
100.0
-
-
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
KIMBALL AVE [N]
Out In Total
448 503 951
6 14 20
1 0 1
0 0 0
0 0 0
455 517 972
+1
1 4 Lr
e��
tpe
€ N
o
J S
Peak Hour Data
N
w05/23/2023
U
o ~
7:45 AM
05 2312023 8:45 AM
_ 0
r = o
g 0 e o
m e
Z
M dl ma
Arti Mated Trucks
y
4 m
5
Bicycles On Crosswalk
Petlastrians
v o
r�
h t r1
562 442 1004
14 6 20
0 1 1
0 0 0
0 0 0
576 449 1025
Out In Total
KIMBALL AVE [31
aooao
om000
00000
00000
©m�ao
00000
ooaoo
00000
00000
©m�ao
Turning Movement Peak Hour Data Plot (7:45 AM)
Count Name: KIMBALL AVE @VILLAGE
CENTER DR-2ND STUDY
Site Code:
Start Date: 05/23/2023
Page No: 5
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
Turnina Movement Peak Hour Data (3:30 PM)
Count Name: KIMBALL AVE @ VILLAGE
CENTER DR - 2ND STUDY
Site Code:
Start Date: 05/23/2023
Page No: 6
Start Time
Left
Thru
KIMBALL AVE
Southbound
Right U-Turn
Peds
App
Total
Left
Thru
WESTBOUND ST
Westbound
Right U-Turn
Peds
App
Total
Left
Thru
KIMBALL AVE
Northbound
Right U-Turn
Peds
App.
Total
Left
Thru
VILLAGE CENTER DR
Eastbound
Right U-Turn
Peds
App
Total
Int. Total
3:30 PM
0
107
15 2
0
124
0
0
0 0
0
0
16
96
0 0
0
112
2
0
1 0
0
3
239
3:45 PM
0
120
18 2
0
140
0
0
0 0
0
0
8
119
0 0
0
127
54
0
60 0
0
114
381
4:00 PM
0
85
3 2
0
90
0
0
0 0
0
0
2
134
0 0
0
136
20
0
3 0
3
23
249
4:15 PM
0
75
0 1
0
76
0
0
0 0
0
0
3
103
0 0
0
106
7
0
7 0
0
14
196
Total
0
387
36 7
0
430
0
0
0 0
0
0
29
452
0 0
0
481
83
0
71 0
3
154
1065
Approach %
0.0
90.0
8.4 1.6
-
-
0.0
0.0
0.0 0.0
-
-
6.0
94.0
0.0 0.0
-
-
53.9
0.0
46.1 0.0
-
-
-
Total %
0.0
36.3
3.4 0.7
40.4
0.0
0.0
0.0 0.0
0.0
2.7
42.4
0.0 0.0
45.2
7.8
0.0
6.7 0.0
14.5
-
PHF
0.000
0.806
0.500 0.875
0.768
0.000
0.000
0.000 0.000
0.000
0.453
0.843
0.000 0.000
0.884
0.384
0.000
0.296 0.000
0.338
0.699
Lights
0
375
36 7
418
0
0
0 0
0
29
442
0 0
471
83
0
71 0
154
1043
Lights
-
96.9
100.0 100.0
97.2
-
-
- -
-
100.0
97.8
- -
97.9
100.0
-
100.0 -
100.0
97.9
Mediums
0
12
0 0
12
0
0
0 0
0
0
10
0 0
10
0
0
0 0
0
22
Mediums
-
3.1
0.0 0.0
2.8
-
-
- -
-
0.0
2.2
- -
2.1
0.0
-
0.0 -
0.0
2.1
Articulated Trucks
0
0
0 0
0
0
0
0 0
0
0
0
0 0
0
0
0
0 0
0
0
Articulated
Trucks
_
0.0
0.0 0.0
-
0.0
-
-
- -
-
-
0.0
0.0
- -
-
0.0
0.0
-
0.0 -
-
0.0
0.0
Bicycles on
Crosswalk
0
0
0
0
Bicycles on
Crosswalk
0.0
Pedestrians
0
0
0
3
Pedestrians
-
-
- -
-
-
-
-
- -
-
-
-
-
- -
-
-
-
-
- -
100.0
-
-
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
KIMBALL AVE [N]
Out In Total
532 418 950
10 12 22
0 0 0
0 0 0
0 0 0
542 430 972
+1 1 4 Lr
e�� tpe
€ m S Peak Hour Data
o N
05/23/2023 3:30 PM _ 0
z o o u4 e — . Ending Al r z
iJ 05/23/20234:30 PIA o
y
Lig Is
gyro rc Mdima 4 ��m
5 Z Arti Mated Trucks
Bicycles on Crosswalk
Pedestrians
v o
r� h t r1
446 471 917
12 10 22
0 0 0
0 0 0
0 0 0
458 481 939
Out In Total
KIMBALL AVE [3]
aooao
m�000
00000
00000
om�ao
oomoo
00000
00000
00000
ommao
Turning Movement Peak Hour Data Plot (3:30 PM)
Count Name: KIMBALL AVE @VILLAGE
CENTER DR-2ND STUDY
Site Code:
Start Date: 05/23/2023
Page No: 7
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
Turnina Movement Data
Count Name: FM 1709 @ RETAIL DWY
Site Code:
Start Date: 05/23/2023
Page No: 1
Start Time
Left
Thru
RETAIL DWY
Southbound
Right U-Turn
Peds
App
Total
Left
Thru
FM 1709
Westbound
Right U-Turn
Peds
App
Total
Left
Thru
RETAIL DWY
Northbound
Right U-Turn
Peds
App.
Total
Left
Thru
FM 1709
Eastbound
Right U-Turn
Peds
App
Total
Int. Total
7:00 AM
0
0
0
0
0
0
0
196
0
0
0
196
2
0
1
0
0
3
0
376
0
0
0
376
575
7:15 AM
0
0
1
0
0
1
0
201
2
0
0
203
1
0
3
0
0
4
2
468
1
1
0
472
680
7:30 AM
0
0
2
0
1
2
5
233
3
0
0
241
0
0
1
0
1
1
2
472
2
0
0
476
720
7:45 AM
0
0
3
0
0
3
7
278
1
0
0
286
1
0
3
0
0
4
4
493
36
0
0
533
826
Hourly Total
0
0
6
0
1
6
12
908
6
0
0
926
4
0
8
0
1
12
8
1809
39
1
0
1857
2801
8:00 AM
1
0
3
0
0
4
8
316
5
0
0
329
1
0
5
0
0
6
4
486
66
0
0
556
895
8:15 AM
3
0
2
0
1
5
9
309
5
0
0
323
4
0
9
0
0
13
2
486
20
2
0
510
851
8:30 AM
2
0
6
0
0
8
9
287
3
4
0
303
2
0
5
0
0
7
4
486
9
1
0
500
818
8:45 AM
1
0
11
0
0
12
10
319
4
2
0
335
1
0
5
0
0
6
7
342
13
0
0
362
715
Hourly Total
7
0
22
0
1
29
36
1231
17
6
0
1290
8
0
24
0
0
32
17
1800
108
3
0
1928
3279
BREAK..
2:00 PM
3
0
24
0
0
27
11
454
15
0
0
480
3
1
39
0
0
43
15
310
23
0
0
348
898
2:15 PM
3
1
13
0
0
17
15
407
18
2
0
442
6
1
25
0
0
32
11
331
23
0
0
365
856
2:30 PM
3
0
24
0
0
27
10
490
20
0
0
520
8
0
28
0
0
36
11
296
19
0
0
326
909
2:45 PM
2
0
19
0
0
21
10
446
11
1
0
468
3
0
23
0
0
26
8
353
27
0
0
388
903
Hourly Total
11
1
80
0
0
92
46
1797
64
3
0
1910
20
2
115
0
0
137
45
1290
92
0
0
1427
3566
3:00 PM
1
0
26
0
0
27
20
494
9
0
0
523
9
1
35
0
0
45
10
342
24
2
0
378
973
3:15 PM
0
1
13
1
0
15
15
420
15
1
0
451
4
0
24
0
0
28
14
361
25
6
0
406
900
3:30 PM
0
1
15
0
0
16
8
427
9
2
0
446
6
2
30
0
0
38
10
374
58
2
0
444
944
3:45 PM
0
1
20
2
0
23
12
476
15
2
0
505
10
0
31
0
1
41
10
378
51
5
0
444
1013
Hourly Total
1
3
74
3
0
81
55
1817
48
5
0
1925
29
3
120
0
1
152
44
1455
158
15
0
1672
3830
4:00 PM
2
3
13
0
1
18
9
476
16
1
0
502
6
2
28
0
0
36
7
327
28
3
0
365
921
4:15 PM
0
0
18
0
1
18
12
461
8
0
0
481
6
0
22
0
0
28
7
330
26
3
0
366
893
4:30 PM
1
0
9
0
0
10
10
502
12
0
0
524
6
1
19
0
0
26
6
372
20
2
0
400
960
4:45 PM
1
0
16
0
0
17
14
536
10
1
0
561
5
3
25
0
0
33
11
404
18
5
0
438
1049
Hourly Total
4
3
56
0
2
63
45
1975
46
2
0
2068
23
6
94
0
0
123
31
1433
92
13
0
1569
3823
5:00 PM
0
2
17
0
0
19
15
542
10
0
0
567
4
0
29
0
0
33
4
368
29
3
0
404
1023
5:15 PM
1
0
12
6
0
19
13
550
19
0
0
582
1
1
39
0
0
41
12
396
30
2
0
440
1082
5:30 PM
0
0
19
0
0
19
18
542
5
0
0
565
6
0
27
0
0
33
13
342
23
3
0
381
998
5:45 PM
0
0
11
1
0
12
19
386
8
0
0
413
8
1
25
0
0
34
3
346
30
1
0
380
839
Hourly Total
1
2
59
7
0
69
65
2020
42
0
0
2127
19
2
120
0
0
141
32
1452
112
9
0
1605
3942
6:00PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Grand Total
24
9
297
10
4
340
259
9748
223
16
0
10246
103
13
481
0
2
597
177
9239
601
41
0
10058
21241
Approach %
7.1
2.6
87.4
2.9
-
-
2.5
95.1
2.2
0.2
-
-
17.3
2.2
80.6
0.0
-
-
1.8
91.9
6.0
0.4
-
-
-
Total %
0.1
0.0
1.4
0.0
1.6
1.2
45.9
1.0
0.1
48.2
0.5
0.1
2.3
0.0
2.8
0.8
43.5
2.8
0.2
47.4
-
Lights
23
9
297
10
339
259
9650
221
15
10145
103
13
474
0
590
175
9100
597
40
9912
20986
Lights
95.8
100.0
100.0
100.0
99.7
100.0
99.0
99.1
93.8
99.0
100.0
100.0
98.5
-
98.8
98.9
98.5
99.3
97.6
98.5
98.8
Mediums
1
0
0
0
1
0
80
2
0
82
0
0
4
0
4
2
113
4
1
120
207
Mediums
4.2 0.0 0.0 0.0 - 0.3
0.0 0.8 0.9 0.0 - 0.8
0.0 0.0 0.8 - - 0.7
1.1 1.2 0.7 2.4 - 1.2
1.0
Articulated Trucks
0 0 0 0 0
0 18 0 1 19
0 0 3 0 3
0 26 0 0 26
48
Articulated
Trucks
0.0 0.0 0.0 0.0 - 0.0
0.0 0.2 0.0 6.3 - 0.2
0.0 0.0 0.6 - - 0.5
0.0 0.3 0.0 0.0 - 0.3
0.2
Bicycles on
Crosswalk
3
0
0
Bicycles on
Crosswalk
75.0
-
0.0
Pedestrians
1
0
2
0
Pedestrians
- - - - 25.0 -
- - - - - -
- - - - 100.0 -
- - - - - -
-
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
RETAIL DWV [N]
Out In Total
419 339 758
4 1 5
0 0 0
0 0 0
0 0 0
423 340 783
+1 1 4 Lr
e�� tpw
�o
O07:00 AM
Ending At
05/2312023 o
fi:15 PM
Lights r " m
LLo$m s� Mdime 4 so a�
Z Arti ulated Trucks
1 Icycles on Crosswalk
Petlestrians
v o
r� h t r1
865 590 1455
4 4 8
0 3 3
0 0 0
0 0 0
869 597 1466
Out In Total
RETAIL DWY [S]
ooaoo
00000
0000©
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Turning Movement Data Plot
Count Name: FM 1709 @ RETAIL DWY
Site Code:
Start Date: 05/23/2023
Page No: 3
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
Turnina Movement Peak Hour Data (7:45 AM)
Count Name: FM 1709 @ RETAIL DWY
Site Code:
Start Date: 05/23/2023
Page No: 4
Start Time
Left
Thru
RETAIL DWY
Southbound
Right U-Turn
Peds
App
Total
Left
Thru
FM 1709
Westbound
Right U-Turn
Peds
App
Total
Left
Thru
RETAIL DWY
Northbound
Right U-Turn
Peds
App.
Total
Left
Thru
FM 1709
Eastbound
Right U-Turn
Peds
App
Total
Int. Total
7:45 AM
0
0
3 0
0
3
7
278
1 0
0
286
1
0
3 0
0
4
4
493
36 0
0
533
826
8:00 AM
1
0
3 0
0
4
8
316
5 0
0
329
1
0
5 0
0
6
4
486
66 0
0
556
895
8:15 AM
3
0
2 0
1
5
9
309
5 0
0
323
4
0
9 0
0
13
2
486
20 2
0
510
851
8:30 AM
2
0
6 0
0
8
9
287
3 4
0
303
2
0
5 0
0
7
4
486
9 1
0
500
818
Total
6
0
14 0
1
20
33
1190
14 4
0
1241
8
0
22 0
0
30
14
1951
131 3
0
2099
3390
Approach %
30.0
0.0
70.0 0.0
-
-
2.7
95.9
1.1 0.3
-
-
26.7
0.0
73.3 0.0
-
-
0.7
92.9
6.2 0.1
-
-
-
Total %
0.2
0.0
0.4 0.0
0.6
1.0
35.1
0.4 0.1
36.6
0.2
0.0
0.6 0.0
0.9
0.4
57.6
3.9 0.1
61.9
-
PHF
0.500
0.000
0.583 0.000
0.625
0.917
0.941
0.700 0.250
0.943
0.500
0.000
0.611 0.000
0.577
0.875
0.989
0.496 0.375
0.944
0.947
Lights
6
0
14 0
-
20
33
1172
13 3
-
1221
8
0
19 0
-
27
13
1913
128 3
-
2057
3325
Lights
100.0
-
100.0 -
100.0
100.0
98.5
92.9 75.0
98.4
100.0
-
86.4 -
90.0
92.9
98.1
97.7 100.0
98.0
98.1
Mediums
0
0
0 0
0
0
17
1 0
18
0
0
2 0
2
1
32
3 0
36
56
Mediums
0.0
-
0.0 -
0.0
0.0
1.4
7.1 0.0
1.5
0.0
-
9.1 -
6.7
7.1
1.6
2.3 0.0
1.7
1.7
Articulated Trucks
0
0
0 0
0
0
1
0 1
2
0
0
1 0
1
0
6
0 0
6
9
Articulated
Trucks
0.0
-
0.0 -
-
0.0
0.0
0.1
0.0 25.0
-
0.2
0.0
-
4.5 -
-
3.3
0.0
0.3
0.0 0.0
-
0.3
0.3
Bicycles on
Crosswalk
0
0
0
0
Bicycles on
Crosswalk
0.0
-
-
-
Pedestrians
1
0
0
0
Pedestr ans
100.0
-
-
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
RETAIL DWV [N]
Out In Total
26 20 46
2 0 2
0 0 0
0 0 0
0 0 0
28 20 48
+1 1 4 Lr
Peak Hour Data
o S 4—
c ^q' Onding t 07:45 AM _
— w Ending02 r r
c OS/23/2023 8:45 AM
m Lights r w
u. O' ^ m M `i ms 4 N
Z Arti ulated Trucks
Bicycles on Crosswalk
Pedestrians
v o
r� h t r1
161 27 188
3 2 5
0 1 1
0 0 0
0 0 0
164 30 194
Out In Total
RETAIL DWY [S]
aooaa
m000a
00000
00000
aoomo
000©o
000ao
00000
00000
aoomo
Turning Movement Peak Hour Data Plot (7:45 AM)
Count Name: FM 1709 @ RETAIL DWY
Site Code:
Start Date: 05/23/2023
Page No: 5
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
Turnina Movement Peak Hour Data (4:45 PM)
Count Name: FM 1709 @ RETAIL DWY
Site Code:
Start Date: 05/23/2023
Page No: 6
Start Time
Left
Thru
RETAIL DWY
Southbound
Right U-Turn
Peds
App
Total
Left
Thru
FM 1709
Westbound
Right U-Turn
Peds
App
Total
Left
Thru
RETAIL DWY
Northbound
Right U-Turn
Peds
App.
Total
Left
Thru
FM 1709
Eastbound
Right U-Turn
Peds
App
Total
Int. Total
4:45 PM
1
0
16
0
0
17
14
536
10
1
0
561
5
3
25
0
0
33
11
404
18
5
0
438
1049
5:00 PM
0
2
17
0
0
19
15
542
10
0
0
567
4
0
29
0
0
33
4
368
29
3
0
404
1023
5:15 PM
1
0
12
6
0
19
13
550
19
0
0
582
1
1
39
0
0
41
12
396
30
2
0
440
1082
5:30 PM
0
0
19
0
0
19
18
542
5
0
0
565
6
0
27
0
0
33
13
342
23
3
0
381
998
Total
2
2
64
6
0
74
60
2170
44
1
0
2275
16
4
120
0
0
140
40
1510
100
13
0
1663
4152
Approach %
2.7
2.7
86.5
8.1
-
-
2.6
95.4
1.9
0.0
-
-
11.4
2.9
85.7
0.0
-
-
2.4
90.8
6.0
0.8
-
-
-
Total %
0.0
0.0
1.5
0.1
1.8
1.4
52.3
1.1
0.0
54.8
0.4
0.1
2.9
0.0
3.4
1.0
36.4
2.4
0.3
40.1
PHF
0.500
0.250
0.842
0.250
0.974
0.833
0.986
0.579
0.250
0.977
0.667
0.333
0.769
0.000
0.854
0.769
0.934
0.833
0.650
0.945
0.959
Lights
2
2
64
6
-
74
60
2159
44
1
-
2264
16
4
120
0
-
140
40
1498
100
12
-
1650
4128
Lights
100.0
100.0
100.0
100.0
100.0
100.0
99.5
100.0
100.0
99.5
100.0
100.0
100.0
-
100.0
100.0
99.2
100.0
92.3
99.2
99.4
Mediums
0
0
0
0
0
0
7
0
0
7
0
0
0
0
0
0
6
0
1
7
14
Mediums
0.0
0.0
0.0
0.0
0.0
0.0
0.3
0.0
0.0
0.3
0.0
0.0
0.0
-
0.0
0.0
0.4
0.0
7.7
0.4
0.3
Articulated Trucks
0
0
0
0
0
0
4
0
0
4
0
0
0
0
0
0
6
0
0
6
10
Articulated
Trucks
0.0
0.0
0.0
0.0
-
0.0
0.0
0.2
0.0
0.0
-
0.2
0.0
0.0
0.0
-
-
0.0
0.0
0.4
0.0
0.0
-
0.4
0.2
Bicycles on
Crosswalk
0
0
0
0
Bicycles on
Crosswalk
Pedestrians
0
0
0
0
Pedestrians
-
-
-
-
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
RETAIL DWV [N]
Out In Total
94 74 166
0 0 0
0 0 0
0 0 0
0 0 0
94 74 —
+1 1 4 Lr
F m o g J S Peak Hour Data 4— y N
O04:45 PM ^'
— n Endingnding Atr •� 5
c OS/23/202023 5:45 PM
m
Lihts
LL 0 m o e rc M `i ma � m 'm
Z Arti ulated Trucks
Bicycles on Crosswalk
Pedestrians
v o
r� h t r1
162 140 302
0 0 0
0 0 0
0 0 0
0 0 0
162 140 302
Out In Total
RETAIL DWY [S]
mlllllll©©��
aooao
o©©oo
00000
00000
amo�o
00000
00000
00000
00000
omo�o
Turning Movement Peak Hour Data Plot (4:45 PM)
Count Name: FM 1709 @ RETAIL DWY
Site Code:
Start Date: 05/23/2023
Page No: 7
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
Turnina Movement Data
Count Name: VILLAGE CENTER DR @ S DWY
-TUES
Site Code:
Start Date: 05/23/2023
Page No: 1
Start Time
Left
Thru
S DWY
Southbound
Right U-Turn
Peds
App
Total
Left
Thru
VILLAGE CENTER DR
Westbound
Right U-Tum
Peds
App
Total
Left
Thru
SCHOOL DWY
Northbound
Right U-Turn
Peds
App.App
Total
Left
Thru
VILLAGE CENTER DR
Eastbound
Right U-Turn
Peds
Total
Int. Total
12:00 AM
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
12:15AM
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
12:30 AM
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
12:45 AM
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
Hourly Total
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
1:00 AM
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
1:15AM
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
1:30 AM
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
1:45 AM
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 1
0
1
1
Hourly Total
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 1
0
1
1
2:00 AM
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
2:15AM
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
2:30 AM
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
2:45 AM
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
Hourly Total
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
3:00 AM
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
3:15AM
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
3:30 AM
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
3:45 AM
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
Hourly Total
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
4:00 AM
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
4:15AM
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
4:30 AM
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
4:45 AM
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
Hourly Total
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
5:00 AM
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
5:15AM
0
0
1 0
0
1
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
1
5:30 AM
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
5:45 AM
0
0
0 0
0
0
1
0
0 0
0
1
0
0
0 0
0
0
0
0
0 0
0
0
1
Hourly Total
0
0
1 0
0
1
1
0
0 0
-
1
0
0
0 0
0
0
0
0
0 0
0
0
2
6:00 AM
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
6:15AM
0
0
0 0
0
0
1
0
0 0
0
1
0
0
0 0
0
0
0
0
0 0
0
0
1
6:30 AM
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
0
0 0
0
0
0
6:45 AM
0
0
0 0
0
0
0
1
1 0
0
2
0
0
0 0
0
0
0
0
0 0
0
0
2
Hourly Total
0
0
0 0
0
0
1
1
1 0
0
3
0
0
0 0
0
0
0
0
0 0
0
0
3
7:00 AM
0
0
0 0
0
0
3
0
0 0
0
3
0
0
0 0
0
0
0
0
0 0
0
0
3
7:15AM
0
0
0 0
0
0
8
0
0 0
0
8
0
0
0 0
0
0
0
0
1 0
0
1
9
7:30 AM
0
0
0 0
0
0
11
1
0 0
0
12
0
0
2 0
0
2
0
0
1 0
0
1
15
7:45 AM
0
0
0
0
0
0
51
0
0
0
0
51
3
0
23
0
0
26
0
0
24
0
0
24
101
Hourly Total
0
0
0
0
0
0
73
1
0
0
0
74
3
0
25
0
0
28
0
0
26
0
0
26
128
8:00 AM
0
0
0
0
0
0
56
0
0
0
0
56
22
0
96
0
0
118
0
1
62
0
0
63
237
8:15 AM
0
0
0
0
0
0
31
0
0
0
0
31
8
0
89
0
0
97
1
0
30
0
0
31
159
8:30 AM
0
0
0
0
0
0
0
1
0
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
1
8:45 AM
0
0
0
0
0
0
0
1
0
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
1
Hourly Total
0
0
0
0
0
0
87
2
0
0
0
89
30
0
185
0
0
215
1
1
92
0
0
94
398
9:00 AM
0
0
0
0
0
0
0
0
2
0
0
2
0
0
1
0
0
1
0
0
0
0
0
0
3
9:15AM
1
0
0
0
0
1
0
0
0
0
0
0
0
0
1
0
0
1
0
0
0
0
0
0
2
9:30 AM
0
0
0
0
0
0
2
1
2
0
0
5
0
0
0
0
0
0
0
1
0
0
0
1
6
9:45 AM
0
0
0
0
0
0
0
0
1
0
0
1
0
0
1
0
0
1
0
0
0
0
0
0
2
Hourly Total
1
0
0
0
0
1
2
1
5
0
0
8
0
0
3
0
0
3
0
1
0
0
0
1
13
10:00 AM
0
0
0
0
0
0
0
1
1
0
0
2
0
0
0
0
0
0
0
2
1
0
0
3
5
10:15AM
0
0
0
0
0
0
1
1
0
0
0
2
0
0
0
0
0
0
0
0
0
0
0
0
2
10:30 AM
0
0
0
0
0
0
3
0
2
0
0
5
1
1
0
0
0
2
0
1
0
0
0
1
8
10:45 AM
1
0
0
0
0
1
2
1
2
0
0
5
0
0
2
0
0
2
0
1
0
0
0
1
9
Hourly Total
1
0
0
0
0
1
6
3
5
0
0
14
1
1
2
0
0
4
0
4
1
0
0
5
24
11:00 AM
1
0
0
0
0
1
0
0
0
0
0
0
0
0
1
0
0
1
0
0
0
0
0
0
2
11:15AM
1
0
0
0
0
1
1
0
0
0
0
1
0
0
1
0
0
1
0
1
0
0
0
1
4
11:30 AM
1
0
0
0
0
1
0
1
4
0
0
5
0
0
0
0
0
0
0
0
0
0
0
0
6
11:45 AM
2
0
0
0
0
2
1
1
1
0
0
3
0
0
0
0
0
0
0
1
0
0
0
1
6
Hourly Total
5
0
0
0
0
5
2
2
5
0
0
9
0
0
2
0
0
2
0
2
0
0
0
2
18
12:00PM
1
0
0
0
0
1
0
5
1
0
0
6
0
0
0
0
0
0
0
3
0
0
0
3
10
12:15PM
1
0
0
0
0
1
0
0
1
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
2
12:30PM
1
0
0
0
0
1
1
3
1
0
0
5
0
0
1
0
0
1
0
2
0
0
0
2
9
12:45PM
0
0
0
0
0
0
0
1
0
0
0
1
0
0
3
0
0
3
0
2
0
0
0
2
6
Hourly Total
3
0
0
0
0
3
1
9
3
0
0
13
0
0
4
0
0
4
0
7
0
0
0
7
27
1:00PM
0
0
0
0
0
0
1
1
1
0
0
3
0
0
1
0
0
1
1
4
0
0
0
5
9
1:15PM
0
0
0
0
0
0
0
1
3
0
0
4
0
0
0
0
0
0
0
3
0
0
0
3
7
1:30PM
2
0
0
0
0
2
2
2
1
0
0
5
0
0
5
0
0
5
0
4
0
0
0
4
16
1:45 PM
1
0
0
0
0
1
0
1
2
0
0
3
0
0
1
0
0
1
0
3
0
0
0
3
8
Hourly Total
3
0
0
0
0
3
3
5
7
0
0
15
0
0
7
0
0
7
1
14
0
0
0
15
40
2:00PM
0
0
0
0
0
0
2
1
0
0
0
3
0
0
1
0
0
1
0
1
0
0
0
1
5
2:15PM
2
0
0
0
0
2
1
0
1
0
0
2
0
0
3
0
0
3
0
1
0
0
q
1
8
2:30PM
1
0
0
0
0
1
0
0
0
0
0
0
0
0
2
0
0
2
0
0
0
0
0
0
3
2:45 PM
0
0
0
0
0
0
2
2
0
0
0
4
0
0
1
0
0
1
0
0
0
0
0
0
5
Hourly Total
3
0
0
0
0
3
5
3
1
0
0
9
0
0
7
0
0
7
0
2
0
0
0
2
21
3:00 PM
1
0
0
0
0
1
11
1
1
0
0
13
0
0
3
0
0
3
0
2
3
0
0
5
22
3:15 PM
0
0
0
0
0
0
18
2
3
0
0
23
0
0
2
0
0
2
0
2
4
0
0
6
31
3:30 PM
0
0
0
0
0
0
21
3
4
0
0
28
0
0
0
0
0
0
0
3
11
0
0
14
42
3:45 PM
19
0
6
0
4
25
19
4
4
0
0
27
9
2
89
0
0
100
1
5
9
0
103
15
167
Hourly Total
20
0
6
0
4
26
69
10
12
0
0
91
9
2
94
0
0
105
1
12
27
0
103
40
262
4:00 PM
1
0
0
0
0
1
5
0
0
0
0
5
0
0
19
0
0
19
0
2
1
0
0
3
28
4:15PM
1
0
0
0
0
1
2
1
0
0
0
3
0
0
14
0
1
14
0
0
0
0
0
0
18
4:30PM
0
0
0
0
0
0
0
0
2
0
0
2
0
0
6
0
0
6
0
0
0
0
0
0
8
4:45 PM
0
0
0
0
0
0
0
1
1
0
0
2
0
0
3
0
0
3
0
0
0
0
0
0
5
Hourly Total
2
0
0
0
0
2
7
2
3
0
0
12
0
0
42
0
1
42
0
2
1
0
0
3
59
5:00PM
0
0
0
0
0
0
1
2
1
0
0
4
0
0
3
0
0
3
0
0
0
0
0
0
7
5:15PM
0
0
0
0
0
0
0
1
0
0
0
1
0
0
0
0
0
0
0
3
0
0
0
3
4
5:30PM
0
0
0
0
0
0
0
3
0
0
0
3
0
0
0
0
0
0
0
4
0
0
0
4
7
5:45 PM
0
0
0
0
0
0
0
0
1
0
0
1
0
0
0
0
2
0
0
2
0
0
0
2
3
Hourly Total
1 0
0
0
0
0
0
i 1
6
2
0
0
9
0
0
3
0
2
3
0
9
0
0
0
9
21
6:00PM
1
0
0
0
0
1
0
2
0
0
0
2
0
0
1
0
0
1
0
1
0
0
0
1
5
6:15PM
0
0
0
0
0
0
0
1
0
0
0
1
0
0
0
0
0
0
0
1
0
0
0
1
2
6:30PM
1
0
0
0
0
1
0
2
0
0
0
2
0
0
1
0
0
1
0
4
0
0
0
4
8
6:45 PM
1
0
0
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
1
1
0
0
2
3
Hourly Total
3
0
0
0
0
3
0
5
0
0
0
5
0
0
2
0
0
2
0
7
1
0
0
8
18
7:00PM
0
0
0
0
0
0
0
2
0
0
0
2
0
0
0
0
0
0
0
0
0
0
0
0
2
7:15PM
0
0
0
0
0
0
0
0
1
0
0
1
0
0
1
0
0
1
0
1
0
0
0
1
3
7:30PM
1
0
0
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
2
0
0
0
2
3
7:45 PM
1
0
0
0
0
1
0
0
1
0
0
1
0
0
0
0
0
0
0
3
0
0
0
3
5
Hourly Total
2
0
0
0
0
2
0
2
2
0
0
4
0
0
1
0
0
1
0
6
0
0
0
6
13
8:00PM
1
0
0
0
0
1
0
0
1
0
0
1
0
0
0
0
0
0
0
1
0
0
0
1
3
8:15PM
1
0
0
0
0
1
0
1
1
0
0
2
0
0
0
0
0
0
0
0
0
0
0
0
3
8:30PM
1
0
0
0
0
1
0
0
1
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
2
8:45 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Hourly Total
3
0
0
0
0
3
0
1
3
0
0
4
0
0
0
0
0
0
0
1
0
0
0
1
8
9:00PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
9:15PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
9:30PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
9:45 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Hourly Total
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
10:00PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
0
0
0
1
1
10:15PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
10:30PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
10:45 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
0
0
0
1
1
Hourly Total
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
2
0
0
0
2
2
11:00PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
11:15PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
11:30PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
11:45PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Hourly Total
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Grand Total
46
0
7
0
4
53
258
53
49
0
0
360
43
3
377
0
3
423
3
70
148
1
103
222
1058
Approach %
86.8
0.0
13.2
0.0
-
-
71.7
14.7
13.6
0.0
-
-
10.2
0.7
89.1
0.0
-
-
1.4
31.5
66.7
0.5
-
-
-
Total %
4.3
0.0
0.7
0.0
5.0
24.4
5.0
4.6
0.0
34.0
4.1
0.3
35.6
0.0
40.0
0.3
6.6
14.0
0.1
21.0
-
Motorcycles
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Motorcycles
0.0
-
0.0
-
0.0
0.0
0.0
0.0
-
0.0
0.0
0.0
0.0
-
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Cars & Light Goods
43
0
7
0
50
257
53
46
0
356
43
3
376
0
422
2
67
148
1
218
1046
Cars & Light
Goods
93.5
-
100.0
-
94.3
99.6
100.0
93.9
-
98.9
100.0
100.0
99.7
-
99.8
66.7
95.7
100.0
100.0
98.2
98.9
Buses
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Buses
0.0
-
0.0
-
0.0
0.0
0.0
0.0
-
0.0
0.0
0.0
0.0
-
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Single -Unit Trucks
2
0
0
0
2
1
0
2
0
3
0
0
1
0
1
1
2
0
0
3
9
Single -Unit
Trucks
4.3
-
0.0
-
3.8
0.4
0.0
4.1
-
0.8
0.0
0.0
0.3
-
0.2
33.3
2.9
0.0
0.0
1.4
0.9
Articulated Trucks
1
0
0
0
1
0
0
1
0
1
0
0
0
0
0
0
1
0
0
1
3
Articulated
Trucks
2.2
-
0.0
-
1.9
0.0
0.0
2.0
-
0.3
0.0
0.0
0.0
-
0.0
0.0
1.4
0.0
0.0
0.5
0.3
Bicycles on
Crosswalk
0
0
1
0
Bicycles on
Crosswalk
_
_
_
_
0.0
-
-
-
-
-
-
-
-
-
-
-
33.3
-
-
-
-
-
0.0
-
-
Pedestrians
-
-
-
-
4
-
-
-
-
-
0
-
-
-
-
-
2
-
-
-
-
-
103
-
-
Pedestrians
100.0
-
66.7
100.0
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
S DWY [SB[
Out In Total
0 0 0
51 50 101
0 0 0
3 2 5
1 1 2
55 53 108
+1 1 4 Lr
ILL 3.
r 05/23/2023 12:00 AM M
Ending Al r ..............
— y
U 05/24/2023 12:00 AM = A
_ M8to yu o
g 0' c c Bus 8 Light Goods c
Single -Unit hooks
Other
v o
r� h t r1
0 0 0
405 422 827
0 0 0
1 1 2
0 0 0
406 423 829
Out In Total
SCHOOL DWY [NB]
aomoo
00000
oo©oo
aoaao
00000
00000
00000
00000
om©moo
00000
000ao
0000©
am©m©
Turning Movement Data Plot
Count Name: VILLAGE CENTER DR @ S DWY
-TUES
Site Code:
Start Date: 05/23/2023
Page No: 4
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
Turnina Movement Peak Hour Data (7:30 AM)
Count Name: VILLAGE CENTER DR @ S DWY
-TUES
Site Code:
Start Date: 05/23/2023
Page No: 5
Start Time
Left
Thru
S DWY
Southbound
Right U-Turn
Peds
App
Total
Left
Thru
VILLAGE CENTER DR
Westbound
Right U-Tum
Peds
App
Total
Left
Thru
SCHOOL DWY
Northbound
Right U-Turn
Peds
App.
Total
Left
Thru
VILLAGE CENTER DR
Eastbound
Right U-Turn
Peds
App
Total
Int. Total
7:30 AM
0
0
0 0
0
0
11
1
0 0
0
12
0
0
2 0
0
2
0
0
1 0
0
1
15
7:45 AM
0
0
0 0
0
0
51
0
0 0
0
51
3
0
23 0
0
26
0
0
24 0
0
24
101
8:00 AM
0
0
0 0
0
0
56
0
0 0
0
56
22
0
96 0
0
118
0
1
62 0
0
63
237
8:15 AM
0
0
0 0
0
0
31
0
0 0
0
31
8
0
89 0
0
97
1
0
30 0
0
31
159
Total
0
0
0 0
0
0
149
1
0 0
0
150
33
0
210 0
0
243
1
1
117 0
0
119
512
Approach %
0.0
0.0
0.0 0.0
-
-
99.3
0.7
0.0 0.0
-
-
13.6
0.0
86.4 0.0
-
-
0.8
0.8
98.3 0.0
-
-
-
Total %
0.0
0.0
0.0 0.0
0.0
29.1
0.2
0.0 0.0
29.3
6.4
0.0
41.0 0.0
47.5
0.2
0.2
22.9 0.0
23.2
-
PHF
0.000
0.000
0.000 0.000
0.000
0.665
0.250
0.000 0.000
0.670
0.375
0.000
0.547 0.000
0.515
0.250
0.250
0.472 0.000
0.472
0.540
Motorcycles
0
0
0 0
0
0
0
0 0
0
0
0
0 0
0
0
0
0 0
0
0
Motorcycles
-
-
- -
-
0.0
0.0
- -
0.0
0.0
-
0.0 -
0.0
0.0
0.0
0.0 -
0.0
0.0
Cars & Light Goods
0
0
0 0
0
149
1
0 0
150
33
0
210 0
243
1
1
117 0
119
512
Cars & Light
Goods
-
-
- _
-
100.0
100.0
- -
100.0
100.0
-
100.0 -
100.0
100.0
100.0
100.0 -
100.0
100.0
Buses
0
0
0 0
0
0
0
0 0
0
0
0
0 0
0
0
0
0 0
0
0
Buses
-
-
- -
-
0.0
0.0
- -
0.0
0.0
-
0.0 -
0.0
0.0
0.0
0.0 -
0.0
0.0
Single -Unit Trucks
0
0
0 0
0
0
0
0 0
0
0
0
0 0
0
0
0
0 0
0
0
Single -Unit
Trucks
-
-
_ _
-
0.0
0.0
- -
0.0
0.0
-
0.0 -
0.0
0.0
0.0
0.0 -
0.0
0.0
Articulated Trucks
0
0
0 0
0
0
0
0 0
0
0
0
0 0
0
0
0
0 0
0
0
Articulated
Trucks
-
-
- _
-
0.0
0.0
- -
0.0
0.0
-
0.0 -
0.0
0.0
0.0
0.0 -
0.0
0.0
Bicycles on
Crosswalk
0
0
0
0
Bicycles on
Crosswalk
Pedestrians
-
-
- -
0
-
-
-
- -
0
-
-
-
- -
0
-
-
-
- -
0
-
-
Pedestrians
I
-
-
-
-
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
S DWY [SB[
Out In Total
0 0 0
1 0 1
0 0 0
0 0 0
0 0 0
1 0 1
+1 1 4 Lr
e�� tpe
S Peak Hour Data -
oFo �� o°sue
m
r 05/23/2023 7:30 AM m
Ending Al r r — y
U 05/23/2023 8:30 AM = A
Motorcycles
ooto yclv
g p' c c to BCars us & Light Goods c o
Single -Unit Trucks
Other
v o
r� h t r1
0 0 0
266 243 509
0 0 0
0 0 0
0 0 0
266 243 509
Out In Total
SCHOOL DWY [NB]
00000
00000
aooao
00000
00000
00000
000ao
omo�o
00000
00000
00000
amo�o
Turning Movement Peak Hour Data Plot (7:30 AM)
Count Name: VILLAGE CENTER DR @ S DWY
-TUES
Site Code:
Start Date: 05/23/2023
Page No: 6
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
Turnina Movement Peak Hour Data (3:15 PM)
Count Name: VILLAGE CENTER DR @ S DWY
-TUES
Site Code:
Start Date: 05/23/2023
Page No: 7
Start Time
Left
Thru
S DWY
Southbound
Right U-Turn
Peds
App
Total
Left
Thru
VILLAGE CENTER DR
Westbound
Right U-Tum
Peds
App
Total
Left
Thru
SCHOOL DWY
Northbound
Right U-Turn
Peds
App.
Total
Left
Thru
VILLAGE CENTER DR
Eastbound
Right U-Turn
Peds
App
Total
Int. Total
3:15 PM
0
0
0
0
0
0
18
2
3
0
0
23
0
0
2
0
0
2
0
2
4
0
0
6
31
3:30 PM
0
0
0
0
0
0
21
3
4
0
0
28
0
0
0
0
0
0
0
3
11
0
0
14
42
3:45 PM
19
0
6
0
4
25
19
4
4
0
0
27
9
2
89
0
0
100
1
5
9
0
103
15
167
4:00 PM
1
0
0
0
0
1
5
0
0
0
0
5
0
0
19
0
0
19
0
2
1
0
0
3
28
Total
20
0
6
0
4
26
63
9
11
0
0
83
9
2
110
0
0
121
1
12
25
0
103
38
268
Approach %
76.9
0.0
23.1
0.0
-
-
75.9
10.8
13.3
0.0
-
-
7.4
1.7
90.9
0.0
-
-
2.6
31.6
65.8
0.0
-
-
-
Total %
7.5
0.0
2.2
0.0
9.7
23.5
3.4
4.1
0.0
31.0
3.4
0.7
41.0
0.0
45.1
0.4
4.5
9.3
0.0
14.2
-
PHF
0.263
0.000
0.250
0.000
0.260
0.750
0.563
0.688
0.000
0.741
0.250
0.250
0.309
0.000
0.303
0.250
0.600
0.568
0.000
0.633
0.401
Motorcycles
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Motorcycles
0.0
-
0.0
-
0.0
0.0
0.0
0.0
-
0.0
0.0
0.0
0.0
-
0.0
0.0
0.0
0.0
-
0.0
0.0
Cars & Light Goods
20
0
6
0
26
63
9
11
0
83
9
2
110
0
121
1
12
25
0
38
268
Cars & Light
Goods
100.0
-
100.0
-
100.0
100.0
100.0
100.0
-
100.0
100.0
100.0
100.0
-
100.0
100.0
100.0
100.0
-
100.0
100.0
Buses
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Buses
0.0
-
0.0
-
0.0
0.0
0.0
0.0
-
0.0
0.0
0.0
0.0
-
0.0
0.0
0.0
0.0
-
0.0
0.0
Single -Unit Trucks
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Single -Unit
Trucks
0.0
-
0.0
-
0.0
0.0
0.0
0.0
-
0.0
0.0
0.0
0.0
-
0.0
0.0
0.0
0.0
-
0.0
0.0
Articulated Trucks
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Articulated
Trucks
0.0
-
0.0
-
0.0
0.0
0.0
0.0
-
0.0
0.0
0.0
0.0
-
0.0
0.0
0.0
0.0
-
0.0
0.0
Bicycles on
Crosswalk
0
0
0
0
Bicycles on
Crosswalk
_
_
_
_
0.0
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
0.0
-
-
Pedestrians
-
-
-
-
4
-
-
-
-
-
0
-
-
-
-
-
0
-
-
-
-
-
103
-
-
Pedestrians
1
100.0
-
-
100.0
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
S DWY [SB[
Out In Total
0 0 0
14 28 40
0 0 0
0 0 0
0 0 0
14 26 40
+1 1 4 Lr
S Peak Hour Data -
O F o ti o S
m
r 05/23/2023 3:15 PM m
Ending Al
U 05/23/20234:15 PM = A
M8to yu v
g O' c c vi n to Bus &Light Goods c
es
Single -Unit hooks
Other
v o
r� h t r1
0 0 0
88 121 209
0 0 0
0 0 0
0 0 0
88 121 209
Out In Total
SCHOOL DWY [NB]
aooao
oomoo
00000
00000
000ao
oo©moo
00000
00000
00000
ao©moo
Turning Movement Peak Hour Data Plot (3:15 PM)
Count Name: VILLAGE CENTER DR @ S DWY
-TUES
Site Code:
Start Date: 05/23/2023
Page No: 8
Study Name KIMBALL AVE @ NE DWY - MON - EB APPROACH
Start Date 05/22/2023
Start Time 12:00 AM
Site Code Trucks and Buses
Channel
NE DWY
NE DWY
Direction
Eastbound
Westbound
TOTAL
12:00 AM
0
0
0
12:15 AM
0
0
0
12:30 AM
0
0
0
12:45 AM
0
0
0
1:00 AM
0
0
0
1:15 AM
0
0
0
1:30 AM
0
0
0
1:45 AM
0
0
0
2:00 AM
0
0
0
2:15 AM
0
0
0
2:30 AM
0
0
0
2:45 AM
0
0
0
3:00 AM
0
0
0
3:15 AM
0
0
0
3:30 AM
0
0
0
3:45 AM
0
0
0
4:00 AM
0
0
0
4:15 AM
0
0
0
4:30 AM
0
0
0
4:45 AM
0
0
0
5:00 AM
0
0
0
5:15 AM
0
0
0
5:30 AM
0
0
0
5:45 AM
0
0
0
6:00 AM
0
0
0
6:15 AM
0
0
0
6:30 AM
0
0
0
6:45 AM
0
0
0
7:00 AM
0
0
0
7:15 AM
0
0
0
7:30 AM
1
1
2
7:45 AM
0
0
0
8:00 AM
0
0
0
8:15 AM
0
0
0
8:30 AM
0
0
0
8:45 AM
0
1
1
9:00 AM
0
0
0
9:15 AM
1
1
2
9:30 AM
0
0
0
9:45 AM
0
0
0
10:00 AM
0
1
1
10:15 AM
0
0
0
10:30 AM
0
0
0
10:45 AM
0
0
0
11:00 AM
0
0
0
11:15 AM
0
0
0
11:30 AM
0
0
0
11:45 AM
0
1
1
12:00 PM
1
1
2
12:15 PM
0 1
12:30 PM
1 0
12:45 PM
0 0
1:00 PM
0 0
1:15 PM
2 0
1:30 PM
0 0
1:45 PM
0 1
2:00 PM
1 0
2:15 PM
0 0
2:30 PM
0 0
2:45 PM
0 0
3:00 PM
0 0
3:15 PM
0 0
3:30 PM
0 0
3:45 PM
0 0
4:00 PM
0 0
4:15 PM
0 0
4:30 PM
0 0
4:45 PM
0 0
5:00 PM
0 0
5:15 PM
0 0
5:30 PM
0 0
5:45 PM
1 0
6:00 PM
0 0
6:15 PM
0 0
6:30 PM
0 0
6:45 PM
0 0
7:00 PM
0 0
7:15 PM
0 0
7:30 PM
0 0
7:45 PM
0 0
8:00 PM
0 0
8:15 PM
0 0
8:30 PM
0 0
8:45 PM
0 0
9:00 PM
0 0
9:15 PM
0 0
9:30 PM
0 0
9:45 PM
0 0
10:00 PM
0 0
10:15 PM
0 0
10:30 PM
0 0
10:45 PM
0 0
11:00 PM
0 0
11:15 PM
0 0
11:30 PM
0 0
11:45 PM
0 0
8 8
1
1
0
0
2
0
1
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
16
Study Name KIMBALL AVE @ NE DWY - MON - NB APPROACH
Start Date 05/22/2023
Start Time 12:00 AM
Site Code
Channel
KIMBALL AVE
KIMBALL AVE
Direction
Northbound
Southbound
TOTAL
12:00 AM
0
0
0
12:15 AM
0
0
0
12:30 AM
0
0
0
12:45 AM
0
0
0
1:00 AM
0
0
0
1:15 AM
0
0
0
1:30 AM
0
0
0
1:45 AM
0
0
0
2:00 AM
0
0
0
2:15 AM
0
0
0
2:30 AM
0
1
1
2:45 AM
1
0
1
3:00 AM
0
0
0
3:15 AM
0
0
0
3:30 AM
0
1
1
3:45 AM
0
0
0
4:00 AM
0
0
0
4:15 AM
0
0
0
4:30 AM
0
0
0
4:45 AM
0
0
0
5:00 AM
1
0
1
5:15 AM
0
0
0
5:30 AM
0
0
0
5:45 AM
0
0
0
6:00 AM
0
0
0
6:15 AM
1
0
1
6:30 AM
9
0
9
6:45 AM
14
1
15
7:00 AM
2
1
3
7:15 AM
0
0
0
7:30 AM
1
2
3
7:45 AM
0
2
2
8:00 AM
2
5
7
8:15 AM
2
6
8
8:30 AM
5
1
6
8:45 AM
10
1
11
9:00 AM
3
1
4
9:15 AM
1
1
2
9:30 AM
2
1
3
9:45 AM
1
3
4
10:00 AM
0
2
2
10:15 AM
3
1
4
10:30 AM
2
1
3
10:45 AM
1
1
2
11:00 AM
4
0
4
11:15 AM
3
1
4
11:30 AM
1
4
5
11:45 AM
1
1
2
12:00 PM
1
0
1
12:15 PM
3
2
5
12:30 PM
1
2
3
12:45 PM
1
2
3
1:00 PM
1
1
2
1:15 PM
2
1
3
1:30 PM
0
0
0
1:45 PM
0
1
1
2:00 PM
4
4
8
2:15 PM
5
3
8
2:30 PM
3
2
5
2:45 PM
7
0
7
3:00 PM
0
3
3
3:15 PM
1
5
6
3:30 PM
1
4
5
3:45 PM
7
1
8
4:00 PM
1
1
2
4:15 PM
1
2
3
4:30 PM
1
5
6
4:45 PM
0
1
1
5:00 PM
2
2
4
5:15 PM
0
0
0
5:30 PM
0
1
1
5:45 PM
1
0
1
6:00 PM
0
0
0
6:15 PM
0
0
0
6:30 PM
0
0
0
6:45 PM
0
1
1
7:00 PM
0
0
0
7:15 PM
0
0
0
7:30 PM
0
0
0
7:45 PM
0
0
0
8:00 PM
0
0
0
8:15 PM
0
0
0
8:30 PM
0
0
0
8:45 PM
0
0
0
9:00 PM
0
0
0
9:15 PM
0
0
0
9:30 PM
0
0
0
9:45 PM
0
0
0
10:00 PM
0
0
0
10:15 PM
0
0
0
10:30 PM
0
1
1
10:45 PM
0
0
0
11:00 PM
0
0
0
11:15 PM
0
0
0
11:30 PM
0
0
0
11:45 PM
0
0
0
113
83
196
Study Name KIMBALL AVE @ NE DWY - MON - SB APPROACH
Start Date 05/22/2023
Start Time 12:00 AM
Site Code Trucks and Buses
Channel
KIMBALL AVE
KIMBALL AVE
Direction
Southbound
Northbound
TOTAL
12:00 AM
0
0
0
12:15 AM
0
0
0
12:30 AM
0
0
0
12:45 AM
0
0
0
1:00 AM
0
0
0
1:15 AM
0
0
0
1:30 AM
0
0
0
1:45 AM
0
0
0
2:00 AM
0
0
0
2:15 AM
0
0
0
2:30 AM
1
0
1
2:45 AM
0
1
1
3:00 AM
0
0
0
3:15 AM
0
0
0
3:30 AM
1
0
1
3:45 AM
0
0
0
4:00 AM
0
0
0
4:15 AM
0
0
0
4:30 AM
0
0
0
4:45 AM
0
0
0
5:00 AM
0
1
1
5:15 AM
0
0
0
5:30 AM
0
0
0
5:45 AM
0
0
0
6:00 AM
1
0
1
6:15 AM
0
1
1
6:30 AM
0
10
10
6:45 AM
1
14
15
7:00 AM
1
2
3
7:15 AM
0
0
0
7:30 AM
3
2
5
7:45 AM
3
0
3
8:00 AM
5
2
7
8:15 AM
6
2
8
8:30 AM
1
5
6
8:45 AM
2
10
12
9:00 AM
1
3
4
9:15 AM
2
2
4
9:30 AM
1
2
3
9:45 AM
3
1
4
10:00 AM
3
0
3
10:15 AM
1
5
6
10:30 AM
1
2
3
10:45 AM
1
1
2
11:00 AM
0
4
4
11:15 AM
1
3
4
11:30 AM
5
2
7
11:45 AM
2
1
3
12:00 PM
2
1
3
12:15 PM
2
2
4
12:30 PM
2
2
4
12:45 PM
2
1
3
1:00 PM
1
1
2
1:15 PM
0
3
3
1:30 PM
1
0
1
1:45 PM
2
1
3
2:00 PM
4
5
9
2:15 PM
3
6
9
2:30 PM
1
4
5
2:45 PM
0
7
7
3:00 PM
6
0
6
3:15 PM
5
1
6
3:30 PM
4
1
5
3:45 PM
1
7
8
4:00 PM
1
1
2
4:15 PM
2
1
3
4:30 PM
5
1
6
4:45 PM
1
0
1
5:00 PM
2
2
4
5:15 PM
0
0
0
5:30 PM
1
0
1
5:45 PM
0
2
2
6:00 PM
0
0
0
6:15 PM
0
0
0
6:30 PM
0
0
0
6:45 PM
1
0
1
7:00 PM
0
0
0
7:15 PM
0
0
0
7:30 PM
0
0
0
7:45 PM
0
0
0
8:00 PM
0
0
0
8:15 PM
0
0
0
8:30 PM
0
0
0
8:45 PM
0
0
0
9:00 PM
0
0
0
9:15 PM
0
0
0
9:30 PM
0
0
0
9:45 PM
0
0
0
10:00 PM
0
0
0
10:15 PM
0
0
0
10:30 PM
1
0
1
10:45 PM
0
0
0
11:00 PM
0
0
0
11:15 PM
0
0
0
11:30 PM
0
0
0
11:45 PM
0
0
0
96
125
221
Study Name KIMBALL AVE @ NE DWY - MON - WB APPROACH
Start Date 05/22/2023
Start Time 12:00 AM
Site Code Trucks and Buses
Channel
SCHOOL DWY
SCHOOL DWY
Direction
Westbound
Eastbound
TOTAL
12:00 AM
0
0
0
12:15 AM
0
0
0
12:30 AM
0
0
0
12:45 AM
0
0
0
1:00 AM
0
0
0
1:15 AM
0
0
0
1:30 AM
0
0
0
1:45 AM
0
0
0
2:00 AM
0
0
0
2:15 AM
0
0
0
2:30 AM
0
0
0
2:45 AM
0
0
0
3:00 AM
0
0
0
3:15 AM
0
0
0
3:30 AM
0
0
0
3:45 AM
0
0
0
4:00 AM
0
0
0
4:15 AM
0
0
0
4:30 AM
0
0
0
4:45 AM
0
0
0
5:00 AM
0
0
0
5:15 AM
0
0
0
5:30 AM
0
0
0
5:45 AM
0
0
0
6:00 AM
0
1
1
6:15 AM
0
0
0
6:30 AM
1
0
1
6:45 AM
0
0
0
7:00 AM
0
0
0
7:15 AM
0
0
0
7:30 AM
0
0
0
7:45 AM
0
1
1
8:00 AM
0
0
0
8:15 AM
0
0
0
8:30 AM
0
0
0
8:45 AM
0
0
0
9:00 AM
0
0
0
9:15 AM
0
0
0
9:30 AM
0
0
0
9:45 AM
1
1
2
10:00 AM
0
0
0
10:15 AM
2
0
2
10:30 AM
0
0
0
10:45 AM
0
0
0
11:00 AM
0
0
0
11:15 AM
0
0
0
11:30 AM
1
1
2
11:45 AM
0
0
0
12:00 PM
0
2
2
12:15 PM
1
1
12:30 PM
0
0
12:45 PM
0
0
1:00 PM
0
0
1:15 PM
0
0
1:30 PM
0
1
1:45 PM
1
0
2:00 PM
0
0
2:15 PM
1
0
2:30 PM
2
0
2:45 PM
0
0
3:00 PM
0
3
3:15 PM
0
0
3:30 PM
0
0
3:45 PM
0
0
4:00 PM
0
0
4:15 PM
0
0
4:30 PM
0
0
4:45 PM
0
0
5:00 PM
0
0
5:15 PM
0
0
5:30 PM
0
0
5:45 PM
0
0
6:00 PM
0
0
6:15 PM
0
0
6:30 PM
0
0
6:45 PM
0
0
7:00 PM
0
0
7:15 PM
0
0
7:30 PM
0
0
7:45 PM
0
0
8:00 PM
0
0
8:15 PM
0
0
8:30 PM
0
0
8:45 PM
0
0
9:00 PM
0
0
9:15 PM
0
0
9:30 PM
0
0
9:45 PM
0
0
10:00 PM
0
0
10:15 PM
0
0
10:30 PM
0
0
10:45 PM
0
0
11:00 PM
0
0
11:15 PM
0
0
11:30 PM
0
0
11:45 PM
0
0
10
11
2
0
0
0
0
1
1
0
1
2
0
3
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
21
Study Name KIMBALL AVE @ NE DWY - TUES - EB APPROACH
Start Date 05/23/2023
Start Time 12:00 AM
Site Code Trucks and Buses
Channel
NE DWY
NE DWY
Direction
Eastbound
Westbound
TOTAL
12:00 AM
0
0
0
12:15 AM
0
0
0
12:30 AM
0
0
0
12:45 AM
0
0
0
1:00 AM
0
0
0
1:15 AM
0
0
0
1:30 AM
0
0
0
1:45 AM
0
0
0
2:00 AM
0
0
0
2:15 AM
0
0
0
2:30 AM
0
0
0
2:45 AM
0
0
0
3:00 AM
0
0
0
3:15 AM
0
0
0
3:30 AM
0
0
0
3:45 AM
1
0
1
4:00 AM
0
0
0
4:15 AM
0
0
0
4:30 AM
0
0
0
4:45 AM
0
0
0
5:00 AM
0
0
0
5:15 AM
0
0
0
5:30 AM
0
0
0
5:45 AM
0
0
0
6:00 AM
0
0
0
6:15 AM
0
0
0
6:30 AM
0
0
0
6:45 AM
0
0
0
7:00 AM
0
0
0
7:15 AM
0
0
0
7:30 AM
0
0
0
7:45 AM
0
0
0
8:00 AM
0
0
0
8:15 AM
0
0
0
8:30 AM
0
0
0
8:45 AM
0
0
0
9:00 AM
0
0
0
9:15 AM
0
0
0
9:30 AM
0
0
0
9:45 AM
0
0
0
10:00 AM
0
1
1
10:15 AM
1
0
1
10:30 AM
0
0
0
10:45 AM
0
0
0
11:00 AM
0
1
1
11:15 AM
1
0
1
11:30 AM
2
1
3
11:45 AM
1
0
1
12:00 PM
0
0
0
12:15 PM
0 0
12:30 PM
0 0
12:45 PM
0 0
1:00 PM
0 0
1:15 PM
0 0
1:30 PM
0 1
1:45 PM
0 0
2:00 PM
0 0
2:15 PM
0 0
2:30 PM
0 0
2:45 PM
0 1
3:00 PM
1 0
3:15 PM
0 0
3:30 PM
1 0
3:45 PM
0 0
4:00 PM
0 0
4:15 PM
0 0
4:30 PM
0 0
4:45 PM
0 0
5:00 PM
0 0
5:15 PM
0 0
5:30 PM
0 0
5:45 PM
0 0
6:00 PM
0 0
6:15 PM
0 0
6:30 PM
0 0
6:45 PM
0 0
7:00 PM
0 0
7:15 PM
0 0
7:30 PM
0 0
7:45 PM
0 0
8:00 PM
0 0
8:15 PM
0 0
8:30 PM
0 1
8:45 PM
0 0
9:00 PM
0 0
9:15 PM
0 0
9:30 PM
0 0
9:45 PM
0 0
10:00 PM
0 0
10:15 PM
0 0
10:30 PM
0 0
10:45 PM
0 0
11:00 PM
0 0
11:15 PM
0 0
11:30 PM
0 0
11:45 PM
0 0
8 6
0
0
0
0
0
1
0
0
0
0
1
1
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
14
Study Name KIMBALL AVE @ NE DWY - TUES - NB APPROACH
Start Date 05/23/2023
Start Time 12:00 AM
Site Code Trucks and Buses
Channel
KIMBALL AVE
KIMBALL AVE
Direction
Northbound
Southbound
TOTAL
12:00 AM
0
0
0
12:15 AM
0
0
0
12:30 AM
0
0
0
12:45 AM
0
0
0
1:00 AM
0
0
0
1:15 AM
0
0
0
1:30 AM
0
0
0
1:45 AM
0
0
0
2:00 AM
0
0
0
2:15 AM
0
0
0
2:30 AM
0
0
0
2:45 AM
0
0
0
3:00 AM
0
0
0
3:15 AM
0
0
0
3:30 AM
0
0
0
3:45 AM
0
1
1
4:00 AM
0
0
0
4:15 AM
0
0
0
4:30 AM
0
0
0
4:45 AM
0
0
0
5:00 AM
0
1
1
5:15 AM
1
0
1
5:30 AM
0
0
0
5:45 AM
0
0
0
6:00 AM
0
0
0
6:15 AM
0
0
0
6:30 AM
10
0
10
6:45 AM
11
0
11
7:00 AM
5
1
6
7:15 AM
0
1
1
7:30 AM
0
1
1
7:45 AM
0
2
2
8:00 AM
3
6
9
8:15 AM
2
4
6
8:30 AM
2
2
4
8:45 AM
1
1
2
9:00 AM
5
0
5
9:15 AM
4
2
6
9:30 AM
0
2
2
9:45 AM
1
4
5
10:00 AM
1
0
1
10:15 AM
3
1
4
10:30 AM
2
1
3
10:45 AM
2
0
2
11:00 AM
3
1
4
11:15 AM
2
0
2
11:30 AM
1
4
5
11:45 AM
0
0
0
12:00 PM
1
2
3
12:15 PM
1
0
1
12:30 PM
3
1
4
12:45 PM
1
0
1
1:00 PM
3
1
4
1:15 PM
3
1
4
1:30 PM
1
0
1
1:45 PM
0
1
1
2:00 PM
3
5
8
2:15 PM
2
0
2
2:30 PM
9
2
11
2:45 PM
4
0
4
3:00 PM
0
0
0
3:15 PM
1
4
5
3:30 PM
1
5
6
3:45 PM
9
3
12
4:00 PM
1
2
3
4:15 PM
1
3
4
4:30 PM
0
5
5
4:45 PM
4
1
5
5:00 PM
0
1
1
5:15 PM
2
1
3
5:30 PM
0
4
4
5:45 PM
3
0
3
6:00 PM
1
1
2
6:15 PM
0
2
2
6:30 PM
0
0
0
6:45 PM
1
1
2
7:00 PM
0
0
0
7:15 PM
1
0
1
7:30 PM
0
0
0
7:45 PM
0
1
1
8:00 PM
0
0
0
8:15 PM
1
0
1
8:30 PM
1
0
1
8:45 PM
0
0
0
9:00 PM
0
0
0
9:15 PM
0
0
0
9:30 PM
0
0
0
9:45 PM
0
0
0
10:00 PM
0
0
0
10:15 PM
0
0
0
10:30 PM
0
0
0
10:45 PM
0
0
0
11:00 PM
0
0
0
11:15 PM
0
0
0
11:30 PM
0
0
0
11:45 PM
0
0
0
117
82
199
Study Name KIMBALL AVE @ NE DWY - TUES - SB APPROACH
Start Date 05/23/2023
Start Time 12:00 AM
Site Code Trucks and Buses
Channel
KIMBALL AVE
KIMBALL AVE
Direction
Southbound
Northbound
TOTAL
12:00 AM
1
1
2
12:15 AM
0
0
0
12:30 AM
0
0
0
12:45 AM
0
0
0
1:00 AM
0
0
0
1:15 AM
0
0
0
1:30 AM
0
0
0
1:45 AM
0
0
0
2:00 AM
0
0
0
2:15 AM
0
0
0
2:30 AM
0
0
0
2:45 AM
0
0
0
3:00 AM
0
0
0
3:15 AM
0
0
0
3:30 AM
0
0
0
3:45 AM
0
0
0
4:00 AM
0
0
0
4:15 AM
0
0
0
4:30 AM
0
0
0
4:45 AM
1
1
2
5:00 AM
2
1
3
5:15 AM
0
1
1
5:30 AM
0
0
0
5:45 AM
0
0
0
6:00 AM
0
0
0
6:15 AM
0
0
0
6:30 AM
0
10
10
6:45 AM
0
11
11
7:00 AM
1
5
6
7:15 AM
1
0
1
7:30 AM
1
0
1
7:45 AM
3
0
3
8:00 AM
6
3
9
8:15 AM
4
2
6
8:30 AM
2
2
4
8:45 AM
1
1
2
9:00 AM
0
5
5
9:15 AM
2
4
6
9:30 AM
2
0
2
9:45 AM
4
1
5
10:00 AM
1
1
2
10:15 AM
0
5
5
10:30 AM
1
2
3
10:45 AM
0
2
2
11:00 AM
2
3
5
11:15 AM
0
3
3
11:30 AM
3
1
4
11:45 AM
0
1
1
12:00 PM
4
1
5
12:15 PM
1
2
3
12:30 PM
1
3
4
12:45 PM
0
1
1
1:00 PM
1
3
4
1:15 PM
1
3
4
1:30 PM
0
0
0
1:45 PM
1
0
1
2:00 PM
5
3
8
2:15 PM
0
2
2
2:30 PM
1
10
11
2:45 PM
0
3
3
3:00 PM
3
1
4
3:15 PM
4
1
5
3:30 PM
4
1
5
3:45 PM
3
9
12
4:00 PM
2
1
3
4:15 PM
3
1
4
4:30 PM
5
0
5
4:45 PM
0
3
3
5:00 PM
1
0
1
5:15 PM
1
2
3
5:30 PM
4
0
4
5:45 PM
0
3
3
6:00 PM
1
1
2
6:15 PM
2
0
2
6:30 PM
0
0
0
6:45 PM
1
1
2
7:00 PM
0
0
0
7:15 PM
0
1
1
7:30 PM
0
0
0
7:45 PM
1
0
1
8:00 PM
0
0
0
8:15 PM
0
1
1
8:30 PM
0
0
0
8:45 PM
0
0
0
9:00 PM
0
0
0
9:15 PM
0
0
0
9:30 PM
0
0
0
9:45 PM
0
0
0
10:00 PM
0
0
0
10:15 PM
0
0
0
10:30 PM
0
0
0
10:45 PM
0
0
0
11:00 PM
0
0
0
11:15 PM
0
0
0
11:30 PM
0
0
0
11:45 PM
0
0
0
88
123
211
Study Name KIMBALL AVE @ NE DWY - TUES - WB APPROACH
Start Date 05/23/2023
Start Time 12:00 AM
Site Code Trucks and Buses
Channel
SCHOOL DWY
SCHOOL DWY
Direction
Westbound
Eastbound
TOTAL
12:00 AM
0
0
0
12:15 AM
0
0
0
12:30 AM
0
0
0
12:45 AM
0
0
0
1:00 AM
0
0
0
1:15 AM
0
0
0
1:30 AM
0
0
0
1:45 AM
0
0
0
2:00 AM
0
0
0
2:15 AM
0
0
0
2:30 AM
0
0
0
2:45 AM
0
0
0
3:00 AM
0
0
0
3:15 AM
0
0
0
3:30 AM
0
0
0
3:45 AM
0
0
0
4:00 AM
0
0
0
4:15 AM
0
0
0
4:30 AM
0
0
0
4:45 AM
0
0
0
5:00 AM
1
1
2
5:15 AM
0
0
0
5:30 AM
0
0
0
5:45 AM
0
0
0
6:00 AM
0
0
0
6:15 AM
0
0
0
6:30 AM
0
0
0
6:45 AM
0
0
0
7:00 AM
0
0
0
7:15 AM
0
0
0
7:30 AM
0
0
0
7:45 AM
0
1
1
8:00 AM
0
0
0
8:15 AM
0
0
0
8:30 AM
0
0
0
8:45 AM
0
0
0
9:00 AM
0
0
0
9:15 AM
0
0
0
9:30 AM
0
0
0
9:45 AM
0
0
0
10:00 AM
0
0
0
10:15 AM
2
0
2
10:30 AM
1
1
2
10:45 AM
0
0
0
11:00 AM
0
0
0
11:15 AM
0
0
0
11:30 AM
0
0
0
11:45 AM
0
0
0
12:00 PM
0
2
2
12:15 PM
0
0
0
12:30 PM
0
0
0
12:45 PM
0
0
0
1:00 PM
0
0
0
1:15 PM
0
0
0
1:30 PM
0
0
0
1:45 PM
0
0
0
2:00 PM
0
0
0
2:15 PM
0
0
0
2:30 PM
2
0
2
2:45 PM
0
0
0
3:00 PM
0
3
3
3:15 PM
0
0
0
3:30 PM
0
0
0
3:45 PM
0
0
0
4:00 PM
0
0
0
4:15 PM
0
0
0
4:30 PM
0
0
0
4:45 PM
1
1
2
5:00 PM
0
0
0
5:15 PM
0
0
0
5:30 PM
0
0
0
5:45 PM
0
0
0
6:00 PM
0
0
0
6:15 PM
0
0
0
6:30 PM
0
0
0
6:45 PM
0
0
0
7:00 PM
0
0
0
7:15 PM
0
0
0
7:30 PM
0
0
0
7:45 PM
0
0
0
8:00 PM
0
0
0
8:15 PM
0
0
0
8:30 PM
0
0
0
8:45 PM
0
0
0
9:00 PM
0
0
0
9:15 PM
0
0
0
9:30 PM
0
0
0
9:45 PM
0
0
0
10:00 PM
0
0
0
10:15 PM
0
0
0
10:30 PM
0
0
0
10:45 PM
0
0
0
11:00 PM
0
0
0
11:15 PM
0
0
0
11:30 PM
0
0
0
11:45 PM
0
0
0
7
9
16
Study Name KIMBALL AVE @ NE DWY - WED - EB APPROACH
Start Date 05/24/2023
Start Time 12:00 AM
Site Code Trucks and Buses
Channel
NE DWY
NE DWY
Direction
Eastbound
Westbound
TOTAL
12:00 AM
0
0
0
12:15 AM
0
0
0
12:30 AM
0
0
0
12:45 AM
0
0
0
1:00 AM
0
0
0
1:15 AM
0
0
0
1:30 AM
0
0
0
1:45 AM
0
0
0
2:00 AM
0
0
0
2:15 AM
0
0
0
2:30 AM
0
0
0
2:45 AM
0
0
0
3:00 AM
0
0
0
3:15 AM
0
0
0
3:30 AM
0
0
0
3:45 AM
0
0
0
4:00 AM
0
0
0
4:15 AM
0
0
0
4:30 AM
0
0
0
4:45 AM
0
0
0
5:00 AM
0
0
0
5:15 AM
0
0
0
5:30 AM
0
0
0
5:45 AM
0
0
0
6:00 AM
0
0
0
6:15 AM
0
0
0
6:30 AM
0
0
0
6:45 AM
0
1
1
7:00 AM
0
0
0
7:15 AM
0
0
0
7:30 AM
0
0
0
7:45 AM
1
0
1
8:00 AM
0
0
0
8:15 AM
0
0
0
8:30 AM
0
0
0
8:45 AM
0
0
0
9:00 AM
0
0
0
9:15 AM
1
1
2
9:30 AM
0
0
0
9:45 AM
0
0
0
10:00 AM
0
0
0
10:15 AM
0
0
0
10:30 AM
0
0
0
10:45 AM
0
0
0
11:00 AM
0
1
1
11:15 AM
0
0
0
11:30 AM
0
0
0
11:45 AM
0
0
0
12:00 PM
0
0
0
12:15 PM
0 0
12:30 PM
0 0
12:45 PM
0 1
1:00 PM
1 1
1:15 PM
1 0
1:30 PM
0 0
1:45 PM
0 1
2:00 PM
0 0
2:15 PM
1 0
2:30 PM
1 0
2:45 PM
0 0
3:00 PM
0 0
3:15 PM
1 0
3:30 PM
0 0
3:45 PM
0 0
4:00 PM
0 0
4:15 PM
0 0
4:30 PM
0 0
4:45 PM
0 0
5:00 PM
0 0
5:15 PM
0 0
5:30 PM
0 1
5:45 PM
0 0
6:00 PM
0 0
6:15 PM
0 0
6:30 PM
0 0
6:45 PM
0 0
7:00 PM
0 0
7:15 PM
0 0
7:30 PM
0 0
7:45 PM
0 0
8:00 PM
0 0
8:15 PM
0 0
8:30 PM
0 0
8:45 PM
0 0
9:00 PM
0 0
9:15 PM
0 0
9:30 PM
0 0
9:45 PM
0 0
10:00 PM
0 0
10:15 PM
0 0
10:30 PM
0 0
10:45 PM
0 0
11:00 PM
0 0
11:15 PM
0 0
11:30 PM
0 0
11:45 PM
0 0
7 7
0
1
1
0
0
1
0
0
0
0
0
0
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
14
Study Name KIMBALL AVE @ NE DWY - WED - NB APPROACH
Start Date 05/24/2023
Start Time 12:00 AM
Site Code Trucks and Buses
Channel
KIMBALL AVE
KIMBALL AVE
Direction
Northbound
Southbound
TOTAL
12:00 AM
0
0
0
12:15 AM
0
1
1
12:30 AM
0
0
0
12:45 AM
0
0
0
1:00 AM
0
0
0
1:15 AM
0
0
0
1:30 AM
0
0
0
1:45 AM
0
0
0
2:00 AM
0
0
0
2:15 AM
0
0
0
2:30 AM
0
0
0
2:45 AM
0
0
0
3:00 AM
0
0
0
3:15 AM
0
0
0
3:30 AM
0
0
0
3:45 AM
0
0
0
4:00 AM
0
0
0
4:15 AM
0
0
0
4:30 AM
0
0
0
4:45 AM
0
0
0
5:00 AM
0
0
0
5:15 AM
0
0
0
5:30 AM
1
1
2
5:45 AM
0
0
0
6:00 AM
0
0
0
6:15 AM
0
0
0
6:30 AM
10
0
10
6:45 AM
15
0
15
7:00 AM
2
0
2
7:15 AM
0
1
1
7:30 AM
2
3
5
7:45 AM
3
3
6
8:00 AM
2
3
5
8:15 AM
2
6
8
8:30 AM
1
0
1
8:45 AM
0
1
1
9:00 AM
0
2
2
9:15 AM
0
3
3
9:30 AM
2
1
3
9:45 AM
5
1
6
10:00 AM
2
0
2
10:15 AM
1
3
4
10:30 AM
1
6
7
10:45 AM
5
1
6
11:00 AM
4
2
6
11:15 AM
4
1
5
11:30 AM
3
1
4
11:45 AM
1
2
3
12:00 PM
10
3
13
12:15 PM
6
1
7
12:30 PM
2
1
3
12:45 PM
8
2
10
1:00 PM
1
1
2
1:15 PM
1
7
8
1:30 PM
2
5
7
1:45 PM
1
0
1
2:00 PM
1
0
1
2:15 PM
8
2
10
2:30 PM
3
2
5
2:45 PM
1
0
1
3:00 PM
4
1
5
3:15 PM
2
6
8
3:30 PM
2
3
5
3:45 PM
1
5
6
4:00 PM
1
2
3
4:15 PM
0
0
0
4:30 PM
2
1
3
4:45 PM
1
1
2
5:00 PM
0
0
0
5:15 PM
0
0
0
5:30 PM
1
0
1
5:45 PM
1
0
1
6:00 PM
0
0
0
6:15 PM
0
2
2
6:30 PM
1
0
1
6:45 PM
1
0
1
7:00 PM
0
1
1
7:15 PM
1
3
4
7:30 PM
0
1
1
7:45 PM
0
0
0
8:00 PM
1
0
1
8:15 PM
0
0
0
8:30 PM
0
0
0
8:45 PM
0
0
0
9:00 PM
1
0
1
9:15 PM
0
0
0
9:30 PM
0
0
0
9:45 PM
0
0
0
10:00 PM
0
0
0
10:15 PM
0
0
0
10:30 PM
0
0
0
10:45 PM
0
0
0
11:00 PM
0
0
0
11:15 PM
0
0
0
11:30 PM
0
0
0
11:45 PM
0
0
0
130
92
222
Study Name KIMBALL AVE @ NE DWY - WED - SB APPROACH
Start Date 05/24/2023
Start Time 12:00 AM
Site Code Trucks and Buses
Channel
KIMBALL AVE
KIMBALL AVE
Direction
Southbound
Northbound
TOTAL
12:00 AM
0
0
0
12:15 AM
1
0
1
12:30 AM
0
0
0
12:45 AM
0
0
0
1:00 AM
0
0
0
1:15 AM
0
0
0
1:30 AM
0
0
0
1:45 AM
0
0
0
2:00 AM
0
0
0
2:15 AM
0
0
0
2:30 AM
0
0
0
2:45 AM
0
0
0
3:00 AM
0
0
0
3:15 AM
0
0
0
3:30 AM
0
0
0
3:45 AM
0
0
0
4:00 AM
0
0
0
4:15 AM
0
0
0
4:30 AM
0
0
0
4:45 AM
0
0
0
5:00 AM
0
0
0
5:15 AM
0
0
0
5:30 AM
1
1
2
5:45 AM
0
0
0
6:00 AM
0
0
0
6:15 AM
0
0
0
6:30 AM
0
10
10
6:45 AM
1
15
16
7:00 AM
0
2
2
7:15 AM
1
0
1
7:30 AM
4
3
7
7:45 AM
4
4
8
8:00 AM
3
2
5
8:15 AM
6
2
8
8:30 AM
0
0
0
8:45 AM
1
1
2
9:00 AM
2
0
2
9:15 AM
4
1
5
9:30 AM
1
2
3
9:45 AM
1
5
6
10:00 AM
0
2
2
10:15 AM
3
1
4
10:30 AM
6
1
7
10:45 AM
1
5
6
11:00 AM
2
3
5
11:15 AM
1
4
5
11:30 AM
1
3
4
11:45 AM
2
1
3
12:00 PM
3
10
13
12:15 PM
1
6
7
12:30 PM
1
2
3
12:45 PM
3
8
11
1:00 PM
2
2
4
1:15 PM
7
2
9
1:30 PM
5
2
7
1:45 PM
1
1
2
2:00 PM
0
1
1
2:15 PM
2
9
11
2:30 PM
1
6
7
2:45 PM
0
1
1
3:00 PM
4
4
8
3:15 PM
5
2
7
3:30 PM
3
2
5
3:45 PM
5
1
6
4:00 PM
2
1
3
4:15 PM
0
0
0
4:30 PM
1
2
3
4:45 PM
1
1
2
5:00 PM
0
0
0
5:15 PM
0
0
0
5:30 PM
1
1
2
5:45 PM
0
1
1
6:00 PM
0
0
0
6:15 PM
2
0
2
6:30 PM
0
1
1
6:45 PM
0
1
1
7:00 PM
1
0
1
7:15 PM
3
1
4
7:30 PM
1
0
1
7:45 PM
0
0
0
8:00 PM
0
1
1
8:15 PM
0
0
0
8:30 PM
0
0
0
8:45 PM
0
0
0
9:00 PM
0
1
1
9:15 PM
0
0
0
9:30 PM
0
0
0
9:45 PM
0
0
0
10:00 PM
0
0
0
10:15 PM
0
0
0
10:30 PM
0
0
0
10:45 PM
0
0
0
11:00 PM
0
0
0
11:15 PM
0
0
0
11:30 PM
0
0
0
11:45 PM
0
0
0
101
138
239
Study Name KIMBALL AVE @ NE DWY - WED - WB APPROACH
Start Date 05/24/2023
Start Time 12:00 AM
Site Code Trucks and Buses
Channel
SCHOOL DWY
SCHOOL DWY
Direction
Westbound
Eastbound
TOTAL
12:00 AM
0
0
0
12:15 AM
0
0
0
12:30 AM
0
0
0
12:45 AM
0
0
0
1:00 AM
0
0
0
1:15 AM
0
0
0
1:30 AM
0
0
0
1:45 AM
0
0
0
2:00 AM
0
0
0
2:15 AM
0
0
0
2:30 AM
0
0
0
2:45 AM
0
0
0
3:00 AM
0
0
0
3:15 AM
0
0
0
3:30 AM
0
0
0
3:45 AM
0
0
0
4:00 AM
0
0
0
4:15 AM
0
0
0
4:30 AM
0
0
0
4:45 AM
0
0
0
5:00 AM
0
0
0
5:15 AM
0
0
0
5:30 AM
0
0
0
5:45 AM
0
0
0
6:00 AM
0
0
0
6:15 AM
0
0
0
6:30 AM
0
0
0
6:45 AM
0
0
0
7:00 AM
0
0
0
7:15 AM
0
0
0
7:30 AM
0
0
0
7:45 AM
0
1
1
8:00 AM
0
0
0
8:15 AM
0
0
0
8:30 AM
0
1
1
8:45 AM
1
0
1
9:00 AM
0
0
0
9:15 AM
0
0
0
9:30 AM
0
0
0
9:45 AM
0
0
0
10:00 AM
0
0
0
10:15 AM
0
0
0
10:30 AM
0
0
0
10:45 AM
0
0
0
11:00 AM
0
0
0
11:15 AM
0
0
0
11:30 AM
0
0
0
11:45 AM
0
0
0
12:00 PM
0
0
0
12:15 PM
0
0 0
12:30 PM
0
0 0
12:45 PM
0
0 0
1:00 PM
0
0 0
1:15 PM
0
0 0
1:30 PM
0
0 0
1:45 PM
0
0 0
2:00 PM
0
0 0
2:15 PM
0
0 0
2:30 PM
3
0 3
2:45 PM
0
0 0
3:00 PM
0
3 3
3:15 PM
0
0 0
3:30 PM
0
0 0
3:45 PM
0
0 0
4:00 PM
0
0 0
4:15 PM
0
0 0
4:30 PM
0
0 0
4:45 PM
0
0 0
5:00 PM
0
0 0
5:15 PM
0
0 0
5:30 PM
0
0 0
5:45 PM
0
0 0
6:00 PM
0
0 0
6:15 PM
0
0 0
6:30 PM
0
0 0
6:45 PM
0
0 0
7:00 PM
0
0 0
7:15 PM
0
0 0
7:30 PM
0
0 0
7:45 PM
0
0 0
8:00 PM
0
0 0
8:15 PM
0
0 0
8:30 PM
0
0 0
8:45 PM
0
0 0
9:00 PM
0
0 0
9:15 PM
0
0 0
9:30 PM
0
0 0
9:45 PM
0
0 0
10:00 PM
0
0 0
10:15 PM
0
0 0
10:30 PM
0
0 0
10:45 PM
0
0 0
11:00 PM
0
0 0
11:15 PM
0
0 0
11:30 PM
0
0 0
11:45 PM
0
0 0
4
5 9
Study Name VILLAGE CENTER DR @ S DWY - MON - EB APPROACH
Start Date 05/22/2023
Start Time 12:00 AM
Site Code Trucks and Buses
Channel
VILLAGE CENTER DR
VILLAGE CENTER DR
Direction
Eastbound
Westbound
TOTAL
12:00 AM
0
0
0
12:15 AM
0
0
0
12:30 AM
0
0
0
12:45 AM
0
0
0
1:00 AM
0
0
0
1:15 AM
0
0
0
1:30 AM
0
0
0
1:45 AM
0
0
0
2:00 AM
0
0
0
2:15 AM
0
0
0
2:30 AM
0
0
0
2:45 AM
0
0
0
3:00 AM
0
0
0
3:15 AM
0
0
0
3:30 AM
0
0
0
3:45 AM
0
0
0
4:00 AM
0
0
0
4:15 AM
0
0
0
4:30 AM
0
0
0
4:45 AM
0
0
0
5:00 AM
0
0
0
5:15 AM
0
0
0
5:30 AM
0
0
0
5:45 AM
0
0
0
6:00 AM
0
0
0
6:15 AM
0
0
0
6:30 AM
0
0
0
6:45 AM
0
0
0
7:00 AM
0
0
0
7:15 AM
0
0
0
7:30 AM
0
0
0
7:45 AM
0
0
0
8:00 AM
0
0
0
8:15 AM
0
0
0
8:30 AM
0
0
0
8:45 AM
0
0
0
9:00 AM
0
0
0
9:15 AM
0
0
0
9:30 AM
0
0
0
9:45 AM
0
0
0
10:00 AM
0
0
0
10:15 AM
0
0
0
10:30 AM
0
0
0
10:45 AM
0
0
0
11:00 AM
0
0
0
11:15 AM
0
0
0
11:30 AM
0
0
0
11:45 AM
1
1
2
12:00 PM
0
0
0
12:15 PM
0
0 0
12:30 PM
0
0 0
12:45 PM
0
0 0
1:00 PM
0
0 0
1:15 PM
0
0 0
1:30 PM
0
0 0
1:45 PM
0
0 0
2:00 PM
0
0 0
2:15 PM
0
0 0
2:30 PM
0
0 0
2:45 PM
0
0 0
3:00 PM
0
0 0
3:15 PM
0
0 0
3:30 PM
0
0 0
3:45 PM
0
0 0
4:00 PM
0
0 0
4:15 PM
0
0 0
4:30 PM
0
0 0
4:45 PM
0
0 0
5:00 PM
0
0 0
5:15 PM
0
0 0
5:30 PM
0
0 0
5:45 PM
0
0 0
6:00 PM
0
0 0
6:15 PM
0
0 0
6:30 PM
0
0 0
6:45 PM
0
0 0
7:00 PM
0
0 0
7:15 PM
0
0 0
7:30 PM
0
0 0
7:45 PM
0
0 0
8:00 PM
0
0 0
8:15 PM
0
0 0
8:30 PM
0
0 0
8:45 PM
0
0 0
9:00 PM
0
0 0
9:15 PM
0
0 0
9:30 PM
0
0 0
9:45 PM
0
0 0
10:00 PM
0
0 0
10:15 PM
0
0 0
10:30 PM
0
0 0
10:45 PM
0
0 0
11:00 PM
0
0 0
11:15 PM
0
0 0
11:30 PM
0
0 0
11:45 PM
0
0 0
1
1 2
Study Name VILLAGE CENTER DR @ S DWY - MON - NB APPROACH
Start Date 05/22/2023
Start Time 12:00 AM
Site Code Trucks and Buses
Channel
SCHOOL DWY
SCHOOL DWY
Direction
Northbound
Southbound
TOTAL
12:00 AM
0
0
0
12:15 AM
0
0
0
12:30 AM
0
0
0
12:45 AM
0
0
0
1:00 AM
0
0
0
1:15 AM
0
0
0
1:30 AM
0
0
0
1:45 AM
0
0
0
2:00 AM
0
0
0
2:15 AM
0
0
0
2:30 AM
0
0
0
2:45 AM
0
0
0
3:00 AM
0
0
0
3:15 AM
0
0
0
3:30 AM
0
0
0
3:45 AM
0
0
0
4:00 AM
0
0
0
4:15 AM
0
0
0
4:30 AM
0
0
0
4:45 AM
0
0
0
5:00 AM
0
0
0
5:15 AM
0
0
0
5:30 AM
0
0
0
5:45 AM
0
0
0
6:00 AM
0
0
0
6:15 AM
0
0
0
6:30 AM
0
0
0
6:45 AM
0
0
0
7:00 AM
0
0
0
7:15 AM
0
0
0
7:30 AM
0
0
0
7:45 AM
0
0
0
8:00 AM
0
0
0
8:15 AM
0
0
0
8:30 AM
0
0
0
8:45 AM
0
0
0
9:00 AM
0
0
0
9:15 AM
0
0
0
9:30 AM
0
0
0
9:45 AM
0
0
0
10:00 AM
0
0
0
10:15 AM
0
0
0
10:30 AM
0
0
0
10:45 AM
0
0
0
11:00 AM
0
0
0
11:15 AM
0
0
0
11:30 AM
0
0
0
11:45 AM
0
0
0
12:00 PM
0
0
0
12:15 PM
0 0
12:30 PM
0 0
12:45 PM
0 1
1:00 PM
1 0
1:15 PM
0 0
1:30 PM
0 1
1:45 PM
0 0
2:00 PM
1 0
2:15 PM
0 0
2:30 PM
0 0
2:45 PM
0 0
3:00 PM
0 0
3:15 PM
0 0
3:30 PM
0 0
3:45 PM
0 0
4:00 PM
0 0
4:15 PM
0 0
4:30 PM
0 0
4:45 PM
0 0
5:00 PM
0 0
5:15 PM
0 0
5:30 PM
0 0
5:45 PM
0 0
6:00 PM
0 0
6:15 PM
0 0
6:30 PM
0 0
6:45 PM
0 0
7:00 PM
0 0
7:15 PM
0 0
7:30 PM
0 0
7:45 PM
0 0
8:00 PM
0 0
8:15 PM
0 0
8:30 PM
0 0
8:45 PM
0 0
9:00 PM
0 0
9:15 PM
0 0
9:30 PM
0 0
9:45 PM
0 0
10:00 PM
0 0
10:15 PM
0 0
10:30 PM
0 0
10:45 PM
0 0
11:00 PM
0 0
11:15 PM
0 0
11:30 PM
0 0
11:45 PM
0 0
2 2
1
0
1
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4
Study Name VILLAGE CENTER DR @ S DWY - MON - SB APPROACH
Start Date 05/22/2023
Start Time 12:00 AM
Site Code Trucks and Buses
Channel
S DWY
S DWY
Direction
Southbound
Northbound
TOTAL
12:00 AM
0
0
0
12:15 AM
0
0
0
12:30 AM
0
0
0
12:45 AM
0
0
0
1:00 AM
0
0
0
1:15 AM
0
0
0
1:30 AM
0
0
0
1:45 AM
0
0
0
2:00 AM
0
0
0
2:15 AM
0
0
0
2:30 AM
0
0
0
2:45 AM
0
0
0
3:00 AM
0
0
0
3:15 AM
0
0
0
3:30 AM
0
0
0
3:45 AM
0
0
0
4:00 AM
0
0
0
4:15 AM
0
0
0
4:30 AM
0
0
0
4:45 AM
0
0
0
5:00 AM
0
0
0
5:15 AM
0
0
0
5:30 AM
0
0
0
5:45 AM
0
0
0
6:00 AM
0
0
0
6:15 AM
0
0
0
6:30 AM
0
0
0
6:45 AM
0
0
0
7:00 AM
0
0
0
7:15 AM
0
0
0
7:30 AM
0
0
0
7:45 AM
0
0
0
8:00 AM
0
0
0
8:15 AM
0
0
0
8:30 AM
0
0
0
8:45 AM
0
0
0
9:00 AM
0
1
1
9:15 AM
0
0
0
9:30 AM
0
0
0
9:45 AM
0
0
0
10:00 AM
0
0
0
10:15 AM
1
0
1
10:30 AM
0
0
0
10:45 AM
0
0
0
11:00 AM
0
0
0
11:15 AM
0
0
0
11:30 AM
0
0
0
11:45 AM
2
1
3
12:00 PM
1
0
1
12:15 PM
0
0 0
12:30 PM
1
0 1
12:45 PM
0
0 0
1:00 PM
0
0 0
1:15 PM
0
0 0
1:30 PM
0
0 0
1:45 PM
0
0 0
2:00 PM
0
0 0
2:15 PM
0
0 0
2:30 PM
0
0 0
2:45 PM
0
0 0
3:00 PM
1
1 2
3:15 PM
0
0 0
3:30 PM
0
0 0
3:45 PM
0
0 0
4:00 PM
0
0 0
4:15 PM
0
0 0
4:30 PM
0
0 0
4:45 PM
0
0 0
5:00 PM
0
0 0
5:15 PM
0
0 0
5:30 PM
0
0 0
5:45 PM
0
0 0
6:00 PM
0
0 0
6:15 PM
0
0 0
6:30 PM
0
0 0
6:45 PM
0
0 0
7:00 PM
0
0 0
7:15 PM
0
0 0
7:30 PM
0
0 0
7:45 PM
0
0 0
8:00 PM
0
0 0
8:15 PM
0
0 0
8:30 PM
0
0 0
8:45 PM
0
0 0
9:00 PM
0
0 0
9:15 PM
0
0 0
9:30 PM
0
0 0
9:45 PM
0
0 0
10:00 PM
0
0 0
10:15 PM
0
0 0
10:30 PM
0
0 0
10:45 PM
0
0 0
11:00 PM
0
0 0
11:15 PM
0
0 0
11:30 PM
0
0 0
11:45 PM
0
0 0
6
3 9
Study Name VILLAGE CENTER DR @ S DWY - MON - WB APPROACH
Start Date 05/22/2023
Start Time 12:00 AM
Site Code Trucks and Buses
Channel
VILLAGE CENTER DR
VILLAGE CENTER DR
Direction
Westbound
Eastbound
TOTAL
12:00 AM
0
0
0
12:15 AM
0
0
0
12:30 AM
0
0
0
12:45 AM
0
0
0
1:00 AM
0
0
0
1:15 AM
0
0
0
1:30 AM
0
0
0
1:45 AM
0
0
0
2:00 AM
0
0
0
2:15 AM
0
0
0
2:30 AM
0
0
0
2:45 AM
0
0
0
3:00 AM
0
0
0
3:15 AM
0
0
0
3:30 AM
0
0
0
3:45 AM
0
0
0
4:00 AM
0
0
0
4:15 AM
0
0
0
4:30 AM
0
0
0
4:45 AM
0
0
0
5:00 AM
0
0
0
5:15 AM
0
0
0
5:30 AM
0
0
0
5:45 AM
0
0
0
6:00 AM
0
0
0
6:15 AM
0
0
0
6:30 AM
0
0
0
6:45 AM
0
0
0
7:00 AM
0
0
0
7:15 AM
0
0
0
7:30 AM
0
0
0
7:45 AM
0
0
0
8:00 AM
0
0
0
8:15 AM
0
0
0
8:30 AM
0
0
0
8:45 AM
0
0
0
9:00 AM
1
0
1
9:15 AM
0
0
0
9:30 AM
0
0
0
9:45 AM
0
0
0
10:00 AM
0
0
0
10:15 AM
0
1
1
10:30 AM
0
0
0
10:45 AM
0
0
0
11:00 AM
0
0
0
11:15 AM
0
0
0
11:30 AM
0
0
0
11:45 AM
1
2
3
12:00 PM
0
1
1
12:15 PM
0 0
12:30 PM
0 1
12:45 PM
1 0
1:00 PM
0 1
1:15 PM
0 0
1:30 PM
1 0
1:45 PM
0 0
2:00 PM
0 1
2:15 PM
0 0
2:30 PM
0 0
2:45 PM
0 0
3:00 PM
1 1
3:15 PM
0 0
3:30 PM
0 0
3:45 PM
0 0
4:00 PM
0 0
4:15 PM
0 0
4:30 PM
0 0
4:45 PM
0 0
5:00 PM
0 0
5:15 PM
0 0
5:30 PM
0 0
5:45 PM
0 0
6:00 PM
0 0
6:15 PM
0 0
6:30 PM
0 0
6:45 PM
0 0
7:00 PM
0 0
7:15 PM
0 0
7:30 PM
0 0
7:45 PM
0 0
8:00 PM
0 0
8:15 PM
0 0
8:30 PM
0 0
8:45 PM
0 0
9:00 PM
0 0
9:15 PM
0 0
9:30 PM
0 0
9:45 PM
0 0
10:00 PM
0 0
10:15 PM
0 0
10:30 PM
0 0
10:45 PM
0 0
11:00 PM
0 0
11:15 PM
0 0
11:30 PM
0 0
11:45 PM
0 0
5 8
1
0
1
0
1
0
0
0
2
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
13
Study Name VILLAGE CENTER DR @ S DWY - TUES - EB APPROACH
Start Date 05/23/2023
Start Time 12:00 AM
Site Code Trucks and Buses
Channel
VILLAGE CENTER DR
VILLAGE CENTER DR
Direction
Eastbound
Westbound
TOTAL
12:00 AM
0
0
0
12:15 AM
0
0
0
12:30 AM
0
0
0
12:45 AM
0
0
0
1:00 AM
0
0
0
1:15 AM
0
0
0
1:30 AM
0
0
0
1:45 AM
0
0
0
2:00 AM
0
0
0
2:15 AM
0
0
0
2:30 AM
0
0
0
2:45 AM
0
0
0
3:00 AM
0
0
0
3:15 AM
0
0
0
3:30 AM
0
0
0
3:45 AM
0
0
0
4:00 AM
0
0
0
4:15 AM
0
0
0
4:30 AM
0
0
0
4:45 AM
0
0
0
5:00 AM
0
0
0
5:15 AM
0
0
0
5:30 AM
0
0
0
5:45 AM
0
0
0
6:00 AM
0
0
0
6:15 AM
0
0
0
6:30 AM
0
0
0
6:45 AM
0
0
0
7:00 AM
0
0
0
7:15 AM
0
0
0
7:30 AM
0
0
0
7:45 AM
0
0
0
8:00 AM
0
0
0
8:15 AM
0
0
0
8:30 AM
0
0
0
8:45 AM
0
0
0
9:00 AM
0
0
0
9:15 AM
0
0
0
9:30 AM
0
0
0
9:45 AM
0
0
0
10:00 AM
0
0
0
10:15 AM
0
0
0
10:30 AM
0
0
0
10:45 AM
0
0
0
11:00 AM
0
0
0
11:15 AM
0
0
0
11:30 AM
0
0
0
11:45 AM
0
0
0
12:00 PM
0
0
0
12:15 PM
0
0 0
12:30 PM
0
0 0
12:45 PM
0
0 0
1:00 PM
1
0 1
1:15 PM
1
0 1
1:30 PM
1
0 1
1:45 PM
0
0 0
2:00 PM
0
0 0
2:15 PM
0
0 0
2:30 PM
0
0 0
2:45 PM
0
0 0
3:00 PM
0
0 0
3:15 PM
0
0 0
3:30 PM
0
0 0
3:45 PM
0
0 0
4:00 PM
0
0 0
4:15 PM
0
0 0
4:30 PM
0
0 0
4:45 PM
0
0 0
5:00 PM
0
0 0
5:15 PM
0
0 0
5:30 PM
0
0 0
5:45 PM
0
0 0
6:00 PM
0
0 0
6:15 PM
0
0 0
6:30 PM
0
0 0
6:45 PM
0
0 0
7:00 PM
0
0 0
7:15 PM
0
0 0
7:30 PM
0
0 0
7:45 PM
0
0 0
8:00 PM
1
0 1
8:15 PM
0
0 0
8:30 PM
0
0 0
8:45 PM
0
0 0
9:00 PM
0
0 0
9:15 PM
0
0 0
9:30 PM
0
0 0
9:45 PM
0
0 0
10:00 PM
0
0 0
10:15 PM
0
0 0
10:30 PM
0
0 0
10:45 PM
0
0 0
11:00 PM
0
0 0
11:15 PM
0
0 0
11:30 PM
0
0 0
11:45 PM
0
0 0
4
0 4
Study Name VILLAGE CENTER DR @ S DWY - TUES - NB APPROACH
Start Date 05/23/2023
Start Time 12:00 AM
Site Code Trucks and Buses
Channel
SCHOOL DWY
SCHOOL DWY
Direction
Northbound
Southbound
TOTAL
12:00 AM
0
0
0
12:15 AM
0
0
0
12:30 AM
0
0
0
12:45 AM
0
0
0
1:00 AM
0
0
0
1:15 AM
0
0
0
1:30 AM
0
0
0
1:45 AM
0
0
0
2:00 AM
0
0
0
2:15 AM
0
0
0
2:30 AM
0
0
0
2:45 AM
0
0
0
3:00 AM
0
0
0
3:15 AM
0
0
0
3:30 AM
0
0
0
3:45 AM
0
0
0
4:00 AM
0
0
0
4:15 AM
0
0
0
4:30 AM
0
0
0
4:45 AM
0
0
0
5:00 AM
0
0
0
5:15 AM
0
0
0
5:30 AM
0
0
0
5:45 AM
0
0
0
6:00 AM
0
0
0
6:15 AM
0
0
0
6:30 AM
0
0
0
6:45 AM
0
0
0
7:00 AM
0
0
0
7:15 AM
0
0
0
7:30 AM
0
0
0
7:45 AM
0
0
0
8:00 AM
0
0
0
8:15 AM
0
0
0
8:30 AM
0
0
0
8:45 AM
0
0
0
9:00 AM
0
0
0
9:15 AM
0
0
0
9:30 AM
0
0
0
9:45 AM
0
0
0
10:00 AM
0
0
0
10:15 AM
0
0
0
10:30 AM
0
1
1
10:45 AM
0
0
0
11:00 AM
0
0
0
11:15 AM
0
0
0
11:30 AM
0
0
0
11:45 AM
0
0
0
12:00 PM
0
0
0
12:15 PM
0 0
12:30 PM
0 0
12:45 PM
1 0
1:00 PM
0 0
1:15 PM
0 0
1:30 PM
0 0
1:45 PM
0 0
2:00 PM
0 0
2:15 PM
0 0
2:30 PM
0 0
2:45 PM
0 0
3:00 PM
0 0
3:15 PM
0 0
3:30 PM
0 0
3:45 PM
0 0
4:00 PM
0 0
4:15 PM
0 0
4:30 PM
0 0
4:45 PM
0 0
5:00 PM
0 0
5:15 PM
0 0
5:30 PM
0 0
5:45 PM
0 0
6:00 PM
0 0
6:15 PM
0 0
6:30 PM
0 0
6:45 PM
0 0
7:00 PM
0 0
7:15 PM
0 0
7:30 PM
0 0
7:45 PM
0 0
8:00 PM
0 0
8:15 PM
0 0
8:30 PM
0 0
8:45 PM
0 0
9:00 PM
0 0
9:15 PM
0 0
9:30 PM
0 0
9:45 PM
0 0
10:00 PM
0 0
10:15 PM
0 0
10:30 PM
0 0
10:45 PM
0 0
11:00 PM
0 0
11:15 PM
0 0
11:30 PM
0 0
11:45 PM
0 0
1 1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
2
Study Name VILLAGE CENTER DR @ S DWY - TUES - SB APPROACH
Start Date 05/23/2023
Start Time 12:00 AM
Site Code Trucks and Buses
Channel
S DWY
S DWY
Direction
Southbound
Northbound
TOTAL
12:00 AM
0
0
0
12:15 AM
0
0
0
12:30 AM
0
0
0
12:45 AM
0
0
0
1:00 AM
0
0
0
1:15 AM
0
0
0
1:30 AM
0
0
0
1:45 AM
0
0
0
2:00 AM
0
0
0
2:15 AM
0
0
0
2:30 AM
0
0
0
2:45 AM
0
0
0
3:00 AM
0
0
0
3:15 AM
0
0
0
3:30 AM
0
0
0
3:45 AM
0
0
0
4:00 AM
0
0
0
4:15 AM
0
0
0
4:30 AM
0
0
0
4:45 AM
0
0
0
5:00 AM
0
0
0
5:15 AM
0
0
0
5:30 AM
0
0
0
5:45 AM
0
0
0
6:00 AM
0
0
0
6:15 AM
0
0
0
6:30 AM
0
0
0
6:45 AM
0
0
0
7:00 AM
0
0
0
7:15 AM
0
0
0
7:30 AM
0
0
0
7:45 AM
0
0
0
8:00 AM
0
0
0
8:15 AM
0
0
0
8:30 AM
0
0
0
8:45 AM
0
0
0
9:00 AM
0
0
0
9:15 AM
0
0
0
9:30 AM
0
0
0
9:45 AM
0
1
1
10:00 AM
0
0
0
10:15 AM
0
0
0
10:30 AM
0
0
0
10:45 AM
0
0
0
11:00 AM
1
0
1
11:15 AM
0
0
0
11:30 AM
0
0
0
11:45 AM
0
0
0
12:00 PM
0
0
0
12:15 PM
0 0
12:30 PM
1 1
12:45 PM
0 0
1:00 PM
0 1
1:15 PM
0 0
1:30 PM
0 0
1:45 PM
0 0
2:00 PM
0 0
2:15 PM
0 0
2:30 PM
0 0
2:45 PM
0 0
3:00 PM
1 0
3:15 PM
0 0
3:30 PM
0 0
3:45 PM
0 0
4:00 PM
0 0
4:15 PM
0 0
4:30 PM
0 0
4:45 PM
0 0
5:00 PM
0 0
5:15 PM
0 0
5:30 PM
0 0
5:45 PM
0 0
6:00 PM
0 0
6:15 PM
0 0
6:30 PM
0 0
6:45 PM
0 0
7:00 PM
0 0
7:15 PM
0 0
7:30 PM
0 0
7:45 PM
0 1
8:00 PM
0 0
8:15 PM
0 0
8:30 PM
0 0
8:45 PM
0 0
9:00 PM
0 0
9:15 PM
0 0
9:30 PM
0 0
9:45 PM
0 0
10:00 PM
0 0
10:15 PM
0 0
10:30 PM
0 0
10:45 PM
0 0
11:00 PM
0 0
11:15 PM
0 0
11:30 PM
0 0
11:45 PM
0 0
3 4
0
2
0
1
0
0
0
0
0
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
7
Channel
Direction
12:00 AM
12:15 AM
12:30 AM
12:45 AM
1:00 AM
1:15 AM
1:30 AM
1:45 AM
2:00 AM
2:15 AM
2:30 AM
2:45 AM
3:00 AM
3:15 AM
3:30 AM
3:45 AM
4:00 AM
4:15 AM
4:30 AM
4:45 AM
5:00 AM
5:15 AM
5:30 AM
5:45 AM
6:00 AM
6:15 AM
6:30 AM
6:45 AM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
9:00 AM
9:15 AM
9:30 AM
9:45 AM
10:00 AM
10:15 AM
10:30 AM
10:45 AM
11:00 AM
11:15 AM
11:30 AM
11:45 AM
12:00 PM
Study Name VILLAGE CENTER DR @ S DWY - TUES - WB APPROACH
Start Date 05/23/2023
Start Time 12:00 AM
Site Code Trucks and Buses
VILLAGE CENTER DR I VILLAGE CENTER DR
I Westbound I Eastbound I TOTAL I
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
0
0
1
12:15 PM
0 0
12:30 PM
1 1
12:45 PM
0 1
1:00 PM
0 0
1:15 PM
0 1
1:30 PM
0 1
1:45 PM
0 0
2:00 PM
0 0
2:15 PM
0 0
2:30 PM
0 0
2:45 PM
0 0
3:00 PM
0 1
3:15 PM
0 0
3:30 PM
0 0
3:45 PM
0 0
4:00 PM
0 0
4:15 PM
0 0
4:30 PM
0 0
4:45 PM
0 0
5:00 PM
0 0
5:15 PM
0 0
5:30 PM
0 0
5:45 PM
0 0
6:00 PM
0 0
6:15 PM
0 0
6:30 PM
0 0
6:45 PM
0 0
7:00 PM
0 0
7:15 PM
0 0
7:30 PM
0 0
7:45 PM
1 0
8:00 PM
0 1
8:15 PM
0 0
8:30 PM
0 0
8:45 PM
0 0
9:00 PM
0 0
9:15 PM
0 0
9:30 PM
0 0
9:45 PM
0 0
10:00 PM
0 0
10:15 PM
0 0
10:30 PM
0 0
10:45 PM
0 0
11:00 PM
0 0
11:15 PM
0 0
11:30 PM
0 0
11:45 PM
0 0
4 7
0
1
1
0
0
0
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
11
Study Name VILLAGE CENTER DR @ S DWY - WED - EB APPROACH
Start Date 05/24/2023
Start Time 12:00 AM
Site Code Trucks and Buses
Channel
VILLAGE CENTER DR
VILLAGE CENTER DR
Direction
Eastbound
Westbound
TOTAL
12:00 AM
0
0
0
12:15 AM
0
0
0
12:30 AM
0
0
0
12:45 AM
0
0
0
1:00 AM
0
0
0
1:15 AM
0
0
0
1:30 AM
0
0
0
1:45 AM
0
0
0
2:00 AM
0
0
0
2:15 AM
0
0
0
2:30 AM
0
0
0
2:45 AM
0
0
0
3:00 AM
0
0
0
3:15 AM
0
0
0
3:30 AM
0
0
0
3:45 AM
0
0
0
4:00 AM
0
0
0
4:15 AM
0
0
0
4:30 AM
0
0
0
4:45 AM
0
0
0
5:00 AM
0
0
0
5:15 AM
0
0
0
5:30 AM
1
0
1
5:45 AM
0
0
0
6:00 AM
0
0
0
6:15 AM
0
0
0
6:30 AM
0
0
0
6:45 AM
0
0
0
7:00 AM
0
0
0
7:15 AM
0
0
0
7:30 AM
0
0
0
7:45 AM
0
0
0
8:00 AM
0
0
0
8:15 AM
0
0
0
8:30 AM
0
0
0
8:45 AM
0
0
0
9:00 AM
0
0
0
9:15 AM
0
0
0
9:30 AM
1
0
1
9:45 AM
0
0
0
10:00 AM
1
0
1
10:15 AM
0
0
0
10:30 AM
0
0
0
10:45 AM
0
0
0
11:00 AM
0
0
0
11:15 AM
0
0
0
11:30 AM
0
0
0
11:45 AM
0
0
0
12:00 PM
0
0
0
12:15 PM
0 0
12:30 PM
0 0
12:45 PM
0 0
1:00 PM
1 0
1:15 PM
0 0
1:30 PM
0 0
1:45 PM
0 0
2:00 PM
0 0
2:15 PM
0 0
2:30 PM
0 0
2:45 PM
1 0
3:00 PM
0 0
3:15 PM
0 0
3:30 PM
0 0
3:45 PM
0 0
4:00 PM
0 0
4:15 PM
0 0
4:30 PM
0 0
4:45 PM
0 0
5:00 PM
0 0
5:15 PM
0 0
5:30 PM
0 0
5:45 PM
0 0
6:00 PM
0 0
6:15 PM
0 0
6:30 PM
0 0
6:45 PM
0 0
7:00 PM
0 0
7:15 PM
0 0
7:30 PM
0 0
7:45 PM
0 0
8:00 PM
0 0
8:15 PM
0 0
8:30 PM
0 0
8:45 PM
0 0
9:00 PM
0 0
9:15 PM
0 0
9:30 PM
0 0
9:45 PM
0 0
10:00 PM
0 0
10:15 PM
0 0
10:30 PM
0 0
10:45 PM
0 0
11:00 PM
0 0
11:15 PM
0 0
11:30 PM
0 0
11:45 PM
0 0
5 0
0
0
0
1
0
0
0
0
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
5
Study Name VILLAGE CENTER DR @ S DWY - WED - NB APPROACH
Start Date 05/24/2023
Start Time 12:00 AM
Site Code Trucks and Buses
Channel
SCHOOL DWY
SCHOOL DWY
Direction
Northbound
Southbound
TOTAL
12:00 AM
0
0
0
12:15 AM
0
0
0
12:30 AM
0
0
0
12:45 AM
0
0
0
1:00 AM
0
0
0
1:15 AM
0
0
0
1:30 AM
0
0
0
1:45 AM
0
0
0
2:00 AM
0
0
0
2:15 AM
0
0
0
2:30 AM
0
0
0
2:45 AM
0
0
0
3:00 AM
0
0
0
3:15 AM
0
0
0
3:30 AM
0
0
0
3:45 AM
0
0
0
4:00 AM
0
0
0
4:15 AM
0
0
0
4:30 AM
0
0
0
4:45 AM
0
0
0
5:00 AM
0
0
0
5:15 AM
0
0
0
5:30 AM
0
0
0
5:45 AM
0
0
0
6:00 AM
0
0
0
6:15 AM
0
0
0
6:30 AM
0
0
0
6:45 AM
0
0
0
7:00 AM
0
0
0
7:15 AM
0
1
1
7:30 AM
1
0
1
7:45 AM
0
0
0
8:00 AM
0
0
0
8:15 AM
0
0
0
8:30 AM
0
0
0
8:45 AM
0
0
0
9:00 AM
0
0
0
9:15 AM
0
1
1
9:30 AM
0
1
1
9:45 AM
1
0
1
10:00 AM
0
0
0
10:15 AM
1
0
1
10:30 AM
0
0
0
10:45 AM
0
0
0
11:00 AM
0
0
0
11:15 AM
0
0
0
11:30 AM
0
0
0
11:45 AM
0
0
0
12:00 PM
0
0
0
12:15 PM
0
0 0
12:30 PM
0
0 0
12:45 PM
0
0 0
1:00 PM
1
1 2
1:15 PM
0
0 0
1:30 PM
0
0 0
1:45 PM
0
0 0
2:00 PM
0
0 0
2:15 PM
0
0 0
2:30 PM
0
0 0
2:45 PM
0
0 0
3:00 PM
0
0 0
3:15 PM
0
0 0
3:30 PM
0
0 0
3:45 PM
0
0 0
4:00 PM
0
0 0
4:15 PM
0
0 0
4:30 PM
0
0 0
4:45 PM
0
0 0
5:00 PM
0
0 0
5:15 PM
0
0 0
5:30 PM
0
0 0
5:45 PM
0
0 0
6:00 PM
0
0 0
6:15 PM
0
0 0
6:30 PM
0
0 0
6:45 PM
0
0 0
7:00 PM
0
0 0
7:15 PM
0
0 0
7:30 PM
0
0 0
7:45 PM
0
0 0
8:00 PM
0
0 0
8:15 PM
0
0 0
8:30 PM
0
0 0
8:45 PM
0
0 0
9:00 PM
0
0 0
9:15 PM
0
0 0
9:30 PM
0
0 0
9:45 PM
0
0 0
10:00 PM
0
0 0
10:15 PM
0
0 0
10:30 PM
0
0 0
10:45 PM
0
0 0
11:00 PM
0
0 0
11:15 PM
0
0 0
11:30 PM
0
0 0
11:45 PM
0
0 0
4
4 8
Study Name VILLAGE CENTER DR @ S DWY - WED - SB APPROACH
Start Date 05/24/2023
Start Time 12:00 AM
Site Code Trucks and Buses
Channel
S DWY
S DWY
Direction
Southbound
Northbound
TOTAL
12:00 AM
0
0
0
12:15 AM
0
0
0
12:30 AM
0
0
0
12:45 AM
0
0
0
1:00 AM
0
0
0
1:15 AM
0
0
0
1:30 AM
0
0
0
1:45 AM
0
0
0
2:00 AM
0
0
0
2:15 AM
0
0
0
2:30 AM
0
0
0
2:45 AM
0
0
0
3:00 AM
0
0
0
3:15 AM
0
0
0
3:30 AM
0
0
0
3:45 AM
0
0
0
4:00 AM
0
0
0
4:15 AM
0
0
0
4:30 AM
0
0
0
4:45 AM
0
0
0
5:00 AM
0
0
0
5:15 AM
0
0
0
5:30 AM
0
1
1
5:45 AM
0
0
0
6:00 AM
0
0
0
6:15 AM
0
0
0
6:30 AM
0
0
0
6:45 AM
0
0
0
7:00 AM
0
0
0
7:15 AM
0
0
0
7:30 AM
0
0
0
7:45 AM
0
0
0
8:00 AM
0
0
0
8:15 AM
0
0
0
8:30 AM
0
0
0
8:45 AM
0
0
0
9:00 AM
0
0
0
9:15 AM
0
0
0
9:30 AM
1
1
2
9:45 AM
0
0
0
10:00 AM
0
0
0
10:15 AM
0
0
0
10:30 AM
0
1
1
10:45 AM
0
0
0
11:00 AM
1
0
1
11:15 AM
0
0
0
11:30 AM
0
0
0
11:45 AM
0
1
1
12:00 PM
1
0
1
12:15 PM
0 0
12:30 PM
0 0
12:45 PM
0 0
1:00 PM
0 0
1:15 PM
0 1
1:30 PM
0 0
1:45 PM
0 0
2:00 PM
0 0
2:15 PM
0 0
2:30 PM
0 0
2:45 PM
2 1
3:00 PM
0 0
3:15 PM
0 0
3:30 PM
0 0
3:45 PM
0 0
4:00 PM
0 0
4:15 PM
0 0
4:30 PM
0 0
4:45 PM
0 0
5:00 PM
0 0
5:15 PM
0 0
5:30 PM
0 0
5:45 PM
0 0
6:00 PM
0 0
6:15 PM
0 0
6:30 PM
0 0
6:45 PM
0 0
7:00 PM
0 0
7:15 PM
0 0
7:30 PM
0 0
7:45 PM
0 0
8:00 PM
0 0
8:15 PM
0 0
8:30 PM
0 0
8:45 PM
0 0
9:00 PM
0 0
9:15 PM
0 0
9:30 PM
0 0
9:45 PM
0 0
10:00 PM
0 0
10:15 PM
0 0
10:30 PM
0 0
10:45 PM
0 0
11:00 PM
0 0
11:15 PM
0 0
11:30 PM
0 0
11:45 PM
0 0
5 6
0
0
0
0
1
0
0
0
0
0
3
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
11
Study Name VILLAGE CENTER DR @ S DWY - WED - WB APPROACH
Start Date 05/24/2023
Start Time 12:00 AM
Site Code Trucks and Buses
Channel
VILLAGE CENTER DR
VILLAGE CENTER DR
Direction
Westbound
Eastbound
TOTAL
12:00 AM
0
0
0
12:15 AM
0
0
0
12:30 AM
0
0
0
12:45 AM
0
0
0
1:00 AM
0
0
0
1:15 AM
0
0
0
1:30 AM
0
0
0
1:45 AM
0
0
0
2:00 AM
0
0
0
2:15 AM
0
0
0
2:30 AM
0
0
0
2:45 AM
0
0
0
3:00 AM
0
0
0
3:15 AM
0
0
0
3:30 AM
0
0
0
3:45 AM
0
0
0
4:00 AM
0
0
0
4:15 AM
0
0
0
4:30 AM
0
0
0
4:45 AM
0
0
0
5:00 AM
0
0
0
5:15 AM
0
0
0
5:30 AM
1
1
2
5:45 AM
0
0
0
6:00 AM
0
0
0
6:15 AM
0
0
0
6:30 AM
0
0
0
6:45 AM
0
0
0
7:00 AM
0
0
0
7:15 AM
1
0
1
7:30 AM
0
1
1
7:45 AM
0
0
0
8:00 AM
0
0
0
8:15 AM
0
0
0
8:30 AM
0
0
0
8:45 AM
0
0
0
9:00 AM
0
0
0
9:15 AM
1
0
1
9:30 AM
2
2
4
9:45 AM
0
1
1
10:00 AM
0
1
1
10:15 AM
0
1
1
10:30 AM
1
0
1
10:45 AM
0
0
0
11:00 AM
0
1
1
11:15 AM
0
0
0
11:30 AM
0
0
0
11:45 AM
1
0
1
12:00 PM
0
1
1
12:15 PM
0
0
12:30 PM
0
0
12:45 PM
0
0
1:00 PM
0
1
1:15 PM
1
0
1:30 PM
0
0
1:45 PM
0
0
2:00 PM
0
0
2:15 PM
0
0
2:30 PM
0
0
2:45 PM
0
2
3:00 PM
0
0
3:15 PM
0
0
3:30 PM
0
0
3:45 PM
0
0
4:00 PM
0
0
4:15 PM
0
0
4:30 PM
0
0
4:45 PM
0
0
5:00 PM
0
0
5:15 PM
0
0
5:30 PM
0
0
5:45 PM
0
0
6:00 PM
0
0
6:15 PM
0
0
6:30 PM
0
0
6:45 PM
0
0
7:00 PM
0
0
7:15 PM
0
0
7:30 PM
0
0
7:45 PM
0
0
8:00 PM
0
0
8:15 PM
0
0
8:30 PM
0
0
8:45 PM
0
0
9:00 PM
0
0
9:15 PM
0
0
9:30 PM
0
0
9:45 PM
0
0
10:00 PM
0
0
10:15 PM
0
0
10:30 PM
0
0
10:45 PM
0
0
11:00 PM
0
0
11:15 PM
0
0
11:30 PM
0
0
11:45 PM
0
0
8
12
0
0
0
1
1
0
0
0
0
0
2
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
20
Study Name VILLAGE CENTER DR @ W DWY - MON - NB APPROACH
Start Date 05/22/2023
Start Time 12:00 AM
Site Code Trucks and Buses
Channel
VILLAGE CENTER DR
VILLAGE CENTER DR
Direction
Northbound
Southbound
TOTAL
12:00 AM
0
0
0
12:15 AM
0
0
0
12:30 AM
0
0
0
12:45 AM
0
0
0
1:00 AM
0
0
0
1:15 AM
0
0
0
1:30 AM
0
0
0
1:45 AM
0
0
0
2:00 AM
0
0
0
2:15 AM
0
0
0
2:30 AM
0
0
0
2:45 AM
0
0
0
3:00 AM
0
0
0
3:15 AM
0
0
0
3:30 AM
0
0
0
3:45 AM
0
0
0
4:00 AM
0
0
0
4:15 AM
0
0
0
4:30 AM
0
0
0
4:45 AM
0
0
0
5:00 AM
0
0
0
5:15 AM
0
0
0
5:30 AM
0
0
0
5:45 AM
0
0
0
6:00 AM
0
0
0
6:15 AM
0
0
0
6:30 AM
0
0
0
6:45 AM
0
0
0
7:00 AM
0
0
0
7:15 AM
0
0
0
7:30 AM
0
0
0
7:45 AM
0
0
0
8:00 AM
0
0
0
8:15 AM
0
0
0
8:30 AM
0
0
0
8:45 AM
0
0
0
9:00 AM
0
0
0
9:15 AM
0
0
0
9:30 AM
0
0
0
9:45 AM
0
0
0
10:00 AM
0
0
0
10:15 AM
0
0
0
10:30 AM
0
0
0
10:45 AM
0
0
0
11:00 AM
0
0
0
11:15 AM
0
0
0
11:30 AM
0
0
0
11:45 AM
0
0
0
12:00 PM
0
0
0
12:15 PM
0
0 0
12:30 PM
0
0 0
12:45 PM
0
0 0
1:00 PM
0
0 0
1:15 PM
0
0 0
1:30 PM
0
0 0
1:45 PM
0
0 0
2:00 PM
0
0 0
2:15 PM
0
0 0
2:30 PM
0
0 0
2:45 PM
0
0 0
3:00 PM
0
0 0
3:15 PM
0
0 0
3:30 PM
0
0 0
3:45 PM
0
0 0
4:00 PM
0
0 0
4:15 PM
0
0 0
4:30 PM
0
0 0
4:45 PM
0
0 0
5:00 PM
0
0 0
5:15 PM
0
0 0
5:30 PM
0
0 0
5:45 PM
0
0 0
6:00 PM
0
0 0
6:15 PM
0
0 0
6:30 PM
0
0 0
6:45 PM
0
0 0
7:00 PM
0
0 0
7:15 PM
0
0 0
7:30 PM
0
0 0
7:45 PM
0
0 0
8:00 PM
0
0 0
8:15 PM
0
0 0
8:30 PM
0
0 0
8:45 PM
0
0 0
9:00 PM
0
0 0
9:15 PM
0
0 0
9:30 PM
0
0 0
9:45 PM
0
0 0
10:00 PM
0
0 0
10:15 PM
0
0 0
10:30 PM
0
0 0
10:45 PM
0
0 0
11:00 PM
0
0 0
11:15 PM
0
0 0
11:30 PM
0
0 0
11:45 PM
0
0 0
0
0 0
Study Name VILLAGE CENTER DR @ W DWY - MON - SB APPROACH
Start Date 05/22/2023
Start Time 12:00 AM
Site Code Trucks and Buses
Channel
VILLAGE CENTER DR
VILLAGE CENTER DR
Direction
Southbound
Northbound
TOTAL
12:00 AM
0
0
0
12:15 AM
0
0
0
12:30 AM
0
0
0
12:45 AM
0
0
0
1:00 AM
0
0
0
1:15 AM
0
0
0
1:30 AM
0
0
0
1:45 AM
0
0
0
2:00 AM
0
0
0
2:15 AM
0
0
0
2:30 AM
0
0
0
2:45 AM
0
0
0
3:00 AM
0
0
0
3:15 AM
0
0
0
3:30 AM
0
0
0
3:45 AM
0
0
0
4:00 AM
0
0
0
4:15 AM
0
0
0
4:30 AM
0
0
0
4:45 AM
0
0
0
5:00 AM
0
0
0
5:15 AM
0
0
0
5:30 AM
0
0
0
5:45 AM
0
0
0
6:00 AM
0
0
0
6:15 AM
0
0
0
6:30 AM
0
0
0
6:45 AM
0
0
0
7:00 AM
0
0
0
7:15 AM
0
0
0
7:30 AM
0
0
0
7:45 AM
0
0
0
8:00 AM
0
0
0
8:15 AM
0
0
0
8:30 AM
0
0
0
8:45 AM
0
0
0
9:00 AM
0
0
0
9:15 AM
0
0
0
9:30 AM
0
0
0
9:45 AM
0
1
1
10:00 AM
0
0
0
10:15 AM
0
0
0
10:30 AM
0
0
0
10:45 AM
0
0
0
11:00 AM
0
0
0
11:15 AM
0
0
0
11:30 AM
0
0
0
11:45 AM
0
0
0
12:00 PM
0
0
0
12:15 PM
0
0 0
12:30 PM
0
0 0
12:45 PM
0
0 0
1:00 PM
0
0 0
1:15 PM
0
0 0
1:30 PM
0
0 0
1:45 PM
0
0 0
2:00 PM
0
0 0
2:15 PM
0
0 0
2:30 PM
0
0 0
2:45 PM
0
0 0
3:00 PM
1
0 1
3:15 PM
0
0 0
3:30 PM
0
0 0
3:45 PM
0
0 0
4:00 PM
0
0 0
4:15 PM
0
0 0
4:30 PM
0
0 0
4:45 PM
0
0 0
5:00 PM
0
0 0
5:15 PM
0
0 0
5:30 PM
0
0 0
5:45 PM
0
0 0
6:00 PM
0
0 0
6:15 PM
0
0 0
6:30 PM
0
0 0
6:45 PM
0
0 0
7:00 PM
0
0 0
7:15 PM
0
0 0
7:30 PM
0
0 0
7:45 PM
0
0 0
8:00 PM
0
0 0
8:15 PM
0
0 0
8:30 PM
0
0 0
8:45 PM
0
0 0
9:00 PM
0
0 0
9:15 PM
0
0 0
9:30 PM
0
0 0
9:45 PM
0
0 0
10:00 PM
0
0 0
10:15 PM
0
0 0
10:30 PM
0
0 0
10:45 PM
0
0 0
11:00 PM
0
0 0
11:15 PM
0
0 0
11:30 PM
0
0 0
11:45 PM
0
0 0
1
1 2
Study Name VILLAGE CENTER DR @ W DWY - MON - WB APPROACH
Start Date 05/22/2023
Start Time 12:00 AM
Site Code Trucks and Buses
Channel
W DWY
W DWY
Direction
Westbound
Eastbound
TOTAL
12:00 AM
0
0
0
12:15 AM
0
0
0
12:30 AM
0
0
0
12:45 AM
0
0
0
1:00 AM
0
0
0
1:15 AM
0
0
0
1:30 AM
0
0
0
1:45 AM
0
0
0
2:00 AM
0
0
0
2:15 AM
0
0
0
2:30 AM
0
0
0
2:45 AM
0
0
0
3:00 AM
0
0
0
3:15 AM
0
0
0
3:30 AM
0
0
0
3:45 AM
0
0
0
4:00 AM
0
0
0
4:15 AM
0
0
0
4:30 AM
0
0
0
4:45 AM
0
0
0
5:00 AM
0
0
0
5:15 AM
0
0
0
5:30 AM
0
0
0
5:45 AM
0
0
0
6:00 AM
0
0
0
6:15 AM
0
0
0
6:30 AM
0
0
0
6:45 AM
0
0
0
7:00 AM
0
0
0
7:15 AM
0
0
0
7:30 AM
0
0
0
7:45 AM
0
0
0
8:00 AM
0
0
0
8:15 AM
0
0
0
8:30 AM
0
0
0
8:45 AM
0
0
0
9:00 AM
0
0
0
9:15 AM
0
0
0
9:30 AM
0
0
0
9:45 AM
1
0
1
10:00 AM
0
0
0
10:15 AM
0
0
0
10:30 AM
0
0
0
10:45 AM
0
0
0
11:00 AM
0
0
0
11:15 AM
0
0
0
11:30 AM
0
0
0
11:45 AM
0
0
0
12:00 PM
0
0
0
12:15 PM
0
0 0
12:30 PM
0
0 0
12:45 PM
0
0 0
1:00 PM
0
0 0
1:15 PM
0
0 0
1:30 PM
0
0 0
1:45 PM
0
0 0
2:00 PM
0
0 0
2:15 PM
0
0 0
2:30 PM
0
0 0
2:45 PM
0
0 0
3:00 PM
0
1 1
3:15 PM
0
0 0
3:30 PM
0
0 0
3:45 PM
0
0 0
4:00 PM
0
0 0
4:15 PM
0
0 0
4:30 PM
0
0 0
4:45 PM
0
0 0
5:00 PM
0
0 0
5:15 PM
0
0 0
5:30 PM
0
0 0
5:45 PM
0
0 0
6:00 PM
0
0 0
6:15 PM
0
0 0
6:30 PM
0
0 0
6:45 PM
0
0 0
7:00 PM
0
0 0
7:15 PM
0
0 0
7:30 PM
0
0 0
7:45 PM
0
0 0
8:00 PM
0
0 0
8:15 PM
0
0 0
8:30 PM
0
0 0
8:45 PM
0
0 0
9:00 PM
0
0 0
9:15 PM
0
0 0
9:30 PM
0
0 0
9:45 PM
0
0 0
10:00 PM
0
0 0
10:15 PM
0
0 0
10:30 PM
0
0 0
10:45 PM
0
0 0
11:00 PM
0
0 0
11:15 PM
0
0 0
11:30 PM
0
0 0
11:45 PM
0
0 0
1
1 2
Study Name VILLAGE CENTER DR @ W DWY - TUES - NB APPROACH
Start Date 05/23/2023
Start Time 12:00 AM
Site Code Trucks and Buses
Channel
VILLAGE CENTER DR
VILLAGE CENTER DR
Direction
Northbound
Southbound
TOTAL
12:00 AM
0
0
0
12:15 AM
0
0
0
12:30 AM
0
0
0
12:45 AM
0
0
0
1:00 AM
0
0
0
1:15 AM
0
0
0
1:30 AM
0
0
0
1:45 AM
0
0
0
2:00 AM
0
0
0
2:15 AM
0
0
0
2:30 AM
0
0
0
2:45 AM
0
0
0
3:00 AM
0
0
0
3:15 AM
0
0
0
3:30 AM
0
0
0
3:45 AM
0
0
0
4:00 AM
0
0
0
4:15 AM
0
0
0
4:30 AM
0
0
0
4:45 AM
0
0
0
5:00 AM
0
0
0
5:15 AM
0
0
0
5:30 AM
0
0
0
5:45 AM
0
0
0
6:00 AM
0
0
0
6:15 AM
0
0
0
6:30 AM
0
0
0
6:45 AM
0
0
0
7:00 AM
0
0
0
7:15 AM
0
0
0
7:30 AM
0
0
0
7:45 AM
0
0
0
8:00 AM
0
0
0
8:15 AM
0
0
0
8:30 AM
0
0
0
8:45 AM
0
0
0
9:00 AM
0
0
0
9:15 AM
0
0
0
9:30 AM
0
0
0
9:45 AM
0
0
0
10:00 AM
0
0
0
10:15 AM
0
0
0
10:30 AM
0
0
0
10:45 AM
0
0
0
11:00 AM
0
0
0
11:15 AM
0
0
0
11:30 AM
0
0
0
11:45 AM
0
0
0
12:00 PM
0
0
0
12:15 PM
0
0 0
12:30 PM
0
0 0
12:45 PM
0
0 0
1:00 PM
0
1 1
1:15 PM
0
1 1
1:30 PM
0
1 1
1:45 PM
0
0 0
2:00 PM
0
0 0
2:15 PM
0
0 0
2:30 PM
0
0 0
2:45 PM
0
0 0
3:00 PM
0
0 0
3:15 PM
0
0 0
3:30 PM
0
0 0
3:45 PM
0
0 0
4:00 PM
0
0 0
4:15 PM
0
0 0
4:30 PM
0
0 0
4:45 PM
0
0 0
5:00 PM
0
0 0
5:15 PM
0
0 0
5:30 PM
0
0 0
5:45 PM
0
0 0
6:00 PM
0
0 0
6:15 PM
0
0 0
6:30 PM
0
0 0
6:45 PM
0
0 0
7:00 PM
0
0 0
7:15 PM
0
0 0
7:30 PM
0
0 0
7:45 PM
0
0 0
8:00 PM
0
0 0
8:15 PM
0
1 1
8:30 PM
0
0 0
8:45 PM
0
0 0
9:00 PM
0
0 0
9:15 PM
0
0 0
9:30 PM
0
0 0
9:45 PM
0
0 0
10:00 PM
0
0 0
10:15 PM
0
0 0
10:30 PM
0
0 0
10:45 PM
0
0 0
11:00 PM
0
0 0
11:15 PM
0
0 0
11:30 PM
0
0 0
11:45 PM
0
0 0
0
4 4
Study Name VILLAGE CENTER DR @ W DWY - TUES - SB APPROACH
Start Date 05/23/2023
Start Time 12:00 AM
Site Code Trucks and Buses
Channel
VILLAGE CENTER DR
VILLAGE CENTER DR
Direction
Southbound
Northbound
TOTAL
12:00 AM
0
0
0
12:15 AM
0
0
0
12:30 AM
0
0
0
12:45 AM
0
0
0
1:00 AM
0
0
0
1:15 AM
0
0
0
1:30 AM
0
0
0
1:45 AM
0
0
0
2:00 AM
0
0
0
2:15 AM
0
0
0
2:30 AM
0
0
0
2:45 AM
0
0
0
3:00 AM
0
0
0
3:15 AM
0
0
0
3:30 AM
0
0
0
3:45 AM
0
0
0
4:00 AM
0
0
0
4:15 AM
0
0
0
4:30 AM
0
0
0
4:45 AM
0
0
0
5:00 AM
0
0
0
5:15 AM
0
0
0
5:30 AM
0
0
0
5:45 AM
0
0
0
6:00 AM
0
0
0
6:15 AM
0
0
0
6:30 AM
0
0
0
6:45 AM
0
0
0
7:00 AM
0
0
0
7:15 AM
0
0
0
7:30 AM
0
0
0
7:45 AM
0
0
0
8:00 AM
0
0
0
8:15 AM
0
0
0
8:30 AM
0
0
0
8:45 AM
0
0
0
9:00 AM
0
0
0
9:15 AM
0
0
0
9:30 AM
0
0
0
9:45 AM
0
0
0
10:00 AM
0
1
1
10:15 AM
0
0
0
10:30 AM
0
0
0
10:45 AM
0
0
0
11:00 AM
0
0
0
11:15 AM
0
0
0
11:30 AM
0
0
0
11:45 AM
0
0
0
12:00 PM
0
0
0
12:15 PM
0
0 0
12:30 PM
0
0 0
12:45 PM
0
0 0
1:00 PM
1
0 1
1:15 PM
0
0 0
1:30 PM
1
0 1
1:45 PM
0
0 0
2:00 PM
0
0 0
2:15 PM
0
0 0
2:30 PM
0
0 0
2:45 PM
0
0 0
3:00 PM
0
0 0
3:15 PM
0
0 0
3:30 PM
0
0 0
3:45 PM
0
0 0
4:00 PM
0
0 0
4:15 PM
0
0 0
4:30 PM
0
0 0
4:45 PM
0
0 0
5:00 PM
0
0 0
5:15 PM
0
0 0
5:30 PM
0
0 0
5:45 PM
0
0 0
6:00 PM
0
0 0
6:15 PM
0
0 0
6:30 PM
0
0 0
6:45 PM
0
0 0
7:00 PM
0
0 0
7:15 PM
0
0 0
7:30 PM
0
0 0
7:45 PM
0
0 0
8:00 PM
0
0 0
8:15 PM
0
0 0
8:30 PM
0
0 0
8:45 PM
0
0 0
9:00 PM
0
0 0
9:15 PM
0
0 0
9:30 PM
0
0 0
9:45 PM
0
0 0
10:00 PM
0
0 0
10:15 PM
0
0 0
10:30 PM
0
0 0
10:45 PM
0
0 0
11:00 PM
0
0 0
11:15 PM
0
0 0
11:30 PM
0
0 0
11:45 PM
0
0 0
2
1 3
Study Name VILLAGE CENTER DR @ W DWY - TUES - WB APPROACH
Start Date 05/23/2023
Start Time 12:00 AM
Site Code Trucks and Buses
Channel
W DWY
W DWY
Direction
Westbound
Eastbound
TOTAL
12:00 AM
0
0
0
12:15 AM
0
0
0
12:30 AM
0
0
0
12:45 AM
0
0
0
1:00 AM
0
0
0
1:15 AM
0
0
0
1:30 AM
0
0
0
1:45 AM
0
0
0
2:00 AM
0
0
0
2:15 AM
0
0
0
2:30 AM
0
0
0
2:45 AM
0
0
0
3:00 AM
0
0
0
3:15 AM
0
0
0
3:30 AM
0
0
0
3:45 AM
0
0
0
4:00 AM
0
0
0
4:15 AM
0
0
0
4:30 AM
0
0
0
4:45 AM
0
0
0
5:00 AM
0
0
0
5:15 AM
0
0
0
5:30 AM
0
0
0
5:45 AM
0
0
0
6:00 AM
0
0
0
6:15 AM
0
0
0
6:30 AM
0
0
0
6:45 AM
0
0
0
7:00 AM
0
0
0
7:15 AM
0
0
0
7:30 AM
0
0
0
7:45 AM
0
0
0
8:00 AM
0
0
0
8:15 AM
0
0
0
8:30 AM
0
0
0
8:45 AM
0
0
0
9:00 AM
0
0
0
9:15 AM
0
0
0
9:30 AM
0
0
0
9:45 AM
0
0
0
10:00 AM
1
0
1
10:15 AM
0
0
0
10:30 AM
0
0
0
10:45 AM
0
0
0
11:00 AM
0
0
0
11:15 AM
0
0
0
11:30 AM
0
0
0
11:45 AM
0
0
0
12:00 PM
0
0
0
12:15 PM
0
0 0
12:30 PM
0
0 0
12:45 PM
0
0 0
1:00 PM
0
0 0
1:15 PM
1
0 1
1:30 PM
0
0 0
1:45 PM
0
0 0
2:00 PM
0
0 0
2:15 PM
0
0 0
2:30 PM
0
0 0
2:45 PM
0
0 0
3:00 PM
0
0 0
3:15 PM
0
0 0
3:30 PM
0
0 0
3:45 PM
0
0 0
4:00 PM
0
0 0
4:15 PM
0
0 0
4:30 PM
0
0 0
4:45 PM
0
0 0
5:00 PM
0
0 0
5:15 PM
0
0 0
5:30 PM
0
0 0
5:45 PM
0
0 0
6:00 PM
0
0 0
6:15 PM
0
0 0
6:30 PM
0
0 0
6:45 PM
0
0 0
7:00 PM
0
0 0
7:15 PM
0
0 0
7:30 PM
0
0 0
7:45 PM
0
0 0
8:00 PM
0
0 0
8:15 PM
1
0 1
8:30 PM
0
0 0
8:45 PM
0
0 0
9:00 PM
0
0 0
9:15 PM
0
0 0
9:30 PM
0
0 0
9:45 PM
0
0 0
10:00 PM
0
0 0
10:15 PM
0
0 0
10:30 PM
0
0 0
10:45 PM
0
0 0
11:00 PM
0
0 0
11:15 PM
0
0 0
11:30 PM
0
0 0
11:45 PM
0
0 0
3
0 3
Study Name VILLAGE CENTER DR @ W DWY - WED - NB APPROACH
Start Date 05/24/2023
Start Time 12:00 AM
Site Code Trucks and Buses
Channel
VILLAGE CENTER DR
VILLAGE CENTER DR
Direction
Northbound
Southbound
TOTAL
12:00 AM
0
0
0
12:15 AM
0
0
0
12:30 AM
0
0
0
12:45 AM
0
0
0
1:00 AM
0
0
0
1:15 AM
0
0
0
1:30 AM
0
0
0
1:45 AM
0
0
0
2:00 AM
0
0
0
2:15 AM
0
0
0
2:30 AM
0
0
0
2:45 AM
0
0
0
3:00 AM
0
0
0
3:15 AM
0
0
0
3:30 AM
0
0
0
3:45 AM
0
0
0
4:00 AM
0
0
0
4:15 AM
0
0
0
4:30 AM
0
0
0
4:45 AM
0
0
0
5:00 AM
0
0
0
5:15 AM
0
0
0
5:30 AM
0
1
1
5:45 AM
0
0
0
6:00 AM
0
0
0
6:15 AM
0
0
0
6:30 AM
0
0
0
6:45 AM
0
0
0
7:00 AM
0
0
0
7:15 AM
0
0
0
7:30 AM
0
0
0
7:45 AM
0
0
0
8:00 AM
0
0
0
8:15 AM
0
0
0
8:30 AM
0
0
0
8:45 AM
0
0
0
9:00 AM
0
0
0
9:15 AM
0
0
0
9:30 AM
0
1
1
9:45 AM
0
0
0
10:00 AM
0
1
1
10:15 AM
0
0
0
10:30 AM
0
0
0
10:45 AM
0
0
0
11:00 AM
0
0
0
11:15 AM
0
0
0
11:30 AM
0
0
0
11:45 AM
0
0
0
12:00 PM
0
0
0
12:15 PM
0 0
12:30 PM
0 0
12:45 PM
0 0
1:00 PM
0 1
1:15 PM
0 0
1:30 PM
0 0
1:45 PM
0 0
2:00 PM
0 0
2:15 PM
0 0
2:30 PM
0 0
2:45 PM
0 1
3:00 PM
0 0
3:15 PM
0 0
3:30 PM
0 0
3:45 PM
0 0
4:00 PM
0 0
4:15 PM
0 0
4:30 PM
0 0
4:45 PM
0 0
5:00 PM
0 0
5:15 PM
0 0
5:30 PM
0 0
5:45 PM
0 0
6:00 PM
0 0
6:15 PM
0 0
6:30 PM
0 0
6:45 PM
0 0
7:00 PM
0 0
7:15 PM
0 0
7:30 PM
0 0
7:45 PM
0 0
8:00 PM
0 0
8:15 PM
0 0
8:30 PM
0 0
8:45 PM
0 0
9:00 PM
0 0
9:15 PM
0 0
9:30 PM
0 0
9:45 PM
0 0
10:00 PM
0 0
10:15 PM
0 0
10:30 PM
0 0
10:45 PM
0 0
11:00 PM
0 0
11:15 PM
0 0
11:30 PM
0 0
11:45 PM
0 0
0 5
0
0
0
1
0
0
0
0
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
5
Study Name VILLAGE CENTER DR @ W DWY - WED - SB APPROACH
Start Date 05/24/2023
Start Time 12:00 AM
Site Code Trucks and Buses
Channel
VILLAGE CENTER DR
VILLAGE CENTER DR
Direction
Southbound
Northbound
TOTAL
12:00 AM
0
0
0
12:15 AM
0
0
0
12:30 AM
0
0
0
12:45 AM
0
0
0
1:00 AM
0
0
0
1:15 AM
0
0
0
1:30 AM
0
0
0
1:45 AM
0
0
0
2:00 AM
0
0
0
2:15 AM
0
0
0
2:30 AM
0
0
0
2:45 AM
0
0
0
3:00 AM
0
0
0
3:15 AM
0
0
0
3:30 AM
0
0
0
3:45 AM
0
0
0
4:00 AM
0
0
0
4:15 AM
0
0
0
4:30 AM
0
0
0
4:45 AM
0
0
0
5:00 AM
0
0
0
5:15 AM
0
0
0
5:30 AM
0
0
0
5:45 AM
0
0
0
6:00 AM
0
0
0
6:15 AM
0
0
0
6:30 AM
0
0
0
6:45 AM
0
0
0
7:00 AM
0
0
0
7:15 AM
0
0
0
7:30 AM
0
0
0
7:45 AM
0
0
0
8:00 AM
0
0
0
8:15 AM
0
0
0
8:30 AM
0
0
0
8:45 AM
0
0
0
9:00 AM
0
0
0
9:15 AM
0
0
0
9:30 AM
0
0
0
9:45 AM
0
0
0
10:00 AM
1
0
1
10:15 AM
0
0
0
10:30 AM
0
0
0
10:45 AM
0
0
0
11:00 AM
0
1
1
11:15 AM
0
0
0
11:30 AM
0
0
0
11:45 AM
0
0
0
12:00 PM
0
0
0
12:15 PM
0 0
12:30 PM
0 0
12:45 PM
0 0
1:00 PM
1 0
1:15 PM
0 1
1:30 PM
0 0
1:45 PM
0 0
2:00 PM
0 0
2:15 PM
0 0
2:30 PM
0 0
2:45 PM
1 0
3:00 PM
0 0
3:15 PM
0 0
3:30 PM
0 0
3:45 PM
0 0
4:00 PM
0 0
4:15 PM
0 0
4:30 PM
0 0
4:45 PM
0 0
5:00 PM
0 0
5:15 PM
0 0
5:30 PM
0 0
5:45 PM
0 0
6:00 PM
0 0
6:15 PM
0 0
6:30 PM
0 0
6:45 PM
0 0
7:00 PM
0 0
7:15 PM
0 0
7:30 PM
0 0
7:45 PM
0 0
8:00 PM
0 0
8:15 PM
0 0
8:30 PM
0 0
8:45 PM
0 0
9:00 PM
0 0
9:15 PM
0 0
9:30 PM
0 0
9:45 PM
0 0
10:00 PM
0 0
10:15 PM
0 0
10:30 PM
0 0
10:45 PM
0 0
11:00 PM
0 0
11:15 PM
0 0
11:30 PM
0 0
11:45 PM
0 0
3 2
0
0
0
1
1
0
0
0
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
5
Channel
Direction
12:00 AM
12:15 AM
12:30 AM
12:45 AM
1:00 AM
1:15 AM
1:30 AM
1:45 AM
2:00 AM
2:15 AM
2:30 AM
2:45 AM
3:00 AM
3:15 AM
3:30 AM
3:45 AM
4:00 AM
4:15 AM
4:30 AM
4:45 AM
5:00 AM
5:15 AM
5:30 AM
5:45 AM
6:00 AM
6:15 AM
6:30 AM
6:45 AM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
9:00 AM
9:15 AM
9:30 AM
9:45 AM
10:00 AM
10:15 AM
10:30 AM
10:45 AM
11:00 AM
11:15 AM
11:30 AM
11:45 AM
12:00 PM
Study Name VILLAGE CENTER DR @ W DWY - WED - WB APPROACH
Start Date 05/24/2023
Start Time 12:00 AM
Site Code Trucks and Buses
W DWY W DWY
Westbound Eastbound I TOTAL
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
2
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
2
12:15 PM
0
0 0
12:30 PM
0
0 0
12:45 PM
0
0 0
1:00 PM
0
0 0
1:15 PM
1
0 1
1:30 PM
0
0 0
1:45 PM
0
0 0
2:00 PM
0
0 0
2:15 PM
0
0 0
2:30 PM
0
0 0
2:45 PM
0
0 0
3:00 PM
0
0 0
3:15 PM
0
0 0
3:30 PM
0
0 0
3:45 PM
0
0 0
4:00 PM
0
0 0
4:15 PM
0
0 0
4:30 PM
0
0 0
4:45 PM
0
0 0
5:00 PM
0
0 0
5:15 PM
0
0 0
5:30 PM
0
0 0
5:45 PM
0
0 0
6:00 PM
0
0 0
6:15 PM
0
0 0
6:30 PM
0
0 0
6:45 PM
0
0 0
7:00 PM
0
0 0
7:15 PM
0
0 0
7:30 PM
0
0 0
7:45 PM
0
0 0
8:00 PM
0
0 0
8:15 PM
0
0 0
8:30 PM
0
0 0
8:45 PM
0
0 0
9:00 PM
0
0 0
9:15 PM
0
0 0
9:30 PM
0
0 0
9:45 PM
0
0 0
10:00 PM
0
0 0
10:15 PM
0
0 0
10:30 PM
0
0 0
10:45 PM
0
0 0
11:00 PM
0
0 0
11:15 PM
0
0 0
11:30 PM
0
0 0
11:45 PM
0
0 0
6
1 7
Floor and Decor
FM 1709 / Kimball Avenue
Southlake, Texas
Appendix C
July 26, 2023
AVO 54063
Turning Movement Traffic Volume Exhibits
- C - ::: haLff"
114
TEXAS
0
Cn
2
D
N
r
z
r
Z
QQ'
0 200 400 600 800
SCALE: 1 "=400'
LIJ
0 03
w
y
LEGEND
a
J
�G
EXISTING SIGNALIZED
J
CONTROL INTERSECTION
FM
1709 (SOUTHLAKE BLVD)
O EXISTING TWO-WAY STOP
CONTROL INTERSECTION
FLOOR & DECOR RETAIL
DEVELOPMENT SITE
rn
Cn
G
O
v
v
11
W
Q
J
Q
Y
a
0
O
r
m
z
w�
Oz
W
Wax
�0P
u;
W Y
C x
J ~
0w
W
LL
Project No.: 54063
Issued: 7/26/2023
Drawn By: CM
Checked By: SM
Scale: 1" = 400'
Sheet Title
EXISTING AND PROPOSED
STUDY INTERSECTIONS
FIGURE 3
Sheet Number
114
TEXAS
0
0
O
4
3�
dos
Z
LIJ STOP
V
"' -� f y
a
J �
J G
> m
FM 1709 (SOUTHLAKE BLVD)
FLOOR & DECOR RETAIL
DEVELOPMENT SITE
rn
Cn
G
O
v
v
Cn
2
Z
Q (�2) (Z) +
R D '1 I
W
N
0 200 400 600 800
SCALE: 1 "=400'
O
0.
-1 I I-
0
O
r
m
z
LEGEND
INTERSECTION NODE NUMBER
EXISTING STOP
CONTROL APPROACH
EXISTING LANE
CONFIGURATION
Project No.: 54063
Issued: 7/26/2023
Drawn By: CM
Checked By: SM
Scale: 1" = 400'
Sheet Title
EXISTING AND PROPOSED
LANE ASSIGNMENTS AND
TRAFFIC CONTROLS
FIGURE 4
Sheet Number
114
TEXAS
aoa
13 15 3 14 48 44
F-40--j 44 14 OC —1190 1,817 2170
1510 1,455 1,951_ F 33 55 F60
2
--1
LL!
10 1 158 131 1--74 5 I�
U
fr
WOoOON
O N M N
DOD N
J_
FM
1709 (SOUTHLAKE BLVD)
FLOOR & DECOR RETAIL
DEVELOPMENT SITE
rn
Cn
°o
v
Cn
2
Z
RIN -1 -1
Z
7 N � �
J j L. L}
© 9
2 --n
L_ 109
252 297
F-270l 238
211
— 573
1,183 1 493
1393 1,185
_j
1,510—
O
r 73
95 116
03
F-102l 179
252 --j
[;:7 7
2 I�
O T
N
O I N N I OO
m
N N O O
ONoo
VILLAGE CENTER D
Oa00
�
IOI
O
NI
O
0 0 0 0
I� 0
0 }_ 0
12 I�
I� 1
1 1
10 07
I� 12
1 ® 138
69 I�
I� 27
116 [;:7 0
0 0
O M O O
N
OIO
NIA
O M
N
N
N � �
Imo'
J L L
DO 0
0 --j L 49
26 56
83 108
5 0
O
0
DO 0
0 F 10
3 16
43 59
7 F-7 0
0 0
M O
LU
J �j U
J 0 0 -:11
Q 09 61 84 O
OS 67 127
N O M
vi
O � M
I 00 �
0 200 400 600 800
0
m
z
SCALE: 1 "=400'
LEGEND
ERSECTION NODE NUMBER
APPROACH MOVEMENTS
AM PEAK
HOUR VOLUMES
SCHOOL PM PEAK
HOUR VOLUMES
COMMUTER PM PEAK
HOUR VOLUMES
w
O~
Z
w
Wax
�0P
w
W Y
°FLU_
J �
0w
w
LL �
Project No.: 54063
Issued: 7/26/2023
Drawn By: CM
Checked By: SM
Scale: 1" = 400'
Sheet Title
2023 EXISTING
VOLUMES
FIGURE 5
Sheet Number
114
TEXAS
aoa
M � M
J L Lf
13 15 3 14 49 45
41 45 14 —1 214 1,853 2 213
1540 1,484 1,9901 OF 34 56 61
2
LU
102 161 134 E;:7 4 5 I�
U
fr
WOoOON
O M M N
DODN
J
FM
1709 (SOUTHLAKE BLVD)
FLOOR & DECOR RETAIL
DEVELOPMENT SITE
rn
Cn
°o
v
Cn
2
Z
VI N �I N
Z
7 N � �
J j L. L}
© 9
2
L_ 111
257 303
F-275l 243
215
— 584
1,207 1 523
1421 1,209
_j
1,540—
O
r 74
97 118
03
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118 [;:7 0
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N � n
M
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M
I �O�
0 200 400 600 800
0
m
z
SCALE: 1 "=400'
LEGEND
ERSECTION NODE NUMBER
APPROACH MOVEMENTS
AM PEAK
HOUR VOLUMES
SCHOOL PM PEAK
HOUR VOLUMES
COMMUTER PM PEAK
HOUR VOLUMES
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Project No.: 54063
Issued: 7/26/2023
Drawn By: CM
Checked By: SM
Scale: 1" = 400'
Sheet Title
2024 NO BUILD
VOLUMES
FIGURE 6
Sheet Number
114
TEXAS
n aoa
J L Lf
15 17 3 16 54 50
F-45--1 50 16 OC —1340 2,046 2444
1701 1,639 2,1971 `� F- 37 62 68
2
LU
113 178 148 E;:7 5 6 I�
U
+��fr
W
O Q O N
N
M
O M M
D00
FM
1709 (SOUTHLAKE BLVD)
FLOOR & DECOR RETAIL
DEVELOPMENT SITE
rn
Cn
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v
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2
Z
NI N �I N
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ID 101
N N N II 11
J LLf
10
2
L_ 123
284 334
F-304l 268
238
— 645
1,332 1 681
1569 1,335
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107 131
03
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284 --1
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29 63
93 122
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© 75 143
N CNA
V
I HIOp
0 200 400 600 800
0
m
z
SCALE: 1 "=400'
LEGEND
ERSECTION NODE NUMBER
APPROACH MOVEMENTS
AM PEAK
HOUR VOLUMES
SCHOOL PM PEAK
HOUR VOLUMES
COMMUTER PM PEAK
HOUR VOLUMES
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Project No.: 54063
Issued: 7/26/2023
Drawn By: CM
Checked By: SM
Scale: 1" = 400'
Sheet Title
2029 (NO BUILD + 5 YEARS)
VOLUMES
FIGURE 7
Sheet Number
114
TEXAS
O�
HOHO
JlL.Lf
_
F-O
Z
LU
30 I�
fr
LIJ
HHHH
r
Q
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J
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FM
1709 (SOUTHLAKE BLVD)
FLOOR & DECOR RETAIL
DEVELOPMENT SITE
rn
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G
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a
Cn
2
Z
H N HH
.J j L_ b
O O F
o [;:7 o
0000
N
0 200 400 600 800
SCALE: 1 "=400'
LEGEND
INTERSECTION NODE NUMBER
APPROACH MOVEMENTS
OX INBOUND PERCENTAGES
�Ir
BOB
H HO
-�jL►L!/
I�
� L
F-0-1
� O
I�
F-
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or-
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z
Project No.: 54063
Issued: 7/26/2023
Drawn By: CM
Checked By: SM
Scale: 1" = 400'
Sheet Title
INBOUND TRIP DISTRIBUTION
PERCENTAGES -
FLOOR & DECOR
FIGURE 8
Sheet Number
114
TEXAS
O
co
3�
O�
HOHO
JlL.Lf
_
F-O
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Z
LIJ
O
fr
�V
H M HO
a
J
J
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G
>
m
FM
1709 (SOUTHLAKE BLVD)
FLOOR & DECOR RETAIL
DEVELOPMENT SITE
rn
Cn
G
O
v
v
RD
a
Cn
2
Z
HHHH
.J j L_ b
O OO r O
o [;:7 o
00 N N
N
0 200 400 600 800
SCALE: 1 "=400'
LEGEND
INTERSECTION NODE NUMBER
APPROACH MOVEMENTS
OX OUTBOUND PERCENTAGES
�Ir
aoo
OHO
-�jL►L!/
I�
� L
F-0-1
� O
I�
F-
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20
--1
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r
m
z
Project No.: 54063
Issued: 7/26/2023
Drawn By: CM
Checked By: SM
Scale: 1" = 400'
Sheet Title
OUTBOUND TRIP DISTRIBUTION
PERCENTAGES -
FLOOR & DECOR
FIGURE 9
Sheet Number
114
TEXAS
oaoa
O O O O
J L Lf
0
Do o
0 O 0
0 5 F- 2
0
Z
--1
3�
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1 Tj 17
13 E;:7 0
0 I�
Q
O N O M
D000
FM
1709 (SOUTHLAKE BLVD)
FLOOR & DECOR RETAIL
DEVELOPMENT SITE
rn
Cn
°o
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Cn
2
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�000
+ of o
Z
QMQQ
-Jj�.b
0
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0
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1 1O1
3
2 9
F-0--1 0
0 --1 [;:7 0
0 I�
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VILLAGE CENTER D
oaoa
of o of o
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0 0 0 0
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0
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0
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0 DO
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14 14
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0 200 400 600 800
0
m
z
SCALE: 1 "=400'
LEGEND
ERSECTION NODE NUMBER
APPROACH MOVEMENTS
AM PEAK
HOUR VOLUMES
SCHOOL PM PEAK
HOUR VOLUMES
COMMUTER PM PEAK
HOUR VOLUMES
w
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Project No.: 54063
Issued: 7/26/2023
Drawn By: CM
Checked By: SM
Scale: 1" = 400'
Sheet Title
DEVELOPMENT TRIPS -
FLOOR & DECOR
FIGURE 10
Sheet Number
114
TEXAS
aoa
M � M
J L Lf
13 15 3 14 49 45
41 45 14 —1 214 1,853 2 213
1 540 1�484 1, 1901 O- 36 59 F64
2
LU
119 178 147 E;:7 4 5 I�
U
WO
O N
J_
FM
1709 (SOUTHLAKE BLVD)
FLOOR & DECOR RETAIL
DEVELOPMENT SITE
rn
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°o
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2
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VI N �I N
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2
L_ 111
257 303
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215
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1,209 1 526
1424 1,212
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O
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108 130
03
F-104l 183
257 --1
[;:7 7
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VILLAGE CENTER D
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09 72 131
N O M
O N �
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0 200 400 600 800
0
m
z
SCALE: 1 "=400'
LEGEND
ERSECTION NODE NUMBER
APPROACH MOVEMENTS
AM PEAK
HOUR VOLUMES
SCHOOL PM PEAK
HOUR VOLUMES
COMMUTER PM PEAK
HOUR VOLUMES
w
O~
Z
w
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�0P
w
LUY
°FLU_
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0w
w
LL �
Project No.: 54063
Issued: 7/26/2023
Drawn By: CM
Checked By: SM
Scale: 1" = 400'
Sheet Title
2024 BUILD
VOLUMES
FIGURE 11
Sheet Number
114
TEXAS
n aoa
J L Lf
15 17 3 16 54 50
F-45--1 50 16 OC —1340 2,046 2444
1701 1,639 2,1971 `� F- 39 65 70
2
LU
129 195 161 E;:7 5 6 I�
U
fr
W
O N O N
HO
J
FM
1709 (SOUTHLAKE BLVD)
FLOOR & DECOR RETAIL
DEVELOPMENT SITE
rn
Cn
°o
v
Cn
2
Z
NI N �I N
Z
M O
N M N II 11
J LLf
10
2
L_ 123
284 334
F-304I 268
238
— 647
1,335 1 684
1572 1,338
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1,702—
O
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118 142
03
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284 --1
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VILLAGE CENTER D
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N� N
N
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121 149
21
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Q Fl-0-1 69 95 � O
09 79 145
,V^J N T
O N
I HOB
0 200 400 600 800
0
m
z
SCALE: 1 "=400'
LEGEND
ERSECTION NODE NUMBER
APPROACH MOVEMENTS
AM PEAK
HOUR VOLUMES
SCHOOL PM PEAK
HOUR VOLUMES
COMMUTER PM PEAK
HOUR VOLUMES
w
O~
Z
w
Wax
�0P
w
W Y
°FLU_
J �
0w
w
LL �
Project No.: 54063
Issued: 7/26/2023
Drawn By: CM
Checked By: SM
Scale: 1" = 400'
Sheet Title
2029 (BUILD + 5 YEARS)
VOLUMES
FIGURE 12
Sheet Number
Floor and Decor
FM 1709 / Kimball Avenue
Southlake, Texas
Appendix D
Synchro Report Sheets
July 26, 2023
AVO 54063
- D - EEE haLff
Lanes, Volumes, Timings 2023 Existing AM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBU
NBL
NBT
NBR
Lane Configurations
ttt
r*
ttt
r*
t
Traffic Volume (vph)
2
211
1510
252
7
73
573
109
1
190
279
71
Future Volume (vph)
2
211
1510
252
7
73
573
109
1
190
279
71
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
300
200
350
175
180
0
Storage Lanes
1
1
1
1
1
0
Taper Length (ft)
100
80
100
Lane Util. Factor
0.91
1.00
0.91
1.00
0.91
1.00
0.91
1.00
0.95
1.00
0.95
0.95
Frt
0.850
0.850
0.970
Flt Protected
0.950
0.950
0.950
Satd. Flow (prot)
0
1752
5036
1568
0
1752
5036
1568
0
1752
3400
0
Flt Permitted
0.950
0.950
0.950
Satd. Flow (perm)
0
1752
5036
1568
0
1752
5036
1568
0
1752
3400
0
Right Turn on Red
Yes
Yes
Yes
Satd. Flow (RTOR)
166
210
22
Link Speed (mph)
45
45
35
Link Distance (ft)
718
718
508
Travel Time (s)
10.9
10.9
9.9
Peak Hour Factor
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
Adj. Flow (vph)
2
220
1573
263
7
76
597
114
1
198
291
74
Shared Lane Traffic (%)
Lane Group Flow (vph)
0
222
1573
263
0
83
597
114
0
199
365
0
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
R NA
Left
Left
Right
R NA
Left
Left
Right
R NA
Left
R NA
Right
Median Width(ft)
16
16
20
Link Offset(ft)
0
0
0
Crosswalk Width(ft)
16
16
16
Two way Left Turn Lane
Headway Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Turning Speed (mph)
9
15
9
9
15
9
9
15
9
Number of Detectors
1
1
2
1
1
1
2
1
1
1
2
Detector Template
Left
Left
Thru
Right
Left
Left
Thru
Right
Left
Left
Thru
Leading Detector (ft)
20
20
100
20
20
20
100
20
20
20
100
Trailing Detector (ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Position(ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Size(ft)
20
20
6
20
20
20
6
20
20
20
6
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 2 Position(ft)
94
94
94
Detector 2 Size(ft)
6
6
6
Detector 2 Type
CI+Ex
CI+Ex
CI+Ex
Detector 2 Channel
Detector 2 Extend (s)
0.0
0.0
0.0
Turn Type
Prot
Prot
NA
Perm
Prot
Prot
NA
Perm
Prot
Prot
NA
Protected Phases
5
5
2
1
1
6
3
3
8
Permitted Phases
2
6
Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 1
Lanes, Volumes, Timings 2023 Existing AM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
SBU
SBL
SBT
SBR
Lane Configurations
tt
r*
Traffic Volume (vph)
1
190
265
476
Future Volume (vph)
1
190
265
476
Ideal Flow (vphpl)
1900
1900
1900
1900
Storage Length (ft)
150
0
Storage Lanes
1
1
Taper Length (ft)
90
Lane Util. Factor
0.95
1.00
0.95
1.00
Frt
0.850
Flt Protected
0.950
Satd. Flow (prot)
0
1752
3505
1568
Flt Permitted
0.950
Satd. Flow (perm)
0
1752
3505
1568
Right Turn on Red
Yes
Satd. Flow (RTOR)
337
Link Speed (mph)
35
Link Distance (ft)
551
Travel Time (s)
10.7
Peak Hour Factor
0.96
0.96
0.96
0.96
Adj. Flow (vph)
1
198
276
496
Shared Lane Traffic (%)
Lane Group Flow (vph)
0
199
276
496
Enter Blocked Intersection
No
No
No
No
Lane Alignment
R NA
Left
Left
Right
Median Width(ft)
20
Link Offset(ft)
0
Crosswalk Width(ft)
16
Two way Left Turn Lane
Headway Factor
1.00
1.00
1.00
1.00
Turning Speed (mph)
9
15
9
Number of Detectors
1
1
2
1
Detector Template
Left
Left
Thru
Right
Leading Detector (ft)
20
20
100
20
Trailing Detector (ft)
0
0
0
0
Detector 1 Position(ft)
0
0
0
0
Detector 1 Size(ft)
20
20
6
20
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
0.0
Detector 2 Position(ft)
94
Detector 2 Size(ft)
6
Detector 2 Type
CI+Ex
Detector 2 Channel
Detector 2 Extend (s)
0.0
Turn Type
Prot
Prot
NA
Perm
Protected Phases
7
7
4
Permitted Phases
4
Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 2
Lanes, Volumes, Timings 2023 Existing AM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBU
NBL
NBT NBR
Detector Phase
5
5
2
2
1
1
6
6
3
3
8
Switch Phase
Minimum Initial (s)
5.0
5.0
10.0
10.0
5.0
5.0
10.0
10.0
5.0
5.0
5.0
Minimum Split (s)
12.0
12.0
40.0
40.0
12.0
12.0
39.0
39.0
12.0
12.0
45.0
Total Split (s)
27.0
27.0
48.0
48.0
18.0
18.0
39.0
39.0
35.0
35.0
35.0
Total Split (%)
20.8%
20.8%
36.9%
36.9%
13.8%
13.8%
30.0%
30.0%
26.9%
26.9%
26.9%
Maximum Green (s)
20.0
20.0
41.0
41.0
11.0
11.0
32.0
32.0
28.0
28.0
28.0
Yellow Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
4.0
4.0
4.0
All -Red Time (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
3.0
3.0
3.0
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
7.0
7.0
7.0
7.0
7.0
7.0
7.0
7.0
Lead/Lag
Lead
Lead
Lag
Lag
Lead
Lead
Lag
Lag
Lead
Lead
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Recall Mode
None
None
C-Min
C-Min
None
None
C-Min
C-Min
None
None
None
Walk Time (s)
7.0
7.0
7.0
7.0
7.0
Flash Dont Walk (s)
26.0
26.0
25.0
25.0
31.0
Pedestrian Calls (#/hr)
0
0
0
0
0
Act Effct Green (s)
19.0
51.5
51.5
9.5
41.9
41.9
19.1
22.8
Actuated g/C Ratio
0.15
0.40
0.40
0.07
0.32
0.32
0.15
0.18
v/c Ratio
0.87
0.79
0.36
0.65
0.37
0.18
0.77
0.59
Control Delay
84.6
39.9
13.6
81.7
37.0
0.6
72.6
49.5
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
84.6
39.9
13.6
81.7
37.0
0.6
72.6
49.5
LOS
F
D
B
F
D
A
E
D
Approach Delay
41.4
36.5
57.7
Approach LOS
D
D
E
90th %ile Green (s)
20.0
20.0
41.0
41.0
11.0
11.0
32.0
32.0
26.0
26.0
28.0
90th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Gap
Gap
Hold
70th %ile Green (s)
20.0
20.0
41.0
41.0
11.0
11.0
32.0
32.0
22.0
22.0
28.1
70th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Gap
Gap
Hold
50th %ile Green (s)
21.8
21.8
46.6
46.6
10.5
10.5
35.3
35.3
19.1
19.1
25.9
50th %ile Term Code
Gap
Gap
Coord
Coord
Gap
Gap
Coord
Coord
Gap
Gap
Hold
30th %ile Green (s)
18.9
18.9
57.5
57.5
8.7
8.7
47.3
47.3
16.3
16.3
19.6
30th %ile Term Code
Gap
Gap
Coord
Coord
Gap
Gap
Coord
Coord
Gap
Gap
Hold
10th %ile Green (s)
14.5
14.5
71.2
71.2
6.1
6.1
62.8
62.8
12.1
12.1
12.6
10th %ile Term Code
Gap
Gap
Coord
Coord
Gap
Gap
Coord
Coord
Gap
Gap
Gap
Queue Length 50th (ft)
180
450
56
69
152
0
164
137
Queue Length 95th (ft)
#317
#596
139
125
199
0
236
185
Internal Link Dist (ft)
638
638
428
Turn Bay Length (ft)
300
200
350
175
180
Base Capacity (vph)
274
1993
721
148
1622
647
377
750
Starvation Cap Reductn
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.81
0.79
0.36
0.56
0.37
0.18
0.53
0.49
Intersection Summary
Area Type: Other
Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 3
Lanes, Volumes, Timings 2023 Existing AM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
SBU
SBL
SBT
SBR
Detector Phase
7
7
4
4
Switch Phase
Minimum Initial (s)
5.0
5.0
5.0
5.0
Minimum Split (s)
12.0
12.0
43.0
43.0
Total Split (s)
29.0
29.0
29.0
29.0
Total Split (%)
22.3%
22.3%
22.3%
22.3%
Maximum Green (s)
22.0
22.0
22.0
22.0
Yellow Time (s)
4.0
4.0
4.0
4.0
All -Red Time (s)
3.0
3.0
3.0
3.0
Lost Time Adjust (s)
0.0
0.0
0.0
Total Lost Time (s)
7.0
7.0
7.0
Lead/Lag
Lead
Lead
Lag
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Vehicle Extension (s)
2.0
2.0
2.0
2.0
Recall Mode
None
None
None
None
Walk Time (s)
7.0
7.0
Flash Dont Walk (s)
29.0
29.0
Pedestrian Calls (#/hr)
0
0
Act Effct Green (s)
18.2
22.0
22.0
Actuated g/C Ratio
0.14
0.17
0.17
v/c Ratio
0.81
0.47
0.91
Control Delay
78.1
50.6
38.2
Queue Delay
0.0
0.0
0.0
Total Delay
78.1
50.6
38.2
LOS
E
D
D
Approach Delay
49.9
Approach LOS
D
90th %ile Green (s)
22.0
22.0
24.0
24.0
90th %ile Term Code
Max
Max
Max
Max
70th %ile Green (s)
21.9
21.9
28.0
28.0
70th %ile Term Code
Gap
Gap
Max
Max
50th %ile Green (s)
19.0
19.0
25.8
25.8
50th %ile Term Code
Gap
Gap
Gap
Gap
30th %ile Green (s)
16.2
16.2
19.5
19.5
30th %ile Term Code
Gap
Gap
Gap
Gap
10th %ile Green (s)
12.1
12.1
12.6
12.6
10th %ile Term Code
Gap
Gap
Hold
Hold
Queue Length 50th (ft)
164
107
138
Queue Length 95th (ft)
245
154
#345
Internal Link Dist (ft)
471
Turn Bay Length (ft)
150
Base Capacity (vph)
296
656
567
Starvation Cap Reductn
0
0
0
Spillback Cap Reductn
0
0
0
Storage Cap Reductn
0
0
0
Reduced v/c Ratio
0.67
0.42
0.87
Intersection Summary
Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 4
Lanes, Volumes, Timings 2023 Existing AM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Cycle Length: 130
Actuated Cycle Length: 130
Offset: 5 (4%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow
Natural Cycle: 120
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 0.91
Intersection Signal Delay: 44.5 Intersection LOS: D
Intersection Capacity Utilization 86.3% ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
3plittsgs and Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 I
Iwo I —Imo2 03 T 04
It 5 06 rR O7 os
Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 5
Timing Report, Sorted By Phase 2023 Existing AM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
--I.
v,
t
4---
W
t
Phase Number 1
2
3
4
5
6
7
8
Movement
WBL
EBT
NBL
SBT
EBL
WBT
SBL
NBT
Lead/Lag
Lead
Lag
Lead
Lag
Lead
Lag
Lead
Lag
Lead -Lag Optimize
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Recall Mode
None
C-Min
None
None
None
C-Min
None
None
Maximum Split (s)
18
48
35
29
27
39
29
35
Maximum Split (%)
13.8%
36.9%
26.9%
22.3%
20.8%
30.0%
22.3%
26.9%
Minimum Split (s)
12
40
12
43
12
39
12
45
Yellow Time (s)
5
5
4
4
5
5
4
4
All -Red Time (s)
2
2
3
3
2
2
3
3
Minimum Initial (s)
5
10
5
5
5
10
5
5
Vehicle Extension (s)
2
2
2
2
2
2
2
2
Minimum Gap (s)
2
2
2
2
3
2
2
2
Time Before Reduce (s)
0
0
0
0
0
0
0
0
Time To Reduce (s)
0
0
0
0
0
0
0
0
Walk Time (s)
7
7
7
7
Flash Dont Walk (s)
26
29
25
31
Dual Entry
No
Yes
No
Yes
No
Yes
No
Yes
Inhibit Max
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Start Time (s)
76
94
12
47
76
103
12
41
End Time (s)
94
12
47
76
103
12
41
76
Yield/Force Off (s)
87
5
40
69
96
5
34
69
Yield/Force Off 170(s)
87
109
40
40
96
110
34
38
Local Start Time (s)
71
89
7
42
71
98
7
36
Local Yield (s)
82
0
35
64
91
0
29
64
Local Yield 170(s)
82
104
35
35
91
105
29
33
Intersection Summary
Cycle Length
130
Control Type
Actuated -Coordinated
Natural Cycle
120
Offset: 5 (4%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow
5plits and Phases: 1: 5. Kimball Avenue/N. Kimball Avenue tk I-M 11U9 I
two --Wo?- 03 T 04
05 44- 06 (R) ! O7 tos
Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 6
HCM 6th TWSC 2023 Existing AM Peak Hour
2: S. Kimball Avenue & Kimball Oaks Drwy/Primrose School Drwy 07/25/2023
Intersection
Int Delay, s/veh
Movement
1.5
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBU
SBL
SBT
SBR
Lane Configurations
+'
r
Vii
t
Vii
tt
r
Traffic Vol, veh/h
5
0
7
10
0
49
17
428
13
11
44
491
29
Future Vol, veh/h
5
0
7
10
0
49
17
428
13
11
44
491
29
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Stop
Stop
Stop
Stop
Stop
Stop
Free
Free
Free
Free
Free
Free
Free
RT Channelized
-
None
-
None
-
None
-
-
None
Storage Length
100
-
90
-
110
115
Veh in Median Storage,
#
0
-
-
0
-
0
-
-
0
-
Grade, %
0
-
-
0
-
0
0
-
Peak Hour Factor
83
83
83
83
83
83
83
83
83
92
83
83
83
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
6
0
8
12
0
59
20
516
16
12
53
592
35
Major/Minor Minor2
Minorl
Majorl
Major2
Conflicting Flow All
1020
1294
296
990
1321
266
627
0
0 531
532 0 0
Stage 1
722
722
-
564
564
-
-
-
- -
- - -
Stage 2
298
572
-
426
757
-
-
-
-
-
Critical Hdwy
7.56
6.56
6.96
7.56
6.56
6.96
4.16
-
6.46
4.16
Critical Hdwy Stg 1
6.56
5.56
-
6.56
5.56
-
-
-
-
Critical Hdwy Stg 2
6.56
5.56
-
6.56
5.56
-
-
-
-
- -
Follow-up Hdwy
3.53
4.03
3.33
3.53
4.03
3.33
2.23
2.53
2.23
Pot Cap-1 Maneuver
189
160
697
199
154
729
944
-
657
1025
Stage 1
382
427
-
475
504
-
-
-
-
Stage 2
683
500
-
574
411
-
-
-
-
- -
Platoon blocked, %
Mov Cap-1 Maneuver
162
145
697
183
140
729
944
-
912
912
Mov Cap-2 Maneuver
162
145
-
183
140
-
-
-
-
Stage 1
374
397
465
493
-
-
-
-
Stage 2
614
490
527
382
-
-
Approach
EB
WB
NB
SIB
HCM Control Delay, s
17.7
13.7
0.3
0.9
HCM LOS
C
B
Minor Lane/Major Mvmt
NBL
NBT
NBR EBLn1 EBLn2WBLnl
SBL
SBT SBR
Capacity (veh/h)
944
162
697
484
912
-
HCM Lane V/C Ratio
0.022
0.037
0.012
0.147
0.071
-
HCM Control Delay (s)
8.9
28.1
10.2
13.7
9.2
HCM Lane LOS
A
D
B
B
A
HCM 95th %tile Q(veh)
0.1
-
0.1
0
0.5
0.2
-
Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 1
HCM 6th TWSC 2023 Existing AM Peak Hour
3: S. Kimball Avenue & Village Center Drive 07/25/2023
Intersection
Int Delay, s/veh 6.2
Movement
EBL
EBR
NBU
NBL
NBT
SBU
SBT
SBR
Lane Configurations
r
Vii
tt
tt
r*
Traffic Vol, veh/h
84
127
2
82
365
6
447
64
Future Vol, veh/h
84
127
2
82
365
6
447
64
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
Free
Free
RT Channelized
-
None
-
None
None
Storage Length
100
0
160
-
110
Veh in Median Storage,
# 0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
73
73
92
73
73
92
73
73
Heavy Vehicles, %
3
3
3
3
3
3
3
3
Mvmt Flow
115
174
2
112
500
7
612
88
Major/Minor Minor2
Majorl
Major2
Conflicting Flow All
1104
306
612
700
0
500
-
0
Stage 1
626
-
-
-
-
-
Stage 2
478
-
-
-
-
Critical Hdwy
6.86
6.96
6.46
4.16
-
6.46
Critical Hdwy Stg 1
5.86
-
-
-
-
Critical Hdwy Stg 2
5.86
-
-
-
-
Follow-up Hdwy
3.53
3.33
2.53
2.23
2.53
Pot Cap-1 Maneuver
204
687
584
886
-
688
-
Stage 1
493
-
-
-
-
Stage 2
587
-
-
-
-
Platoon blocked, %
Mov Cap-1 Maneuver
174
687
872
872
-
688
Mov Cap-2 Maneuver
174
-
-
-
-
Stage 1
428
-
Stage 2
577
Approach
EB
NB
SB
HCM Control Delay, s
30.7
1.8
0.1
HCM LOS
D
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
872
174
687
HCM Lane V/C Ratio
0.131
0.661
0.253
HCM Control Delay (s)
9.8
58.9
12
HCM Lane LOS
A
F
B
HCM 95th %tile Q(veh)
0.5
3.8
1
-
-
Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 2
HCM 6th TWSC 2023 Existing AM Peak Hour
4: Kimball Oaks Drwy/Southlake Corners Drwy & FM 1709 07/25/2023
Intersection
Int Delay, s/veh 2.1
Movement
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Vii
ttt
r
Vii tt
r
r*
Traffic Vol, veh/h
3
14
1951
131
4
33
1190
14
8
0
22
6
0
14
Future Vol, veh/h
3
14
1951
131
4
33
1190
14
8
0
22
6
0
14
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
None
-
None
None
None
Storage Length
345
180
200
100
100
Veh in Median Storage, #
0
-
-
0
-
0
-
0
-
Grade, %
0
-
-
0
0
-
0
-
Peak Hour Factor
92
95
95
95
92
95
95
95
95
95
95
95
95
95
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
5
3
3
3
Mvmt Flow
3
15
2054
138
4
35
1253
15
8
0
23
6
0
15
Major/Minor
Majorl
Major2
Minorl
Minor2
Conflicting Flow All
925
1268
0
0
1499
2192
0
0
2669
3436
1027
2197
3567
634
Stage 1
-
-
-
-
-
-
-
-
2090
2090
-
1339
1339
-
Stage 2
-
-
-
-
579
1346
-
858
2228
-
Critical Hdwy
5.66
5.36
-
5.66
5.36
-
6.46
6.56
7.2
6.46
6.56
7.16
Critical Hdwy Stg 1
-
-
-
-
-
7.36
5.56
-
7.36
5.56
-
Critical Hdwy Stg 2
-
-
-
-
-
6.76
5.56
-
6.76
5.56
-
Follow-up Hdwy
2.33
3.13
2.33
3.13
3.83
4.03
3.95
3.83
4.03
3.93
Pot Cap-1 Maneuver
480
287
229
98
-
24
7
195
47
5
360
Stage 1
-
-
-
-
33
92
-
114
218
-
Stage 2
-
-
-
-
-
424
216
-
286
78
-
Platoon blocked, %
Mov Cap-1 Maneuver
308
308
-
104
104
-
16
4
195
28
3
360
Mov Cap-2 Maneuver
-
-
-
-
16
4
-
28
3
-
Stage 1
-
-
-
31
87
107
136
Stage 2
254
135
237
73
Approach
EB
WB
NB
SIB
HCM Control Delay, s
0.1
1.8
119.7
61.1
HCM LOS
F
F
Minor Lane/Major Mvmt NBLnl NBLn2 EBL EBT EBR WBL WBT WBR SBLnl SBLn2
Capacity (veh/h)
16
195
308
104
28
360
HCM Lane V/C Ratio
0.526
0.119
0.058
0.376
0.226
0.041
HCM Control Delay (s)
$ 377.7
25.9
17.4
59.1
167.7
15.4
HCM Lane LOS
F
D
C
F
F
C
HCM 95th %tile Q(veh)
1.4
0.4
0.2 -
1.5 -
0.7
0.1
Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 3
HCM 6th TWSC 2023 Existing AM Peak Hour
5: Dawson MS Drwy/Kimball Oaks Drwy & Village Center Drive 07/25/2023
Intersection
Int Delay, s/veh
Movement
10.5
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
'fir
Vii
Traffic Vol, veh/h
1
1
116
138
1
0
33
0
208
0
0
0
Future Vol, veh/h
1
1
116
138
1
0
33
0
208
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
-
None
-
None
None
-
None
Storage Length
110
-
146
Veh in Median Storage,
# -
0
-
0
0
-
-
0
Grade, %
-
0
-
0
0
-
0
Peak Hour Factor
53
53
53
53
53
53
53
53
53
53
53
53
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
2
2
219
260
2
0
62
0
392
0
0
0
Major/Minor
Majorl
Major2
Minorl
Minor2
Conflicting Flow All
2 0
0 221
0 0 638
638
112
834
747
2
Stage 1
- -
- -
- - 116
116
-
522
522
-
Stage 2
-
-
- 522
522
-
312
225
-
Critical Hdwy
4.13 -
4.13
- 7.13
6.53
6.23
7.13
6.53
6.23
Critical Hdwy Stg 1
-
-
- 6.13
5.53
-
6.13
5.53
-
Critical Hdwy Stg 2
-
-
- 6.13
5.53
-
6.13
5.53
-
Follow-up Hdwy
2.227
2.227
- 3.527
4.027
3.327
3.527
4.027
3.327
Pot Cap-1 Maneuver
1614
1342
- - 388
393
938
286
340
1079
Stage 1
-
-
- 886
798
-
536
529
-
Stage 2
- -
-
- 536
529
-
696
716
-
Platoon blocked, %
Mov Cap-1 Maneuver
1614
- 1342
330
316
938
141
274
1079
Mov Cap-2 Maneuver
-
-
330
316
-
141
274
-
Stage 1
-
- 885
797
535
426
-
Stage 2
432
426
404
715
-
Approach
EB
WB
NB
SIB
HCM Control Delay, s
0.1
8.3
16.9
0
HCM LOS
C
A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)
749
1614
- 1342 -
HCM Lane V/C Ratio
0.607
0.001
- 0.194
HCM Control Delay (s)
16.9
7.2
- 8.3 - 0
HCM Lane LOS
C
A
A A
HCM 95th %tile Q(veh)
4.2
0 -
0.7 - -
Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 4
Lanes, Volumes, Timings 2023 Existing School PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBL
NBT
NBR
SBU
Lane Configurations
ttt
r
ttt
r
t
Traffic Volume (vph)
9
238
1185
179
2
95
1183
252
230
234
98
2
Future Volume (vph)
9
238
1185
179
2
95
1183
252
230
234
98
2
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
300
200
350
175
180
0
Storage Lanes
1
1
1
1
1
0
Taper Length (ft)
100
80
100
Lane Util. Factor
0.91
1.00
0.91
1.00
0.91
1.00
0.91
1.00
1.00
0.95
0.95
0.95
Frt
0.850
0.850
0.956
Flt Protected
0.950
0.950
0.950
Satd. Flow (prot)
0
1752
5036
1568
0
1752
5036
1568
1752
3351
0
0
Flt Permitted
0.950
0.950
0.950
Satd. Flow (perm)
0
1752
5036
1568
0
1752
5036
1568
1752
3351
0
0
Right Turn on Red
Yes
Yes
Yes
Satd. Flow (RTOR)
137
182
39
Link Speed (mph)
45
45
35
Link Distance (ft)
718
718
508
Travel Time (s)
10.9
10.9
9.9
Peak Hour Factor
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
Adj. Flow (vph)
9
251
1247
188
2
100
1245
265
242
246
103
2
Shared Lane Traffic (%)
Lane Group Flow (vph)
0
260
1247
188
0
102
1245
265
242
349
0
0
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
R NA
Left
Left
Right
R NA
Left
Left
Right
Left
R NA
Right
R NA
Median Width(ft)
16
16
20
Link Offset(ft)
0
0
0
Crosswalk Width(ft)
16
16
16
Two way Left Turn Lane
Headway Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Turning Speed (mph)
9
15
9
9
15
9
15
9
9
Number of Detectors
1
1
2
1
1
1
2
1
1
2
1
Detector Template
Left
Left
Thru
Right
Left
Left
Thru
Right
Left
Thru
Left
Leading Detector (ft)
20
20
100
20
20
20
100
20
20
100
20
Trailing Detector (ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Position(ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Size(ft)
20
20
6
20
20
20
6
20
20
6
20
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 2 Position(ft)
94
94
94
Detector 2 Size(ft)
6
6
6
Detector 2 Type
CI+Ex
CI+Ex
CI+Ex
Detector 2 Channel
Detector 2 Extend (s)
0.0
0.0
0.0
Turn Type
Prot
Prot
NA
Perm
Prot
Prot
NA
Perm
Prot
NA
Prot
Protected Phases
5
5
2
1
1
6
3
8
7
Permitted Phases
2
6
Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 1
Lanes, Volumes, Timings 2023 Existing School PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
SBL
SBT
SBR
Lane Configurations
tt
r
Traffic Volume (vph)
142
245
466
Future Volume (vph)
142
245
466
Ideal Flow (vphpl)
1900
1900
1900
Storage Length (ft)
150
0
Storage Lanes
1
1
Taper Length (ft)
90
Lane Util. Factor
1.00
0.95
1.00
Frt
0.850
Flt Protected
0.950
Satd. Flow (prot)
1752
3505
1568
Flt Permitted
0.950
Satd. Flow (perm)
1752
3505
1568
Right Turn on Red
Yes
Satd. Flow (RTOR)
256
Link Speed (mph)
35
Link Distance (ft)
551
Travel Time (s)
10.7
Peak Hour Factor
0.95
0.95
0.95
Adj. Flow (vph)
149
258
491
Shared Lane Traffic (%)
Lane Group Flow (vph)
151
258
491
Enter Blocked Intersection
No
No
No
Lane Alignment
Left
Left
Right
Median Width(ft)
20
Link Offset(ft)
0
Crosswalk Width(ft)
16
Two way Left Turn Lane
Headway Factor
1.00
1.00
1.00
Turning Speed (mph)
15
9
Number of Detectors
1
2
1
Detector Template
Left
Thru
Right
Leading Detector (ft)
20
100
20
Trailing Detector (ft)
0
0
0
Detector 1 Position(ft)
0
0
0
Detector 1 Size(ft)
20
6
20
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
Detector 2 Position(ft)
94
Detector 2 Size(ft)
6
Detector 2 Type
CI+Ex
Detector 2 Channel
Detector 2 Extend (s)
0.0
Turn Type
Prot
NA
Perm
Protected Phases
7
4
Permitted Phases
4
Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 2
Lanes, Volumes, Timings 2023 Existing School PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBL
NBT
NBR SBU
Detector Phase
5
5
2
2
1
1
6
6
3
8
7
Switch Phase
Minimum Initial (s)
5.0
5.0
10.0
10.0
5.0
5.0
10.0
10.0
5.0
5.0
5.0
Minimum Split (s)
12.0
12.0
40.0
40.0
12.0
12.0
39.0
39.0
12.0
45.0
12.0
Total Split (s)
31.0
31.0
60.0
60.0
18.0
18.0
47.0
47.0
30.0
41.0
31.0
Total Split (%)
20.7%
20.7%
40.0%
40.0%
12.0%
12.0%
31.3%
31.3%
20.0%
27.3%
20.7%
Maximum Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
34.0
24.0
Yellow Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
4.0
4.0
4.0
All -Red Time (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
3.0
3.0
3.0
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
7.0
7.0
7.0
7.0
7.0
7.0
7.0
7.0
Lead/Lag
Lead
Lead
Lag
Lag
Lead
Lead
Lag
Lag
Lead
Lag
Lead
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Recall Mode
None
None
C-Min
C-Min
None
None
C-Min
C-Min
None
None
None
Walk Time (s)
7.0
7.0
7.0
7.0
7.0
Flash Dont Walk (s)
26.0
26.0
25.0
25.0
31.0
Pedestrian Calls (#/hr)
0
0
0
0
0
Act Effct Green (s)
24.2
59.0
59.0
11.0
45.8
45.8
22.2
34.8
Actuated g/C Ratio
0.16
0.39
0.39
0.07
0.31
0.31
0.15
0.23
v/c Ratio
0.92
0.63
0.27
0.80
0.81
0.44
0.93
0.43
Control Delay
98.1
39.7
11.3
107.2
54.2
16.8
104.1
44.6
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
98.1
39.7
11.3
107.2
54.2
16.8
104.1
44.6
LOS
F
D
B
F
D
B
F
D
Approach Delay
45.5
51.4
69.0
Approach LOS
D
D
E
90th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
34.3
23.7
90th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Hold
Gap
70th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
38.0
20.0
70th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Hold
Gap
50th %ile Green (s)
25.1
25.1
53.0
53.0
12.1
12.1
40.0
40.0
23.0
39.6
17.3
50th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Hold
Gap
30th %ile Green (s)
26.4
26.4
59.5
59.5
11.9
11.9
45.0
45.0
23.0
36.0
14.6
30th %ile Term Code
Gap
Gap
Coord
Coord
Gap
Gap
Coord
Coord
Max
Hold
Gap
10th %ile Green (s)
21.4
21.4
76.5
76.5
8.8
8.8
63.9
63.9
19.2
26.0
10.7
10th %ile Term Code
Gap
Gap
Coord
Coord
Gap
Gap
Coord
Coord
Gap
Hold
Gap
Queue Length 50th (ft)
252
383
33
99
437
63
236
129
Queue Length 95th (ft)
#428
439
93
#204
#523
153
#399
186
Internal Link Dist (ft)
638
638
428
Turn Bay Length (ft)
300
200
350
175
180
Base Capacity (vph)
288
1980
699
133
1536
604
268
842
Starvation Cap Reductn
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.90
0.63
0.27
0.77
0.81
0.44
0.90
0.41
Intersection Summary
Area Type: Other
Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 3
Lanes, Volumes, Timings 2023 Existing School PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
SBL
SBT
SBR
Detector Phase
7
4
4
Switch Phase
Minimum Initial (s)
5.0
5.0
5.0
Minimum Split (s)
12.0
43.0
43.0
Total Split (s)
31.0
42.0
42.0
Total Split (%)
20.7%
28.0%
28.0%
Maximum Green (s)
24.0
35.0
35.0
Yellow Time (s)
4.0
4.0
4.0
All -Red Time (s)
3.0
3.0
3.0
Lost Time Adjust (s)
0.0
0.0
0.0
Total Lost Time (s)
7.0
7.0
7.0
Lead/Lag
Lead
Lag
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Vehicle Extension (s)
2.0
2.0
2.0
Recall Mode
None
None
None
Walk Time (s)
7.0
7.0
Flash Dont Walk (s)
29.0
29.0
Pedestrian Calls (#/hr)
0
0
Act Effct Green (s)
17.3
29.8
29.8
Actuated g/C Ratio
0.12
0.20
0.20
v/c Ratio
0.75
0.37
0.95
Control Delay
86.0
52.5
56.6
Queue Delay
0.0
0.0
0.0
Total Delay
86.0
52.5
56.6
LOS
F
D
E
Approach Delay
60.3
Approach LOS
E
90th %ile Green (s)
23.7
35.0
35.0
90th %ile Term Code
Gap
Max
Max
70th %ile Green (s)
20.0
35.0
35.0
70th %ile Term Code
Gap
Max
Max
50th %ile Green (s)
17.3
33.9
33.9
50th %ile Term Code
Gap
Gap
Gap
30th %ile Green (s)
14.6
27.6
27.6
30th %ile Term Code
Gap
Gap
Gap
10th %ile Green (s)
10.7
17.5
17.5
10th %ile Term Code
Gap
Gap
Gap
Queue Length 50th (ft)
145
112
246
Queue Length 95th (ft)
216
153
#450
Internal Link Dist (ft)
471
Turn Bay Length (ft)
150
Base Capacity (vph)
280
817
562
Starvation Cap Reductn
0
0
0
Spillback Cap Reductn
0
0
0
Storage Cap Reductn
0
0
0
Reduced v/c Ratio
0.54
0.32
0.87
Intersection Summary
Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 4
Lanes, Volumes, Timings 2023 Existing School PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Cycle Length: 150
Actuated Cycle Length: 150
Offset: 5 (A), Referenced to phase 2:EBT and 6:WBT, Start of Yellow
Natural Cycle: 130
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 0.95
Intersection Signal Delay: 53.2 Intersection LOS: D
Intersection Capacity Utilization 101.5% ICU Level of Service G
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
3plits and Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 tsgIt I
5 36 O7 08
Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 5
Timing Report, Sorted By Phase 2023 Existing School PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
--I.
t
4---
W
t
Phase Number 1
2
3
4
5
6
7
8
Movement
WBL
EBT
NBL
SBT
EBL
WBT
SBL
NBT
Lead/Lag
Lead
Lag
Lead
Lag
Lead
Lag
Lead
Lag
Lead -Lag Optimize
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Recall Mode
None
C-Min
None
None
None
C-Min
None
None
Maximum Split (s)
18
60
30
42
31
47
31
41
Maximum Split (%)
12.0%
40.0%
20.0%
28.0%
20.7%
31.3%
20.7%
27.3%
Minimum Split (s)
12
40
12
43
12
39
12
45
Yellow Time (s)
5
5
4
4
5
5
4
4
All -Red Time (s)
2
2
3
3
2
2
3
3
Minimum Initial (s)
5
10
5
5
5
10
5
5
Vehicle Extension (s)
2
2
2
2
2
2
2
2
Minimum Gap (s)
2
2
2
2
3
2
2
2
Time Before Reduce (s)
0
0
0
0
0
0
0
0
Time To Reduce (s)
0
0
0
0
0
0
0
0
Walk Time (s)
7
7
7
7
Flash Dont Walk (s)
26
29
25
31
Dual Entry
No
Yes
No
Yes
No
Yes
No
Yes
Inhibit Max
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Start Time (s)
84
102
12
42
84
115
12
43
End Time (s)
102
12
42
84
115
12
43
84
Yield/Force Off (s)
95
5
35
77
108
5
36
77
Yield/Force Off 170(s)
95
129
35
48
108
130
36
46
Local Start Time (s)
79
97
7
37
79
110
7
38
Local Yield (s)
90
0
30
72
103
0
31
72
Local Yield 170(s)
90
124
30
43
103
125
31
41
Intersection Summary
Cycle Length
150
Control Type
Actuated -Coordinated
Natural Cycle
130
Offset: 5 (3%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow
Splits and Nhases: 1: 5. Kimball Avenue/N. Kimball Avenue & FM 1 tug
tsgI
05 44- 06 (R) O7 t08
Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 6
HCM 6th TWSC 2023 Existing School PM Peak Hour
2: S. Kimball Avenue & Kimball Oaks Drwy/Primrose School Drwy 07/25/2023
Intersection
Int Delay, s/veh
Movement
8.7
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBU
SBL
SBT
SBR
Lane Configurations
+'
r*
)
t
)
tt
r
Traffic Vol, veh/h
108
0
59
3
0
26
40
405
8
23
22
377
109
Future Vol, veh/h
108
0
59
3
0
26
40
405
8
23
22
377
109
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Stop
Stop
Stop
Stop
Stop
Stop
Free
Free
Free
Free
Free
Free
Free
RT Channelized
-
None
-
None
-
None
-
-
None
Storage Length
100
-
90
-
110
115
Veh in Median Storage,
#
0
-
-
0
-
0
-
-
0
-
Grade, %
0
-
-
0
-
0
0
-
Peak Hour Factor
76
76
76
76
76
76
76
76
76
92
76
76
76
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
142
0
78
4
0
34
53
533
11
25
29
496
143
Major/Minor Minor2
Minorl
Majorl
Major2
Conflicting Flow All
977
1254
248
1001
1392
272
639
0
0 543
544 0 0
Stage 1
604
604
-
645
645
-
-
-
- -
- - -
Stage 2
373
650
-
356
747
-
-
-
-
-
Critical Hdwy
7.56
6.56
6.96
7.56
6.56
6.96
4.16
-
6.46
4.16
Critical Hdwy Stg 1
6.56
5.56
-
6.56
5.56
-
-
-
-
Critical Hdwy Stg 2
6.56
5.56
-
6.56
5.56
-
-
-
-
- -
Follow-up Hdwy
3.53
4.03
3.33
3.53
4.03
3.33
2.23
2.53
2.23
Pot Cap-1 Maneuver
204
169
749
196
140
723
934
-
646
1014
Stage 1
450
484
-
425
463
-
-
-
-
Stage 2
617
461
-
632
416
-
-
-
-
- -
Platoon blocked, %
Mov Cap-1 Maneuver
176
148
749
159
123
723
934
-
786
786
Mov Cap-2 Maneuver
176
148
-
159
123
-
-
-
-
Stage 1
424
451
401
437
-
-
-
-
Stage 2
554
435
528
387
-
-
Approach
EB
WB
NB
SIB
HCM Control Delay, s
54.5
12.3
0.8
0.8
HCM LOS
F
B
Minor Lane/Major Mvmt
NBL
NBT
NBR EBLn1 EBLn2WBLnl
SBL
SBT SBR
Capacity (veh/h)
934
176
749
529
786
-
HCM Lane V/C Ratio
0.056
0.807
0.104
0.072
0.069
-
HCM Control Delay (s)
9.1
78.6
10.4
12.3
9.9
HCM Lane LOS
A
F
B
B
A
HCM 95th %tile Q(veh)
0.2
-
5.5
0.3
0.2
0.2
Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 1
HCM 6th TWSC 2023 Existing School PM Peak Hour
3: S. Kimball Avenue & Village Center Drive 07/25/2023
Intersection
Int Delay, s/veh 3.6
Movement
EBL
EBR
NBL
NBT
SBU
SBT
SBR
Lane Configurations
r
)
ft
ft
r
Traffic Vol, veh/h
61
67
49
387
6
384
44
Future Vol, veh/h
61
67
49
387
6
384
44
Conflicting Peds, #/hr
0
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
Free
RT Channelized
-
None
-
None
None
Storage Length
100
0
160
-
110
Veh in Median Storage,
# 0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
65
65
65
65
92
65
65
Heavy Vehicles, %
3
3
3
3
3
3
3
Mvmt Flow
94
103
75
595
7
591
68
Major/Minor Minor2
Majorl
Major2
Conflicting Flow All
1053
296
659
0
595
-
0
Stage 1
605
-
-
-
-
Stage 2
448
-
-
-
Critical Hdwy
6.86
6.96
4.16
-
6.46
Critical Hdwy Stg 1
5.86
-
-
-
Critical Hdwy Stg 2
5.86
-
-
-
Follow-up Hdwy
3.53
3.33
2.23
2.53
Pot Cap-1 Maneuver
220
697
918
599
Stage 1
505
-
-
-
Stage 2
608
-
-
-
-
Platoon blocked, %
Mov Cap-1 Maneuver
198
697
918
599
Mov Cap-2 Maneuver
198
-
-
-
Stage 1
464
-
Stage 2
596
Approach
EB
NB
SIB
HCM Control Delay, s
24.2
1
0.1
HCM LOS
C
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
918
198
697
HCM Lane V/C Ratio
0.082
0.474
0.148
HCM Control Delay (s)
9.3
38.6
11.1
HCM Lane LOS
A
E
B
HCM 95th %tile Q(veh)
0.3
2.3
0.5
Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 2
HCM 6th TWSC 2023 Existing School PM Peak Hour
4: Kimball Oaks Drwy/Southlake Corners Drwy & FM 1709 07/25/2023
Intersection
Int Delay, s/veh 1.4
Movement
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBL
NBT
NBR
SBU
SBL
SBT
SBR
Lane Configurations
)
ttt
r
) tt
r
4
r
Traffic Vol, veh/h
15
44
1455
158
5
55
1817
48
29
3
120
3
1
3
74
Future Vol, veh/h
15
44
1455
158
5
55
1817
48
29
3
120
3
1
3
74
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
None
-
None
None
None
Storage Length
345
180
200
100
100
Veh in Median Storage, #
0
-
-
0
-
0
-
-
0
-
Grade, %
0
-
-
0
0
-
-
0
-
Peak Hour Factor
92
95
95
95
92
95
95
95
95
95
95
92
95
95
95
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
16
46
1532
166
5
58
1913
51
31
3
126
3
1
3
78
Major/Minor
Majorl
Major2
Minorl
Minor2
Conflicting Flow All
1433
1964
0
0
1118
1698
0
0
2549
3746
766
0
2803
3887
982
Stage 1
-
-
-
-
-
-
-
-
1656
1656
-
0
2065
2065
-
Stage 2
-
-
-
-
893
2090
-
0
738
1822
-
Critical Hdwy
5.66
5.36
-
5.66
5.36
-
6.46
6.56
7.16
-
6.46
6.56
7.16
Critical Hdwy Stg 1
-
-
-
-
-
7.36
5.56
-
-
7.36
5.56
-
Critical Hdwy Stg 2
-
-
-
-
-
6.76
5.56
-
-
6.76
5.56
-
Follow-up Hdwy
2.33
3.13
2.33
3.13
3.83
4.03
3.93
-
3.83
4.03
3.93
Pot Cap-1 Maneuver
249
129
374
176
- 28
4
295
0
19
-3
212
Stage 1
-
-
-
-
68
152
-
0
34
94
-
Stage 2
-
-
-
-
-
272
92
-
0
339
126
-
Platoon blocked, %
-
Mov Cap-1 Maneuver
136
136
-
179
179
-
-
-1
295
0
-
-1
212
Mov Cap-2 Maneuver
-
-
-
-
-
- 1
-
0
-
- 1
-
Stage 1
-
-
-
37
82
0
18
61
Stage 2
106
60
0
100
68
roach EB WB NB SIB
HCM Control Delay, s 1.9 1.1
HCM LOS
Minor Lane/Major Mvmt NBLnl NBLn2 EBL EBT EBR WBL WBT WBR SBLnl SBLn2
Capacity (veh/h)
- 295
136
179
- 212
HCM Lane V/C Ratio
- 0.428
0.46
0.354
0.367
HCM Control Delay (s)
- 26
52.1 -
35.7 -
31.5
HCM Lane LOS
- D
F
E
D
HCM 95th %tile Q(veh)
- 2
2.1
1.5 -
1.6
Notes
-: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 3
HCM 6th TWSC 2023 Existing School PM Peak Hour
5: Dawson MS Drwy/Kimball Oaks Drwy & Village Center Drive 07/25/2023
Intersection
Int Delay, s/veh
Movement
8.2
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
'fir
Traffic Vol, veh/h
1
12
27
69
10
12
9
2
94
20
0
6
Future Vol, veh/h
1
12
27
69
10
12
9
2
94
20
0
6
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
-
None
-
None
None
-
None
Storage Length
110
-
146
Veh in Median Storage,
# -
0
-
0
0
-
-
0
Grade, %
-
0
-
0
0
-
0
Peak Hour Factor
39
39
39
39
39
39
39
39
39
39
39
39
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
3
31
69
177
26
31
23
5
241
51
0
15
Major/Minor
Majorl
Major2
Minorl
Minor2
Conflicting Flow All
57 0
0 100
0 0 475
483
66
591
502
42
Stage 1
- -
- -
- - 72
72
-
396
396
-
Stage 2
-
-
- 403
411
-
195
106
-
Critical Hdwy
4.13 -
4.13
- 7.13
6.53
6.23
7.13
6.53
6.23
Critical Hdwy Stg 1
-
-
- 6.13
5.53
-
6.13
5.53
-
Critical Hdwy Stg 2
-
-
- 6.13
5.53
-
6.13
5.53
-
Follow-up Hdwy
2.227
2.227
- 3.527
4.027
3.327
3.527
4.027
3.327
Pot Cap-1 Maneuver
1541
1486
- - 498
482
995
417
470
1026
Stage 1
-
-
- 935
833
-
627
602
-
Stage 2
- -
-
- 622
593
-
804
806
-
Platoon blocked, %
Mov Cap-1 Maneuver
1541
- 1486
445
424
995
284
413
1026
Mov Cap-2 Maneuver
-
-
445
424
-
284
413
-
Stage 1
- 933
831
626
530
-
Stage 2
540
522
604
804
-
Approach
EB
WB
NB
SIB
HCM Control Delay, s
0.2
5.9
10.9
18.1
HCM LOS
B
C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)
879
1541
- 1486
- 341
HCM Lane V/C Ratio
0.306
0.002
- 0.119
0.196
HCM Control Delay (s)
10.9
7.3
- 7.8
- 18.1
HCM Lane LOS
B
A
A
C
HCM 95th %tile Q(veh)
1.3
0 -
0.4 -
- 0.7
Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 4
Lanes, Volumes, Timings 2023 Existing Commuter PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBU
NBL
NBT
NBR
Lane Configurations
ttt
r
ttt
r
t
Traffic Volume (vph)
6
270
1393
102
3
116
1493
297
2
253
381
100
Future Volume (vph)
6
270
1393
102
3
116
1493
297
2
253
381
100
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
300
200
350
175
180
0
Storage Lanes
1
1
1
1
1
0
Taper Length (ft)
100
80
100
Lane Util. Factor
0.91
1.00
0.91
1.00
0.91
1.00
0.91
1.00
0.95
1.00
0.95
0.95
Frt
0.850
0.850
0.969
Flt Protected
0.950
0.950
0.950
Satd. Flow (prot)
0
1752
5036
1568
0
1752
5036
1568
0
1752
3396
0
Flt Permitted
0.950
0.950
0.950
Satd. Flow (perm)
0
1752
5036
1568
0
1752
5036
1568
0
1752
3396
0
Right Turn on Red
Yes
Yes
Yes
Satd. Flow (RTOR)
131
182
20
Link Speed (mph)
45
45
35
Link Distance (ft)
718
718
508
Travel Time (s)
10.9
10.9
9.9
Peak Hour Factor
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
Adj. Flow (vph)
6
281
1451
106
3
121
1555
309
2
264
397
104
Shared Lane Traffic (%)
Lane Group Flow (vph)
0
287
1451
106
0
124
1555
309
0
266
501
0
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
R NA
Left
Left
Right
R NA
Left
Left
Right
R NA
Left
R NA
Right
Median Width(ft)
16
16
20
Link Offset(ft)
0
0
0
Crosswalk Width(ft)
16
16
16
Two way Left Turn Lane
Headway Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Turning Speed (mph)
9
15
9
9
15
9
9
15
9
Number of Detectors
1
1
2
1
1
1
2
1
1
1
2
Detector Template
Left
Left
Thru
Right
Left
Left
Thru
Right
Left
Left
Thru
Leading Detector (ft)
20
20
100
20
20
20
100
20
20
20
100
Trailing Detector (ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Position(ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Size(ft)
20
20
6
20
20
20
6
20
20
20
6
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 2 Position(ft)
94
94
94
Detector 2 Size(ft)
6
6
6
Detector 2 Type
CI+Ex
CI+Ex
CI+Ex
Detector 2 Channel
Detector 2 Extend (s)
0.0
0.0
0.0
Turn Type
Prot
Prot
NA
Perm
Prot
Prot
NA
Perm
Prot
Prot
NA
Protected Phases
5
5
2
1
1
6
3
3
8
Permitted Phases
2
6
Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 1
Lanes, Volumes, Timings 2023 Existing Commuter PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
SBL
SBT
SBR
Lane Configurations
tt
r
Traffic Volume (vph)
157
226
528
Future Volume (vph)
157
226
528
Ideal Flow (vphpl)
1900
1900
1900
Storage Length (ft)
150
0
Storage Lanes
1
1
Taper Length (ft)
90
Lane Util. Factor
1.00
0.95
1.00
Frt
0.850
Flt Protected
0.950
Satd. Flow (prot)
1752
3505
1568
Flt Permitted
0.950
Satd. Flow (perm)
1752
3505
1568
Right Turn on Red
Yes
Satd. Flow (RTOR)
253
Link Speed (mph)
35
Link Distance (ft)
551
Travel Time (s)
10.7
Peak Hour Factor
0.96
0.96
0.96
Adj. Flow (vph)
164
235
550
Shared Lane Traffic (%)
Lane Group Flow (vph)
164
235
550
Enter Blocked Intersection
No
No
No
Lane Alignment
Left
Left
Right
Median Width(ft)
20
Link Offset(ft)
0
Crosswalk Width(ft)
16
Two way Left Turn Lane
Headway Factor
1.00
1.00
1.00
Turning Speed (mph)
15
9
Number of Detectors
1
2
1
Detector Template
Left
Thru
Right
Leading Detector (ft)
20
100
20
Trailing Detector (ft)
0
0
0
Detector 1 Position(ft)
0
0
0
Detector 1 Size(ft)
20
6
20
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
Detector 2 Position(ft)
94
Detector 2 Size(ft)
6
Detector 2 Type
CI+Ex
Detector 2 Channel
Detector 2 Extend (s)
0.0
Turn Type
Prot
NA
Perm
Protected Phases
7
4
Permitted Phases
4
Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 2
Lanes, Volumes, Timings 2023 Existing Commuter PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBU
NBL
NBT NBR
Detector Phase
5
5
2
2
1
1
6
6
3
3
8
Switch Phase
Minimum Initial (s)
5.0
5.0
10.0
10.0
5.0
5.0
10.0
10.0
5.0
5.0
5.0
Minimum Split (s)
12.0
12.0
40.0
40.0
12.0
12.0
39.0
39.0
12.0
12.0
45.0
Total Split (s)
31.0
31.0
60.0
60.0
18.0
18.0
47.0
47.0
30.0
30.0
41.0
Total Split (%)
20.7%
20.7%
40.0%
40.0%
12.0%
12.0%
31.3%
31.3%
20.0%
20.0%
27.3%
Maximum Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
23.0
34.0
Yellow Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
4.0
4.0
4.0
All -Red Time (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
3.0
3.0
3.0
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
7.0
7.0
7.0
7.0
7.0
7.0
7.0
7.0
Lead/Lag
Lead
Lead
Lag
Lag
Lead
Lead
Lag
Lag
Lead
Lead
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Recall Mode
None
None
C-Min
C-Min
None
None
C-Min
C-Min
None
None
None
Walk Time (s)
7.0
7.0
7.0
7.0
7.0
Flash Dont Walk (s)
26.0
26.0
25.0
25.0
31.0
Pedestrian Calls (#/hr)
0
0
0
0
0
Act Effct Green (s)
24.2
53.0
53.0
11.2
40.0
40.0
23.0
39.7
Actuated g/C Ratio
0.16
0.35
0.35
0.07
0.27
0.27
0.15
0.26
v/c Ratio
1.02
0.82
0.17
0.95
1.16
0.56
0.99
0.55
Control Delay
118.5
48.6
3.0
134.1
128.1
23.0
115.4
49.0
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
118.5
48.6
3.0
134.1
128.1
23.0
115.4
49.0
LOS
F
D
A
F
F
C
F
D
Approach Delay
56.9
112.2
72.0
Approach LOS
E
F
E
90th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
23.0
34.0
90th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Max
Hold
70th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
23.0
36.9
70th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Max
Hold
50th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
23.0
39.6
50th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Max
Hold
30th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
23.0
42.4
30th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Max
Hold
10th %ile Green (s)
25.0
25.0
53.0
53.0
12.0
12.0
40.0
40.0
23.0
23.0
45.4
10th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Max
Hold
Queue Length 50th (ft)
-298
471
0
123
-656
105
264
214
Queue Length 95th (ft)
#491
534
25
#261
#753
208
#452
290
Internal Link Dist (ft)
638
638
428
Turn Bay Length (ft)
300
200
350
175
180
Base Capacity (vph)
282
1779
638
130
1342
551
268
912
Starvation Cap Reductn
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
Reduced v/c Ratio
1.02
0.82
0.17
0.95
1.16
0.56
0.99
0.55
Intersection Summary
Area Type: Other
Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 3
Lanes, Volumes, Timings 2023 Existing Commuter PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
SBL
SBT
SBR
Detector Phase
7
4
4
Switch Phase
Minimum Initial (s)
5.0
5.0
5.0
Minimum Split (s)
12.0
43.0
43.0
Total Split (s)
31.0
42.0
42.0
Total Split (%)
20.7%
28.0%
28.0%
Maximum Green (s)
24.0
35.0
35.0
Yellow Time (s)
4.0
4.0
4.0
All -Red Time (s)
3.0
3.0
3.0
Lost Time Adjust (s)
0.0
0.0
0.0
Total Lost Time (s)
7.0
7.0
7.0
Lead/Lag
Lead
Lag
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Vehicle Extension (s)
2.0
2.0
2.0
Recall Mode
None
None
None
Walk Time (s)
7.0
7.0
Flash Dont Walk (s)
29.0
29.0
Pedestrian Calls (#/hr)
0
0
Act Effct Green (s)
18.1
34.8
34.8
Actuated g/C Ratio
0.12
0.23
0.23
v/c Ratio
0.78
0.29
0.99
Control Delay
87.1
48.5
65.4
Queue Delay
0.0
0.0
0.0
Total Delay
87.1
48.5
65.4
LOS
F
D
E
Approach Delay
65.0
Approach LOS
E
90th %ile Green (s)
24.0
35.0
35.0
90th %ile Term Code
Max
Max
Max
70th %ile Green (s)
21.1
35.0
35.0
70th %ile Term Code
Gap
Max
Max
50th %ile Green (s)
18.4
35.0
35.0
50th %ile Term Code
Gap
Max
Max
30th %ile Green (s)
15.6
35.0
35.0
30th %ile Term Code
Gap
Max
Max
10th %ile Green (s)
11.6
34.0
34.0
10th %ile Term Code
Gap
Gap
Gap
Queue Length 50th (ft)
158
100
330
Queue Length 95th (ft)
232
141
#582
Internal Link Dist (ft)
471
Turn Bay Length (ft)
150
Base Capacity (vph)
280
817
559
Starvation Cap Reductn
0
0
0
Spillback Cap Reductn
0
0
0
Storage Cap Reductn
0
0
0
Reduced v/c Ratio
0.59
0.29
0.98
Intersection Summary
Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 4
Lanes, Volumes, Timings 2023 Existing Commuter PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Cycle Length: 150
Actuated Cycle Length: 150
Offset: 5 (A), Referenced to phase 2:EBT and 6:WBT, Start of Yellow
Natural Cycle: 150
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 1.16
Intersection Signal Delay: 80.2 Intersection LOS: F
Intersection Capacity Utilization 114.3% ICU Level of Service H
Analysis Period (min) 15
Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
3plits and Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 tsgIt I
5 06 07 08
Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 5
Timing Report, Sorted By Phase 2023 Existing Commuter PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
--I.
v,t
4---
t
Phase Number 1
2
3
4
5
6
7
8
Movement
WBL
EBT
NBL
SBT
EBL
WBT
SBL
NBT
Lead/Lag
Lead
Lag
Lead
Lag
Lead
Lag
Lead
Lag
Lead -Lag Optimize
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Recall Mode
None
C-Min
None
None
None
C-Min
None
None
Maximum Split (s)
18
60
30
42
31
47
31
41
Maximum Split (%)
12.0%
40.0%
20.0%
28.0%
20.7%
31.3%
20.7%
27.3%
Minimum Split (s)
12
40
12
43
12
39
12
45
Yellow Time (s)
5
5
4
4
5
5
4
4
All -Red Time (s)
2
2
3
3
2
2
3
3
Minimum Initial (s)
5
10
5
5
5
10
5
5
Vehicle Extension (s)
2
2
2
2
2
2
2
2
Minimum Gap (s)
2
2
2
2
3
2
2
2
Time Before Reduce (s)
0
0
0
0
0
0
0
0
Time To Reduce (s)
0
0
0
0
0
0
0
0
Walk Time (s)
7
7
7
7
Flash Dont Walk (s)
26
29
25
31
Dual Entry
No
Yes
No
Yes
No
Yes
No
Yes
Inhibit Max
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Start Time (s)
84
102
12
42
84
115
12
43
End Time (s)
102
12
42
84
115
12
43
84
Yield/Force Off (s)
95
5
35
77
108
5
36
77
Yield/Force Off 170(s)
95
129
35
48
108
130
36
46
Local Start Time (s)
79
97
7
37
79
110
7
38
Local Yield (s)
90
0
30
72
103
0
31
72
Local Yield 170(s)
90
124
30
43
103
125
31
41
Intersection Summary
Cycle Length
150
Control Type
Actuated -Coordinated
Natural Cycle
150
Offset: 5 (3%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow
Splits and Nhases: 1: 5. Kimball Avenue/N. Kimball Avenue & FM 1 tug
tsg
05 44- 06 (R) 07 t08
Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 6
HCM 6th TWSC 2023 Existing Commuter PM Peak Hour
2: S. Kimball Avenue & Kimball Oaks Drwy/Primrose School Drwy 07/25/2023
Intersection
Int Delay, s/veh
Movement
4.5
EBL
EBT
EBR
WBL
WBT
WBR
NBU
NBL
NBT
NBR
SBU
SBL
SBT
SBR
Lane Configurations
+'
r*
)
0
)
tt
r*
Traffic Vol, veh/h
83
0
43
16
0
56
3
48
524
16
13
48
318
86
Future Vol, veh/h
83
0
43
16
0
56
3
48
524
16
13
48
318
86
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Stop
Stop
Stop
Stop
Stop
Stop
Free
Free
Free
Free
Free
Free
Free
Free
RT Channelized
-
None
-
None
-
None
-
None
Storage Length
100
-
90
110
115
Veh in Median Storage,
#
0
-
-
0
-
0
-
-
0
-
Grade, %
0
-
-
0
-
0
-
-
0
-
Peak Hour Factor
92
92
92
92
92
92
92
92
92
92
92
92
92
92
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
90
0
47
17
0
61
3
52
570
17
14
52
346
93
Major/Minor Minor2
Minorl
Majorl
Major2
Conflicting Flow All
873
1175
173
994
1260
294
346
439
0 0 587
587 0 0
Stage 1
478
478
-
689
689
-
-
-
- - -
- - -
Stage 2
395
697
-
305
571
-
-
-
-
-
Critical Hdwy
7.56
6.56
6.96
7.56
6.56
6.96
6.46
4.16
6.46
4.16
Critical Hdwy Stg 1
6.56
5.56
-
6.56
5.56
-
-
-
-
-
Critical Hdwy Stg 2
6.56
5.56
-
6.56
5.56
-
-
-
-
-
Follow-up Hdwy
3.53
4.03
3.33
3.53
4.03
3.33
2.53
2.23
2.53
2.23
Pot Cap-1 Maneuver
243
189
837
198
168
699
862
1110
606
977 -
Stage 1
535
551
-
400
442
-
-
-
-
-
Stage 2
599
438
-
677
501
-
-
-
-
-
Platoon blocked, %
Mov Cap-1 Maneuver
200
165
837
169
147
699
1087
1087
- 842
842
Mov Cap-2 Maneuver
200
165
-
169
147
-
-
-
-
- -
Stage 1
508
508
380
419
-
-
-
-
Stage 2
519
416
589
462
-
-
-
Approach
EB
WB
NB
SB
HCM Control Delay, s
27.6
15.8
0.7
1.3
HCM LOS
D
C
Minor Lane/Major Mvmt
NBL
NBT
NBR EBLn1 EBLn2WBLnl
SBL
SBT SBR
Capacity (veh/h)
1087
-
200
837
412
842
HCM Lane V/C Ratio
0.051
-
0.451
0.056
0.19
0.079
HCM Control Delay (s)
8.5
-
37
9.6
15.8
9.6
-
HCM Lane LOS
A
-
E
A
C
A
HCM 95th %tile Q(veh)
0.2
-
-
2.1
0.2
0.7
0.3
Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 1
HCM 6th TWSC 2023 Existing Commuter PM Peak Hour
3: S. Kimball Avenue & Village Center Drive 07/25/2023
Intersection
Int Delay, s/veh 0.4
Movement
EBL
EBR
NBL
NBT
SBU
SBT
SBR
Lane Configurations
r
)
ft
ft
r
Traffic Vol, veh/h
9
5
8
560
9
367
2
Future Vol, veh/h
9
5
8
560
9
367
2
Conflicting Peds, #/hr
0
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
Free
RT Channelized
-
None
-
None
None
Storage Length
100
0
160
-
110
Veh in Median Storage,
# 0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
83
83
83
83
92
83
83
Heavy Vehicles, %
3
3
3
3
3
3
3
Mvmt Flow
11
6
10
675
10
442
2
Major/Minor Minor2
Majorl
Major2
Conflicting Flow All
820
221
444
0
675
-
0
Stage 1
462
-
-
-
-
Stage 2
358
-
-
-
Critical Hdwy
6.86
6.96
4.16
-
6.46
Critical Hdwy Stg 1
5.86
-
-
-
Critical Hdwy Stg 2
5.86
-
-
-
Follow-up Hdwy
3.53
3.33
2.23
2.53
Pot Cap-1 Maneuver
311
780
1105
532
Stage 1
598
-
-
-
Stage 2
675
-
-
-
-
Platoon blocked, %
Mov Cap-1 Maneuver
300
780
1105
532
Mov Cap-2 Maneuver
300
-
-
-
Stage 1
593
-
Stage 2
658
Approach
EB
NB
SIB
HCM Control Delay, s
14.7
0.1
0.3
HCM LOS
B
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
1105
-
300
780
HCM Lane V/C Ratio
0.009
-
0.036
0.008
HCM Control Delay (s)
8.3
-
17.5
9.7
HCM Lane LOS
A
-
C
A
HCM 95th %tile Q(veh)
0
-
0.1
0
Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 2
HCM 6th TWSC 2023 Existing Commuter PM Peak Hour
4: Kimball Oaks Drwy/Southlake Corners Drwy & FM 1709 07/25/2023
Intersection
Int Delay, s/veh 20.3
Movement
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBL
NBT
NBR
SBU
SBL
SBT
SBR
Lane Configurations
)
ttt
r
) tt
r
4
r
Traffic Vol, veh/h
13
40
1510
100
1
60
2170
44
16
4
120
6
2
2
64
Future Vol, veh/h
13
40
1510
100
1
60
2170
44
16
4
120
6
2
2
64
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
None
-
None
None
None
Storage Length
345
180
200
100
100
Veh in Median Storage, #
0
-
-
0
-
0
-
-
0
-
Grade, %
0
-
-
0
0
-
-
0
-
Peak Hour Factor
92
96
96
96
92
96
96
96
96
96
96
92
96
96
96
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
14
42
1573
104
1
63
2260
46
17
4
125
7
2
2
67
Major/Minor
Majorl
Major2
Minorl
Minor2
Conflicting Flow All
1684
2306
0
0
1148
1677
0
0
2718
4119
787
0
3154
4200
1153
Stage 1
-
-
-
-
-
-
-
-
1685
1685
-
0
2411
2411
-
Stage 2
-
-
-
-
1033
2434
-
0
743
1789
-
Critical Hdwy
5.66
5.36
-
5.66
5.36
-
6.46
6.56
7.16
-
6.46
6.56
7.16
Critical Hdwy Stg 1
-
-
-
-
-
7.36
5.56
-
-
7.36
5.56
-
Critical Hdwy Stg 2
-
-
-
-
-
6.76
5.56
-
-
6.76
5.56
-
Follow-up Hdwy
2.33
3.13
2.33
3.13
3.83
4.03
3.93
-
3.83
4.03
3.93
Pot Cap-1 Maneuver
180
86
360
180
22
-2
285
0
11
-2
163
Stage 1
-
-
-
-
65
147
-
0
19
62
-
Stage 2
-
-
-
-
-
223
61
-
0
337
131
-
Platoon blocked, %
-
Mov Cap-1 Maneuver
91
91
-
180
180
-
- 5
0
285
0
-2
0
163
Mov Cap-2 Maneuver
-
-
-
-
- 5
0
-
0
-2
0
-
Stage 1
-
-
-
25
56
0
7
40
-
Stage 2
81
39
0
67
50
-
Approach
EB
WB
NB
SIB
HCM Control Delay, s
3
1
$ 423.3
237.4
HCM LOS
F
F
Minor Lane/Major Mvmt NBLnl NBLn2 EBL EBT EBR WBL WBT WBR SBLnl SBLn2
Capacity (veh/h)
5
285
91
180
2
163
HCM Lane V/C Ratio
4.167
0.439
0.613
0.353
2.083
0.409
HCM Control Delay (s)
$ 2800.5
27.1
93.8
35.4
$ 3370.5
41.6
HCM Lane LOS
F
D
F
E
- F
E
HCM 95th %tile Q(veh)
4
2.1
2.9
1.5
- - 1.4
1.8
Notes
-: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 3
HCM 6th TWSC 2023 Existing Commuter PM Peak Hour
5: Dawson MS Drwy/Kimball Oaks Drwy & Village Center Drive 07/25/2023
Intersection
Int Delay, s/veh
Movement
2.5
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
'fir
Traffic Vol, veh/h
0
7
0
1
7
2
0
0
6
0
0
0
Future Vol, veh/h
0
7
0
1
7
2
0
0
6
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
-
None
-
None
None
-
None
Storage Length
110
-
146
Veh in Median Storage,
# -
0
-
0
0
-
-
0
Grade, %
-
0
-
0
0
-
0
Peak Hour Factor
82
82
82
82
82
82
82
82
82
82
82
82
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
0
9
0
1
9
2
0
0
7
0
0
0
Major/Minor
Majorl
Major2
Minorl
Minor2
Conflicting Flow All
11 0
0 9
0 0 21
22
9
25
21
10
Stage 1
- -
- -
- - 9
9
-
12
12
-
Stage 2
-
-
- 12
13
-
13
9
-
Critical Hdwy
4.13 -
4.13
- 7.13
6.53
6.23
7.13
6.53
6.23
Critical Hdwy Stg 1
-
-
- 6.13
5.53
-
6.13
5.53
-
Critical Hdwy Stg 2
-
-
- 6.13
5.53
-
6.13
5.53
-
Follow-up Hdwy
2.227
2.227
- 3.527
4.027
3.327
3.527
4.027
3.327
Pot Cap-1 Maneuver
1602
1604
- - 989
870
1070
983
871
1068
Stage 1
-
-
- 1010
886
-
1006
884
-
Stage 2
- -
-
- 1006
883
-
1005
886
-
Platoon blocked, %
Mov Cap-1 Maneuver
1602
- 1604
989
869
1070
976
870
1068
Mov Cap-2 Maneuver
-
-
989
869
-
976
870
-
Stage 1
-
- 1010
886
1006
883
Stage 2
1005
882
998
886
Approach
EB
WB
NB
SIB
HCM Control Delay, s
0
0.7
8.4
0
HCM LOS
A
A
Minor Lane/Maior Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)
1070
1602
- 1604 -
HCM Lane V/C Ratio
0.007
-
0.001
HCM Control Delay (s)
8.4
0
- 7.2 - 0
HCM Lane LOS
A
A
A A
HCM 95th %tile Q(veh)
0
0
0 -
Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 4
Lanes, Volumes, Timings 2024 No Build AM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBU
NBL
NBT
NBR
Lane Configurations
ttt
r*
ttt
r*
t
Traffic Volume (vph)
2
215
1540
257
7
74
584
111
1
194
285
72
Future Volume (vph)
2
215
1540
257
7
74
584
111
1
194
285
72
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
300
200
350
175
180
0
Storage Lanes
1
1
1
1
1
0
Taper Length (ft)
100
80
100
Lane Util. Factor
0.91
1.00
0.91
1.00
0.91
1.00
0.91
1.00
0.95
1.00
0.95
0.95
Frt
0.850
0.850
0.970
Flt Protected
0.950
0.950
0.950
Satd. Flow (prot)
0
1752
5036
1568
0
1752
5036
1568
0
1752
3400
0
Flt Permitted
0.950
0.950
0.950
Satd. Flow (perm)
0
1752
5036
1568
0
1752
5036
1568
0
1752
3400
0
Right Turn on Red
Yes
Yes
Yes
Satd. Flow (RTOR)
166
210
22
Link Speed (mph)
45
45
35
Link Distance (ft)
718
718
508
Travel Time (s)
10.9
10.9
9.9
Peak Hour Factor
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
Adj. Flow (vph)
2
224
1604
268
7
77
608
116
1
202
297
75
Shared Lane Traffic (%)
Lane Group Flow (vph)
0
226
1604
268
0
84
608
116
0
203
372
0
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
R NA
Left
Left
Right
R NA
Left
Left
Right
R NA
Left
R NA
Right
Median Width(ft)
16
16
20
Link Offset(ft)
0
0
0
Crosswalk Width(ft)
16
16
16
Two way Left Turn Lane
Headway Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Turning Speed (mph)
9
15
9
9
15
9
9
15
9
Number of Detectors
1
1
2
1
1
1
2
1
1
1
2
Detector Template
Left
Left
Thru
Right
Left
Left
Thru
Right
Left
Left
Thru
Leading Detector (ft)
20
20
100
20
20
20
100
20
20
20
100
Trailing Detector (ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Position(ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Size(ft)
20
20
6
20
20
20
6
20
20
20
6
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 2 Position(ft)
94
94
94
Detector 2 Size(ft)
6
6
6
Detector 2 Type
CI+Ex
CI+Ex
CI+Ex
Detector 2 Channel
Detector 2 Extend (s)
0.0
0.0
0.0
Turn Type
Prot
Prot
NA
Perm
Prot
Prot
NA
Perm
Prot
Prot
NA
Protected Phases
5
5
2
1
1
6
3
3
8
Permitted Phases
2
6
Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 1
Lanes, Volumes, Timings 2024 No Build AM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
SBU
SBL
SBT
SBR
Lane Configurations
tt
r*
Traffic Volume (vph)
1
194
270
486
Future Volume (vph)
1
194
270
486
Ideal Flow (vphpl)
1900
1900
1900
1900
Storage Length (ft)
150
0
Storage Lanes
1
1
Taper Length (ft)
90
Lane Util. Factor
0.95
1.00
0.95
1.00
Frt
0.850
Flt Protected
0.950
Satd. Flow (prot)
0
1752
3505
1568
Flt Permitted
0.950
Satd. Flow (perm)
0
1752
3505
1568
Right Turn on Red
Yes
Satd. Flow (RTOR)
333
Link Speed (mph)
35
Link Distance (ft)
551
Travel Time (s)
10.7
Peak Hour Factor
0.96
0.96
0.96
0.96
Adj. Flow (vph)
1
202
281
506
Shared Lane Traffic (%)
Lane Group Flow (vph)
0
203
281
506
Enter Blocked Intersection
No
No
No
No
Lane Alignment
R NA
Left
Left
Right
Median Width(ft)
20
Link Offset(ft)
0
Crosswalk Width(ft)
16
Two way Left Turn Lane
Headway Factor
1.00
1.00
1.00
1.00
Turning Speed (mph)
9
15
9
Number of Detectors
1
1
2
1
Detector Template
Left
Left
Thru
Right
Leading Detector (ft)
20
20
100
20
Trailing Detector (ft)
0
0
0
0
Detector 1 Position(ft)
0
0
0
0
Detector 1 Size(ft)
20
20
6
20
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
0.0
Detector 2 Position(ft)
94
Detector 2 Size(ft)
6
Detector 2 Type
CI+Ex
Detector 2 Channel
Detector 2 Extend (s)
0.0
Turn Type
Prot
Prot
NA
Perm
Protected Phases
7
7
4
Permitted Phases
4
Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 2
Lanes, Volumes, Timings 2024 No Build AM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBU
NBL
NBT NBR
Detector Phase
5
5
2
2
1
1
6
6
3
3
8
Switch Phase
Minimum Initial (s)
5.0
5.0
10.0
10.0
5.0
5.0
10.0
10.0
5.0
5.0
5.0
Minimum Split (s)
12.0
12.0
40.0
40.0
12.0
12.0
39.0
39.0
12.0
12.0
45.0
Total Split (s)
27.0
27.0
48.0
48.0
18.0
18.0
39.0
39.0
35.0
35.0
35.0
Total Split (%)
20.8%
20.8%
36.9%
36.9%
13.8%
13.8%
30.0%
30.0%
26.9%
26.9%
26.9%
Maximum Green (s)
20.0
20.0
41.0
41.0
11.0
11.0
32.0
32.0
28.0
28.0
28.0
Yellow Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
4.0
4.0
4.0
All -Red Time (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
3.0
3.0
3.0
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
7.0
7.0
7.0
7.0
7.0
7.0
7.0
7.0
Lead/Lag
Lead
Lead
Lag
Lag
Lead
Lead
Lag
Lag
Lead
Lead
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Recall Mode
None
None
C-Min
C-Min
None
None
C-Min
C-Min
None
None
None
Walk Time (s)
7.0
7.0
7.0
7.0
7.0
Flash Dont Walk (s)
26.0
26.0
25.0
25.0
31.0
Pedestrian Calls (#/hr)
0
0
0
0
0
Act Effct Green (s)
19.3
50.1
50.1
9.5
40.3
40.3
19.4
23.9
Actuated g/C Ratio
0.15
0.39
0.39
0.07
0.31
0.31
0.15
0.18
v/c Ratio
0.87
0.83
0.38
0.66
0.39
0.18
0.78
0.58
Control Delay
84.4
42.2
14.3
82.1
38.2
0.6
72.6
48.5
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
84.4
42.2
14.3
82.1
38.2
0.6
72.6
48.5
LOS
F
D
B
F
D
A
E
D
Approach Delay
43.1
37.4
57.0
Approach LOS
D
D
E
90th %ile Green (s)
20.0
20.0
41.0
41.0
11.0
11.0
32.0
32.0
26.4
26.4
28.0
90th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Gap
Gap
Hold
70th %ile Green (s)
20.0
20.0
41.0
41.0
11.0
11.0
32.0
32.0
22.3
22.3
28.0
70th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Gap
Gap
Hold
50th %ile Green (s)
22.3
22.3
43.9
43.9
10.6
10.6
32.2
32.2
19.4
19.4
28.1
50th %ile Term Code
Gap
Gap
Coord
Coord
Gap
Gap
Coord
Coord
Gap
Gap
Hold
30th %ile Green (s)
19.3
19.3
54.2
54.2
8.8
8.8
43.7
43.7
16.6
16.6
22.4
30th %ile Term Code
Gap
Gap
Coord
Coord
Gap
Gap
Coord
Coord
Gap
Gap
Hold
10th %ile Green (s)
15.0
15.0
70.6
70.6
6.1
6.1
61.7
61.7
12.3
12.3
12.9
10th %ile Term Code
Gap
Gap
Coord
Coord
Gap
Gap
Coord
Coord
Gap
Gap
Gap
Queue Length 50th (ft)
183
479
61
70
161
0
167
137
Queue Length 95th (ft)
#324
#616
144
126
202
0
239
188
Internal Link Dist (ft)
638
638
428
Turn Bay Length (ft)
300
200
350
175
180
Base Capacity (vph)
275
1942
706
148
1561
631
377
750
Starvation Cap Reductn
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.82
0.83
0.38
0.57
0.39
0.18
0.54
0.50
Intersection Summary
Area Type: Other
Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 3
Lanes, Volumes, Timings 2024 No Build AM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
SBU
SBL
SBT
SBR
Detector Phase
7
7
4
4
Switch Phase
Minimum Initial (s)
5.0
5.0
5.0
5.0
Minimum Split (s)
12.0
12.0
43.0
43.0
Total Split (s)
29.0
29.0
29.0
29.0
Total Split (%)
22.3%
22.3%
22.3%
22.3%
Maximum Green (s)
22.0
22.0
22.0
22.0
Yellow Time (s)
4.0
4.0
4.0
4.0
All -Red Time (s)
3.0
3.0
3.0
3.0
Lost Time Adjust (s)
0.0
0.0
0.0
Total Lost Time (s)
7.0
7.0
7.0
Lead/Lag
Lead
Lead
Lag
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Vehicle Extension (s)
2.0
2.0
2.0
2.0
Recall Mode
None
None
None
None
Walk Time (s)
7.0
7.0
Flash Dont Walk (s)
29.0
29.0
Pedestrian Calls (#/hr)
0
0
Act Effct Green (s)
18.5
23.0
23.0
Actuated g/C Ratio
0.14
0.18
0.18
v/c Ratio
0.82
0.45
0.92
Control Delay
78.5
49.7
40.3
Queue Delay
0.0
0.0
0.0
Total Delay
78.5
49.7
40.3
LOS
E
D
D
Approach Delay
50.8
Approach LOS
D
90th %ile Green (s)
22.0
22.0
23.6
23.6
90th %ile Term Code
Max
Max
Max
Max
70th %ile Green (s)
22.0
22.0
27.7
27.7
70th %ile Term Code
Max
Max
Max
Max
50th %ile Green (s)
19.4
19.4
28.1
28.1
50th %ile Term Code
Gap
Gap
Gap
Gap
30th %ile Green (s)
16.6
16.6
22.4
22.4
30th %ile Term Code
Gap
Gap
Gap
Gap
10th %ile Green (s)
12.4
12.4
13.0
13.0
10th %ile Term Code
Gap
Gap
Hold
Hold
Queue Length 50th (ft)
167
106
150
Queue Length 95th (ft)
249
157
#373
Internal Link Dist (ft)
471
Turn Bay Length (ft)
150
Base Capacity (vph)
296
667
568
Starvation Cap Reductn
0
0
0
Spillback Cap Reductn
0
0
0
Storage Cap Reductn
0
0
0
Reduced v/c Ratio
0.69
0.42
0.89
Intersection Summary
Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 4
Lanes, Volumes, Timings 2024 No Build AM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Cycle Length: 130
Actuated Cycle Length: 130
Offset: 5 (4%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow
Natural Cycle: 120
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 0.92
Intersection Signal Delay: 45.6 Intersection LOS: D
Intersection Capacity Utilization 87.5% ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
3plittsgs and Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 I
Iwo I —Imo2 03 T 04
It 5 06 rR O7 os
Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 5
Timing Report, Sorted By Phase 2024 No Build AM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
--I.v,t
4---
t
Phase Number 1
2
3
4
5
6
7
8
Movement
WBL
EBT
NBL
SBT
EBL
WBT
SBL
NBT
Lead/Lag
Lead
Lag
Lead
Lag
Lead
Lag
Lead
Lag
Lead -Lag Optimize
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Recall Mode
None
C-Min
None
None
None
C-Min
None
None
Maximum Split (s)
18
48
35
29
27
39
29
35
Maximum Split (%)
13.8%
36.9%
26.9%
22.3%
20.8%
30.0%
22.3%
26.9%
Minimum Split (s)
12
40
12
43
12
39
12
45
Yellow Time (s)
5
5
4
4
5
5
4
4
All -Red Time (s)
2
2
3
3
2
2
3
3
Minimum Initial (s)
5
10
5
5
5
10
5
5
Vehicle Extension (s)
2
2
2
2
2
2
2
2
Minimum Gap (s)
2
2
2
2
3
2
2
2
Time Before Reduce (s)
0
0
0
0
0
0
0
0
Time To Reduce (s)
0
0
0
0
0
0
0
0
Walk Time (s)
7
7
7
7
Flash Dont Walk (s)
26
29
25
31
Dual Entry
No
Yes
No
Yes
No
Yes
No
Yes
Inhibit Max
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Start Time (s)
76
94
12
47
76
103
12
41
End Time (s)
94
12
47
76
103
12
41
76
Yield/Force Off (s)
87
5
40
69
96
5
34
69
Yield/Force Off 170(s)
87
109
40
40
96
110
34
38
Local Start Time (s)
71
89
7
42
71
98
7
36
Local Yield (s)
82
0
35
64
91
0
29
64
Local Yield 170(s)
82
104
35
35
91
105
29
33
Intersection Summary
Cycle Length
130
Control Type
Actuated -Coordinated
Natural Cycle
120
Offset: 5 (4%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow
5plits and Phases: 1: 5. Kimball Avenue/N. Kimball Avenue tk I-M 11U9 I
two --Wo?- 03 T 04
05 44- 06 (R) ! O7 tos
Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 6
HCM 6th TWSC 2024 No Build AM Peak Hour
2: S. Kimball Avenue & Kimball Oaks Drwy/Primrose School Drwy 07/25/2023
Intersection
Int Delay, s/veh
Movement
1.5
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBU
SBL
SBT
SBR
Lane Configurations
+'
r*
)
t
)
tt
r
Traffic Vol, veh/h
5
0
7
10
0
50
17
437
13
11
45
501
30
Future Vol, veh/h
5
0
7
10
0
50
17
437
13
11
45
501
30
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Stop
Stop
Stop
Stop
Stop
Stop
Free
Free
Free
Free
Free
Free
Free
RT Channelized
-
None
-
None
-
None
-
-
None
Storage Length
100
-
90
-
110
115
Veh in Median Storage,
#
0
-
-
0
-
0
-
-
0
-
Grade, %
0
-
-
0
-
0
0
-
Peak Hour Factor
83
83
83
83
83
83
83
83
83
92
83
83
83
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
6
0
8
12
0
60
20
527
16
12
54
604
36
Major/Minor Minor2
Minorl
Majorl
Major2
Conflicting Flow All
1040
1319
302
1009
1347
272
640
0
0 542
543 0 0
Stage 1
736
736
-
575
575
-
-
-
- -
- - -
Stage 2
304
583
-
434
772
-
-
-
-
-
Critical Hdwy
7.56
6.56
6.96
7.56
6.56
6.96
4.16
-
6.46
4.16
Critical Hdwy Stg 1
6.56
5.56
-
6.56
5.56
-
-
-
-
Critical Hdwy Stg 2
6.56
5.56
-
6.56
5.56
-
-
-
-
- -
Follow-up Hdwy
3.53
4.03
3.33
3.53
4.03
3.33
2.23
2.53
2.23
Pot Cap-1 Maneuver
183
155
691
193
149
723
933
-
647
1015
Stage 1
374
421
-
468
498
-
-
-
-
Stage 2
678
494
-
568
405
-
-
-
-
- -
Platoon blocked, %
Mov Cap-1 Maneuver
156
141
691
177
135
723
933
-
903
903
Mov Cap-2 Maneuver
156
141
-
177
135
-
-
-
-
Stage 1
366
390
458
488
-
-
-
-
Stage 2
608
484
520
375
-
-
Approach
EB
WB
NB
SIB
HCM Control Delay, s
18.1
13.9
0.3
0.9
HCM LOS
C
B
Minor Lane/Major Mvmt
NBL
NBT
NBR EBLnl EBLn2WBLnl
SBL
SBT SBR
Capacity (veh/h)
933
156
691
478
903
-
HCM Lane V/C Ratio
0.022
0.039
0.012
0.151
0.073
-
HCM Control Delay (s)
8.9
29
10.3
13.9
9.3
-
HCM Lane LOS
A
D
B
B
A
HCM 95th %tile Q(veh)
0.1
-
0.1
0
0.5
0.2
-
Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 1
HCM 6th TWSC 2024 No Build AM Peak Hour
3: S. Kimball Avenue & Village Center Drive 07/25/2023
Intersection
Int Delay, s/veh 6.9
Movement
EBL
EBR
NBU
NBL
NBT
SBU
SBT
SBR
Lane Configurations
r
)
tt
tt
r*
Traffic Vol, veh/h
86
130
2
84
372
6
456
65
Future Vol, veh/h
86
130
2
84
372
6
456
65
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
Free
Free
RT Channelized
-
None
-
None
None
Storage Length
100
0
160
-
110
Veh in Median Storage,
# 0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
73
73
92
73
73
92
73
73
Heavy Vehicles, %
3
3
3
3
3
3
3
3
Mvmt Flow
118
178
2
115
510
7
625
89
Major/Minor Minor2
Majorl
Major2
Conflicting Flow All
1128
313
625
714
0
510
-
0
Stage 1
639
-
-
-
-
-
Stage 2
489
-
-
-
-
Critical Hdwy
6.86
6.96
6.46
4.16
-
6.46
Critical Hdwy Stg 1
5.86
-
-
-
-
Critical Hdwy Stg 2
5.86
-
-
-
-
Follow-up Hdwy
3.53
3.33
2.53
2.23
2.53
Pot Cap-1 Maneuver
196
680
573
875
-
678
-
Stage 1
485
-
-
-
-
Stage 2
579
-
-
-
-
Platoon blocked, %
Mov Cap-1 Maneuver
166
680
861
861
-
678
Mov Cap-2 Maneuver
166
-
-
-
-
Stage 1
419
-
Stage 2
569
Approach
EB
NB
SB
HCM Control Delay, s
34.1
1.8
0.1
HCM LOS
D
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
861
166
680
HCM Lane V/C Ratio
0.136
0.71
0.262
HCM Control Delay (s)
9.8
67.2
12.2
HCM Lane LOS
A
F
B
HCM 95th %tile Q(veh)
0.5
4.3
1
-
-
Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 2
HCM 6th TWSC 2024 No Build AM Peak Hour
4: Kimball Oaks Drwy/Southlake Corners Drwy & FM 1709 07/25/2023
Intersection
Int Delay, s/veh 2.4
Movement
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
)
ttt
r
) tt
r
r*
Traffic Vol, veh/h
3
14
1990
134
4
34
1214
14
8
0
22
6
0
14
Future Vol, veh/h
3
14
1990
134
4
34
1214
14
8
0
22
6
0
14
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
None
-
None
None
None
Storage Length
345
180
200
100
100
Veh in Median Storage, #
0
-
-
0
-
0
-
0
-
Grade, %
0
-
-
0
0
-
0
-
Peak Hour Factor
92
95
95
95
92
95
95
95
95
95
95
95
95
95
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
5
3
3
3
Mvmt Flow
3
15
2095
141
4
36
1278
15
8
0
23
6
0
15
Major/Minor
Majorl
Major2
Minorl
Minor2
Conflicting Flow All
944
1293
0
0
1529
2236
0
0
2722
3504
1048
2240
3638
647
Stage 1
-
-
-
-
-
-
-
-
2131
2131
-
1366
1366
-
Stage 2
-
-
-
-
591
1373
-
874
2272
-
Critical Hdwy
5.66
5.36
-
5.66
5.36
-
6.46
6.56
7.2
6.46
6.56
7.16
Critical Hdwy Stg 1
-
-
-
-
-
7.36
5.56
-
7.36
5.56
-
Critical Hdwy Stg 2
-
-
-
-
-
6.76
5.56
-
6.76
5.56
-
Follow-up Hdwy
2.33
3.13
2.33
3.13
3.83
4.03
3.95
3.83
4.03
3.93
Pot Cap-1 Maneuver
468
279
220
93
-
22
6
189
44
5
353
Stage 1
-
-
-
-
30
87
-
109
211
-
Stage 2
-
-
-
-
-
417
210
-
280
74
-
Platoon blocked, %
Mov Cap-1 Maneuver
300
300
-
99
99
-
14
3
189
25
3
353
Mov Cap-2 Maneuver
-
-
-
-
14
3
-
25
3
-
Stage 1
-
-
-
28
82
102
125
Stage 2
237
125
231
70
Approach
EB
WB
NB
SIB
HCM Control Delay, s
0.1
1.9
139.9
68.6
HCM LOS
F
F
Minor Lane/Major Mvmt NBLnl NBLn2 EBL EBT EBR WBL WBT WBR SBLnl SBLn2
Capacity (veh/h)
14
189
300
99 -
25
353
HCM Lane V/C Ratio
0.602
0.123
0.06 -
0.405 -
0.253
0.042
HCM Control Delay (s)
$ 451.1
26.7
17.8
64.6 -
192.1
15.6
HCM Lane LOS
F
D
C
F -
F
C
HCM 95th %tile Q(veh)
1.5
0.4
0.2 -
1.7 -
0.8
0.1
Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 3
HCM 6th TWSC 2024 No Build AM Peak Hour
5: Dawson MS Drwy/Kimball Oaks Drwy & Village Center Drive 07/25/2023
Intersection
Int Delay, s/veh
Movement
10.9
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
'fir
Traffic Vol, veh/h
1
1
118
141
1
0
34
0
212
0
0
0
Future Vol, veh/h
1
1
118
141
1
0
34
0
212
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
-
None
-
None
None
-
None
Storage Length
110
-
146
Veh in Median Storage,
# -
0
-
0
0
-
-
0
Grade, %
-
0
-
0
0
-
0
Peak Hour Factor
53
53
53
53
53
53
53
53
53
53
53
53
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
2
2
223
266
2
0
64
0
400
0
0
0
Major/Minor
Majorl
Major2
Minorl
Minor2
Conflicting Flow All
2 0
0 225
0 0 652
652
114
852
763
2
Stage 1
- -
- -
- - 118
118
-
534
534
-
Stage 2
-
-
- 534
534
-
318
229
-
Critical Hdwy
4.13 -
4.13
- 7.13
6.53
6.23
7.13
6.53
6.23
Critical Hdwy Stg 1
-
-
- 6.13
5.53
-
6.13
5.53
-
Critical Hdwy Stg 2
-
-
- 6.13
5.53
-
6.13
5.53
-
Follow-up Hdwy
2.227
2.227
- 3.527
4.027
3.327
3.527
4.027
3.327
Pot Cap-1 Maneuver
1614
1338
- - 380
386
936
278
333
1079
Stage 1
-
-
- 884
796
-
528
523
-
Stage 2
- -
-
- 528
523
-
691
713
-
Platoon blocked, %
Mov Cap-1 Maneuver
1614
- 1338
321
309
936
135
266
1079
Mov Cap-2 Maneuver
-
-
321
309
-
135
266
-
Stage 1
-
- 883
795
527
419
-
Stage 2
423
419
395
712
-
Approach
EB
WB
NB
SB
HCM Control Delay, s
0.1
8.3
17.7
0
HCM LOS
C
A
Minor Lane/Major Mvmt NBLnl EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)
740
1614
- 1338 -
HCM Lane V/C Ratio
0.627
0.001
- 0.199
HCM Control Delay (s)
17.7
7.2
- 8.4 - 0
HCM Lane LOS
C
A
A A
HCM 95th %tile Q(veh)
4.5
0 -
0.7 - -
Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 4
Lanes, Volumes, Timings 2024 No Build School PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBL
NBT
NBR
SBU
Lane Configurations
ttt
r
ttt
r
t
Traffic Volume (vph)
9
243
1209
183
2
97
1207
257
235
239
100
2
Future Volume (vph)
9
243
1209
183
2
97
1207
257
235
239
100
2
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
300
200
350
175
180
0
Storage Lanes
1
1
1
1
1
0
Taper Length (ft)
100
80
100
Lane Util. Factor
0.91
1.00
0.91
1.00
0.91
1.00
0.91
1.00
1.00
0.95
0.95
0.95
Frt
0.850
0.850
0.956
Flt Protected
0.950
0.950
0.950
Satd. Flow (prot)
0
1752
5036
1568
0
1752
5036
1568
1752
3351
0
0
Flt Permitted
0.950
0.950
0.950
Satd. Flow (perm)
0
1752
5036
1568
0
1752
5036
1568
1752
3351
0
0
Right Turn on Red
Yes
Yes
Yes
Satd. Flow (RTOR)
138
182
39
Link Speed (mph)
45
45
35
Link Distance (ft)
718
718
508
Travel Time (s)
10.9
10.9
9.9
Peak Hour Factor
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
Adj. Flow (vph)
9
256
1273
193
2
102
1271
271
247
252
105
2
Shared Lane Traffic (%)
Lane Group Flow (vph)
0
265
1273
193
0
104
1271
271
247
357
0
0
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
R NA
Left
Left
Right
R NA
Left
Left
Right
Left
R NA
Right
R NA
Median Width(ft)
16
16
20
Link Offset(ft)
0
0
0
Crosswalk Width(ft)
16
16
16
Two way Left Turn Lane
Headway Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Turning Speed (mph)
9
15
9
9
15
9
15
9
9
Number of Detectors
1
1
2
1
1
1
2
1
1
2
1
Detector Template
Left
Left
Thru
Right
Left
Left
Thru
Right
Left
Thru
Left
Leading Detector (ft)
20
20
100
20
20
20
100
20
20
100
20
Trailing Detector (ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Position(ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Size(ft)
20
20
6
20
20
20
6
20
20
6
20
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 2 Position(ft)
94
94
94
Detector 2 Size(ft)
6
6
6
Detector 2 Type
CI+Ex
CI+Ex
CI+Ex
Detector 2 Channel
Detector 2 Extend (s)
0.0
0.0
0.0
Turn Type
Prot
Prot
NA
Perm
Prot
Prot
NA
Perm
Prot
NA
Prot
Protected Phases
5
5
2
1
1
6
3
8
7
Permitted Phases
2
6
Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 1
Lanes, Volumes, Timings 2024 No Build School PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
SBL
SBT
SBR
Lane Configurations
tt
r
Traffic Volume (vph)
145
250
475
Future Volume (vph)
145
250
475
Ideal Flow (vphpl)
1900
1900
1900
Storage Length (ft)
150
0
Storage Lanes
1
1
Taper Length (ft)
90
Lane Util. Factor
1.00
0.95
1.00
Frt
0.850
Flt Protected
0.950
Satd. Flow (prot)
1752
3505
1568
Flt Permitted
0.950
Satd. Flow (perm)
1752
3505
1568
Right Turn on Red
Yes
Satd. Flow (RTOR)
254
Link Speed (mph)
35
Link Distance (ft)
551
Travel Time (s)
10.7
Peak Hour Factor
0.95
0.95
0.95
Adj. Flow (vph)
153
263
500
Shared Lane Traffic (%)
Lane Group Flow (vph)
155
263
500
Enter Blocked Intersection
No
No
No
Lane Alignment
Left
Left
Right
Median Width(ft)
20
Link Offset(ft)
0
Crosswalk Width(ft)
16
Two way Left Turn Lane
Headway Factor
1.00
1.00
1.00
Turning Speed (mph)
15
9
Number of Detectors
1
2
1
Detector Template
Left
Thru
Right
Leading Detector (ft)
20
100
20
Trailing Detector (ft)
0
0
0
Detector 1 Position(ft)
0
0
0
Detector 1 Size(ft)
20
6
20
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
Detector 2 Position(ft)
94
Detector 2 Size(ft)
6
Detector 2 Type
CI+Ex
Detector 2 Channel
Detector 2 Extend (s)
0.0
Turn Type
Prot
NA
Perm
Protected Phases
7
4
Permitted Phases
4
Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 2
Lanes, Volumes, Timings 2024 No Build School PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBL
NBT
NBR SBU
Detector Phase
5
5
2
2
1
1
6
6
3
8
7
Switch Phase
Minimum Initial (s)
5.0
5.0
10.0
10.0
5.0
5.0
10.0
10.0
5.0
5.0
5.0
Minimum Split (s)
12.0
12.0
40.0
40.0
12.0
12.0
39.0
39.0
12.0
45.0
12.0
Total Split (s)
31.0
31.0
60.0
60.0
18.0
18.0
47.0
47.0
30.0
41.0
31.0
Total Split (%)
20.7%
20.7%
40.0%
40.0%
12.0%
12.0%
31.3%
31.3%
20.0%
27.3%
20.7%
Maximum Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
34.0
24.0
Yellow Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
4.0
4.0
4.0
All -Red Time (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
3.0
3.0
3.0
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
7.0
7.0
7.0
7.0
7.0
7.0
7.0
7.0
Lead/Lag
Lead
Lead
Lag
Lag
Lead
Lead
Lag
Lag
Lead
Lag
Lead
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Recall Mode
None
None
C-Min
C-Min
None
None
C-Min
C-Min
None
None
None
Walk Time (s)
7.0
7.0
7.0
7.0
7.0
Flash Dont Walk (s)
26.0
26.0
25.0
25.0
31.0
Pedestrian Calls (#/hr)
0
0
0
0
0
Act Effct Green (s)
24.4
57.9
57.9
10.8
44.3
44.3
22.4
35.7
Actuated g/C Ratio
0.16
0.39
0.39
0.07
0.30
0.30
0.15
0.24
v/c Ratio
0.93
0.66
0.28
0.83
0.85
0.46
0.95
0.43
Control Delay
99.5
40.9
11.7
111.1
57.2
17.7
106.0
44.4
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
99.5
40.9
11.7
111.1
57.2
17.7
106.0
44.4
LOS
F
D
B
F
E
B
F
D
Approach Delay
46.6
54.1
69.6
Approach LOS
D
D
E
90th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
34.0
24.0
90th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Hold
Max
70th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
37.7
20.3
70th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Hold
Gap
50th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
40.4
17.6
50th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Hold
Gap
30th %ile Green (s)
27.5
27.5
57.2
57.2
12.2
12.2
41.9
41.9
23.0
37.7
14.9
30th %ile Term Code
Gap
Gap
Coord
Coord
Gap
Gap
Coord
Coord
Max
Hold
Gap
10th %ile Green (s)
22.5
22.5
73.3
73.3
9.0
9.0
59.8
59.8
20.2
28.7
11.0
10th %ile Term Code
Gap
Gap
Coord
Coord
Gap
Gap
Coord
Coord
Gap
Hold
Gap
Queue Length 50th (ft)
260
394
36
102
449
69
242
132
Queue Length 95th (ft)
#438
451
98
#208
#542
161
#413
191
Internal Link Dist (ft)
638
638
428
Turn Bay Length (ft)
300
200
350
175
180
Base Capacity (vph)
288
1943
690
131
1488
591
268
850
Starvation Cap Reductn
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.92
0.66
0.28
0.79
0.85
0.46
0.92
0.42
Intersection Summary
Area Type: Other
Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 3
Lanes, Volumes, Timings 2024 No Build School PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
SBL
SBT
SBR
Detector Phase
7
4
4
Switch Phase
Minimum Initial (s)
5.0
5.0
5.0
Minimum Split (s)
12.0
43.0
43.0
Total Split (s)
31.0
42.0
42.0
Total Split (%)
20.7%
28.0%
28.0%
Maximum Green (s)
24.0
35.0
35.0
Yellow Time (s)
4.0
4.0
4.0
All -Red Time (s)
3.0
3.0
3.0
Lost Time Adjust (s)
0.0
0.0
0.0
Total Lost Time (s)
7.0
7.0
7.0
Lead/Lag
Lead
Lag
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Vehicle Extension (s)
2.0
2.0
2.0
Recall Mode
None
None
None
Walk Time (s)
7.0
7.0
Flash Dont Walk (s)
29.0
29.0
Pedestrian Calls (#/hr)
0
0
Act Effct Green (s)
17.6
30.8
30.8
Actuated g/C Ratio
0.12
0.21
0.21
v/c Ratio
0.76
0.37
0.96
Control Delay
86.0
51.8
57.8
Queue Delay
0.0
0.0
0.0
Total Delay
86.0
51.8
57.8
LOS
F
D
E
Approach Delay
60.8
Approach LOS
E
90th %ile Green (s)
24.0
35.0
35.0
90th %ile Term Code
Max
Max
Max
70th %ile Green (s)
20.3
35.0
35.0
70th %ile Term Code
Gap
Max
Max
50th %ile Green (s)
17.6
35.0
35.0
50th %ile Term Code
Gap
Max
Max
30th %ile Green (s)
14.9
29.6
29.6
30th %ile Term Code
Gap
Gap
Gap
10th %ile Green (s)
11.0
19.5
19.5
10th %ile Term Code
Gap
Gap
Gap
Queue Length 50th (ft)
149
113
258
Queue Length 95th (ft)
221
157
#471
Internal Link Dist (ft)
471
Turn Bay Length (ft)
150
Base Capacity (vph)
280
817
560
Starvation Cap Reductn
0
0
0
Spillback Cap Reductn
0
0
0
Storage Cap Reductn
0
0
0
Reduced v/c Ratio
0.55
0.32
0.89
Intersection Summary
Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 4
Lanes, Volumes, Timings 2024 No Build School PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Cycle Length: 150
Actuated Cycle Length: 150
Offset: 5 (A), Referenced to phase 2:EBT and 6:WBT, Start of Yellow
Natural Cycle: 130
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 0.96
Intersection Signal Delay: 54.6 Intersection LOS: D
Intersection Capacity Utilization 103.0% ICU Level of Service G
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
3plits and Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 tsgIt I
5 36 O7 08
Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 5
Timing Report, Sorted By Phase 2024 No Build School PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
--I.
t
4---
W
t
Phase Number 1
2
3
4
5
6
7
8
Movement
WBL
EBT
NBL
SBT
EBL
WBT
SBL
NBT
Lead/Lag
Lead
Lag
Lead
Lag
Lead
Lag
Lead
Lag
Lead -Lag Optimize
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Recall Mode
None
C-Min
None
None
None
C-Min
None
None
Maximum Split (s)
18
60
30
42
31
47
31
41
Maximum Split (%)
12.0%
40.0%
20.0%
28.0%
20.7%
31.3%
20.7%
27.3%
Minimum Split (s)
12
40
12
43
12
39
12
45
Yellow Time (s)
5
5
4
4
5
5
4
4
All -Red Time (s)
2
2
3
3
2
2
3
3
Minimum Initial (s)
5
10
5
5
5
10
5
5
Vehicle Extension (s)
2
2
2
2
2
2
2
2
Minimum Gap (s)
2
2
2
2
3
2
2
2
Time Before Reduce (s)
0
0
0
0
0
0
0
0
Time To Reduce (s)
0
0
0
0
0
0
0
0
Walk Time (s)
7
7
7
7
Flash Dont Walk (s)
26
29
25
31
Dual Entry
No
Yes
No
Yes
No
Yes
No
Yes
Inhibit Max
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Start Time (s)
84
102
12
42
84
115
12
43
End Time (s)
102
12
42
84
115
12
43
84
Yield/Force Off (s)
95
5
35
77
108
5
36
77
Yield/Force Off 170(s)
95
129
35
48
108
130
36
46
Local Start Time (s)
79
97
7
37
79
110
7
38
Local Yield (s)
90
0
30
72
103
0
31
72
Local Yield 170(s)
90
124
30
43
103
125
31
41
Intersection Summary
Cycle Length
150
Control Type
Actuated -Coordinated
Natural Cycle
130
Offset: 5 (3%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow
Splits and Nhases: 1: 5. Kimball Avenue/N. Kimball Avenue & FM 1 tug
tsgI
05 44- 06 (R) O7 t08
Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 6
HCM 6th TWSC 2024 No Build School PM Peak Hour
2: S. Kimball Avenue & Kimball Oaks Drwy/Primrose School Drwy 07/25/2023
Intersection
Int Delay, s/veh
Movement
9.6
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBU
SBL
SBT
SBR
Lane Configurations
+'
r
Vii
t
Vii
tt
r
Traffic Vol, veh/h
110
0
60
3
0
27
41
413
8
23
22
385
111
Future Vol, veh/h
110
0
60
3
0
27
41
413
8
23
22
385
111
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Stop
Stop
Stop
Stop
Stop
Stop
Free
Free
Free
Free
Free
Free
Free
RT Channelized
-
None
-
None
-
None
-
-
None
Storage Length
100
-
90
-
110
115
Veh in Median Storage,
#
0
-
-
0
-
0
-
-
0
-
Grade, %
0
-
-
0
-
0
0
-
Peak Hour Factor
76
76
76
76
76
76
76
76
76
92
76
76
76
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
145
0
79
4
0
36
54
543
11
25
29
507
146
Major/Minor Minor2
Minorl
Majorl
Major2
Conflicting Flow All
995
1277
254
1019
1418
277
653
0
0 554
554 0 0
Stage 1
615
615
-
657
657
-
-
-
- -
- - -
Stage 2
380
662
-
362
761
-
-
-
-
-
Critical Hdwy
7.56
6.56
6.96
7.56
6.56
6.96
4.16
-
6.46
4.16
Critical Hdwy Stg 1
6.56
5.56
-
6.56
5.56
-
-
-
-
Critical Hdwy Stg 2
6.56
5.56
-
6.56
5.56
-
-
-
-
- -
Follow-up Hdwy
3.53
4.03
3.33
3.53
4.03
3.33
2.23
2.53
2.23
Pot Cap-1 Maneuver
198
164
742
190
135
717
923
-
636
1005
Stage 1
443
478
-
418
457
-
-
-
-
Stage 2
611
455
-
626
410
-
-
-
-
- -
Platoon blocked, %
Mov Cap-1 Maneuver
170
144
742
154
118
717
923
-
775
775
Mov Cap-2 Maneuver
170
144
-
154
118
-
-
-
-
Stage 1
417
445
393
430
-
-
-
-
Stage 2
547
428
520
381
-
-
Approach
EB
WB
NB
SIB
HCM Control Delay, s
61.1
12.4
0.8
0.8
HCM LOS
F
B
Minor Lane/Major Mvmt
NBL
NBT
NBR EBLnl EBLn2WBLnl
SBL
SBT SBR
Capacity (veh/h)
923
170
742
525
775
-
HCM Lane V/C Ratio
0.058
0.851
0.106
0.075
0.07
HCM Control Delay (s)
9.1
88.8
10.4
12.4
10
-
HCM Lane LOS
A
F
B
B
A
HCM 95th %tile Q(veh)
0.2
-
6
0.4
0.2
0.2
Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 1
HCM 6th TWSC 2024 No Build School PM Peak Hour
3: S. Kimball Avenue & Village Center Drive 07/25/2023
Intersection
Int Delay, s/veh 3.7
Movement
EBL
EBR
NBL
NBT
SBU
SBT
SBR
Lane Configurations
r
)
ft
ft
r
Traffic Vol, veh/h
62
68
50
395
6
392
45
Future Vol, veh/h
62
68
50
395
6
392
45
Conflicting Peds, #/hr
0
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
Free
RT Channelized
-
None
-
None
None
Storage Length
100
0
160
-
110
Veh in Median Storage,
# 0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
65
65
65
65
92
65
65
Heavy Vehicles, %
3
3
3
3
3
3
3
Mvmt Flow
95
105
77
608
7
603
69
Major/Minor Minor2
Majorl
Major2
Conflicting Flow All
1075
302
672
0
608
-
0
Stage 1
617
-
-
-
-
Stage 2
458
-
-
-
Critical Hdwy
6.86
6.96
4.16
-
6.46
Critical Hdwy Stg 1
5.86
-
-
-
Critical Hdwy Stg 2
5.86
-
-
-
Follow-up Hdwy
3.53
3.33
2.23
2.53
Pot Cap-1 Maneuver
213
691
908
587
Stage 1
498
-
-
-
Stage 2
601
-
-
-
-
Platoon blocked, %
Mov Cap-1 Maneuver
191
691
908
587
Mov Cap-2 Maneuver
191
-
-
-
Stage 1
456
-
Stage 2
590
Approach
EB
NB
SIB
HCM Control Delay, s
25.5
1
0.1
HCM LOS
D
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
908
191
691
HCM Lane V/C Ratio
0.085
0.499
0.151
HCM Control Delay (s)
9.3
41.3
11.1
HCM Lane LOS
A
E
B
HCM 95th %tile Q(veh)
0.3
2.5
0.5
Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 2
HCM 6th TWSC 2024 No Build School PM Peak Hour
4: Kimball Oaks Drwy/Southlake Corners Drwy & FM 1709 07/25/2023
Intersection
Int Delay, s/veh 1.5
Movement
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBL
NBT
NBR
SBU
SBL
SBT
SBR
Lane Configurations
Vii
ttt
r
Vii tt
r
4
r
Traffic Vol, veh/h
15
45
1484
161
5
56
1853
49
30
3
122
3
1
3
75
Future Vol, veh/h
15
45
1484
161
5
56
1853
49
30
3
122
3
1
3
75
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
None
-
None
None
None
Storage Length
345
180
200
100
100
Veh in Median Storage, #
0
-
-
0
-
0
-
-
0
-
Grade, %
0
-
-
0
0
-
-
0
-
Peak Hour Factor
92
95
95
95
92
95
95
95
95
95
95
92
95
95
95
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
16
47
1562
169
5
59
1951
52
32
3
128
3
1
3
79
Major/Minor
Majorl
Major2
Minorl
Minor2
Conflicting Flow All
1462
2003
0
0
1140
1731
0
0
2598
3819
781
0
2857
3962
1002
Stage 1
-
-
-
-
-
-
-
-
1688
1688
-
0
2105
2105
-
Stage 2
-
-
-
-
910
2131
-
0
752
1857
-
Critical Hdwy
5.66
5.36
-
5.66
5.36
-
6.46
6.56
7.16
-
6.46
6.56
7.16
Critical Hdwy Stg 1
-
-
-
-
-
7.36
5.56
-
-
7.36
5.56
-
Critical Hdwy Stg 2
-
-
-
-
-
6.76
5.56
-
-
6.76
5.56
-
Follow-up Hdwy
2.33
3.13
2.33
3.13
3.83
4.03
3.93
-
3.83
4.03
3.93
Pot Cap-1 Maneuver
240
123
364
169
- 26
4
288
0
18
-3
205
Stage 1
-
-
-
-
64
147
-
0
32
90
-
Stage 2
-
-
-
-
-
266
87
-
0
333
121
-
Platoon blocked, %
-
Mov Cap-1 Maneuver
129
129
-
172
172
-
-
-1
288
0
-
-1
205
Mov Cap-2 Maneuver
-
-
-
-
-
- 1
-
0
-
- 1
-
Stage 1
-
-
-
32
74
0
16
57
Stage 2
97
55
0
89
61
roach EB WB NB SIB
HCM Control Delay, s 2 1.2
HCM LOS
Minor Lane/Major Mvmt NBLnl NBLn2 EBL EBT EBR WBL WBT WBR SBLnl SBLn2
Capacity (veh/h)
- 288
129
172
- 205
HCM Lane V/C Ratio
- 0.446
0.494 -
0.374
0.385
HCM Control Delay (s)
- 27.2
57.2 -
38 -
33.2
HCM Lane LOS
- D
F
E
D
HCM 95th %tile Q(veh)
- 2.2
2.3
1.6 -
1.7
Notes
-: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 3
HCM 6th TWSC 2024 No Build School PM Peak Hour
5: Dawson MS Drwy/Kimball Oaks Drwy & Village Center Drive 07/25/2023
Intersection
Int Delay, s/veh
Movement
8.3
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
'fir
Vii
Traffic Vol, veh/h
1
12
28
70
10
12
9
2
96
20
0
6
Future Vol, veh/h
1
12
28
70
10
12
9
2
96
20
0
6
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
-
None
-
None
None
-
None
Storage Length
110
-
146
Veh in Median Storage,
# -
0
-
0
0
-
-
0
Grade, %
-
0
-
0
0
-
0
Peak Hour Factor
39
39
39
39
39
39
39
39
39
39
39
39
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
3
31
72
179
26
31
23
5
246
51
0
15
Major/Minor
Majorl
Major2
Minorl
Minor2
Conflicting Flow All
57 0
0 103
0 0 480
488
67
599
509
42
Stage 1
- -
- -
- - 73
73
-
400
400
-
Stage 2
-
-
- 407
415
-
199
109
-
Critical Hdwy
4.13 -
4.13
- 7.13
6.53
6.23
7.13
6.53
6.23
Critical Hdwy Stg 1
-
-
- 6.13
5.53
-
6.13
5.53
-
Critical Hdwy Stg 2
-
-
- 6.13
5.53
-
6.13
5.53
-
Follow-up Hdwy
2.227
2.227
- 3.527
4.027
3.327
3.527
4.027
3.327
Pot Cap-1 Maneuver
1541
1483
- - 494
479
994
412
466
1026
Stage 1
-
-
- 934
832
-
624
600
-
Stage 2
- -
-
- 619
591
-
801
803
-
Platoon blocked, %
Mov Cap-1 Maneuver
1541
- 1483
441
420
994
279
409
1026
Mov Cap-2 Maneuver
-
-
441
420
-
279
409
-
Stage 1
- 932
830
623
527
-
Stage 2
536
519
598
801
-
Approach
EB
WB
NB
SIB
HCM Control Delay, s
0.2
5.9
10.9
18.4
HCM LOS
B
C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)
879
1541
- 1483
- 335
HCM Lane V/C Ratio
0.312
0.002
- 0.121
0.199
HCM Control Delay (s)
10.9
7.3
- 7.8
- 18.4
HCM Lane LOS
B
A
A
C
HCM 95th %tile Q(veh)
1.3
0 -
0.4 -
- 0.7
Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 4
Lanes, Volumes, Timings 2024 No Build Commuter PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBU
NBL
NBT
NBR
Lane Configurations
ttt
r
ttt
r
t
Traffic Volume (vph)
6
275
1421
104
3
118
1523
303
2
258
389
102
Future Volume (vph)
6
275
1421
104
3
118
1523
303
2
258
389
102
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
300
200
350
175
180
0
Storage Lanes
1
1
1
1
1
0
Taper Length (ft)
100
80
100
Lane Util. Factor
0.91
1.00
0.91
1.00
0.91
1.00
0.91
1.00
0.95
1.00
0.95
0.95
Frt
0.850
0.850
0.969
Flt Protected
0.950
0.950
0.950
Satd. Flow (prot)
0
1752
5036
1568
0
1752
5036
1568
0
1752
3396
0
Flt Permitted
0.950
0.950
0.950
Satd. Flow (perm)
0
1752
5036
1568
0
1752
5036
1568
0
1752
3396
0
Right Turn on Red
Yes
Yes
Yes
Satd. Flow (RTOR)
131
182
20
Link Speed (mph)
45
45
35
Link Distance (ft)
718
718
508
Travel Time (s)
10.9
10.9
9.9
Peak Hour Factor
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
Adj. Flow (vph)
6
286
1480
108
3
123
1586
316
2
269
405
106
Shared Lane Traffic (%)
Lane Group Flow (vph)
0
292
1480
108
0
126
1586
316
0
271
511
0
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
R NA
Left
Left
Right
R NA
Left
Left
Right
R NA
Left
R NA
Right
Median Width(ft)
16
16
20
Link Offset(ft)
0
0
0
Crosswalk Width(ft)
16
16
16
Two way Left Turn Lane
Headway Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Turning Speed (mph)
9
15
9
9
15
9
9
15
9
Number of Detectors
1
1
2
1
1
1
2
1
1
1
2
Detector Template
Left
Left
Thru
Right
Left
Left
Thru
Right
Left
Left
Thru
Leading Detector (ft)
20
20
100
20
20
20
100
20
20
20
100
Trailing Detector (ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Position(ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Size(ft)
20
20
6
20
20
20
6
20
20
20
6
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 2 Position(ft)
94
94
94
Detector 2 Size(ft)
6
6
6
Detector 2 Type
CI+Ex
CI+Ex
CI+Ex
Detector 2 Channel
Detector 2 Extend (s)
0.0
0.0
0.0
Turn Type
Prot
Prot
NA
Perm
Prot
Prot
NA
Perm
Prot
Prot
NA
Protected Phases
5
5
2
1
1
6
3
3
8
Permitted Phases
2
6
Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 1
Lanes, Volumes, Timings 2024 No Build Commuter PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
SBL
SBT
SBR
Lane Configurations
tt
r
Traffic Volume (vph)
160
231
539
Future Volume (vph)
160
231
539
Ideal Flow (vphpl)
1900
1900
1900
Storage Length (ft)
150
0
Storage Lanes
1
1
Taper Length (ft)
90
Lane Util. Factor
1.00
0.95
1.00
Frt
0.850
Flt Protected
0.950
Satd. Flow (prot)
1752
3505
1568
Flt Permitted
0.950
Satd. Flow (perm)
1752
3505
1568
Right Turn on Red
Yes
Satd. Flow (RTOR)
252
Link Speed (mph)
35
Link Distance (ft)
551
Travel Time (s)
10.7
Peak Hour Factor
0.96
0.96
0.96
Adj. Flow (vph)
167
241
561
Shared Lane Traffic (%)
Lane Group Flow (vph)
167
241
561
Enter Blocked Intersection
No
No
No
Lane Alignment
Left
Left
Right
Median Width(ft)
20
Link Offset(ft)
0
Crosswalk Width(ft)
16
Two way Left Turn Lane
Headway Factor
1.00
1.00
1.00
Turning Speed (mph)
15
9
Number of Detectors
1
2
1
Detector Template
Left
Thru
Right
Leading Detector (ft)
20
100
20
Trailing Detector (ft)
0
0
0
Detector 1 Position(ft)
0
0
0
Detector 1 Size(ft)
20
6
20
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
Detector 2 Position(ft)
94
Detector 2 Size(ft)
6
Detector 2 Type
CI+Ex
Detector 2 Channel
Detector 2 Extend (s)
0.0
Turn Type
Prot
NA
Perm
Protected Phases
7
4
Permitted Phases
4
Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 2
Lanes, Volumes, Timings 2024 No Build Commuter PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBU
NBL
NBT NBR
Detector Phase
5
5
2
2
1
1
6
6
3
3
8
Switch Phase
Minimum Initial (s)
5.0
5.0
10.0
10.0
5.0
5.0
10.0
10.0
5.0
5.0
5.0
Minimum Split (s)
12.0
12.0
40.0
40.0
12.0
12.0
39.0
39.0
12.0
12.0
45.0
Total Split (s)
31.0
31.0
60.0
60.0
18.0
18.0
47.0
47.0
30.0
30.0
41.0
Total Split (%)
20.7%
20.7%
40.0%
40.0%
12.0%
12.0%
31.3%
31.3%
20.0%
20.0%
27.3%
Maximum Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
23.0
34.0
Yellow Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
4.0
4.0
4.0
All -Red Time (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
3.0
3.0
3.0
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
7.0
7.0
7.0
7.0
7.0
7.0
7.0
7.0
Lead/Lag
Lead
Lead
Lag
Lag
Lead
Lead
Lag
Lag
Lead
Lead
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Recall Mode
None
None
C-Min
C-Min
None
None
C-Min
C-Min
None
None
None
Walk Time (s)
7.0
7.0
7.0
7.0
7.0
Flash Dont Walk (s)
26.0
26.0
25.0
25.0
31.0
Pedestrian Calls (#/hr)
0
0
0
0
0
Act Effct Green (s)
24.0
53.0
53.0
11.0
40.0
40.0
23.0
39.7
Actuated g/C Ratio
0.16
0.35
0.35
0.07
0.27
0.27
0.15
0.26
v/c Ratio
1.04
0.83
0.17
0.98
1.18
0.57
1.01
0.56
Control Delay
124.7
49.5
3.3
143.0
136.9
24.0
119.5
49.3
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
124.7
49.5
3.3
143.0
136.9
24.0
119.5
49.3
LOS
F
D
A
F
F
C
F
D
Approach Delay
58.5
119.7
73.6
Approach LOS
E
F
E
90th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
23.0
34.0
90th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Max
Hold
70th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
23.0
36.6
70th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Max
Hold
50th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
23.0
39.4
50th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Max
Hold
30th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
23.0
42.2
30th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Max
Hold
10th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
23.0
46.3
10th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Max
Hold
Queue Length 50th (ft)
-308
484
0
125
-679
112
-272
220
Queue Length 95th (ft)
#501
548
27
#263
#776
216
#466
296
Internal Link Dist (ft)
638
638
428
Turn Bay Length (ft)
300
200
350
175
180
Base Capacity (vph)
280
1779
638
128
1342
551
268
913
Starvation Cap Reductn
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
Reduced v/c Ratio
1.04
0.83
0.17
0.98
1.18
0.57
1.01
0.56
Intersection Summary
Area Type: Other
Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 3
Lanes, Volumes, Timings 2024 No Build Commuter PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
SBL
SBT
SBR
Detector Phase
7
4
4
Switch Phase
Minimum Initial (s)
5.0
5.0
5.0
Minimum Split (s)
12.0
43.0
43.0
Total Split (s)
31.0
42.0
42.0
Total Split (%)
20.7%
28.0%
28.0%
Maximum Green (s)
24.0
35.0
35.0
Yellow Time (s)
4.0
4.0
4.0
All -Red Time (s)
3.0
3.0
3.0
Lost Time Adjust (s)
0.0
0.0
0.0
Total Lost Time (s)
7.0
7.0
7.0
Lead/Lag
Lead
Lag
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Vehicle Extension (s)
2.0
2.0
2.0
Recall Mode
None
None
None
Walk Time (s)
7.0
7.0
Flash Dont Walk (s)
29.0
29.0
Pedestrian Calls (#/hr)
0
0
Act Effct Green (s)
18.3
35.0
35.0
Actuated g/C Ratio
0.12
0.23
0.23
v/c Ratio
0.78
0.29
1.00
Control Delay
87.7
48.5
70.0
Queue Delay
0.0
0.0
0.0
Total Delay
87.7
48.5
70.0
LOS
F
D
E
Approach Delay
67.7
Approach LOS
E
90th %ile Green (s)
24.0
35.0
35.0
90th %ile Term Code
Max
Max
Max
70th %ile Green (s)
21.4
35.0
35.0
70th %ile Term Code
Gap
Max
Max
50th %ile Green (s)
18.6
35.0
35.0
50th %ile Term Code
Gap
Max
Max
30th %ile Green (s)
15.8
35.0
35.0
30th %ile Term Code
Gap
Max
Max
10th %ile Green (s)
11.7
35.0
35.0
10th %ile Term Code
Gap
Max
Max
Queue Length 50th (ft)
161
103
-351
Queue Length 95th (ft)
236
144
#608
Internal Link Dist (ft)
471
Turn Bay Length (ft)
150
Base Capacity (vph)
280
817
559
Starvation Cap Reductn
0
0
0
Spillback Cap Reductn
0
0
0
Storage Cap Reductn
0
0
0
Reduced v/c Ratio
0.60
0.29
1.00
Intersection Summary
Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 4
Lanes, Volumes, Timings 2024 No Build Commuter PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Cycle Length: 150
Actuated Cycle Length: 150
Offset: 5 (A), Referenced to phase 2:EBT and 6:WBT, Start of Yellow
Natural Cycle: 150
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 1.18
Intersection Signal Delay: 84.1 Intersection LOS: F
Intersection Capacity Utilization 116.1% ICU Level of Service H
Analysis Period (min) 15
Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
3plits and Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 tsgIt I
5 06 07 08
Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 5
Timing Report, Sorted By Phase 2024 No Build Commuter PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
--I.
v,t
4---
t
Phase Number 1
2
3
4
5
6
7
8
Movement
WBL
EBT
NBL
SBT
EBL
WBT
SBL
NBT
Lead/Lag
Lead
Lag
Lead
Lag
Lead
Lag
Lead
Lag
Lead -Lag Optimize
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Recall Mode
None
C-Min
None
None
None
C-Min
None
None
Maximum Split (s)
18
60
30
42
31
47
31
41
Maximum Split (%)
12.0%
40.0%
20.0%
28.0%
20.7%
31.3%
20.7%
27.3%
Minimum Split (s)
12
40
12
43
12
39
12
45
Yellow Time (s)
5
5
4
4
5
5
4
4
All -Red Time (s)
2
2
3
3
2
2
3
3
Minimum Initial (s)
5
10
5
5
5
10
5
5
Vehicle Extension (s)
2
2
2
2
2
2
2
2
Minimum Gap (s)
2
2
2
2
3
2
2
2
Time Before Reduce (s)
0
0
0
0
0
0
0
0
Time To Reduce (s)
0
0
0
0
0
0
0
0
Walk Time (s)
7
7
7
7
Flash Dont Walk (s)
26
29
25
31
Dual Entry
No
Yes
No
Yes
No
Yes
No
Yes
Inhibit Max
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Start Time (s)
84
102
12
42
84
115
12
43
End Time (s)
102
12
42
84
115
12
43
84
Yield/Force Off (s)
95
5
35
77
108
5
36
77
Yield/Force Off 170(s)
95
129
35
48
108
130
36
46
Local Start Time (s)
79
97
7
37
79
110
7
38
Local Yield (s)
90
0
30
72
103
0
31
72
Local Yield 170(s)
90
124
30
43
103
125
31
41
Intersection Summary
Cycle Length
150
Control Type
Actuated -Coordinated
Natural Cycle
150
Offset: 5 (3%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow
Splits and Nhases: 1: 5. Kimball Avenue/N. Kimball Avenue & FM 1 tug
tsgI
05 44- 06 (R) 07 t08
Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 6
HCM 6th TWSC 2024 No Build Commuter PM Peak Hour
2: S. Kimball Avenue & Kimball Oaks Drwy/Primrose School Drwy 07/25/2023
Intersection
Int Delay, s/veh
Movement
4.7
EBL
EBT
EBR
WBL
WBT
WBR
NBU
NBL
NBT
NBR
SBU
SBL
SBT
SBR
Lane Configurations
+'
r*
)
0
)
tt
r*
Traffic Vol, veh/h
85
0
44
16
0
57
3
49
534
16
13
49
324
88
Future Vol, veh/h
85
0
44
16
0
57
3
49
534
16
13
49
324
88
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Stop
Stop
Stop
Stop
Stop
Stop
Free
Free
Free
Free
Free
Free
Free
Free
RT Channelized
-
None
-
None
-
None
-
None
Storage Length
100
-
90
110
115
Veh in Median Storage,
#
0
-
-
0
-
0
-
-
0
-
Grade, %
0
-
-
0
-
0
-
-
0
-
Peak Hour Factor
92
92
92
92
92
92
92
92
92
92
92
92
92
92
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
92
0
48
17
0
62
3
53
580
17
14
53
352
96
Major/Minor Minor2
Minorl
Majorl
Major2
Conflicting Flow All
888
1195
176
1011
1283
299
352
448
0 0 598
597 0 0
Stage 1
486
486
-
701
701
-
-
-
- - -
- - -
Stage 2
402
709
-
310
582
-
-
-
-
-
Critical Hdwy
7.56
6.56
6.96
7.56
6.56
6.96
6.46
4.16
6.46
4.16
Critical Hdwy Stg 1
6.56
5.56
-
6.56
5.56
-
-
-
-
-
Critical Hdwy Stg 2
6.56
5.56
-
6.56
5.56
-
-
-
-
-
Follow-up Hdwy
3.53
4.03
3.33
3.53
4.03
3.33
2.53
2.23
2.53
2.23
Pot Cap-1 Maneuver
237
184
834
192
162
694
854
1102
596
969 -
Stage 1
529
547
-
393
437
-
-
-
-
-
Stage 2
593
433
-
672
495
-
-
-
-
-
Platoon blocked, %
Mov Cap-1 Maneuver
195
160
834
163
141
694
1079
1079
- 834
834
Mov Cap-2 Maneuver
195
160
-
163
141
-
-
-
-
-
Stage 1
501
503
372
414
-
-
-
-
Stage 2
512
410
583
455
-
-
-
Approach
EB
WB
NB
SB
HCM Control Delay, s
29
16
0.7
1.3
HCM LOS
D
C
Minor Lane/Major Mvmt
NBL
NBT
NBR EBLnl EBLn2WBLnl
SBL
SBT SBR
Capacity (veh/h)
1079
-
195
834
405
834
HCM Lane V/C Ratio
0.052
-
0.474
0.057
0.196
0.081
-
HCM Control Delay (s)
8.5
-
39.1
9.6
16
9.7
-
HCM Lane LOS
A
-
E
A
C
A
HCM 95th %tile Q(veh)
0.2
-
-
2.3
0.2
0.7
0.3
-
Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 1
HCM 6th TWSC 2024 No Build Commuter PM Peak Hour
3: S. Kimball Avenue & Village Center Drive 07/25/2023
Intersection
Int Delay, s/veh 0.4
Movement
EBL
EBR
NBL
NBT
SBU
SBT
SBR
Lane Configurations
r
)
ft
ft
r
Traffic Vol, veh/h
9
5
8
571
9
374
2
Future Vol, veh/h
9
5
8
571
9
374
2
Conflicting Peds, #/hr
0
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
Free
RT Channelized
-
None
-
None
None
Storage Length
100
0
160
-
110
Veh in Median Storage,
# 0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
83
83
83
83
92
83
83
Heavy Vehicles, %
3
3
3
3
3
3
3
Mvmt Flow
11
6
10
688
10
451
2
Major/Minor Minor2
Majorl
Major2
Conflicting Flow All
835
226
453
0
688
-
0
Stage 1
471
-
-
-
-
Stage 2
364
-
-
-
Critical Hdwy
6.86
6.96
4.16
-
6.46
Critical Hdwy Stg 1
5.86
-
-
-
Critical Hdwy Stg 2
5.86
-
-
-
Follow-up Hdwy
3.53
3.33
2.23
2.53
Pot Cap-1 Maneuver
304
774
1097
522
Stage 1
592
-
-
-
Stage 2
671
-
-
-
-
Platoon blocked, %
Mov Cap-1 Maneuver
293
774
1097
522
Mov Cap-2 Maneuver
293
-
-
-
Stage 1
587
-
Stage 2
654
Approach
EB
NB
SIB
HCM Control Delay, s
14.9
0.1
0.3
HCM LOS
B
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
1097
-
293
774
HCM Lane V/C Ratio
0.009
-
0.037
0.008
HCM Control Delay (s)
8.3
-
17.8
9.7
HCM Lane LOS
A
-
C
A
HCM 95th %tile Q(veh)
0
-
0.1
0
Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 2
HCM 6th TWSC 2024 No Build Commuter PM Peak Hour
4: Kimball Oaks Drwy/Southlake Corners Drwy & FM 1709 07/25/2023
Intersection
Int Delay, s/veh 23.9
Movement
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBL
NBT
NBR
SBU
SBL
SBT
SBR
Lane Configurations
)
ttt
r
) tt
r
4
r
Traffic Vol, veh/h
13
41
1540
102
1
61
2213
45
16
4
122
6
2
2
65
Future Vol, veh/h
13
41
1540
102
1
61
2213
45
16
4
122
6
2
2
65
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
None
-
None
None
None
Storage Length
345
180
200
100
100
Veh in Median Storage, #
0
-
-
0
-
0
-
-
0
-
Grade, %
0
-
-
0
0
-
-
0
-
Peak Hour Factor
92
96
96
96
92
96
96
96
96
96
96
92
96
96
96
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
14
43
1604
106
1
64
2305
47
17
4
127
7
2
2
68
Major/Minor
Majorl
Major2
Minorl
Minor2
Conflicting Flow All
1717
2352
0
0
1171
1710
0
0
2771
4200
802
0
3217
4283
1176
Stage 1
-
-
-
-
-
-
-
-
1718
1718
-
0
2459
2459
-
Stage 2
-
-
-
-
1053
2482
-
0
758
1824
-
Critical Hdwy
5.66
5.36
-
5.66
5.36
-
6.46
6.56
7.16
-
6.46
6.56
7.16
Critical Hdwy Stg 1
-
-
-
-
-
7.36
5.56
-
-
7.36
5.56
-
Critical Hdwy Stg 2
-
-
-
-
-
6.76
5.56
-
-
6.76
5.56
-
Follow-up Hdwy
2.33
3.13
2.33
3.13
3.83
4.03
3.93
-
3.83
4.03
3.93
Pot Cap-1 Maneuver
172
81
350
173
20
-2
279
0
10
-2
157
Stage 1
-
-
-
-
61
142
-
0
17
59
-
Stage 2
-
-
-
-
-
216
57
-
0
330
125
-
Platoon blocked, %
-
Mov Cap-1 Maneuver
85
85
-
173
173
-
-4
0
279
0
-2
0
157
Mov Cap-2 Maneuver
-
-
-
-
-4
0
-
0
-2
0
-
Stage 1
-
-
-
20
47
0
6
37
-
Stage 2
72
36
0
54
41
-
Approach
EB
WB
NB
SIB
HCM Control Delay, s
3.5
1
$ 529.3
237.1
HCM LOS
F
F
Minor Lane/Major Mvmt NBLnl NBLn2 EBL EBT EBR WBL WBT WBR SBLnl SBLn2
Capacity (veh/h)
4
279
85
173
2
157
HCM Lane V/C Ratio
5.208
0.455
0.669
0.374
2.083
0.431
HCM Control Delay (s)
$ 3585.6
28.3
107.6 -
37.6
$ 3370.5
44.3
HCM Lane LOS
F
D
F
E
- F
E
HCM 95th %tile Q(veh)
4
2.2
3.2
1.6
- - 1.4
1.9
Notes
-: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 3
HCM 6th TWSC 2024 No Build Commuter PM Peak Hour
5: Dawson MS Drwy/Kimball Oaks Drwy & Village Center Drive 07/25/2023
Intersection
Int Delay, s/veh
Movement
2.5
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
'fir
Traffic Vol, veh/h
0
7
0
1
7
2
0
0
6
0
0
0
Future Vol, veh/h
0
7
0
1
7
2
0
0
6
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
-
None
-
None
None
-
None
Storage Length
110
-
146
Veh in Median Storage,
# -
0
-
0
0
-
-
0
Grade, %
-
0
-
0
0
-
0
Peak Hour Factor
82
82
82
82
82
82
82
82
82
82
82
82
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
0
9
0
1
9
2
0
0
7
0
0
0
Major/Minor
Majorl
Major2
Minorl
Minor2
Conflicting Flow All
11 0
0 9
0 0 21
22
9
25
21
10
Stage 1
- -
- -
- - 9
9
-
12
12
-
Stage 2
-
-
- 12
13
-
13
9
-
Critical Hdwy
4.13 -
4.13
- 7.13
6.53
6.23
7.13
6.53
6.23
Critical Hdwy Stg 1
-
-
- 6.13
5.53
-
6.13
5.53
-
Critical Hdwy Stg 2
-
-
- 6.13
5.53
-
6.13
5.53
-
Follow-up Hdwy
2.227
2.227
- 3.527
4.027
3.327
3.527
4.027
3.327
Pot Cap-1 Maneuver
1602
1604
- - 989
870
1070
983
871
1068
Stage 1
-
-
- 1010
886
-
1006
884
-
Stage 2
- -
-
- 1006
883
-
1005
886
-
Platoon blocked, %
Mov Cap-1 Maneuver
1602
- 1604
989
869
1070
976
870
1068
Mov Cap-2 Maneuver
-
-
989
869
-
976
870
-
Stage 1
-
- 1010
886
1006
883
Stage 2
1005
882
998
886
Approach
EB
WB
NB
SIB
HCM Control Delay, s
0
0.7
8.4
0
HCM LOS
A
A
Minor Lane/Maior Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)
1070
1602
- 1604 -
HCM Lane V/C Ratio
0.007
-
0.001
HCM Control Delay (s)
8.4
0
- 7.2 - 0
HCM Lane LOS
A
A
A A
HCM 95th %tile Q(veh)
0
0
0 -
Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 4
Lanes, Volumes, Timings 2029 (No Build + 5 Years) AM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBU
NBL
NBT
NBR
Lane Configurations
ttt
r
ttt
r
t
Traffic Volume (vph)
2
238
1701
284
8
82
645
123
1
214
314
80
Future Volume (vph)
2
238
1701
284
8
82
645
123
1
214
314
80
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
300
200
350
175
180
0
Storage Lanes
1
1
1
1
1
0
Taper Length (ft)
100
80
100
Lane Util. Factor
0.91
1.00
0.91
1.00
0.91
1.00
0.91
1.00
0.95
1.00
0.95
0.95
Frt
0.850
0.850
0.970
Flt Protected
0.950
0.950
0.950
Satd. Flow (prot)
0
1752
5036
1568
0
1752
5036
1568
0
1752
3400
0
Flt Permitted
0.950
0.950
0.950
Satd. Flow (perm)
0
1752
5036
1568
0
1752
5036
1568
0
1752
3400
0
Right Turn on Red
Yes
Yes
Yes
Satd. Flow (RTOR)
166
210
22
Link Speed (mph)
45
45
35
Link Distance (ft)
718
718
508
Travel Time (s)
10.9
10.9
9.9
Peak Hour Factor
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
Adj. Flow (vph)
2
248
1772
296
8
85
672
128
1
223
327
83
Shared Lane Traffic (%)
Lane Group Flow (vph)
0
250
1772
296
0
93
672
128
0
224
410
0
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
R NA
Left
Left
Right
R NA
Left
Left
Right
R NA
Left
R NA
Right
Median Width(ft)
16
16
20
Link Offset(ft)
0
0
0
Crosswalk Width(ft)
16
16
16
Two way Left Turn Lane
Headway Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Turning Speed (mph)
9
15
9
9
15
9
9
15
9
Number of Detectors
1
1
2
1
1
1
2
1
1
1
2
Detector Template
Left
Left
Thru
Right
Left
Left
Thru
Right
Left
Left
Thru
Leading Detector (ft)
20
20
100
20
20
20
100
20
20
20
100
Trailing Detector (ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Position(ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Size(ft)
20
20
6
20
20
20
6
20
20
20
6
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 2 Position(ft)
94
94
94
Detector 2 Size(ft)
6
6
6
Detector 2 Type
CI+Ex
CI+Ex
CI+Ex
Detector 2 Channel
Detector 2 Extend (s)
0.0
0.0
0.0
Turn Type
Prot
Prot
NA
Perm
Prot
Prot
NA
Perm
Prot
Prot
NA
Protected Phases
5
5
2
1
1
6
3
3
8
Permitted Phases
2
6
Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 1
Lanes, Volumes, Timings 2029 (No Build + 5 Years) AM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
SBU
SBL
SBT
SBR
Lane Configurations
tt
r
Traffic Volume (vph)
1
214
298
536
Future Volume (vph)
1
214
298
536
Ideal Flow (vphpl)
1900
1900
1900
1900
Storage Length (ft)
150
0
Storage Lanes
1
1
Taper Length (ft)
90
Lane Util. Factor
0.95
1.00
0.95
1.00
Frt
0.850
Flt Protected
0.950
Satd. Flow (prot)
0
1752
3505
1568
Flt Permitted
0.950
Satd. Flow (perm)
0
1752
3505
1568
Right Turn on Red
Yes
Satd. Flow (RTOR)
314
Link Speed (mph)
35
Link Distance (ft)
551
Travel Time (s)
10.7
Peak Hour Factor
0.96
0.96
0.96
0.96
Adj. Flow (vph)
1
223
310
558
Shared Lane Traffic (%)
Lane Group Flow (vph)
0
224
310
558
Enter Blocked Intersection
No
No
No
No
Lane Alignment
R NA
Left
Left
Right
Median Width(ft)
20
Link Offset(ft)
0
Crosswalk Width(ft)
16
Two way Left Turn Lane
Headway Factor
1.00
1.00
1.00
1.00
Turning Speed (mph)
9
15
9
Number of Detectors
1
1
2
1
Detector Template
Left
Left
Thru
Right
Leading Detector (ft)
20
20
100
20
Trailing Detector (ft)
0
0
0
0
Detector 1 Position(ft)
0
0
0
0
Detector 1 Size(ft)
20
20
6
20
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
0.0
Detector 2 Position(ft)
94
Detector 2 Size(ft)
6
Detector 2 Type
CI+Ex
Detector 2 Channel
Detector 2 Extend (s)
0.0
Turn Type
Prot
Prot
NA
Perm
Protected Phases
7
7
4
Permitted Phases
4
Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 2
Lanes, Volumes, Timings 2029 (No Build + 5 Years) AM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBU
NBL
NBT NBR
Detector Phase
5
5
2
2
1
1
6
6
3
3
8
Switch Phase
Minimum Initial (s)
5.0
5.0
10.0
10.0
5.0
5.0
10.0
10.0
5.0
5.0
5.0
Minimum Split (s)
12.0
12.0
40.0
40.0
12.0
12.0
39.0
39.0
12.0
12.0
45.0
Total Split (s)
27.0
27.0
48.0
48.0
18.0
18.0
39.0
39.0
35.0
35.0
35.0
Total Split (%)
20.8%
20.8%
36.9%
36.9%
13.8%
13.8%
30.0%
30.0%
26.9%
26.9%
26.9%
Maximum Green (s)
20.0
20.0
41.0
41.0
11.0
11.0
32.0
32.0
28.0
28.0
28.0
Yellow Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
4.0
4.0
4.0
All -Red Time (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
3.0
3.0
3.0
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
7.0
7.0
7.0
7.0
7.0
7.0
7.0
7.0
Lead/Lag
Lead
Lead
Lag
Lag
Lead
Lead
Lag
Lag
Lead
Lead
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Recall Mode
None
None
C-Min
C-Min
None
None
C-Min
C-Min
None
None
None
Walk Time (s)
7.0
7.0
7.0
7.0
7.0
Flash Dont Walk (s)
26.0
26.0
25.0
25.0
31.0
Pedestrian Calls (#/hr)
0
0
0
0
0
Act Effct Green (s)
19.7
42.2
42.2
9.8
32.3
32.3
20.9
30.4
Actuated g/C Ratio
0.15
0.32
0.32
0.08
0.25
0.25
0.16
0.23
v/c Ratio
0.94
1.09
0.48
0.70
0.54
0.23
0.80
0.50
Control Delay
97.4
90.9
17.9
85.4
44.3
1.0
72.3
44.0
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
97.4
90.9
17.9
85.4
44.3
1.0
72.3
44.0
LOS
F
F
B
F
D
A
E
D
Approach Delay
82.2
42.4
54.0
Approach LOS
F
D
D
90th %ile Green (s)
20.0
20.0
41.0
41.0
11.0
11.0
32.0
32.0
28.0
28.0
28.0
90th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Max
Hold
70th %ile Green (s)
20.0
20.0
41.0
41.0
11.0
11.0
32.0
32.0
23.9
23.9
28.0
70th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Gap
Gap
Hold
50th %ile Green (s)
20.0
20.0
41.0
41.0
11.0
11.0
32.0
32.0
21.0
21.0
28.6
50th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Gap
Gap
Hold
30th %ile Green (s)
20.0
20.0
42.5
42.5
9.5
9.5
32.0
32.0
18.0
18.0
31.6
30th %ile Term Code
Max
Max
Coord
Coord
Gap
Gap
Coord
Coord
Gap
Gap
Hold
10th %ile Green (s)
18.4
18.4
45.3
45.3
6.7
6.7
33.6
33.6
13.5
13.5
36.0
10th %ile Term Code
Gap
Gap
Coord
Coord
Gap
Gap
Coord
Coord
Gap
Gap
Hold
Queue Length 50th (ft)
211
-627
84
77
181
0
184
153
Queue Length 95th (ft)
#373
#723
173
#147
224
0
260
208
Internal Link Dist (ft)
638
638
428
Turn Bay Length (ft)
300
200
350
175
180
Base Capacity (vph)
269
1633
620
148
1251
547
377
813
Starvation Cap Reductn
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.93
1.09
0.48
0.63
0.54
0.23
0.59
0.50
Intersection Summary
Area Type: Other
Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 3
Lanes, Volumes, Timings 2029 (No Build + 5 Years) AM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
SBU
SBL
SBT
SBR
Detector Phase
7
7
4
4
Switch Phase
Minimum Initial (s)
5.0
5.0
5.0
5.0
Minimum Split (s)
12.0
12.0
43.0
43.0
Total Split (s)
29.0
29.0
29.0
29.0
Total Split (%)
22.3%
22.3%
22.3%
22.3%
Maximum Green (s)
22.0
22.0
22.0
22.0
Yellow Time (s)
4.0
4.0
4.0
4.0
All -Red Time (s)
3.0
3.0
3.0
3.0
Lost Time Adjust (s)
0.0
0.0
0.0
Total Lost Time (s)
7.0
7.0
7.0
Lead/Lag
Lead
Lead
Lag
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Vehicle Extension (s)
2.0
2.0
2.0
2.0
Recall Mode
None
None
None
None
Walk Time (s)
7.0
7.0
Flash Dont Walk (s)
29.0
29.0
Pedestrian Calls (#/hr)
0
0
Act Effct Green (s)
19.6
29.1
29.1
Actuated g/C Ratio
0.15
0.22
0.22
v/c Ratio
0.85
0.39
0.94
Control Delay
81.3
46.0
46.8
Queue Delay
0.0
0.0
0.0
Total Delay
81.3
46.0
46.8
LOS
F
D
D
Approach Delay
53.7
Approach LOS
D
90th %ile Green (s)
22.0
22.0
22.0
22.0
90th %ile Term Code
Max
Max
Max
Max
70th %ile Green (s)
22.0
22.0
26.1
26.1
70th %ile Term Code
Max
Max
Max
Max
50th %ile Green (s)
21.4
21.4
29.0
29.0
50th %ile Term Code
Gap
Gap
Max
Max
30th %ile Green (s)
18.4
18.4
32.0
32.0
30th %ile Term Code
Gap
Gap
Max
Max
10th %ile Green (s)
14.0
14.0
36.5
36.5
10th %ile Term Code
Gap
Gap
Max
Max
Queue Length 50th (ft)
183
117
230
Queue Length 95th (ft)
#299
175
#509
Internal Link Dist (ft)
471
Turn Bay Length (ft)
150
Base Capacity (vph)
296
785
594
Starvation Cap Reductn
0
0
0
Spillback Cap Reductn
0
0
0
Storage Cap Reductn
0
0
0
Reduced v/c Ratio
0.76
0.39
0.94
Intersection Summary
Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 4
Lanes, Volumes, Timings 2029 (No Build + 5 Years) AM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Cycle Length: 130
Actuated Cycle Length: 130
Offset: 5 (4%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow
Natural Cycle: 140
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 1.09
Intersection Signal Delay: 65.1 Intersection LOS: E
Intersection Capacity Utilization 94.2% ICU Level of Service F
Analysis Period (min) 15
Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709
Iwo —Imo2 03
1 T 04
5 36 rR O7 os
s
Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 5
Timing Report, Sorted By Phase 2029 (No Build + 5 Years) AM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
--I.v,t
4---
t
Phase Number 1
2
3
4
5
6
7
8
Movement
WBL
EBT
NBL
SBT
EBL
WBT
SBL
NBT
Lead/Lag
Lead
Lag
Lead
Lag
Lead
Lag
Lead
Lag
Lead -Lag Optimize
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Recall Mode
None
C-Min
None
None
None
C-Min
None
None
Maximum Split (s)
18
48
35
29
27
39
29
35
Maximum Split (%)
13.8%
36.9%
26.9%
22.3%
20.8%
30.0%
22.3%
26.9%
Minimum Split (s)
12
40
12
43
12
39
12
45
Yellow Time (s)
5
5
4
4
5
5
4
4
All -Red Time (s)
2
2
3
3
2
2
3
3
Minimum Initial (s)
5
10
5
5
5
10
5
5
Vehicle Extension (s)
2
2
2
2
2
2
2
2
Minimum Gap (s)
2
2
2
2
3
2
2
2
Time Before Reduce (s)
0
0
0
0
0
0
0
0
Time To Reduce (s)
0
0
0
0
0
0
0
0
Walk Time (s)
7
7
7
7
Flash Dont Walk (s)
26
29
25
31
Dual Entry
No
Yes
No
Yes
No
Yes
No
Yes
Inhibit Max
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Start Time (s)
76
94
12
47
76
103
12
41
End Time (s)
94
12
47
76
103
12
41
76
Yield/Force Off (s)
87
5
40
69
96
5
34
69
Yield/Force Off 170(s)
87
109
40
40
96
110
34
38
Local Start Time (s)
71
89
7
42
71
98
7
36
Local Yield (s)
82
0
35
64
91
0
29
64
Local Yield 170(s)
82
104
35
35
91
105
29
33
Intersection Summary
Cycle Length
130
Control Type
Actuated -Coordinated
Natural Cycle
140
Offset: 5 (4%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow
5plits and Phases: 1: 5. Kimball Avenue/N. Kimball Avenue tk I-M 11U9 I
two --Wo?- 03 T 04
05 44- 06 (R) ! O7 tos
Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 6
HCM 6th TWSC 2029 (No Build + 5 Years) AM Peak Hour
2: S. Kimball Avenue & Kimball Oaks Drwy/Primrose School Drwy 07/25/2023
Intersection
Int Delay, s/veh
Movement
1.6
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBU
SBL
SBT
SBR
Lane Configurations
+'
r
Vii
t
Vii
tt
r
Traffic Vol, veh/h
6
0
8
11
0
55
19
482
15
12
50
553
33
Future Vol, veh/h
6
0
8
11
0
55
19
482
15
12
50
553
33
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Stop
Stop
Stop
Stop
Stop
Stop
Free
Free
Free
Free
Free
Free
Free
RT Channelized
-
None
-
None
-
None
-
-
None
Storage Length
100
-
90
-
110
115
Veh in Median Storage,
#
0
-
-
0
-
0
-
-
0
-
Grade, %
0
-
-
0
-
0
0
-
Peak Hour Factor
83
83
83
83
83
83
83
83
83
92
83
83
83
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
7
0
10
13
0
66
23
581
18
13
60
666
40
Major/Minor Minor2
Minorl
Majorl
Major2
Conflicting Flow All
1149
1457
333
1115
1488
300
706
0
0 599
599 0 0
Stage 1
812
812
-
636
636
-
-
-
- -
- - -
Stage 2
337
645
-
479
852
-
-
-
-
-
Critical Hdwy
7.56
6.56
6.96
7.56
6.56
6.96
4.16
-
6.46
4.16
Critical Hdwy Stg 1
6.56
5.56
-
6.56
5.56
-
-
-
-
Critical Hdwy Stg 2
6.56
5.56
-
6.56
5.56
-
-
-
-
- -
Follow-up Hdwy
3.53
4.03
3.33
3.53
4.03
3.33
2.23
2.53
2.23
Pot Cap-1 Maneuver
152
127
660
161
122
693
881
-
595
967
Stage 1
337
388
-
430
468
-
-
-
-
Stage 2
648
463
-
534
372
-
-
-
-
- -
Platoon blocked, %
Mov Cap-1 Maneuver
126
113
660
145
109
693
881
-
851
851
Mov Cap-2 Maneuver
126
113
-
145
109
-
-
-
-
Stage 1
328
355
419
456
-
-
-
-
Stage 2
571
451
481
340
-
-
Approach
EB
WB
NB
SB
HCM Control Delay, s
21.1
15.4
0.3
0.9
HCM LOS
C
C
Minor Lane/Major Mvmt
NBL
NBT
NBR EBLnl EBLn2WBLnl
SBL
SBT SBR
Capacity (veh/h)
881
126
660
425
851
-
HCM Lane V/C Ratio
0.026
0.057
0.015
0.187
0.086
-
HCM Control Delay (s)
9.2
35.3
10.5
15.4
9.6
HCM Lane LOS
A
E
B
C
A
HCM 95th %tile Q(veh)
0.1
-
0.2
0
0.7
0.3
-
Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 1
HCM 6th TWSC 2029 (No Build + 5 Years) AM Peak Hour
3: S. Kimball Avenue & Village Center Drive 07/25/2023
Intersection
Int Delay, s/veh 11.4
Movement
EBL
EBR
NBU
NBL
NBT
SBU
SBT
SBR
Lane Configurations
r
Vii
tt
tt
r*
Traffic Vol, veh/h
95
143
2
92
411
7
503
72
Future Vol, veh/h
95
143
2
92
411
7
503
72
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
Free
Free
RT Channelized
-
None
-
None
None
Storage Length
100
0
160
-
110
Veh in Median Storage,
# 0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
73
73
92
73
73
92
73
73
Heavy Vehicles, %
3
3
3
3
3
3
3
3
Mvmt Flow
130
196
2
126
563
8
689
99
Major/Minor Minor2
Majorl
Major2
Conflicting Flow All
1243
345
689
788
0
563
-
0
Stage 1
705
-
-
-
-
-
Stage 2
538
-
-
-
-
Critical Hdwy
6.86
6.96
6.46
4.16
-
6.46
Critical Hdwy Stg 1
5.86
-
-
-
-
Critical Hdwy Stg 2
5.86
-
-
-
-
Follow-up Hdwy
3.53
3.33
2.53
2.23
2.53
Pot Cap-1 Maneuver
165
648
521
821
-
627
-
Stage 1
448
-
-
-
-
Stage 2
547
-
-
-
-
Platoon blocked, %
Mov Cap-1 Maneuver
136
648
807
807
-
627
Mov Cap-2 Maneuver
136
-
-
-
-
Stage 1
377
-
Stage 2
534
Approach
EB
NB
SB
HCM Control Delay, s
59.2
1.9
0.1
HCM LOS
F
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
807
136
648
HCM Lane V/C Ratio
0.159
0.957
0.302
HCM Control Delay (s)
10.3
-
129
12.9
HCM Lane LOS
B
F
B
HCM 95th %tile Q(veh)
0.6
6.6
1.3
Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 2
HCM 6th TWSC 2029 (No Build + 5 Years) AM Peak Hour
4: Kimball Oaks Drwy/Southlake Corners Drwy & FM 1709 07/25/2023
Intersection
Int Delay, s/veh 5.1
Movement
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Vii
ttt
r
Vii tt
r
r*
Traffic Vol, veh/h
3
16
2197
148
5
37
1340
16
9
0
25
7
0
16
Future Vol, veh/h
3
16
2197
148
5
37
1340
16
9
0
25
7
0
16
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
None
-
None
None
None
Storage Length
345
180
200
100
100
Veh in Median Storage, #
0
-
-
0
-
0
-
0
-
Grade, %
0
-
-
0
0
-
0
-
Peak Hour Factor
92
95
95
95
92
95
95
95
95
95
95
95
95
95
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
5
3
3
3
Mvmt Flow
3
17
2313
156
5
39
1411
17
9
0
26
7
0
17
Major/Minor
Majorl
Major2
Minorl
Minor
Conflicting Flow All
1042
1428
0
0
1688
2469
0
0
3005
3869
1157
2473
4017
714
Stage 1
-
-
-
-
-
-
-
-
2353
2353
-
1508
1508
-
Stage 2
-
-
-
-
652
1516
-
965
2509
-
Critical Hdwy
5.66
5.36
-
5.66
5.36
-
6.46
6.56
7.2
6.46
6.56
7.16
Critical Hdwy Stg 1
-
-
-
-
-
7.36
5.56
-
7.36
5.56
-
Critical Hdwy Stg 2
-
-
-
-
-
6.76
5.56
-
6.76
5.56
-
Follow-up Hdwy
2.33
3.13
2.33
3.13
3.83
4.03
3.95
3.83
4.03
3.93
Pot Cap-1 Maneuver
413
240
179
71
-
14
3
159
32
3
319
Stage 1
-
-
-
-
21
67
-
86
180
-
Stage 2
-
-
-
-
-
383
179
-
246
55
-
Platoon blocked, %
Mov Cap-1 Maneuver
256
256
-
76
76
-
-7
1
159
14
1
319
Mov Cap-2 Maneuver
-
-
-
-
-7
1
-
14
1
-
Stage 1
-
-
-
19
62
79
76
-
Stage 2
153
75
189
51
-
Approach
EB
WB
NB
SIB
HCM Control Delay, s
0.2
3.2
$ 331.7
140.9
HCM LOS
F
F
Minor Lane/Major Mvmt NBLnl NBLn2 EBL EBT EBR WBL WBT WBR SBLnl SBLn2
Capacity (veh/h)
7
159
256
76
- 14
319
HCM Lane V/C Ratio
1.353
0.166
0.079
0.584
- 0.526
0.053
HCM Control Delay (s)
$ 1164.1
32.1
20.2
104.6
- $ 424.4
16.9
HCM Lane LOS
F
D
C
F
- F
C
HCM 95th %tile Q(veh)
2
0.6
0.3
2.6
- 1.3
0.2
Notes
-: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 3
HCM 6th TWSC 2029 (No Build + 5 Years) AM Peak Hour
5: Dawson MS Drwy/Kimball Oaks Drwy & Village Center Drive 07/25/2023
Intersection
Int Delay, s/veh
Movement
13.2
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
'fir
Vii
Traffic Vol, veh/h
1
1
131
155
1
0
37
0
234
0
0
0
Future Vol, veh/h
1
1
131
155
1
0
37
0
234
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
-
None
-
None
None
-
None
Storage Length
110
-
146
Veh in Median Storage,
# -
0
-
0
0
-
-
0
Grade, %
-
0
-
0
0
-
0
Peak Hour Factor
53
53
53
53
53
53
53
53
53
53
53
53
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
2
2
247
292
2
0
70
0
442
0
0
0
Major/Minor
Majorl
Major2
Minorl
Minor2
Conflicting Flow All
2 0
0 249
0 0 716
716
126
937
839
2
Stage 1
- -
- -
- - 130
130
-
586
586
-
Stage 2
-
-
- 586
586
-
351
253
-
Critical Hdwy
4.13 -
4.13
- 7.13
6.53
6.23
7.13
6.53
6.23
Critical Hdwy Stg 1
-
-
- 6.13
5.53
-
6.13
5.53
-
Critical Hdwy Stg 2
-
-
- 6.13
5.53
-
6.13
5.53
-
Follow-up Hdwy
2.227
2.227
- 3.527
4.027
3.327
3.527
4.027
3.327
Pot Cap-1 Maneuver
1614
1311
- - 344
355
922
244
301
1079
Stage 1
-
-
- 871
787
-
495
495
-
Stage 2
- -
-
- 495
495
-
664
696
-
Platoon blocked, %
Mov Cap-1 Maneuver
1614
- 1311
285
275
922
105
234
1079
Mov Cap-2 Maneuver
-
-
285
275
-
105
234
-
Stage 1
-
- 870
786
495
385
-
Stage 2
385
385
346
695
-
Approach
EB
WB
NB
SB
HCM Control Delay, s
0.1
8.5
22.3
0
HCM LOS
C
A
Minor Lane/Major Mvmt NBLnl EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)
706
1614
- 1311 -
HCM Lane V/C Ratio
0.724
0.001
- 0.223
HCM Control Delay (s)
22.3
7.2
- 8.5 - 0
HCM Lane LOS
C
A
A A
HCM 95th %tile Q(veh)
6.3
0 -
0.9 - -
Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 4
Lanes, Volumes, Timings 2029 (No Build + 5 Years) School PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBL
NBT
NBR
SBU
Lane Configurations
ttt
r
ttt
r
t
Traffic Volume (vph)
10
268
1335
202
2
107
1332
284
259
264
110
2
Future Volume (vph)
10
268
1335
202
2
107
1332
284
259
264
110
2
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
300
200
350
175
180
0
Storage Lanes
1
1
1
1
1
0
Taper Length (ft)
100
80
100
Lane Util. Factor
0.91
1.00
0.91
1.00
0.91
1.00
0.91
1.00
1.00
0.95
0.95
0.95
Frt
0.850
0.850
0.956
Flt Protected
0.950
0.950
0.950
Satd. Flow (prot)
0
1752
5036
1568
0
1752
5036
1568
1752
3351
0
0
Flt Permitted
0.950
0.950
0.950
Satd. Flow (perm)
0
1752
5036
1568
0
1752
5036
1568
1752
3351
0
0
Right Turn on Red
Yes
Yes
Yes
Satd. Flow (RTOR)
138
182
40
Link Speed (mph)
45
45
35
Link Distance (ft)
718
718
508
Travel Time (s)
10.9
10.9
9.9
Peak Hour Factor
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
Adj. Flow (vph)
11
282
1405
213
2
113
1402
299
273
278
116
2
Shared Lane Traffic (%)
Lane Group Flow (vph)
0
293
1405
213
0
115
1402
299
273
394
0
0
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
R NA
Left
Left
Right
R NA
Left
Left
Right
Left
R NA
Right
R NA
Median Width(ft)
16
16
20
Link Offset(ft)
0
0
0
Crosswalk Width(ft)
16
16
16
Two way Left Turn Lane
Headway Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Turning Speed (mph)
9
15
9
9
15
9
15
9
9
Number of Detectors
1
1
2
1
1
1
2
1
1
2
1
Detector Template
Left
Left
Thru
Right
Left
Left
Thru
Right
Left
Thru
Left
Leading Detector (ft)
20
20
100
20
20
20
100
20
20
100
20
Trailing Detector (ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Position(ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Size(ft)
20
20
6
20
20
20
6
20
20
6
20
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 2 Position(ft)
94
94
94
Detector 2 Size(ft)
6
6
6
Detector 2 Type
CI+Ex
CI+Ex
CI+Ex
Detector 2 Channel
Detector 2 Extend (s)
0.0
0.0
0.0
Turn Type
Prot
Prot
NA
Perm
Prot
Prot
NA
Perm
Prot
NA
Prot
Protected Phases
5
5
2
1
1
6
3
8
7
Permitted Phases
2
6
Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 1
Lanes, Volumes, Timings 2029 (No Build + 5 Years) School PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
SBL
SBT
SBR
Lane Configurations
tt
r
Traffic Volume (vph)
160
276
525
Future Volume (vph)
160
276
525
Ideal Flow (vphpl)
1900
1900
1900
Storage Length (ft)
150
0
Storage Lanes
1
1
Taper Length (ft)
90
Lane Util. Factor
1.00
0.95
1.00
Frt
0.850
Flt Protected
0.950
Satd. Flow (prot)
1752
3505
1568
Flt Permitted
0.950
Satd. Flow (perm)
1752
3505
1568
Right Turn on Red
Yes
Satd. Flow (RTOR)
242
Link Speed (mph)
35
Link Distance (ft)
551
Travel Time (s)
10.7
Peak Hour Factor
0.95
0.95
0.95
Adj. Flow (vph)
168
291
553
Shared Lane Traffic (%)
Lane Group Flow (vph)
170
291
553
Enter Blocked Intersection
No
No
No
Lane Alignment
Left
Left
Right
Median Width(ft)
20
Link Offset(ft)
0
Crosswalk Width(ft)
16
Two way Left Turn Lane
Headway Factor
1.00
1.00
1.00
Turning Speed (mph)
15
9
Number of Detectors
1
2
1
Detector Template
Left
Thru
Right
Leading Detector (ft)
20
100
20
Trailing Detector (ft)
0
0
0
Detector 1 Position(ft)
0
0
0
Detector 1 Size(ft)
20
6
20
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
Detector 2 Position(ft)
94
Detector 2 Size(ft)
6
Detector 2 Type
CI+Ex
Detector 2 Channel
Detector 2 Extend (s)
0.0
Turn Type
Prot
NA
Perm
Protected Phases
7
4
Permitted Phases
4
Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 2
Lanes, Volumes, Timings 2029 (No Build + 5 Years) School PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBL
NBT
NBR SBU
Detector Phase
5
5
2
2
1
1
6
6
3
8
7
Switch Phase
Minimum Initial (s)
5.0
5.0
10.0
10.0
5.0
5.0
10.0
10.0
5.0
5.0
5.0
Minimum Split (s)
12.0
12.0
40.0
40.0
12.0
12.0
39.0
39.0
12.0
45.0
12.0
Total Split (s)
31.0
31.0
60.0
60.0
18.0
18.0
47.0
47.0
30.0
41.0
31.0
Total Split (%)
20.7%
20.7%
40.0%
40.0%
12.0%
12.0%
31.3%
31.3%
20.0%
27.3%
20.7%
Maximum Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
34.0
24.0
Yellow Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
4.0
4.0
4.0
All -Red Time (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
3.0
3.0
3.0
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
7.0
7.0
7.0
7.0
7.0
7.0
7.0
7.0
Lead/Lag
Lead
Lead
Lag
Lag
Lead
Lead
Lag
Lag
Lead
Lag
Lead
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Recall Mode
None
None
C-Min
C-Min
None
None
C-Min
C-Min
None
None
None
Walk Time (s)
7.0
7.0
7.0
7.0
7.0
Flash Dont Walk (s)
26.0
26.0
25.0
25.0
31.0
Pedestrian Calls (#/hr)
0
0
0
0
0
Act Effct Green (s)
24.0
53.0
53.0
11.0
40.0
40.0
23.0
39.5
Actuated g/C Ratio
0.16
0.35
0.35
0.07
0.27
0.27
0.15
0.26
v/c Ratio
1.05
0.79
0.33
0.90
1.04
0.54
1.02
0.43
Control Delay
125.6
47.4
14.0
124.0
89.6
21.7
121.5
43.2
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
125.6
47.4
14.0
124.0
89.6
21.7
121.5
43.2
LOS
F
D
B
F
F
C
F
D
Approach Delay
55.7
80.6
75.3
Approach LOS
E
F
E
90th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
34.0
24.0
90th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Hold
Max
70th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
36.3
21.7
70th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Hold
Gap
50th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
39.1
18.9
50th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Hold
Gap
30th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
42.0
16.0
30th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Hold
Gap
10th %ile Green (s)
24.0
24.0
53.1
53.1
10.9
10.9
40.0
40.0
23.0
46.1
11.9
10th %ile Term Code
Max
Max
Coord
Coord
Gap
Gap
Coord
Coord
Max
Hold
Gap
Queue Length 50th (ft)
-310
451
50
114
-542
95
-282
150
Queue Length 95th (ft)
#503
511
118
#237
#641
194
#470
213
Internal Link Dist (ft)
638
638
428
Turn Bay Length (ft)
300
200
350
175
180
Base Capacity (vph)
280
1780
643
128
1342
551
268
912
Starvation Cap Reductn
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
Reduced v/c Ratio
1.05
0.79
0.33
0.90
1.04
0.54
1.02
0.43
Intersection Summary
Area Type: Other
Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 3
Lanes, Volumes, Timings 2029 (No Build + 5 Years) School PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
SBL
SBT
SBR
Detector Phase
7
4
4
Switch Phase
Minimum Initial (s)
5.0
5.0
5.0
Minimum Split (s)
12.0
43.0
43.0
Total Split (s)
31.0
42.0
42.0
Total Split (%)
20.7%
28.0%
28.0%
Maximum Green (s)
24.0
35.0
35.0
Yellow Time (s)
4.0
4.0
4.0
All -Red Time (s)
3.0
3.0
3.0
Lost Time Adjust (s)
0.0
0.0
0.0
Total Lost Time (s)
7.0
7.0
7.0
Lead/Lag
Lead
Lag
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Vehicle Extension (s)
2.0
2.0
2.0
Recall Mode
None
None
None
Walk Time (s)
7.0
7.0
Flash Dont Walk (s)
29.0
29.0
Pedestrian Calls (#/hr)
0
0
Act Effct Green (s)
18.5
35.0
35.0
Actuated g/C Ratio
0.12
0.23
0.23
v/c Ratio
0.79
0.36
1.00
Control Delay
88.0
49.6
70.9
Queue Delay
0.0
0.0
0.0
Total Delay
88.0
49.6
70.9
LOS
F
D
E
Approach Delay
67.7
Approach LOS
E
90th %ile Green (s)
24.0
35.0
35.0
90th %ile Term Code
Max
Max
Max
70th %ile Green (s)
21.7
35.0
35.0
70th %ile Term Code
Gap
Max
Max
50th %ile Green (s)
18.9
35.0
35.0
50th %ile Term Code
Gap
Max
Max
30th %ile Green (s)
16.0
35.0
35.0
30th %ile Term Code
Gap
Max
Max
10th %ile Green (s)
11.9
35.0
35.0
10th %ile Term Code
Gap
Max
Max
Queue Length 50th (ft)
164
126
-351
Queue Length 95th (ft)
241
172
#608
Internal Link Dist (ft)
471
Turn Bay Length (ft)
150
Base Capacity (vph)
280
817
551
Starvation Cap Reductn
0
0
0
Spillback Cap Reductn
0
0
0
Storage Cap Reductn
0
0
0
Reduced v/c Ratio
0.61
0.36
1.00
Intersection Summary
Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 4
Lanes, Volumes, Timings 2029 (No Build + 5 Years) School PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Cycle Length: 150
Actuated Cycle Length: 150
Offset: 5 (A), Referenced to phase 2:EBT and 6:WBT, Start of Yellow
Natural Cycle: 150
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 1.05
Intersection Signal Delay: 68.7 Intersection LOS: E
Intersection Capacity Utilization 111.3% ICU Level of Service H
Analysis Period (min) 15
Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
3plits and Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 tsgIt I
5 06 WO 08
Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 5
Timing Report, Sorted By Phase 2029 (No Build + 5 Years) School PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
--I.
t
4---
W
t
Phase Number 1
2
3
4
5
6
7
8
Movement
WBL
EBT
NBL
SBT
EBL
WBT
SBL
NBT
Lead/Lag
Lead
Lag
Lead
Lag
Lead
Lag
Lead
Lag
Lead -Lag Optimize
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Recall Mode
None
C-Min
None
None
None
C-Min
None
None
Maximum Split (s)
18
60
30
42
31
47
31
41
Maximum Split (%)
12.0%
40.0%
20.0%
28.0%
20.7%
31.3%
20.7%
27.3%
Minimum Split (s)
12
40
12
43
12
39
12
45
Yellow Time (s)
5
5
4
4
5
5
4
4
All -Red Time (s)
2
2
3
3
2
2
3
3
Minimum Initial (s)
5
10
5
5
5
10
5
5
Vehicle Extension (s)
2
2
2
2
2
2
2
2
Minimum Gap (s)
2
2
2
2
3
2
2
2
Time Before Reduce (s)
0
0
0
0
0
0
0
0
Time To Reduce (s)
0
0
0
0
0
0
0
0
Walk Time (s)
7
7
7
7
Flash Dont Walk (s)
26
29
25
31
Dual Entry
No
Yes
No
Yes
No
Yes
No
Yes
Inhibit Max
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Start Time (s)
84
102
12
42
84
115
12
43
End Time (s)
102
12
42
84
115
12
43
84
Yield/Force Off (s)
95
5
35
77
108
5
36
77
Yield/Force Off 170(s)
95
129
35
48
108
130
36
46
Local Start Time (s)
79
97
7
37
79
110
7
38
Local Yield (s)
90
0
30
72
103
0
31
72
Local Yield 170(s)
90
124
30
43
103
125
31
41
Intersection Summary
Cycle Length
150
Control Type
Actuated -Coordinated
Natural Cycle
150
Offset: 5 (3%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow
Splits and Nhases: 1: 5. Kimball Avenue/N. Kimball Avenue & FM 1 tug
tsgI
05 44- 06 (R) O7 t08
Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 6
HCM 6th TWSC 2029 (No Build + 5 Years) School PM Peak Hour
2: S. Kimball Avenue & Kimball Oaks Drwy/Primrose School Drwy 07/25/2023
Intersection
Int Delay, s/veh
Movement
18.7
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBU
SBL
SBT
SBR
Lane Configurations
+T
r
Vii
t
Vii
tt
r
Traffic Vol, veh/h
122
0
66
3
0
29
45
456
9
26
25
425
123
Future Vol, veh/h
122
0
66
3
0
29
45
456
9
26
25
425
123
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Stop
Stop
Stop
Stop
Stop
Stop
Free
Free
Free
Free
Free
Free
Free
RT Channelized
-
None
-
None
-
None
-
-
None
Storage Length
100
-
90
-
110
115
Veh in Median Storage,
#
0
-
-
0
-
0
-
-
0
-
Grade, %
0
-
-
0
-
0
0
-
Peak Hour Factor
76
76
76
76
76
76
76
76
76
92
76
76
76
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
161
0
87
4
0
38
59
600
12
28
33
559
162
Major/Minor
Minor2
Minorl
Majorl
Major2
Conflicting Flow All
1099
1411
280
1126
1567
306
721
0 0 612
612 0 0
Stage 1
681
681
-
724
724
-
-
- - -
- - -
Stage 2
418
730
-
402
843
-
-
- -
-
Critical Hdwy
7.56
6.56
6.96
7.56
6.56
6.96
4.16
- 6.46
4.16
Critical Hdwy Stg 1
6.56
5.56
-
6.56
5.56
-
-
-
-
Critical Hdwy Stg 2
6.56
5.56
-
6.56
5.56
-
-
- -
- -
Follow-up Hdwy
3.53
4.03
3.33
3.53
4.03
3.33
2.23
2.53
2.23
Pot Cap-1 Maneuver
166
136
714
158
109
687
870
- 584
956
Stage 1
404
446
-
381
426
-
-
-
-
Stage 2
580
423
-
593
375
-
-
- -
- -
Platoon blocked, %
Mov Cap-1 Maneuver
-139
116
714
123
93
687
870
720
720 -
Mov Cap-2 Maneuver
- 139
116
-
123
93
-
-
- -
-
Stage 1
377
408
355
397
-
-
-
-
Stage 2
511
394
477
343
-
-
Approach
EB
WB
NB
SB
HCM Control Delay, s
125
13.2
0.8
0.8
HCM LOS
F
B
Minor Lane/Major Mvmt
NBL
NBT NBR EBLnl EBLn2WBLnl
SBL SBT SBR
Capacity (veh/h)
870
139
714
480
720 -
HCM Lane V/C Ratio
0.068
1.155
0.122
0.088
0.085 -
HCM Control Delay (s)
9.4
186.9
10.7
13.2
10.5
HCM Lane LOS
A
F
B
B
B
HCM 95th %tile Q(veh)
0.2
- 9.2
0.4
0.3
0.3
Notes
-: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 1
HCM 6th TWSC 2029 (No Build + 5 Years) School PM Peak Hour
3: S. Kimball Avenue & Village Center Drive 07/25/2023
Intersection
Int Delay, s/veh 5.3
Movement
EBL
EBR
NBL
NBT
SBU
SBT
SBR
Lane Configurations
r
)
ft
ft
r
Traffic Vol, veh/h
69
75
55
436
7
432
50
Future Vol, veh/h
69
75
55
436
7
432
50
Conflicting Peds, #/hr
0
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
Free
RT Channelized
-
None
-
None
None
Storage Length
100
0
160
-
110
Veh in Median Storage,
# 0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
65
65
65
65
92
65
65
Heavy Vehicles, %
3
3
3
3
3
3
3
Mvmt Flow
106
115
85
671
8
665
77
Major/Minor Minor2
Majorl
Major2
Conflicting Flow All
1187
333
742
0
671
-
0
Stage 1
681
-
-
-
-
Stage 2
506
-
-
-
Critical Hdwy
6.86
6.96
4.16
-
6.46
Critical Hdwy Stg 1
5.86
-
-
-
Critical Hdwy Stg 2
5.86
-
-
-
Follow-up Hdwy
3.53
3.33
2.23
2.53
Pot Cap-1 Maneuver
180
660
854
535
Stage 1
461
-
-
-
Stage 2
568
-
-
-
-
Platoon blocked, %
Mov Cap-1 Maneuver
158
660
854
535
Mov Cap-2 Maneuver
158
-
-
-
Stage 1
415
-
Stage 2
553
Approach
EB
NB
SIB
HCM Control Delay, s
37.2
1.1
0.1
HCM LOS
E
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
854
158
660
HCM Lane V/C Ratio
0.099
0.672
0.175
HCM Control Delay (s)
9.7
65
11.6
HCM Lane LOS
A
F
B
HCM 95th %tile Q(veh)
0.3
3.9
0.6
Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 2
HCM 6th TWSC 2029 (No Build + 5 Years) School PM Peak Hour
4: Kimball Oaks Drwy/Southlake Corners Drwy & FM 1709 07/25/2023
Intersection
Int Delay, s/veh 107
Movement
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBL
NBT
NBR
SBU
SBL
SBT
SBR
Lane Configurations
Vii
ttt
r
Vii tt
r
4
r
Traffic Vol, veh/h
17
50
1639
178
6
62
2046
54
33
3
135
3
1
3
83
Future Vol, veh/h
17
50
1639
178
6
62
2046
54
33
3
135
3
1
3
83
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
None
-
None
None
None
Storage Length
345
180
200
100
100
Veh in Median Storage, #
0
-
-
0
-
0
-
-
0
-
Grade, %
0
-
-
0
0
-
-
0
-
Peak Hour Factor
92
95
95
95
92
95
95
95
95
95
95
92
95
95
95
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
18
53
1725
187
7
65
2154
57
35
3
142
3
1
3
87
Major/Minor
Majorl
Major2
Minorl
Minor2
Conflicting Flow All
1614
2211
0
0
1259
1912
0
0
2874
4222
863
0
3161
4381
1106
Stage 1
-
-
-
-
-
-
-
-
1867
1867
-
0
2327
2327
-
Stage 2
-
-
-
-
1007
2355
-
0
834
2054
-
Critical Hdwy
5.66
5.36
-
5.66
5.36
-
6.46
6.56
7.16
-
6.46
6.56
7.16
Critical Hdwy Stg 1
-
-
-
-
-
7.36
5.56
-
-
7.36
5.56
-
Critical Hdwy Stg 2
-
-
-
-
-
6.76
5.56
-
-
6.76
5.56
-
Follow-up Hdwy
2.33
3.13
2.33
3.13
3.83
4.03
3.93
-
3.83
4.03
3.93
Pot Cap-1 Maneuver
197
96
312
137
-17
-2
254
0
11
-2
175
Stage 1
-
-
-
-
48
119
-
0
22
69
-
Stage 2
-
-
-
-
-
231
67
-
0
296
96
-
Platoon blocked, %
-
Mov Cap-1 Maneuver
98
98
-
138
138
-
-2
0
254
0
- 1
0
175
Mov Cap-2 Maneuver
-
-
-
-
-2
0
-
0
- 1
0
-
Stage 1
-
-
-
-13
33
-
0
6
33
Stage 2
50
32
-
0
32
26
Approach
EB
WB
NB
SIB
HCM Control Delay, s
3.8
1.8
$
2442.9
$ 366
HCM LOS
F
F
Minor Lane/Major Mvmt NBLnl NBLn2 EBL EBT EBR WBL WBT WBR SBLnl SBLn2
Capacity (veh/h)
2
254
98
138
1
175
HCM Lane V/C Ratio
18.947
0.559
0.726
0.52
4.211
0.499
HCM Control Delay (s)
$11469.4
35.8
105.8 -
56.6
$ 7037.1
44.5
HCM Lane LOS
F
E
F
F
- F
E
HCM 95th %tile Q(veh)
6.6
3.1
3.8 -
2.5
- - 1.5
2.4
Notes
-: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 3
HCM 6th TWSC 2029 (No Build + 5 Years) School PM Peak Hour
5: Dawson MS Drwy/Kimball Oaks Drwy & Village Center Drive 07/25/2023
Intersection
Int Delay, s/veh
Movement
8.9
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
'fir
Vii
Traffic Vol, veh/h
1
14
30
78
11
14
10
2
106
23
0
7
Future Vol, veh/h
1
14
30
78
11
14
10
2
106
23
0
7
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
-
None
-
None
None
-
None
Storage Length
110
-
146
Veh in Median Storage,
# -
0
-
0
0
-
-
0
Grade, %
-
0
-
0
0
-
0
Peak Hour Factor
39
39
39
39
39
39
39
39
39
39
39
39
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
3
36
77
200
28
36
26
5
272
59
0
18
Major/Minor
Majorl
Major2
Minorl
Minor2
Conflicting Flow All
64 0
0 113
0 0 536
545
75
665
565
46
Stage 1
- -
- -
- - 81
81
-
446
446
-
Stage 2
-
-
- 455
464
-
219
119
-
Critical Hdwy
4.13 -
4.13
- 7.13
6.53
6.23
7.13
6.53
6.23
Critical Hdwy Stg 1
-
-
- 6.13
5.53
-
6.13
5.53
-
Critical Hdwy Stg 2
-
-
- 6.13
5.53
-
6.13
5.53
-
Follow-up Hdwy
2.227
2.227
- 3.527
4.027
3.327
3.527
4.027
3.327
Pot Cap-1 Maneuver
1532
1470
- - 454
444
984
372
433
1021
Stage 1
-
-
- 925
826
-
590
572
-
Stage 2
- -
-
- 583
562
-
781
795
-
Platoon blocked, %
Mov Cap-1 Maneuver
1532
- 1470
399
383
984
238
373
1021
Mov Cap-2 Maneuver
-
-
399
383
-
238
373
-
Stage 1
- 923
824
589
494
-
Stage 2
495
486
561
793
-
Approach
EB
WB
NB
SB
HCM Control Delay, s
0.2
5.9
11.5
21.8
HCM LOS
B
C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)
855
1532
- 1470
- 290
HCM Lane V/C Ratio
0.354
0.002
- 0.136
0.265
HCM Control Delay (s)
11.5
7.4
- 7.8
- 21.8
HCM Lane LOS
B
A
A
C
HCM 95th %tile Q(veh)
1.6
0 -
0.5 -
- 1
Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 4
Lanes, Volumes, Timings 2029 (No Build + 5 Years) Commuter PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBU
NBL
NBT
NBR
Lane Configurations
ttt
r*
ttt
r*
t
Traffic Volume (vph)
7
304
1569
115
3
131
1681
334
2
285
429
113
Future Volume (vph)
7
304
1569
115
3
131
1681
334
2
285
429
113
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
300
200
350
175
180
0
Storage Lanes
1
1
1
1
1
0
Taper Length (ft)
100
80
100
Lane Util. Factor
0.91
1.00
0.91
1.00
0.91
1.00
0.91
1.00
0.95
1.00
0.95
0.95
Frt
0.850
0.850
0.969
Flt Protected
0.950
0.950
0.950
Satd. Flow (prot)
0
1752
5036
1568
0
1752
5036
1568
0
1752
3396
0
Flt Permitted
0.950
0.950
0.950
Satd. Flow (perm)
0
1752
5036
1568
0
1752
5036
1568
0
1752
3396
0
Right Turn on Red
Yes
Yes
Yes
Satd. Flow (RTOR)
131
182
20
Link Speed (mph)
45
45
35
Link Distance (ft)
718
718
508
Travel Time (s)
10.9
10.9
9.9
Peak Hour Factor
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
Adj. Flow (vph)
7
317
1634
120
3
136
1751
348
2
297
447
118
Shared Lane Traffic (%)
Lane Group Flow (vph)
0
324
1634
120
0
139
1751
348
0
299
565
0
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
R NA
Left
Left
Right
R NA
Left
Left
Right
R NA
Left
R NA
Right
Median Width(ft)
16
16
20
Link Offset(ft)
0
0
0
Crosswalk Width(ft)
16
16
16
Two way Left Turn Lane
Headway Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Turning Speed (mph)
9
15
9
9
15
9
9
15
9
Number of Detectors
1
1
2
1
1
1
2
1
1
1
2
Detector Template
Left
Left
Thru
Right
Left
Left
Thru
Right
Left
Left
Thru
Leading Detector (ft)
20
20
100
20
20
20
100
20
20
20
100
Trailing Detector (ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Position(ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Size(ft)
20
20
6
20
20
20
6
20
20
20
6
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 2 Position(ft)
94
94
94
Detector 2 Size(ft)
6
6
6
Detector 2 Type
CI+Ex
CI+Ex
CI+Ex
Detector 2 Channel
Detector 2 Extend (s)
0.0
0.0
0.0
Turn Type
Prot
Prot
NA
Perm
Prot
Prot
NA
Perm
Prot
Prot
NA
Protected Phases
5
5
2
1
1
6
3
3
8
Permitted Phases
2
6
Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 1
Lanes, Volumes, Timings 2029 (No Build + 5 Years) Commuter PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
SBL
SBT
SBR
Lane Configurations
tt
r*
Traffic Volume (vph)
177
255
595
Future Volume (vph)
177
255
595
Ideal Flow (vphpl)
1900
1900
1900
Storage Length (ft)
150
0
Storage Lanes
1
1
Taper Length (ft)
90
Lane Util. Factor
1.00
0.95
1.00
Frt
0.850
Flt Protected
0.950
Satd. Flow (prot)
1752
3505
1568
Flt Permitted
0.950
Satd. Flow (perm)
1752
3505
1568
Right Turn on Red
Yes
Satd. Flow (RTOR)
243
Link Speed (mph)
35
Link Distance (ft)
551
Travel Time (s)
10.7
Peak Hour Factor
0.96
0.96
0.96
Adj. Flow (vph)
184
266
620
Shared Lane Traffic (%)
Lane Group Flow (vph)
184
266
620
Enter Blocked Intersection
No
No
No
Lane Alignment
Left
Left
Right
Median Width(ft)
20
Link Offset(ft)
0
Crosswalk Width(ft)
16
Two way Left Turn Lane
Headway Factor
1.00
1.00
1.00
Turning Speed (mph)
15
9
Number of Detectors
1
2
1
Detector Template
Left
Thru
Right
Leading Detector (ft)
20
100
20
Trailing Detector (ft)
0
0
0
Detector 1 Position(ft)
0
0
0
Detector 1 Size(ft)
20
6
20
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
Detector 2 Position(ft)
94
Detector 2 Size(ft)
6
Detector 2 Type
CI+Ex
Detector 2 Channel
Detector 2 Extend (s)
0.0
Turn Type
Prot
NA
Perm
Protected Phases
7
4
Permitted Phases
4
Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 2
Lanes, Volumes, Timings 2029 (No Build + 5 Years) Commuter PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBU
NBL
NBT NBR
Detector Phase
5
5
2
2
1
1
6
6
3
3
8
Switch Phase
Minimum Initial (s)
5.0
5.0
10.0
10.0
5.0
5.0
10.0
10.0
5.0
5.0
5.0
Minimum Split (s)
12.0
12.0
40.0
40.0
12.0
12.0
39.0
39.0
12.0
12.0
45.0
Total Split (s)
31.0
31.0
60.0
60.0
18.0
18.0
47.0
47.0
30.0
30.0
41.0
Total Split (%)
20.7%
20.7%
40.0%
40.0%
12.0%
12.0%
31.3%
31.3%
20.0%
20.0%
27.3%
Maximum Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
23.0
34.0
Yellow Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
4.0
4.0
4.0
All -Red Time (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
3.0
3.0
3.0
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
7.0
7.0
7.0
7.0
7.0
7.0
7.0
7.0
Lead/Lag
Lead
Lead
Lag
Lag
Lead
Lead
Lag
Lag
Lead
Lead
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Recall Mode
None
None
C-Min
C-Min
None
None
C-Min
C-Min
None
None
None
Walk Time (s)
7.0
7.0
7.0
7.0
7.0
Flash Dont Walk (s)
26.0
26.0
25.0
25.0
31.0
Pedestrian Calls (#/hr)
0
0
0
0
0
Act Effct Green (s)
24.0
53.0
53.0
11.0
40.0
40.0
23.0
38.6
Actuated g/C Ratio
0.16
0.35
0.35
0.07
0.27
0.27
0.15
0.26
v/c Ratio
1.16
0.92
0.19
1.09
1.30
0.63
1.12
0.64
Control Delay
156.8
55.7
4.7
166.4
185.7
28.1
145.6
52.2
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
156.8
55.7
4.7
166.4
185.7
28.1
145.6
52.2
LOS
F
E
A
F
F
C
F
D
Approach Delay
68.5
160.0
84.5
Approach LOS
E
F
F
90th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
23.0
34.0
90th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Max
Max
70th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
23.0
35.0
70th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Max
Hold
50th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
23.0
37.9
50th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Max
Hold
30th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
23.0
40.9
30th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Max
Hold
10th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
23.0
45.1
10th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Max
Hold
Queue Length 50th (ft)
-373
559
0
-152
-802
144
-334
253
Queue Length 95th (ft)
#572
628
37
#298
#897
258
#527
332
Internal Link Dist (ft)
638
638
428
Turn Bay Length (ft)
300
200
350
175
180
Base Capacity (vph)
280
1779
638
128
1342
551
268
888
Starvation Cap Reductn
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
Reduced v/c Ratio
1.16
0.92
0.19
1.09
1.30
0.63
1.12
0.64
Intersection Summary
Area Type: Other
Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 3
Lanes, Volumes, Timings 2029 (No Build + 5 Years) Commuter PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
SBL
SBT
SBR
Detector Phase
7
4
4
Switch Phase
Minimum Initial (s)
5.0
5.0
5.0
Minimum Split (s)
12.0
43.0
43.0
Total Split (s)
31.0
42.0
42.0
Total Split (%)
20.7%
28.0%
28.0%
Maximum Green (s)
24.0
35.0
35.0
Yellow Time (s)
4.0
4.0
4.0
All -Red Time (s)
3.0
3.0
3.0
Lost Time Adjust (s)
0.0
0.0
0.0
Total Lost Time (s)
7.0
7.0
7.0
Lead/Lag
Lead
Lag
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Vehicle Extension (s)
2.0
2.0
2.0
Recall Mode
None
None
None
Walk Time (s)
7.0
7.0
Flash Dont Walk (s)
29.0
29.0
Pedestrian Calls (#/hr)
0
0
Act Effct Green (s)
19.4
35.0
35.0
Actuated g/C Ratio
0.13
0.23
0.23
v/c Ratio
0.81
0.33
1.12
Control Delay
89.4
49.0
108.0
Queue Delay
0.0
0.0
0.0
Total Delay
89.4
49.0
108.0
LOS
F
D
F
Approach Delay
90.1
Approach LOS
F
90th %ile Green (s)
24.0
35.0
35.0
90th %ile Term Code
Max
Max
Max
70th %ile Green (s)
23.0
35.0
35.0
70th %ile Term Code
Gap
Max
Max
50th %ile Green (s)
20.1
35.0
35.0
50th %ile Term Code
Gap
Max
Max
30th %ile Green (s)
17.1
35.0
35.0
30th %ile Term Code
Gap
Max
Max
10th %ile Green (s)
12.9
35.0
35.0
10th %ile Term Code
Gap
Max
Max
Queue Length 50th (ft)
177
114
-505
Queue Length 95th (ft)
259
158
#750
Internal Link Dist (ft)
471
Turn Bay Length (ft)
150
Base Capacity (vph)
280
817
552
Starvation Cap Reductn
0
0
0
Spillback Cap Reductn
0
0
0
Storage Cap Reductn
0
0
0
Reduced v/c Ratio
0.66
0.33
1.12
Intersection Summary
Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 4
Lanes, Volumes, Timings 2029 (No Build + 5 Years) Commuter PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Cycle Length: 150
Actuated Cycle Length: 150
Offset: 5 (A), Referenced to phase 2:EBT and 6:WBT, Start of Yellow
Natural Cycle: 150
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 1.30
Intersection Signal Delay: 107.2 Intersection LOS: F
Intersection Capacity Utilization 125.8% ICU Level of Service H
Analysis Period (min) 15
Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
3plits and Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 tsgIt I
5 06 07 08
Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 5
Timing Report, Sorted By Phase 2029 (No Build + 5 Years) Commuter PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
--I.
v,t
4---
t
Phase Number 1
2
3
4
5
6
7
8
Movement
WBL
EBT
NBL
SBT
EBL
WBT
SBL
NBT
Lead/Lag
Lead
Lag
Lead
Lag
Lead
Lag
Lead
Lag
Lead -Lag Optimize
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Recall Mode
None
C-Min
None
None
None
C-Min
None
None
Maximum Split (s)
18
60
30
42
31
47
31
41
Maximum Split (%)
12.0%
40.0%
20.0%
28.0%
20.7%
31.3%
20.7%
27.3%
Minimum Split (s)
12
40
12
43
12
39
12
45
Yellow Time (s)
5
5
4
4
5
5
4
4
All -Red Time (s)
2
2
3
3
2
2
3
3
Minimum Initial (s)
5
10
5
5
5
10
5
5
Vehicle Extension (s)
2
2
2
2
2
2
2
2
Minimum Gap (s)
2
2
2
2
3
2
2
2
Time Before Reduce (s)
0
0
0
0
0
0
0
0
Time To Reduce (s)
0
0
0
0
0
0
0
0
Walk Time (s)
7
7
7
7
Flash Dont Walk (s)
26
29
25
31
Dual Entry
No
Yes
No
Yes
No
Yes
No
Yes
Inhibit Max
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Start Time (s)
84
102
12
42
84
115
12
43
End Time (s)
102
12
42
84
115
12
43
84
Yield/Force Off (s)
95
5
35
77
108
5
36
77
Yield/Force Off 170(s)
95
129
35
48
108
130
36
46
Local Start Time (s)
79
97
7
37
79
110
7
38
Local Yield (s)
90
0
30
72
103
0
31
72
Local Yield 170(s)
90
124
30
43
103
125
31
41
Intersection Summary
Cycle Length
150
Control Type
Actuated -Coordinated
Natural Cycle
150
Offset: 5 (3%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow
Splits and Nhases: 1: 5. Kimball Avenue/N. Kimball Avenue & FM 1 tug
tsg
05 44- 06 (R) 07 t08
Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 6
HCM 6th TWSC 2029 (No Build + 5 Years) Commuter PM Peak Hour
2: S. Kimball Avenue & Kimball Oaks Drwy/Primrose School Drwy 07/25/2023
Intersection
Int Delay, s/veh
Movement
6.2
EBL
EBT
EBR
WBL
WBT
WBR
NBU
NBL
NBT
NBR
SBU
SBL
SBT
SBR
Lane Configurations
+'
r*
)
0
)
tt
r*
Traffic Vol, veh/h
93
0
48
18
0
63
3
54
590
18
15
54
358
97
Future Vol, veh/h
93
0
48
18
0
63
3
54
590
18
15
54
358
97
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Stop
Stop
Stop
Stop
Stop
Stop
Free
Free
Free
Free
Free
Free
Free
Free
RT Channelized
-
None
-
None
-
None
-
None
Storage Length
100
-
90
110
115
Veh in Median Storage,
#
0
-
-
0
-
0
-
-
0
-
Grade, %
0
-
-
0
-
0
-
-
0
-
Peak Hour Factor
92
92
92
92
92
92
92
92
92
92
92
92
92
92
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
101
0
52
20
0
68
3
59
641
20
16
59
389
105
Major/Minor Minor2
Minorl
Majorl
Major2
Conflicting Flow All
984
1324
195
1120
1419
331
389
494
0 0 661
661 0 0
Stage 1
539
539
-
775
775
-
-
-
- - -
- - -
Stage 2
445
785
-
345
644
-
-
-
-
-
Critical Hdwy
7.56
6.56
6.96
7.56
6.56
6.96
6.46
4.16
6.46
4.16
Critical Hdwy Stg 1
6.56
5.56
-
6.56
5.56
-
-
-
-
-
Critical Hdwy Stg 2
6.56
5.56
-
6.56
5.56
-
-
-
-
-
Follow-up Hdwy
3.53
4.03
3.33
3.53
4.03
3.33
2.53
2.23
2.53
2.23
Pot Cap-1 Maneuver
201
153
810
160
134
662
809
1059
543
917 -
Stage 1
492
518
-
355
404
-
-
-
-
-
Stage 2
559
399
-
641
464
-
-
-
-
-
Platoon blocked, %
Mov Cap-1 Maneuver
159
130
810
132
114
662
1038
1038
- 771
771
Mov Cap-2 Maneuver
159
130
-
132
114
-
-
-
-
- -
Stage 1
462
468
334
380
-
-
-
-
Stage 2
471
375
541
419
-
-
-
Approach
EB
WB
NB
SB
HCM Control Delay, s
43.3
18.7
0.7
1.3
HCM LOS
E
C
Minor Lane/Major Mvmt
NBL
NBT
NBR EBLnl EBLn2WBLnl
SBL
SBT SBR
Capacity (veh/h)
1038
-
159
810
350
771
HCM Lane V/C Ratio
0.06
-
0.636
0.064
0.252
0.097
HCM Control Delay (s)
8.7
-
60.6
9.8
18.7
10.2
HCM Lane LOS
A
-
F
A
C
B
HCM 95th %tile Q(veh)
0.2
-
-
3.5
0.2
1
0.3
-
Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 1
HCM 6th TWSC 2029 (No Build + 5 Years) Commuter PM Peak Hour
3: S. Kimball Avenue & Village Center Drive 07/25/2023
Intersection
Int Delay, s/veh 0.4
Movement
EBL
EBR
NBL
NBT
SBU
SBT
SBR
Lane Configurations
r
)
ft
ft
r
Traffic Vol, veh/h
10
6
9
631
10
413
2
Future Vol, veh/h
10
6
9
631
10
413
2
Conflicting Peds, #/hr
0
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
Free
RT Channelized
-
None
-
None
None
Storage Length
100
0
160
-
110
Veh in Median Storage,
# 0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
83
83
83
83
92
83
83
Heavy Vehicles, %
3
3
3
3
3
3
3
Mvmt Flow
12
7
11
760
11
498
2
Major/Minor Minor2
Majorl
Major2
Conflicting Flow All
922
249
500
0
760
-
0
Stage 1
520
-
-
-
-
Stage 2
402
-
-
-
Critical Hdwy
6.86
6.96
4.16
-
6.46
Critical Hdwy Stg 1
5.86
-
-
-
Critical Hdwy Stg 2
5.86
-
-
-
Follow-up Hdwy
3.53
3.33
2.23
2.53
Pot Cap-1 Maneuver
267
748
1053
470
Stage 1
558
-
-
-
Stage 2
641
-
-
-
-
Platoon blocked, %
Mov Cap-1 Maneuver
256
748
1053
470
-
-
Mov Cap-2 Maneuver
256
-
-
-
Stage 1
552
-
-
-
Stage 2
620
-
Approach
EB
NB
SIB
HCM Control Delay, s
16.1
0.1
0.3
HCM LOS
C
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
1053
-
256
748
HCM Lane V/C Ratio
0.01
-
0.047
0.01
HCM Control Delay (s)
8.5
-
19.8
9.9
HCM Lane LOS
A
-
C
A
HCM 95th %tile Q(veh)
0
-
0.1
0
Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 2
HCM 6th TWSC 2029 (No Build + 5 Years) Commuter PM Peak Hour
4: Kimball Oaks Drwy/Southlake Corners Drwy & FM 1709 07/25/2023
Intersection
Int Delay, s/veh 3.9
Movement
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBL
NBT
NBR
SBU
SBL
SBT
SBR
Lane Configurations
)
ttt
r
) tt
r
4
r
Traffic Vol, veh/h
15
45
1701
113
1
68
2444
50
18
5
135
7
2
2
72
Future Vol, veh/h
15
45
1701
113
1
68
2444
50
18
5
135
7
2
2
72
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
None
-
None
None
None
Storage Length
345
180
200
100
100
Veh in Median Storage, #
0
-
-
0
-
0
-
-
0
-
Grade, %
0
-
-
0
0
-
-
0
-
Peak Hour Factor
92
96
96
96
92
96
96
96
96
96
96
92
96
96
96
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
16
47
1772
118
1
71
2546
52
19
5
141
8
2
2
75
Major/Minor
Majorl
Major2
Minorl
Minor2
Conflicting Flow All
1896
2598
0
0
1293
1890
0
0
3061
4640
886
0
3553
4732
1299
Stage 1
-
-
-
-
-
-
-
-
1898
1898
-
0
2716
2716
-
Stage 2
-
-
-
-
1163
2742
-
0
837
2016
-
Critical Hdwy
5.66
5.36
-
5.66
5.36
-
6.46
6.56
7.16
-
6.46
6.56
7.16
Critical Hdwy Stg 1
-
-
-
-
-
7.36
5.56
-
-
7.36
5.56
-
Critical Hdwy Stg 2
-
-
-
-
-
6.76
5.56
-
-
6.76
5.56
-
Follow-up Hdwy
2.33
3.13
2.33
3.13
3.83
4.03
3.93
-
3.83
4.03
3.93
Pot Cap-1 Maneuver
136
61
299
140
- 13
-1
245
0
6
-1
129
Stage 1
-
-
-
-
45
115
-
0
11
43
-
Stage 2
-
-
-
-
-
184
42
-
0
295
100
-
Platoon blocked, %
-
Mov Cap-1 Maneuver
61
61
-
140
140
-
-
0
245
0
-
0
129
Mov Cap-2 Maneuver
-
-
-
-
-
0
-
0
-
0
-
Stage 1
-
-
-
45
0
0
11
21
Stage 2
34
20
0
-
0
roach EB WB NB SIB
HCM Control Delay, s 7.8 1.5
HCM LOS
Minor Lane/Major Mvmt NBLnl NBLn2 EBL EBT EBR WBL WBT WBR SBLnl SBLn2
Capacity (veh/h)
- 245
61
140
- 129
HCM Lane V/C Ratio
- 0.574
1.036 -
0.514
0.581
HCM Control Delay (s)
- 37.8
240.1
55.2 -
- 65.9
HCM Lane LOS
- E
F
F
F
HCM 95th %tile Q(veh)
- 3.2
5
2.5
2.9
Notes
-: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 3
HCM 6th TWSC 2029 (No Build + 5 Years) Commuter PM Peak Hour
5: Dawson MS Drwy/Kimball Oaks Drwy & Village Center Drive 07/25/2023
Intersection
Int Delay, s/veh
Movement
2.6
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
'fir
Traffic Vol, veh/h
0
8
0
1
8
2
0
0
7
0
0
0
Future Vol, veh/h
0
8
0
1
8
2
0
0
7
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
-
None
-
None
None
-
None
Storage Length
110
-
146
Veh in Median Storage,
# -
0
-
0
0
-
-
0
Grade, %
-
0
-
0
0
-
0
Peak Hour Factor
82
82
82
82
82
82
82
82
82
82
82
82
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
0
10
0
1
10
2
0
0
9
0
0
0
Major/Minor
Majorl
Major2
Minorl
Minor2
Conflicting Flow All
12 0
0 10
0 0 23
24
10
28
23
11
Stage 1
- -
- -
- - 10
10
-
13
13
-
Stage 2
-
-
- 13
14
-
15
10
-
Critical Hdwy
4.13 -
4.13
- 7.13
6.53
6.23
7.13
6.53
6.23
Critical Hdwy Stg 1
-
-
- 6.13
5.53
-
6.13
5.53
-
Critical Hdwy Stg 2
-
-
- 6.13
5.53
-
6.13
5.53
-
Follow-up Hdwy
2.227
2.227
- 3.527
4.027
3.327
3.527
4.027
3.327
Pot Cap-1 Maneuver
1600
1603
- - 986
867
1068
979
869
1067
Stage 1
-
-
- 1008
885
-
1005
883
-
Stage 2
- -
-
- 1005
882
-
1002
885
-
Platoon blocked, %
Mov Cap-1 Maneuver
1600
- 1603
986
866
1068
971
868
1067
Mov Cap-2 Maneuver
-
-
986
866
-
971
868
-
Stage 1
-
- 1008
885
1005
882
Stage 2
1004
881
994
885
Approach
EB
WB
NB
SIB
HCM Control Delay, s
0
0.7
8.4
0
HCM LOS
A
A
Minor Lane/Maior Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)
1068
1600
- 1603 -
HCM Lane V/C Ratio
0.008
-
0.001
HCM Control Delay (s)
8.4
0
- 7.2 - 0
HCM Lane LOS
A
A
A A
HCM 95th %tile Q(veh)
0
0
0 -
Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 4
Lanes, Volumes, Timings 2024 Build AM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBU
NBL
NBT
NBR
Lane Configurations
ttt
r*
ttt
r*
t
Traffic Volume (vph)
2
215
1542
257
7
83
587
111
1
194
292
80
Future Volume (vph)
2
215
1542
257
7
83
587
111
1
194
292
80
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
300
200
350
175
180
0
Storage Lanes
1
1
1
1
1
0
Taper Length (ft)
100
80
100
Lane Util. Factor
0.91
1.00
0.91
1.00
0.91
1.00
0.91
1.00
0.95
1.00
0.95
0.95
Frt
0.850
0.850
0.968
Flt Protected
0.950
0.950
0.950
Satd. Flow (prot)
0
1752
5036
1568
0
1752
5036
1568
0
1752
3393
0
Flt Permitted
0.950
0.950
0.950
Satd. Flow (perm)
0
1752
5036
1568
0
1752
5036
1568
0
1752
3393
0
Right Turn on Red
Yes
Yes
Yes
Satd. Flow (RTOR)
166
210
24
Link Speed (mph)
45
45
35
Link Distance (ft)
718
718
508
Travel Time (s)
10.9
10.9
9.9
Peak Hour Factor
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
Adj. Flow (vph)
2
224
1606
268
7
86
611
116
1
202
304
83
Shared Lane Traffic (%)
Lane Group Flow (vph)
0
226
1606
268
0
93
611
116
0
203
387
0
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
R NA
Left
Left
Right
R NA
Left
Left
Right
R NA
Left
R NA
Right
Median Width(ft)
16
16
20
Link Offset(ft)
0
0
0
Crosswalk Width(ft)
16
16
16
Two way Left Turn Lane
Headway Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Turning Speed (mph)
9
15
9
9
15
9
9
15
9
Number of Detectors
1
1
2
1
1
1
2
1
1
1
2
Detector Template
Left
Left
Thru
Right
Left
Left
Thru
Right
Left
Left
Thru
Leading Detector (ft)
20
20
100
20
20
20
100
20
20
20
100
Trailing Detector (ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Position(ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Size(ft)
20
20
6
20
20
20
6
20
20
20
6
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 2 Position(ft)
94
94
94
Detector 2 Size(ft)
6
6
6
Detector 2 Type
CI+Ex
CI+Ex
CI+Ex
Detector 2 Channel
Detector 2 Extend (s)
0.0
0.0
0.0
Turn Type
Prot
Prot
NA
Perm
Prot
Prot
NA
Perm
Prot
Prot
NA
Protected Phases
5
5
2
1
1
6
3
3
8
Permitted Phases
2
6
Southlake Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 1
Lanes, Volumes, Timings 2024 Build AM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
SBU
SBL
SBT
SBR
Lane Configurations
tt
r*
Traffic Volume (vph)
1
194
279
486
Future Volume (vph)
1
194
279
486
Ideal Flow (vphpl)
1900
1900
1900
1900
Storage Length (ft)
150
0
Storage Lanes
1
1
Taper Length (ft)
90
Lane Util. Factor
0.95
1.00
0.95
1.00
Frt
0.850
Flt Protected
0.950
Satd. Flow (prot)
0
1752
3505
1568
Flt Permitted
0.950
Satd. Flow (perm)
0
1752
3505
1568
Right Turn on Red
Yes
Satd. Flow (RTOR)
333
Link Speed (mph)
35
Link Distance (ft)
551
Travel Time (s)
10.7
Peak Hour Factor
0.92
0.96
0.96
0.96
Adj. Flow (vph)
1
202
291
506
Shared Lane Traffic (%)
Lane Group Flow (vph)
0
203
291
506
Enter Blocked Intersection
No
No
No
No
Lane Alignment
R NA
Left
Left
Right
Median Width(ft)
20
Link Offset(ft)
0
Crosswalk Width(ft)
16
Two way Left Turn Lane
Headway Factor
1.00
1.00
1.00
1.00
Turning Speed (mph)
9
15
9
Number of Detectors
1
1
2
1
Detector Template
Left
Left
Thru
Right
Leading Detector (ft)
20
20
100
20
Trailing Detector (ft)
0
0
0
0
Detector 1 Position(ft)
0
0
0
0
Detector 1 Size(ft)
20
20
6
20
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
0.0
Detector 2 Position(ft)
94
Detector 2 Size(ft)
6
Detector 2 Type
CI+Ex
Detector 2 Channel
Detector 2 Extend (s)
0.0
Turn Type
Prot
Prot
NA
Perm
Protected Phases
7
7
4
Permitted Phases
4
Southlake Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 2
Lanes, Volumes, Timings 2024 Build AM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBU
NBL
NBT NBR
Detector Phase
5
5
2
2
1
1
6
6
3
3
8
Switch Phase
Minimum Initial (s)
5.0
5.0
10.0
10.0
5.0
5.0
10.0
10.0
5.0
5.0
5.0
Minimum Split (s)
12.0
12.0
40.0
40.0
12.0
12.0
39.0
39.0
12.0
12.0
45.0
Total Split (s)
27.0
27.0
48.0
48.0
18.0
18.0
39.0
39.0
35.0
35.0
35.0
Total Split (%)
20.8%
20.8%
36.9%
36.9%
13.8%
13.8%
30.0%
30.0%
26.9%
26.9%
26.9%
Maximum Green (s)
20.0
20.0
41.0
41.0
11.0
11.0
32.0
32.0
28.0
28.0
28.0
Yellow Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
4.0
4.0
4.0
All -Red Time (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
3.0
3.0
3.0
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
7.0
7.0
7.0
7.0
7.0
7.0
7.0
7.0
Lead/Lag
Lead
Lead
Lag
Lag
Lead
Lead
Lag
Lag
Lead
Lead
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Recall Mode
None
None
C-Min
C-Min
None
None
C-Min
C-Min
None
None
None
Walk Time (s)
7.0
7.0
7.0
7.0
7.0
Flash Dont Walk (s)
26.0
26.0
25.0
25.0
31.0
Pedestrian Calls (#/hr)
0
0
0
0
0
Act Effct Green (s)
19.3
49.6
49.6
9.9
40.2
40.2
19.4
24.0
Actuated g/C Ratio
0.15
0.38
0.38
0.08
0.31
0.31
0.15
0.18
v/c Ratio
0.87
0.84
0.38
0.70
0.39
0.18
0.78
0.60
Control Delay
84.4
42.8
14.4
84.6
38.3
0.6
72.6
48.9
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
84.4
42.8
14.4
84.6
38.3
0.6
72.6
48.9
LOS
F
D
B
F
D
A
E
D
Approach Delay
43.7
38.2
57.0
Approach LOS
D
D
E
90th %ile Green (s)
20.0
20.0
41.0
41.0
11.0
11.0
32.0
32.0
26.4
26.4
28.0
90th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Gap
Gap
Hold
70th %ile Green (s)
20.0
20.0
41.0
41.0
11.0
11.0
32.0
32.0
22.3
22.3
28.0
70th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Gap
Gap
Hold
50th %ile Green (s)
22.3
22.3
43.1
43.1
11.4
11.4
32.2
32.2
19.4
19.4
28.1
50th %ile Term Code
Gap
Gap
Coord
Coord
Gap
Gap
Coord
Coord
Gap
Gap
Hold
30th %ile Green (s)
19.3
19.3
53.5
53.5
9.5
9.5
43.7
43.7
16.6
16.6
22.4
30th %ile Term Code
Gap
Gap
Coord
Coord
Gap
Gap
Coord
Coord
Gap
Gap
Hold
10th %ile Green (s)
15.0
15.0
69.6
69.6
6.7
6.7
61.3
61.3
12.3
12.3
13.3
10th %ile Term Code
Gap
Gap
Coord
Coord
Gap
Gap
Coord
Coord
Gap
Gap
Gap
Queue Length 50th (ft)
183
484
61
77
162
0
167
143
Queue Length 95th (ft)
#324
#617
144
#147
204
0
239
195
Internal Link Dist (ft)
638
638
428
Turn Bay Length (ft)
300
200
350
175
180
Base Capacity (vph)
275
1923
701
149
1558
630
377
750
Starvation Cap Reductn
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.82
0.84
0.38
0.62
0.39
0.18
0.54
0.52
Intersection Summary
Area Type: Other
Southlake Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 3
Lanes, Volumes, Timings 2024 Build AM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
SBU
SBL
SBT
SBR
Detector Phase
7
7
4
4
Switch Phase
Minimum Initial (s)
5.0
5.0
5.0
5.0
Minimum Split (s)
12.0
12.0
43.0
43.0
Total Split (s)
29.0
29.0
29.0
29.0
Total Split (%)
22.3%
22.3%
22.3%
22.3%
Maximum Green (s)
22.0
22.0
22.0
22.0
Yellow Time (s)
4.0
4.0
4.0
4.0
All -Red Time (s)
3.0
3.0
3.0
3.0
Lost Time Adjust (s)
0.0
0.0
0.0
Total Lost Time (s)
7.0
7.0
7.0
Lead/Lag
Lead
Lead
Lag
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Vehicle Extension (s)
2.0
2.0
2.0
2.0
Recall Mode
None
None
None
None
Walk Time (s)
7.0
7.0
Flash Dont Walk (s)
29.0
29.0
Pedestrian Calls (#/hr)
0
0
Act Effct Green (s)
18.5
23.0
23.0
Actuated g/C Ratio
0.14
0.18
0.18
v/c Ratio
0.82
0.47
0.92
Control Delay
78.5
50.0
40.1
Queue Delay
0.0
0.0
0.0
Total Delay
78.5
50.0
40.1
LOS
E
D
D
Approach Delay
50.8
Approach LOS
D
90th %ile Green (s)
22.0
22.0
23.6
23.6
90th %ile Term Code
Max
Max
Max
Max
70th %ile Green (s)
22.0
22.0
27.7
27.7
70th %ile Term Code
Max
Max
Max
Max
50th %ile Green (s)
19.4
19.4
28.1
28.1
50th %ile Term Code
Gap
Gap
Gap
Gap
30th %ile Green (s)
16.6
16.6
22.4
22.4
30th %ile Term Code
Gap
Gap
Gap
Gap
10th %ile Green (s)
12.4
12.4
13.4
13.4
10th %ile Term Code
Gap
Gap
Hold
Hold
Queue Length 50th (ft)
167
111
150
Queue Length 95th (ft)
249
163
#373
Internal Link Dist (ft)
471
Turn Bay Length (ft)
150
Base Capacity (vph)
296
667
568
Starvation Cap Reductn
0
0
0
Spillback Cap Reductn
0
0
0
Storage Cap Reductn
0
0
0
Reduced v/c Ratio
0.69
0.44
0.89
Intersection Summary
Southlake Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 4
Lanes, Volumes, Timings
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709
Cycle Length: 130
Actuated Cycle Length: 130
Offset: 5 (4%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow
Natural Cycle: 120
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 0.92
Intersection Signal Delay: 46.0 Intersection LOS: D
Intersection Capacity Utilization 87.6% ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
KIYZl:111111CIG1►NI=3M.row,
3plittsgs and Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 I
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07/25/2023
Southlake Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 5
Timing Report, Sorted By Phase 2024 Build AM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
--I.
v,
t
4---
W
t
Phase Number 1
2
3
4
5
6
7
8
Movement
WBL
EBT
NBL
SBT
EBL
WBT
SBL
NBT
Lead/Lag
Lead
Lag
Lead
Lag
Lead
Lag
Lead
Lag
Lead -Lag Optimize
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Recall Mode
None
C-Min
None
None
None
C-Min
None
None
Maximum Split (s)
18
48
35
29
27
39
29
35
Maximum Split (%)
13.8%
36.9%
26.9%
22.3%
20.8%
30.0%
22.3%
26.9%
Minimum Split (s)
12
40
12
43
12
39
12
45
Yellow Time (s)
5
5
4
4
5
5
4
4
All -Red Time (s)
2
2
3
3
2
2
3
3
Minimum Initial (s)
5
10
5
5
5
10
5
5
Vehicle Extension (s)
2
2
2
2
2
2
2
2
Minimum Gap (s)
2
2
2
2
3
2
2
2
Time Before Reduce (s)
0
0
0
0
0
0
0
0
Time To Reduce (s)
0
0
0
0
0
0
0
0
Walk Time (s)
7
7
7
7
Flash Dont Walk (s)
26
29
25
31
Dual Entry
No
Yes
No
Yes
No
Yes
No
Yes
Inhibit Max
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Start Time (s)
76
94
12
47
76
103
12
41
End Time (s)
94
12
47
76
103
12
41
76
Yield/Force Off (s)
87
5
40
69
96
5
34
69
Yield/Force Off 170(s)
87
109
40
40
96
110
34
38
Local Start Time (s)
71
89
7
42
71
98
7
36
Local Yield (s)
82
0
35
64
91
0
29
64
Local Yield 170(s)
82
104
35
35
91
105
29
33
Intersection Summary
Cycle Length
130
Control Type
Actuated -Coordinated
Natural Cycle
120
Offset: 5 (4%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow
5plits and Phases: 1: 5. Kimball Avenue/N. Kimball Avenue tk I-M 11U9 I
two --Wo?- 03 T 04
05 44- 06 (R) ! O7 tos
Southlake Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 6
HCM 6th TWSC 2024 Build AM Peak Hour
2: S. Kimball Avenue & Kimball Oaks Drwy/Primrose School Drwy 07/25/2023
Intersection
Int Delay, s/veh
Movement
2.1
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBU
SBL
SBT
SBR
Lane Configurations
+'
r
Vii
t
Vii
tt
r
Traffic Vol, veh/h
21
0
15
10
0
50
26
437
13
11
45
501
47
Future Vol, veh/h
21
0
15
10
0
50
26
437
13
11
45
501
47
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Stop
Stop
Stop
Stop
Stop
Stop
Free
Free
Free
Free
Free
Free
Free
RT Channelized
-
None
-
None
-
None
-
-
None
Storage Length
100
-
90
-
110
115
Veh in Median Storage,
#
0
-
-
0
-
0
-
-
0
-
Grade, %
0
-
-
0
-
0
0
-
Peak Hour Factor
83
83
83
83
83
83
83
83
83
92
83
83
83
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
25
0
18
12
0
60
31
527
16
12
54
604
57
Major/Minor Minor2
Minorl
Majorl
Major2
Conflicting Flow All
1062
1341
302
1031
1390
272
661
0
0 542
543 0 0
Stage 1
736
736
-
597
597
-
-
-
- -
- - -
Stage 2
326
605
-
434
793
-
-
-
-
-
Critical Hdwy
7.56
6.56
6.96
7.56
6.56
6.96
4.16
-
6.46
4.16
Critical Hdwy Stg 1
6.56
5.56
-
6.56
5.56
-
-
-
-
Critical Hdwy Stg 2
6.56
5.56
-
6.56
5.56
-
-
-
-
- -
Follow-up Hdwy
3.53
4.03
3.33
3.53
4.03
3.33
2.23
2.53
2.23
Pot Cap-1 Maneuver
176
150
691
186
140
723
917
-
647
1015
Stage 1
374
421
-
454
487
-
-
-
-
Stage 2
658
483
-
568
396
-
-
-
-
- -
Platoon blocked, %
Mov Cap-1 Maneuver
148
134
691
167
125
723
917
-
903
903
Mov Cap-2 Maneuver
148
134
-
167
125
-
-
-
-
Stage 1
361
390
439
470
-
-
-
-
Stage 2
583
467
513
367
-
-
Approach
EB
WB
NB
SIB
HCM Control Delay, s
24.3
14.2
0.5
0.8
HCM LOS
C
B
Minor Lane/Major Mvmt
NBL
NBT
NBR EBLnl EBLn2WBLnl
SBL
SBT SBR
Capacity (veh/h)
917
148
691
465
903
-
HCM Lane V/C Ratio
0.034
0.171
0.026
0.155
0.073
-
HCM Control Delay (s)
9.1
34.3
10.4
14.2
9.3
HCM Lane LOS
A
D
B
B
A
HCM 95th %tile Q(veh)
0.1
-
0.6
0.1
0.5
0.2
Southlake Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 1
HCM 6th TWSC 2024 Build AM Peak Hour
3: S. Kimball Avenue & Village Center Drive 07/25/2023
Intersection
Int Delay, s/veh 7.2
Movement
EBL
EBR
NBU
NBL
NBT
SBU
SBT
SBR
Lane Configurations
r
Vii
tt
tt
r*
Traffic Vol, veh/h
86
131
2
86
381
6
464
65
Future Vol, veh/h
86
131
2
86
381
6
464
65
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
Free
Free
RT Channelized
-
None
-
None
None
Storage Length
100
0
160
-
110
Veh in Median Storage,
# 0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
73
73
92
73
73
92
73
73
Heavy Vehicles, %
3
3
3
3
3
3
3
3
Mvmt Flow
118
179
2
118
522
7
636
89
Major/Minor Minor2
Majorl
Major2
Conflicting Flow All
1151
318
636
725
0
522
-
0
Stage 1
650
-
-
-
-
-
Stage 2
501
-
-
-
-
Critical Hdwy
6.86
6.96
6.46
4.16
-
6.46
Critical Hdwy Stg 1
5.86
-
-
-
-
Critical Hdwy Stg 2
5.86
-
-
-
-
Follow-up Hdwy
3.53
3.33
2.53
2.23
2.53
Pot Cap-1 Maneuver
190
675
564
867
-
666
-
Stage 1
479
-
-
-
-
Stage 2
571
-
-
-
-
Platoon blocked, %
Mov Cap-1 Maneuver
160
675
853
853
-
666
Mov Cap-2 Maneuver
160
-
-
-
-
Stage 1
411
-
Stage 2
561
Approach
EB
NB
SB
HCM Control Delay, s
36.3
1.9
0.1
HCM LOS
E
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
853
160
675
HCM Lane V/C Ratio
0.141
0.736
0.266
HCM Control Delay (s)
9.9
72.9
12.3
HCM Lane LOS
A
F
B
HCM 95th %tile Q(veh)
0.5
4.5
1.1
Southlake Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 2
HCM 6th TWSC 2024 Build AM Peak Hour
4: Kimball Oaks Drwy/Southlake Corners Drwy & FM 1709 07/25/2023
Intersection
Int Delay, s/veh 6.1
Movement
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Vii
ttt
r
Vii tt
r
r*
Traffic Vol, veh/h
3
14
1990
147
4
36
1214
14
19
0
24
6
0
14
Future Vol, veh/h
3
14
1990
147
4
36
1214
14
19
0
24
6
0
14
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
None
-
None
None
None
Storage Length
345
180
200
100
100
Veh in Median Storage, #
0
-
-
0
-
0
-
0
-
Grade, %
0
-
-
0
0
-
0
-
Peak Hour Factor
92
95
95
95
92
95
95
95
95
95
95
95
95
95
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
5
3
3
3
Mvmt Flow
3
15
2095
155
4
38
1278
15
20
0
25
6
0
15
Major/Minor
Majorl
Major2
Minorl
Minor2
Conflicting Flow All
944
1293
0
0
1529
2250
0
0
2726
3508
1048
2244
3656
647
Stage 1
-
-
-
-
-
-
-
-
2131
2131
-
1370
1370
-
Stage 2
-
-
-
-
595
1377
-
874
2286
-
Critical Hdwy
5.66
5.36
-
5.66
5.36
-
6.46
6.56
7.2
6.46
6.56
7.16
Critical Hdwy Stg 1
-
-
-
-
-
7.36
5.56
-
7.36
5.56
-
Critical Hdwy Stg 2
-
-
-
-
-
6.76
5.56
-
6.76
5.56
-
Follow-up Hdwy
2.33
3.13
2.33
3.13
3.83
4.03
3.95
3.83
4.03
3.93
Pot Cap-1 Maneuver
468
279
220
92
-
22
6
189
44
5
353
Stage 1
-
-
-
-
30
87
-
108
211
-
Stage 2
-
-
-
-
-
415
209
-
280
73
-
Platoon blocked, %
Mov Cap-1 Maneuver
300
300
-
97
97
-
-13
3
189
24
3
353
Mov Cap-2 Maneuver
-
-
-
-
- 13
3
-
24
3
-
Stage 1
-
-
-
28
82
102
120
Stage 2
226
119
228
69
Approach
EB
WB
NB
SIB
HCM Control Delay, s
0.1
2.1
$ 393.9
71.5
HCM LOS
F
F
Minor Lane/Major Mvmt NBLnl NBLn2 EBL EBT EBR WBL WBT WBR SBLnl SBLn2
Capacity (veh/h)
13
189
300
97 -
24
353
HCM Lane V/C Ratio
1.538
0.134
0.06 -
0.435 -
0.263
0.042
HCM Control Delay (s)
$ 857.4
27
17.8 -
67.9 -
201.9
15.6
HCM Lane LOS
F
D
C
F -
F
C
HCM 95th %tile Q(veh)
3.2
0.5
0.2 -
1.8 -
0.8
0.1
Notes
-: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Southlake Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 3
HCM 6th TWSC 2024 Build AM Peak Hour
5: Dawson MS Drwy/Kimball Oaks Drwy & Village Center Drive 07/25/2023
Intersection
Int Delay, s/veh
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
'fir
Vii
Traffic Vol, veh/h
1
3
118
141
3
0
34
0
212
0
0
0
Future Vol, veh/h
1
3
118
141
3
0
34
0
212
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
-
None
-
None
None
-
None
Storage Length
110
-
146
Veh in Median Storage, # -
0
-
0
0
-
-
0
Grade, %
-
0
-
0
0
-
0
Peak Hour Factor
53
53
53
53
53
53
53
53
53
53
53
53
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
2
6
223
266
6
0
64
0
400
0
0
0
Major/Minor
Majorl
Major2
Minorl
Minor2
Conflicting Flow All
6
0
0
229
0
0
660
660
118
860
771
6
Stage 1
-
-
-
-
-
-
122
122
-
538
538
-
Stage 2
-
-
-
538
538
-
322
233
-
Critical Hdwy
4.13
-
4.13
-
7.13
6.53
6.23
7.13
6.53
6.23
Critical Hdwy Stg 1
-
-
-
6.13
5.53
-
6.13
5.53
-
Critical Hdwy Stg 2
-
-
-
6.13
5.53
-
6.13
5.53
-
Follow-up Hdwy
2.227
2.227
-
3.527
4.027
3.327
3.527
4.027
3.327
Pot Cap-1 Maneuver
1608
1333
-
-
375
382
931
275
330
1074
Stage 1
-
-
-
880
793
-
525
521
-
Stage 2
-
-
-
-
525
521
-
688
710
-
Platoon blocked, %
Mov Cap-1 Maneuver
1608
-
1333
317
305
931
133
264
1074
Mov Cap-2 Maneuver
-
-
317
305
-
133
264
-
Stage 1
-
879
792
524
417
-
Stage 2
420
417
392
709
-
Approach
EB
WB
NB
SIB
HCM Control Delay, s
0.1
8.2
18
0
HCM LOS
C
A
Minor Lane/Maior Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLnl
Capacity (veh/h)
734
1608
- 1333 -
HCM Lane V/C Ratio
0.632
0.001
- 0.2
HCM Control Delay (s)
18
7.2
8.4 0
HCM Lane LOS
C
A
A A
HCM 95th %tile Q(veh)
4.5
0 -
0.7 - -
Southlake Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 4
Lanes, Volumes, Timings 2024 Build School PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBL
NBT
NBR
SBU
Lane Configurations
ttt
r*
ttt
r*
t
Traffic Volume (vph)
9
243
1212
183
2
108
1209
257
235
252
114
2
Future Volume (vph)
9
243
1212
183
2
108
1209
257
235
252
114
2
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
300
200
350
175
180
0
Storage Lanes
1
1
1
1
1
0
Taper Length (ft)
100
80
100
Lane Util. Factor
0.91
1.00
0.91
1.00
0.91
1.00
0.91
1.00
1.00
0.95
0.95
0.95
Frt
0.850
0.850
0.953
Flt Protected
0.950
0.950
0.950
Satd. Flow (prot)
0
1752
5036
1568
0
1752
5036
1568
1752
3340
0
0
Flt Permitted
0.950
0.950
0.950
Satd. Flow (perm)
0
1752
5036
1568
0
1752
5036
1568
1752
3340
0
0
Right Turn on Red
Yes
Yes
Yes
Satd. Flow (RTOR)
138
182
45
Link Speed (mph)
45
45
35
Link Distance (ft)
718
718
508
Travel Time (s)
10.9
10.9
9.9
Peak Hour Factor
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.92
Adj. Flow (vph)
9
256
1276
193
2
114
1273
271
247
265
120
2
Shared Lane Traffic (%)
Lane Group Flow (vph)
0
265
1276
193
0
116
1273
271
247
385
0
0
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
R NA
Left
Left
Right
R NA
Left
Left
Right
Left
R NA
Right
R NA
Median Width(ft)
16
16
20
Link Offset(ft)
0
0
0
Crosswalk Width(ft)
16
16
16
Two way Left Turn Lane
Headway Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Turning Speed (mph)
9
15
9
9
15
9
15
9
9
Number of Detectors
1
1
2
1
1
1
2
1
1
2
1
Detector Template
Left
Left
Thru
Right
Left
Left
Thru
Right
Left
Thru
Left
Leading Detector (ft)
20
20
100
20
20
20
100
20
20
100
20
Trailing Detector (ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Position(ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Size(ft)
20
20
6
20
20
20
6
20
20
6
20
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 2 Position(ft)
94
94
94
Detector 2 Size(ft)
6
6
6
Detector 2 Type
CI+Ex
CI+Ex
CI+Ex
Detector 2 Channel
Detector 2 Extend (s)
0.0
0.0
0.0
Turn Type
Prot
Prot
NA
Perm
Prot
Prot
NA
Perm
Prot
NA
Prot
Protected Phases
5
5
2
1
1
6
3
8
7
Permitted Phases
2
6
Southlake Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 1
Lanes, Volumes, Timings 2024 Build School PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
SBL
SBT
SBR
Lane Configurations
tt
r*
Traffic Volume (vph)
145
261
475
Future Volume (vph)
145
261
475
Ideal Flow (vphpl)
1900
1900
1900
Storage Length (ft)
150
0
Storage Lanes
1
1
Taper Length (ft)
90
Lane Util. Factor
1.00
0.95
1.00
Frt
0.850
Flt Protected
0.950
Satd. Flow (prot)
1752
3505
1568
Flt Permitted
0.950
Satd. Flow (perm)
1752
3505
1568
Right Turn on Red
Yes
Satd. Flow (RTOR)
254
Link Speed (mph)
35
Link Distance (ft)
551
Travel Time (s)
10.7
Peak Hour Factor
0.95
0.95
0.95
Adj. Flow (vph)
153
275
500
Shared Lane Traffic (%)
Lane Group Flow (vph)
155
275
500
Enter Blocked Intersection
No
No
No
Lane Alignment
Left
Left
Right
Median Width(ft)
20
Link Offset(ft)
0
Crosswalk Width(ft)
16
Two way Left Turn Lane
Headway Factor
1.00
1.00
1.00
Turning Speed (mph)
15
9
Number of Detectors
1
2
1
Detector Template
Left
Thru
Right
Leading Detector (ft)
20
100
20
Trailing Detector (ft)
0
0
0
Detector 1 Position(ft)
0
0
0
Detector 1 Size(ft)
20
6
20
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
Detector 2 Position(ft)
94
Detector 2 Size(ft)
6
Detector 2 Type
CI+Ex
Detector 2 Channel
Detector 2 Extend (s)
0.0
Turn Type
Prot
NA
Perm
Protected Phases
7
4
Permitted Phases
4
Southlake Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 2
Lanes, Volumes, Timings 2024 Build School PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBL
NBT
NBR SBU
Detector Phase
5
5
2
2
1
1
6
6
3
8
7
Switch Phase
Minimum Initial (s)
5.0
5.0
10.0
10.0
5.0
5.0
10.0
10.0
5.0
5.0
5.0
Minimum Split (s)
12.0
12.0
40.0
40.0
12.0
12.0
39.0
39.0
12.0
45.0
12.0
Total Split (s)
31.0
31.0
60.0
60.0
18.0
18.0
47.0
47.0
30.0
41.0
31.0
Total Split (%)
20.7%
20.7%
40.0%
40.0%
12.0%
12.0%
31.3%
31.3%
20.0%
27.3%
20.7%
Maximum Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
34.0
24.0
Yellow Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
4.0
4.0
4.0
All -Red Time (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
3.0
3.0
3.0
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
7.0
7.0
7.0
7.0
7.0
7.0
7.0
7.0
Lead/Lag
Lead
Lead
Lag
Lag
Lead
Lead
Lag
Lag
Lead
Lag
Lead
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Recall Mode
None
None
C-Min
C-Min
None
None
C-Min
C-Min
None
None
None
Walk Time (s)
7.0
7.0
7.0
7.0
7.0
Flash Dont Walk (s)
26.0
26.0
25.0
25.0
31.0
Pedestrian Calls (#/hr)
0
0
0
0
0
Act Effct Green (s)
24.4
57.0
57.0
11.7
44.3
44.3
22.4
35.7
Actuated g/C Ratio
0.16
0.38
0.38
0.08
0.30
0.30
0.15
0.24
v/c Ratio
0.93
0.67
0.28
0.85
0.86
0.46
0.95
0.46
Control Delay
99.5
41.6
11.8
112.4
57.3
17.7
106.0
44.6
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
99.5
41.6
11.8
112.4
57.3
17.7
106.0
44.6
LOS
F
D
B
F
E
B
F
D
Approach Delay
47.1
54.6
68.6
Approach LOS
D
D
E
90th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
34.0
24.0
90th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Hold
Max
70th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
37.7
20.3
70th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Hold
Gap
50th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
40.4
17.6
50th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Hold
Gap
30th %ile Green (s)
27.5
27.5
55.0
55.0
14.4
14.4
41.9
41.9
23.0
37.7
14.9
30th %ile Term Code
Gap
Gap
Coord
Coord
Gap
Gap
Coord
Coord
Max
Hold
Gap
10th %ile Green (s)
22.5
22.5
71.2
71.2
11.1
11.1
59.8
59.8
20.2
28.7
11.0
10th %ile Term Code
Gap
Gap
Coord
Coord
Gap
Gap
Coord
Coord
Gap
Hold
Gap
Queue Length 50th (ft)
260
395
36
115
450
69
242
142
Queue Length 95th (ft)
#438
452
98
#241
#545
161
#413
205
Internal Link Dist (ft)
638
638
428
Turn Bay Length (ft)
300
200
350
175
180
Base Capacity (vph)
288
1915
681
136
1488
591
268
852
Starvation Cap Reductn
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.92
0.67
0.28
0.85
0.86
0.46
0.92
0.45
Intersection Summary
Area Type: Other
Southlake Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 3
Lanes, Volumes, Timings 2024 Build School PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
SBL
SBT
SBR
Detector Phase
7
4
4
Switch Phase
Minimum Initial (s)
5.0
5.0
5.0
Minimum Split (s)
12.0
43.0
43.0
Total Split (s)
31.0
42.0
42.0
Total Split (%)
20.7%
28.0%
28.0%
Maximum Green (s)
24.0
35.0
35.0
Yellow Time (s)
4.0
4.0
4.0
All -Red Time (s)
3.0
3.0
3.0
Lost Time Adjust (s)
0.0
0.0
0.0
Total Lost Time (s)
7.0
7.0
7.0
Lead/Lag
Lead
Lag
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Vehicle Extension (s)
2.0
2.0
2.0
Recall Mode
None
None
None
Walk Time (s)
7.0
7.0
Flash Dont Walk (s)
29.0
29.0
Pedestrian Calls (#/hr)
0
0
Act Effct Green (s)
17.6
30.8
30.8
Actuated g/C Ratio
0.12
0.21
0.21
v/c Ratio
0.76
0.38
0.96
Control Delay
86.0
52.1
57.8
Queue Delay
0.0
0.0
0.0
Total Delay
86.0
52.1
57.8
LOS
F
D
E
Approach Delay
60.8
Approach LOS
E
90th %ile Green (s)
24.0
35.0
35.0
90th %ile Term Code
Max
Max
Max
70th %ile Green (s)
20.3
35.0
35.0
70th %ile Term Code
Gap
Max
Max
50th %ile Green (s)
17.6
35.0
35.0
50th %ile Term Code
Gap
Max
Max
30th %ile Green (s)
14.9
29.6
29.6
30th %ile Term Code
Gap
Gap
Gap
10th %ile Green (s)
11.0
19.5
19.5
10th %ile Term Code
Gap
Gap
Gap
Queue Length 50th (ft)
149
118
258
Queue Length 95th (ft)
221
163
#471
Internal Link Dist (ft)
471
Turn Bay Length (ft)
150
Base Capacity (vph)
280
817
560
Starvation Cap Reductn
0
0
0
Spillback Cap Reductn
0
0
0
Storage Cap Reductn
0
0
0
Reduced v/c Ratio
0.55
0.34
0.89
Intersection Summary
Southlake Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 4
Lanes, Volumes, Timings 2024 Build School PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Cycle Length: 150
Actuated Cycle Length: 150
Offset: 5 (A), Referenced to phase 2:EBT and 6:WBT, Start of Yellow
Natural Cycle: 130
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 0.96
Intersection Signal Delay: 54.9 Intersection LOS: D
Intersection Capacity Utilization 103.1% ICU Level of Service G
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
3plits and Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 tsgIt I
5 36 O7 08
Southlake Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 5
Timing Report, Sorted By Phase 2024 Build School PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
--I.
t
4---
W
t
Phase Number 1
2
3
4
5
6
7
8
Movement
WBL
EBT
NBL
SBT
EBL
WBT
SBL
NBT
Lead/Lag
Lead
Lag
Lead
Lag
Lead
Lag
Lead
Lag
Lead -Lag Optimize
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Recall Mode
None
C-Min
None
None
None
C-Min
None
None
Maximum Split (s)
18
60
30
42
31
47
31
41
Maximum Split (%)
12.0%
40.0%
20.0%
28.0%
20.7%
31.3%
20.7%
27.3%
Minimum Split (s)
12
40
12
43
12
39
12
45
Yellow Time (s)
5
5
4
4
5
5
4
4
All -Red Time (s)
2
2
3
3
2
2
3
3
Minimum Initial (s)
5
10
5
5
5
10
5
5
Vehicle Extension (s)
2
2
2
2
2
2
2
2
Minimum Gap (s)
2
2
2
2
3
2
2
2
Time Before Reduce (s)
0
0
0
0
0
0
0
0
Time To Reduce (s)
0
0
0
0
0
0
0
0
Walk Time (s)
7
7
7
7
Flash Dont Walk (s)
26
29
25
31
Dual Entry
No
Yes
No
Yes
No
Yes
No
Yes
Inhibit Max
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Start Time (s)
84
102
12
42
84
115
12
43
End Time (s)
102
12
42
84
115
12
43
84
Yield/Force Off (s)
95
5
35
77
108
5
36
77
Yield/Force Off 170(s)
95
129
35
48
108
130
36
46
Local Start Time (s)
79
97
7
37
79
110
7
38
Local Yield (s)
90
0
30
72
103
0
31
72
Local Yield 170(s)
90
124
30
43
103
125
31
41
Intersection Summary
Cycle Length
150
Control Type
Actuated -Coordinated
Natural Cycle
130
Offset: 5 (3%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow
Splits and Nhases: 1: 5. Kimball Avenue/N. Kimball Avenue & FM 1 tug
tsgI
05 44- 06 (R) O7 t08
Southlake Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 6
HCM 6th TWSC 2024 Build School PM Peak Hour
2: S. Kimball Avenue & Kimball Oaks Drwy/Primrose School Drwy 07/25/2023
Intersection
Int Delay, s/veh
Movement
20.2
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBU
SBL
SBT
SBR
Lane Configurations
+T
r
Vii
t
Vii
tt
r
Traffic Vol, veh/h
138
0
74
3
0
27
52
413
8
23
22
385
134
Future Vol, veh/h
138
0
74
3
0
27
52
413
8
23
22
385
134
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Stop
Stop
Stop
Stop
Stop
Stop
Free
Free
Free
Free
Free
Free
Free
RT Channelized
-
None
-
None
-
None
-
-
None
Storage Length
100
-
90
-
110
115
Veh in Median Storage,
#
0
-
-
0
-
0
-
-
0
-
Grade, %
0
-
-
0
-
0
0
-
Peak Hour Factor
76
76
76
76
76
76
76
76
76
92
76
76
76
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
182
0
97
4
0
36
68
543
11
25
29
507
176
Major/Minor
Minor2
Minorl
Majorl
Major2
Conflicting Flow All
1023
1305
254
1047
1476
277
683
0 0 554
554 0 0
Stage 1
615
615
-
685
685
-
-
- - -
- - -
Stage 2
408
690
-
362
791
-
-
- -
-
Critical Hdwy
7.56
6.56
6.96
7.56
6.56
6.96
4.16
- 6.46
4.16
Critical Hdwy Stg 1
6.56
5.56
-
6.56
5.56
-
-
-
-
Critical Hdwy Stg 2
6.56
5.56
-
6.56
5.56
-
-
- -
- -
Follow-up Hdwy
3.53
4.03
3.33
3.53
4.03
3.33
2.23
2.53
2.23
Pot Cap-1 Maneuver
188
158
742
181
124
717
899
- 636
1005
Stage 1
443
478
-
402
444
-
-
-
-
Stage 2
588
442
-
626
397
-
-
- -
- -
Platoon blocked, %
Mov Cap-1 Maneuver
- 159
136
742
140
107
717
899
775
775 -
Mov Cap-2 Maneuver
- 159
136
-
140
107
-
-
-
-
Stage 1
409
445
371
410
-
-
-
-
Stage 2
517
408
506
369
-
-
Approach
EB
WB
NB
SIB
HCM Control Delay, s
115.7
12.7
1
0.7
HCM LOS
F
B
Minor Lane/Major Mvmt
NBL
NBT NBR EBLnl EBLn2WBLnl
SBL SBT SBR
Capacity (veh/h)
899
159
742
508
775 -
HCM Lane V/C Ratio
0.076
1.142
0.131
0.078
0.07
HCM Control Delay (s)
9.3
172.1
10.6
12.7
10 -
HCM Lane LOS
A
F
B
B
A
HCM 95th %tile Q(veh)
0.2
- 9.8
0.5
0.3
0.2
Notes
-: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Southlake Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 1
HCM 6th TWSC 2024 Build School PM Peak Hour
3: S. Kimball Avenue & Village Center Drive 07/25/2023
Intersection
Int Delay, s/veh
Movement
EBL
EBR
NBL
NBT
SBU
SBT
SBR
Lane Configurations
r
)
ft
ft
r
Traffic Vol, veh/h
62
72
53
406
6
405
45
Future Vol, veh/h
62
72
53
406
6
405
45
Conflicting Peds, #/hr
0
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
Free
RT Channelized
-
None
-
None
None
Storage Length
100
0
160
-
110
Veh in Median Storage,
# 0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
65
65
65
65
92
65
65
Heavy Vehicles, %
3
3
3
3
3
3
3
Mvmt Flow
95
111
82
625
7
623
69
Major/Minor Minor2
Majorl
Major2
Conflicting Flow All
1114
312
692
0
625
-
0
Stage 1
637
-
-
-
-
Stage 2
477
-
-
-
Critical Hdwy
6.86
6.96
4.16
-
6.46
Critical Hdwy Stg 1
5.86
-
-
-
Critical Hdwy Stg 2
5.86
-
-
-
Follow-up Hdwy
3.53
3.33
2.23
2.53
Pot Cap-1 Maneuver
201
681
892
573
Stage 1
486
-
-
-
Stage 2
587
-
-
-
-
Platoon blocked, %
Mov Cap-1 Maneuver
179
681
892
573
Mov Cap-2 Maneuver
179
-
-
-
Stage 1
441
-
Stage 2
575
Approach
EB
NB
SIB
HCM Control Delay, s
27.4
1.1
0.1
HCM LOS
D
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
892
179
681
HCM Lane V/C Ratio
0.091
0.533
0.163
HCM Control Delay (s)
9.4
46
11.3
HCM Lane LOS
A
E
B
HCM 95th %tile Q(veh)
0.3
2.7
0.6
Southlake Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 2
HCM 6th TWSC 2024 Build School PM Peak Hour
4: Kimball Oaks Drwy/Southlake Corners Drwy & FM 1709 07/25/2023
Intersection
Int Delay, s/veh 1.5
Movement
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBL
NBT
NBR
SBU
SBL
SBT
SBR
Lane Configurations
Vii
ttt
r
Vii tt
r
4
r
Traffic Vol, veh/h
15
45
1484
178
5
59
1853
49
50
3
126
3
1
3
75
Future Vol, veh/h
15
45
1484
178
5
59
1853
49
50
3
126
3
1
3
75
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
None
-
None
None
None
Storage Length
345
180
200
100
100
Veh in Median Storage, #
0
-
-
0
-
0
-
-
0
-
Grade, %
0
-
-
0
0
-
-
0
-
Peak Hour Factor
92
95
95
95
92
95
95
95
95
95
95
92
95
95
95
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
16
47
1562
187
5
62
1951
52
53
3
133
3
1
3
79
Major/Minor
Majorl
Major2
Minorl
Minor2
Conflicting Flow All
1462
2003
0
0
1140
1749
0
0
2604
3825
781
0
2863
3986
1002
Stage 1
-
-
-
-
-
-
-
-
1688
1688
-
0
2111
2111
-
Stage 2
-
-
-
-
916
2137
-
0
752
1875
-
Critical Hdwy
5.66
5.36
-
5.66
5.36
-
6.46
6.56
7.16
-
6.46
6.56
7.16
Critical Hdwy Stg 1
-
-
-
-
-
7.36
5.56
-
-
7.36
5.56
-
Critical Hdwy Stg 2
-
-
-
-
-
6.76
5.56
-
-
6.76
5.56
-
Follow-up Hdwy
2.33
3.13
2.33
3.13
3.83
4.03
3.93
-
3.83
4.03
3.93
Pot Cap-1 Maneuver
240
123
364
166
- 26
4
288
0
18
-3
205
Stage 1
-
-
-
-
64
147
-
0
32
89
-
Stage 2
-
-
-
-
-
263
87
-
0
333
118
-
Platoon blocked, %
-
Mov Cap-1 Maneuver
129
129
-
169
169
-
-
-1
288
0
-
-1
205
Mov Cap-2 Maneuver
-
-
-
-
-
- 1
-
0
-
- 1
-
Stage 1
-
-
-
- 32
74
-
0
16
53
Stage 2
91
52
-
0
87
60
roach EB WB NB SIB
HCM Control Delay, s 2 1.3
HCM LOS
Minor Lane/Major Mvmt NBLnl NBLn2 EBL EBT EBR WBL WBT WBR SBLnl SBLn2
Capacity (veh/h)
- 288
129
169
- 205
HCM Lane V/C Ratio
- 0.461
0.494 -
0.4
0.385
HCM Control Delay (s)
- 27.7
57.2 -
39.9
- 33.2
HCM Lane LOS
- D
F
E
D
HCM 95th %tile Q(veh)
- 2.3
2.3
1.8 -
1.7
Notes
-: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Southlake Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 3
HCM 6th TWSC 2024 Build School PM Peak Hour
5: Dawson MS Drwy/Kimball Oaks Drwy & Village Center Drive 07/25/2023
Intersection
Int Delay, s/veh
Movement
8.2
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
'fir
Vii
Traffic Vol, veh/h
1
16
28
70
13
12
9
2
96
20
0
6
Future Vol, veh/h
1
16
28
70
13
12
9
2
96
20
0
6
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
-
None
-
None
None
-
None
Storage Length
110
-
146
Veh in Median Storage,
# -
0
-
0
0
-
-
0
Grade, %
-
0
-
0
0
-
0
Peak Hour Factor
39
39
39
39
39
39
39
39
39
39
39
39
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
3
41
72
179
33
31
23
5
246
51
0
15
Major/Minor
Majorl
Major2
Minorl
Minor2
Conflicting Flow All
64 0
0 113
0 0 497
505
77
616
526
49
Stage 1
- -
- -
- - 83
83
-
407
407
-
Stage 2
-
-
- 414
422
-
209
119
-
Critical Hdwy
4.13 -
4.13
- 7.13
6.53
6.23
7.13
6.53
6.23
Critical Hdwy Stg 1
-
-
- 6.13
5.53
-
6.13
5.53
-
Critical Hdwy Stg 2
-
-
- 6.13
5.53
-
6.13
5.53
-
Follow-up Hdwy
2.227
2.227
- 3.527
4.027
3.327
3.527
4.027
3.327
Pot Cap-1 Maneuver
1532
1470
- - 482
468
981
401
455
1017
Stage 1
-
-
- 923
824
-
619
596
-
Stage 2
- -
-
- 614
587
-
791
795
-
Platoon blocked, %
Mov Cap-1 Maneuver
1532
- 1470
430
410
981
269
399
1017
Mov Cap-2 Maneuver
-
-
430
410
-
269
399
-
Stage 1
- 921
822
618
523
-
Stage 2
531
515
588
793
-
Approach
EB
WB
NB
SB
HCM Control Delay, s
0.2
5.7
11.1
19
HCM LOS
B
C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)
865
1532
- 1470
- 324
HCM Lane V/C Ratio
0.317
0.002
- 0.122
0.206
HCM Control Delay (s)
11.1
7.4
- 7.8
- 19
HCM Lane LOS
B
A
A
C
HCM 95th %tile Q(veh)
1.4
0 -
0.4 -
- 0.8
Southlake Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 4
Lanes, Volumes, Timings 2024 Build Commuter PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBU
NBL
NBT
NBR
Lane Configurations
ttt
r
ttt
r
t
Traffic Volume (vph)
6
275
1424
104
3
130
1526
303
2
258
402
116
Future Volume (vph)
6
275
1424
104
3
130
1526
303
2
258
402
116
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
300
200
350
175
180
0
Storage Lanes
1
1
1
1
1
0
Taper Length (ft)
100
80
100
Lane Util. Factor
0.91
1.00
0.91
1.00
0.91
1.00
0.91
1.00
0.95
1.00
0.95
0.95
Frt
0.850
0.850
0.966
Flt Protected
0.950
0.950
0.950
Satd. Flow (prot)
0
1752
5036
1568
0
1752
5036
1568
0
1752
3386
0
Flt Permitted
0.950
0.950
0.950
Satd. Flow (perm)
0
1752
5036
1568
0
1752
5036
1568
0
1752
3386
0
Right Turn on Red
Yes
Yes
Yes
Satd. Flow (RTOR)
131
182
23
Link Speed (mph)
45
45
35
Link Distance (ft)
718
718
508
Travel Time (s)
10.9
10.9
9.9
Peak Hour Factor
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
Adj. Flow (vph)
6
286
1483
108
3
135
1590
316
2
269
419
121
Shared Lane Traffic (%)
Lane Group Flow (vph)
0
292
1483
108
0
138
1590
316
0
271
540
0
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
R NA
Left
Left
Right
R NA
Left
Left
Right
R NA
Left
R NA
Right
Median Width(ft)
16
16
20
Link Offset(ft)
0
0
0
Crosswalk Width(ft)
16
16
16
Two way Left Turn Lane
Headway Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Turning Speed (mph)
9
15
9
9
15
9
9
15
9
Number of Detectors
1
1
2
1
1
1
2
1
1
1
2
Detector Template
Left
Left
Thru
Right
Left
Left
Thru
Right
Left
Left
Thru
Leading Detector (ft)
20
20
100
20
20
20
100
20
20
20
100
Trailing Detector (ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Position(ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Size(ft)
20
20
6
20
20
20
6
20
20
20
6
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 2 Position(ft)
94
94
94
Detector 2 Size(ft)
6
6
6
Detector 2 Type
CI+Ex
CI+Ex
CI+Ex
Detector 2 Channel
Detector 2 Extend (s)
0.0
0.0
0.0
Turn Type
Prot
Prot
NA
Perm
Prot
Prot
NA
Perm
Prot
Prot
NA
Protected Phases
5
5
2
1
1
6
3
3
8
Permitted Phases
2
6
Southlake Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 1
Lanes, Volumes, Timings 2024 Build Commuter PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
SBL
SBT
SBR
Lane Configurations
tt
r
Traffic Volume (vph)
160
242
539
Future Volume (vph)
160
242
539
Ideal Flow (vphpl)
1900
1900
1900
Storage Length (ft)
150
0
Storage Lanes
1
1
Taper Length (ft)
90
Lane Util. Factor
1.00
0.95
1.00
Frt
0.850
Flt Protected
0.950
Satd. Flow (prot)
1752
3505
1568
Flt Permitted
0.950
Satd. Flow (perm)
1752
3505
1568
Right Turn on Red
Yes
Satd. Flow (RTOR)
252
Link Speed (mph)
35
Link Distance (ft)
551
Travel Time (s)
10.7
Peak Hour Factor
0.96
0.96
0.96
Adj. Flow (vph)
167
252
561
Shared Lane Traffic (%)
Lane Group Flow (vph)
167
252
561
Enter Blocked Intersection
No
No
No
Lane Alignment
Left
Left
Right
Median Width(ft)
20
Link Offset(ft)
0
Crosswalk Width(ft)
16
Two way Left Turn Lane
Headway Factor
1.00
1.00
1.00
Turning Speed (mph)
15
9
Number of Detectors
1
2
1
Detector Template
Left
Thru
Right
Leading Detector (ft)
20
100
20
Trailing Detector (ft)
0
0
0
Detector 1 Position(ft)
0
0
0
Detector 1 Size(ft)
20
6
20
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
Detector 2 Position(ft)
94
Detector 2 Size(ft)
6
Detector 2 Type
CI+Ex
Detector 2 Channel
Detector 2 Extend (s)
0.0
Turn Type
Prot
NA
Perm
Protected Phases
7
4
Permitted Phases
4
Southlake Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 2
Lanes, Volumes, Timings 2024 Build Commuter PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBU
NBL
NBT NBR
Detector Phase
5
5
2
2
1
1
6
6
3
3
8
Switch Phase
Minimum Initial (s)
5.0
5.0
10.0
10.0
5.0
5.0
10.0
10.0
5.0
5.0
5.0
Minimum Split (s)
12.0
12.0
40.0
40.0
12.0
12.0
39.0
39.0
12.0
12.0
45.0
Total Split (s)
31.0
31.0
60.0
60.0
18.0
18.0
47.0
47.0
30.0
30.0
41.0
Total Split (%)
20.7%
20.7%
40.0%
40.0%
12.0%
12.0%
31.3%
31.3%
20.0%
20.0%
27.3%
Maximum Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
23.0
34.0
Yellow Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
4.0
4.0
4.0
All -Red Time (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
3.0
3.0
3.0
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
7.0
7.0
7.0
7.0
7.0
7.0
7.0
7.0
Lead/Lag
Lead
Lead
Lag
Lag
Lead
Lead
Lag
Lag
Lead
Lead
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Recall Mode
None
None
C-Min
C-Min
None
None
C-Min
C-Min
None
None
None
Walk Time (s)
7.0
7.0
7.0
7.0
7.0
Flash Dont Walk (s)
26.0
26.0
25.0
25.0
31.0
Pedestrian Calls (#/hr)
0
0
0
0
0
Act Effct Green (s)
24.0
53.0
53.0
11.0
40.0
40.0
23.0
39.7
Actuated g/C Ratio
0.16
0.35
0.35
0.07
0.27
0.27
0.15
0.26
v/c Ratio
1.04
0.83
0.17
1.08
1.18
0.57
1.01
0.59
Control Delay
124.7
49.5
3.3
164.4
138.1
24.0
119.5
49.9
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
124.7
49.5
3.3
164.4
138.1
24.0
119.5
49.9
LOS
F
D
A
F
F
C
F
D
Approach Delay
58.5
122.2
73.2
Approach LOS
E
F
E
90th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
23.0
34.0
90th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Max
Max
70th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
23.0
36.6
70th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Max
Hold
50th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
23.0
39.4
50th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Max
Hold
30th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
23.0
42.2
30th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Max
Hold
10th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
23.0
46.3
10th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Max
Hold
Queue Length 50th (ft)
-308
486
0
-150
-682
112
-272
234
Queue Length 95th (ft)
#501
549
27
#296
#779
216
#466
313
Internal Link Dist (ft)
638
638
428
Turn Bay Length (ft)
300
200
350
175
180
Base Capacity (vph)
280
1779
638
128
1342
551
268
913
Starvation Cap Reductn
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
Reduced v/c Ratio
1.04
0.83
0.17
1.08
1.18
0.57
1.01
0.59
Intersection Summary
Area Type: Other
Southlake Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 3
Lanes, Volumes, Timings 2024 Build Commuter PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
SBL
SBT
SBR
Detector Phase
7
4
4
Switch Phase
Minimum Initial (s)
5.0
5.0
5.0
Minimum Split (s)
12.0
43.0
43.0
Total Split (s)
31.0
42.0
42.0
Total Split (%)
20.7%
28.0%
28.0%
Maximum Green (s)
24.0
35.0
35.0
Yellow Time (s)
4.0
4.0
4.0
All -Red Time (s)
3.0
3.0
3.0
Lost Time Adjust (s)
0.0
0.0
0.0
Total Lost Time (s)
7.0
7.0
7.0
Lead/Lag
Lead
Lag
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Vehicle Extension (s)
2.0
2.0
2.0
Recall Mode
None
None
None
Walk Time (s)
7.0
7.0
Flash Dont Walk (s)
29.0
29.0
Pedestrian Calls (#/hr)
0
0
Act Effct Green (s)
18.3
35.0
35.0
Actuated g/C Ratio
0.12
0.23
0.23
v/c Ratio
0.78
0.31
1.00
Control Delay
87.7
48.8
70.0
Queue Delay
0.0
0.0
0.0
Total Delay
87.7
48.8
70.0
LOS
F
D
E
Approach Delay
67.5
Approach LOS
E
90th %ile Green (s)
24.0
35.0
35.0
90th %ile Term Code
Max
Max
Max
70th %ile Green (s)
21.4
35.0
35.0
70th %ile Term Code
Gap
Max
Max
50th %ile Green (s)
18.6
35.0
35.0
50th %ile Term Code
Gap
Max
Max
30th %ile Green (s)
15.8
35.0
35.0
30th %ile Term Code
Gap
Max
Max
10th %ile Green (s)
11.7
35.0
35.0
10th %ile Term Code
Gap
Max
Max
Queue Length 50th (ft)
161
108
-351
Queue Length 95th (ft)
236
151
#608
Internal Link Dist (ft)
471
Turn Bay Length (ft)
150
Base Capacity (vph)
280
817
559
Starvation Cap Reductn
0
0
0
Spillback Cap Reductn
0
0
0
Storage Cap Reductn
0
0
0
Reduced v/c Ratio
0.60
0.31
1.00
Intersection Summary
Southlake Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 4
Lanes, Volumes, Timings 2024 Build Commuter PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Cycle Length: 150
Actuated Cycle Length: 150
Offset: 5 (A), Referenced to phase 2:EBT and 6:WBT, Start of Yellow
Natural Cycle: 150
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 1.18
Intersection Signal Delay: 84.9 Intersection LOS: F
Intersection Capacity Utilization 116.2% ICU Level of Service H
Analysis Period (min) 15
Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
3plits and Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 tsgIt I
5 06 07 08
Southlake Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 5
Timing Report, Sorted By Phase 2024 Build Commuter PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
--I.
v,t
4---
t
Phase Number 1
2
3
4
5
6
7
8
Movement
WBL
EBT
NBL
SBT
EBL
WBT
SBL
NBT
Lead/Lag
Lead
Lag
Lead
Lag
Lead
Lag
Lead
Lag
Lead -Lag Optimize
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Recall Mode
None
C-Min
None
None
None
C-Min
None
None
Maximum Split (s)
18
60
30
42
31
47
31
41
Maximum Split (%)
12.0%
40.0%
20.0%
28.0%
20.7%
31.3%
20.7%
27.3%
Minimum Split (s)
12
40
12
43
12
39
12
45
Yellow Time (s)
5
5
4
4
5
5
4
4
All -Red Time (s)
2
2
3
3
2
2
3
3
Minimum Initial (s)
5
10
5
5
5
10
5
5
Vehicle Extension (s)
2
2
2
2
2
2
2
2
Minimum Gap (s)
2
2
2
2
3
2
2
2
Time Before Reduce (s)
0
0
0
0
0
0
0
0
Time To Reduce (s)
0
0
0
0
0
0
0
0
Walk Time (s)
7
7
7
7
Flash Dont Walk (s)
26
29
25
31
Dual Entry
No
Yes
No
Yes
No
Yes
No
Yes
Inhibit Max
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Start Time (s)
84
102
12
42
84
115
12
43
End Time (s)
102
12
42
84
115
12
43
84
Yield/Force Off (s)
95
5
35
77
108
5
36
77
Yield/Force Off 170(s)
95
129
35
48
108
130
36
46
Local Start Time (s)
79
97
7
37
79
110
7
38
Local Yield (s)
90
0
30
72
103
0
31
72
Local Yield 170(s)
90
124
30
43
103
125
31
41
Intersection Summary
Cycle Length
150
Control Type
Actuated -Coordinated
Natural Cycle
150
Offset: 5 (3%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow
Splits and Nhases: 1: 5. Kimball Avenue/N. Kimball Avenue & FM 1 tug
tsg
05 44- 06 (R) 07 t08
Southlake Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 6
HCM 6th TWSC 2024 Build Commuter PM Peak Hour
2: S. Kimball Avenue & Kimball Oaks Drwy/Primrose School Drwy 07/25/2023
Intersection
Int Delay, s/veh
Movement
6.8
EBL
EBT
EBR
WBL
WBT
WBR
NBU
NBL
NBT
NBR
SBU
SBL
SBT
SBR
Lane Configurations
+'
r
)
0
)
tt
r
Traffic Vol, veh/h
112
0
58
16
0
57
3
60
534
16
13
49
324
110
Future Vol, veh/h
112
0
58
16
0
57
3
60
534
16
13
49
324
110
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Stop
Stop
Stop
Stop
Stop
Stop
Free
Free
Free
Free
Free
Free
Free
Free
RT Channelized
-
None
-
None
-
None
-
None
Storage Length
100
-
90
110
115
Veh in Median Storage,
#
0
-
-
0
-
0
-
-
0
-
Grade, %
0
-
-
0
-
0
-
-
0
-
Peak Hour Factor
92
92
92
92
92
92
92
92
92
92
92
92
92
92
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
122
0
63
17
0
62
3
65
580
17
14
53
352
120
Major/Minor Minor2
Minorl
Majorl
Major2
Conflicting Flow All
912
1219
176
1035
1331
299
352
472
0 0 598
597 0 0
Stage 1
486
486
-
725
725
-
-
-
- - -
- - -
Stage 2
426
733
-
310
606
-
-
-
-
-
Critical Hdwy
7.56
6.56
6.96
7.56
6.56
6.96
6.46
4.16
6.46
4.16
Critical Hdwy Stg 1
6.56
5.56
-
6.56
5.56
-
-
-
-
-
Critical Hdwy Stg 2
6.56
5.56
-
6.56
5.56
-
-
-
-
-
Follow-up Hdwy
3.53
4.03
3.33
3.53
4.03
3.33
2.53
2.23
2.53
2.23
Pot Cap-1 Maneuver
227
178
834
185
152
694
854
1079
596
969 -
Stage 1
529
547
-
380
426
-
-
-
-
-
Stage 2
574
422
-
672
483
-
-
-
-
-
Platoon blocked, %
Mov Cap-1 Maneuver
185
153
834
153
131
694
1061
1061
- 834
834
Mov Cap-2 Maneuver
185
153
-
153
131
-
-
-
-
-
Stage 1
495
503
356
399
-
-
-
-
Stage 2
489
395
571
444
-
-
-
Approach
EB
WB
NB
SB
HCM Control Delay, s
39.9
16.5
0.9
1.2
HCM LOS
E
C
Minor Lane/Major Mvmt
NBL
NBT
NBR EBLnl EBLn2WBLnl
SBL
SBT SBR
Capacity (veh/h)
1061
-
185
834
391
834
HCM Lane V/C Ratio
0.065
-
0.658
0.076
0.203
0.081
-
HCM Control Delay (s)
8.6
-
55.6
9.7
16.5
9.7
-
HCM Lane LOS
A
-
F
A
C
A
HCM 95th %tile Q(veh)
0.2
-
-
3.9
0.2
0.7
0.3
Southlake Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 1
HCM 6th TWSC 2024 Build Commuter PM Peak Hour
3: S. Kimball Avenue & Village Center Drive 07/25/2023
Intersection
Int Delay, s/veh 0.4
Movement
EBL
EBR
NBL
NBT
SBU
SBT
SBR
Lane Configurations
r
)
ft
ft
r
Traffic Vol, veh/h
9
9
11
582
9
388
2
Future Vol, veh/h
9
9
11
582
9
388
2
Conflicting Peds, #/hr
0
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
Free
RT Channelized
-
None
-
None
None
Storage Length
100
0
160
-
110
Veh in Median Storage,
# 0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
83
83
83
83
92
83
83
Heavy Vehicles, %
3
3
3
3
3
3
3
Mvmt Flow
11
11
13
701
10
467
2
Major/Minor Minor2
Majorl
Major2
Conflicting Flow All
864
234
469
0
701
-
0
Stage 1
487
-
-
-
-
Stage 2
377
-
-
-
Critical Hdwy
6.86
6.96
4.16
-
6.46
Critical Hdwy Stg 1
5.86
-
-
-
Critical Hdwy Stg 2
5.86
-
-
-
Follow-up Hdwy
3.53
3.33
2.23
2.53
Pot Cap-1 Maneuver
291
765
1082
512
Stage 1
581
-
-
-
Stage 2
660
-
-
-
-
Platoon blocked, %
-
Mov Cap-1 Maneuver
280
765
1082
512
-
Mov Cap-2 Maneuver
280
-
-
-
Stage 1
574
-
-
-
Stage 2
643
-
Approach
EB
NB
SB
HCM Control Delay, s
14.1
0.2
0.2
HCM LOS
B
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
1082
-
280
765
HCM Lane V/C Ratio
0.012
-
0.039
0.014
HCM Control Delay (s)
8.4
-
18.4
9.8
HCM Lane LOS
A
-
C
A
HCM 95th %tile Q(veh)
0
-
0.1
0
Southlake Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 2
HCM 6th TWSC 2024 Build Commuter PM Peak Hour
4: Kimball Oaks Drwy/Southlake Corners Drwy & FM 1709 07/25/2023
Intersection
Int Delay, s/veh 65.4
Movement
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBL
NBT
NBR
SBU
SBL
SBT
SBR
Lane Configurations
)
ttt
r
) tt
r
4
r
Traffic Vol, veh/h
13
41
1540
119
1
64
2213
45
37
4
126
6
2
2
65
Future Vol, veh/h
13
41
1540
119
1
64
2213
45
37
4
126
6
2
2
65
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
None
-
None
None
None
Storage Length
345
180
200
100
100
Veh in Median Storage, #
0
-
-
0
-
0
-
-
0
-
Grade, %
0
-
-
0
0
-
-
0
-
Peak Hour Factor
92
96
96
96
92
96
96
96
96
96
96
92
96
96
96
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
14
43
1604
124
1
67
2305
47
39
4
131
7
2
2
68
Major/Minor
Majorl
Major2
Minorl
Minor2
Conflicting Flow All
1717
2352
0
0
1171
1728
0
0
2777
4206
802
0
3223
4307
1176
Stage 1
-
-
-
-
-
-
-
-
1718
1718
-
0
2465
2465
-
Stage 2
-
-
-
-
1059
2488
-
0
758
1842
-
Critical Hdwy
5.66
5.36
-
5.66
5.36
-
6.46
6.56
7.16
-
6.46
6.56
7.16
Critical Hdwy Stg 1
-
-
-
-
-
7.36
5.56
-
-
7.36
5.56
-
Critical Hdwy Stg 2
-
-
-
-
-
6.76
5.56
-
-
6.76
5.56
-
Follow-up Hdwy
2.33
3.13
2.33
3.13
3.83
4.03
3.93
-
3.83
4.03
3.93
Pot Cap-1 Maneuver
172
81
350
170
- 20
-2
279
0
10
-2
157
Stage 1
-
-
-
-
61
142
-
0
17
58
-
Stage 2
-
-
-
-
-
214
57
-
0
330
123
-
Platoon blocked, %
-
Mov Cap-1 Maneuver
85
85
-
170
170
-
-4
0
279
0
-2
0
157
Mov Cap-2 Maneuver
-
-
-
-
-4
0
-
0
-2
0
-
Stage 1
-
-
-
- 20
47
-
0
6
35
Stage 2
69
34
-
0
53
41
Approach
EB
WB
NB
SIB
HCM Control Delay, s
3.4
1.1
$1517.7
237.1
HCM LOS
F
F
Minor Lane/Major Mvmt NBLnl NBLn2 EBL EBT EBR WBL WBT WBR SBLnl SBLn2
Capacity (veh/h)
4
279
85
170
2
157
HCM Lane V/C Ratio
10.677
0.47
0.669
0.399
2.083
0.431
HCM Control Delay (s)
$ 6093.2
28.9
107.6 -
39.4
$ 3370.5
44.3
HCM Lane LOS
F
D
F
E
- F
E
HCM 95th %tile Q(veh)
7.1
2.4
3.2 -
1.7
- - 1.4
1.9
Notes
-: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Southlake Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 3
HCM 6th TWSC 2024 Build Commuter PM Peak Hour
5: Dawson MS Drwy/Kimball Oaks Drwy & Village Center Drive 07/25/2023
Intersection
Int Delay, s/veh
Movement
1.9
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
'fir
Traffic Vol, veh/h
0
11
0
1
10
2
0
0
6
0
0
0
Future Vol, veh/h
0
11
0
1
10
2
0
0
6
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
-
None
-
None
None
-
None
Storage Length
110
-
146
Veh in Median Storage,
# -
0
-
0
0
-
-
0
Grade, %
-
0
-
0
0
-
0
Peak Hour Factor
82
82
82
82
82
82
82
82
82
82
82
82
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
0
13
0
1
12
2
0
0
7
0
0
0
Major/Minor
Majorl
Major2
Minorl
Minor2
Conflicting Flow All
14 0
0 13
0 0 28
29
13
32
28
13
Stage 1
- -
- -
- - 13
13
-
15
15
-
Stage 2
-
-
- 15
16
-
17
13
-
Critical Hdwy
4.13 -
4.13
- 7.13
6.53
6.23
7.13
6.53
6.23
Critical Hdwy Stg 1
-
-
- 6.13
5.53
-
6.13
5.53
-
Critical Hdwy Stg 2
-
-
- 6.13
5.53
-
6.13
5.53
-
Follow-up Hdwy
2.227
2.227
- 3.527
4.027
3.327
3.527
4.027
3.327
Pot Cap-1 Maneuver
1598
1599
- - 979
862
1064
973
863
1064
Stage 1
-
-
- 1005
883
-
1002
881
-
Stage 2
- -
-
- 1002
880
-
1000
883
-
Platoon blocked, %
Mov Cap-1 Maneuver
1598
- 1599
979
861
1064
966
862
1064
Mov Cap-2 Maneuver
-
-
979
861
-
966
862
-
Stage 1
-
- 1005
883
1002
880
Stage 2
1001
879
993
883
Approach
EB
WB
NB
SIB
HCM Control Delay, s
0
0.6
8.4
0
HCM LOS
A
A
Minor Lane/Maior Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)
1064
1598
- 1599 -
HCM Lane V/C Ratio
0.007
-
0.001
HCM Control Delay (s)
8.4
0
- 7.3 - 0
HCM Lane LOS
A
A
A A
HCM 95th %tile Q(veh)
0
0 -
0 -
Southlake Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 4
Lanes, Volumes, Timings 2029 (Build + 5 Years) AM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBU
NBL
NBT
NBR
Lane Configurations
ttt
r
ttt
r
t
Traffic Volume (vph)
2
238
1702
284
8
91
647
123
1
214
322
88
Future Volume (vph)
2
238
1702
284
8
91
647
123
1
214
322
88
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
300
200
350
175
180
0
Storage Lanes
1
1
1
1
1
0
Taper Length (ft)
100
80
100
Lane Util. Factor
0.91
1.00
0.91
1.00
0.91
1.00
0.91
1.00
0.95
1.00
0.95
0.95
Frt
0.850
0.850
0.968
Flt Protected
0.950
0.950
0.950
Satd. Flow (prot)
0
1752
5036
1568
0
1752
5036
1568
0
1752
3393
0
Flt Permitted
0.950
0.950
0.950
Satd. Flow (perm)
0
1752
5036
1568
0
1752
5036
1568
0
1752
3393
0
Right Turn on Red
Yes
Yes
Yes
Satd. Flow (RTOR)
166
210
24
Link Speed (mph)
45
45
35
Link Distance (ft)
718
718
508
Travel Time (s)
10.9
10.9
9.9
Peak Hour Factor
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
Adj. Flow (vph)
2
248
1773
296
8
95
674
128
1
223
335
92
Shared Lane Traffic (%)
Lane Group Flow (vph)
0
250
1773
296
0
103
674
128
0
224
427
0
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
R NA
Left
Left
Right
R NA
Left
Left
Right
R NA
Left
R NA
Right
Median Width(ft)
16
16
20
Link Offset(ft)
0
0
0
Crosswalk Width(ft)
16
16
16
Two way Left Turn Lane
Headway Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Turning Speed (mph)
9
15
9
9
15
9
9
15
9
Number of Detectors
1
1
2
1
1
1
2
1
1
1
2
Detector Template
Left
Left
Thru
Right
Left
Left
Thru
Right
Left
Left
Thru
Leading Detector (ft)
20
20
100
20
20
20
100
20
20
20
100
Trailing Detector (ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Position(ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Size(ft)
20
20
6
20
20
20
6
20
20
20
6
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 2 Position(ft)
94
94
94
Detector 2 Size(ft)
6
6
6
Detector 2 Type
CI+Ex
CI+Ex
CI+Ex
Detector 2 Channel
Detector 2 Extend (s)
0.0
0.0
0.0
Turn Type
Prot
Prot
NA
Perm
Prot
Prot
NA
Perm
Prot
Prot
NA
Protected Phases
5
5
2
1
1
6
3
3
8
Permitted Phases
2
6
Southlake Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 1
Lanes, Volumes, Timings 2029 (Build + 5 Years) AM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
SBU
SBL
SBT
SBR
Lane Configurations
tt
r
Traffic Volume (vph)
1
214
307
536
Future Volume (vph)
1
214
307
536
Ideal Flow (vphpl)
1900
1900
1900
1900
Storage Length (ft)
150
0
Storage Lanes
1
1
Taper Length (ft)
90
Lane Util. Factor
0.95
1.00
0.95
1.00
Frt
0.850
Flt Protected
0.950
Satd. Flow (prot)
0
1752
3505
1568
Flt Permitted
0.950
Satd. Flow (perm)
0
1752
3505
1568
Right Turn on Red
Yes
Satd. Flow (RTOR)
314
Link Speed (mph)
35
Link Distance (ft)
551
Travel Time (s)
10.7
Peak Hour Factor
0.92
0.96
0.96
0.96
Adj. Flow (vph)
1
223
320
558
Shared Lane Traffic (%)
Lane Group Flow (vph)
0
224
320
558
Enter Blocked Intersection
No
No
No
No
Lane Alignment
R NA
Left
Left
Right
Median Width(ft)
20
Link Offset(ft)
0
Crosswalk Width(ft)
16
Two way Left Turn Lane
Headway Factor
1.00
1.00
1.00
1.00
Turning Speed (mph)
9
15
9
Number of Detectors
1
1
2
1
Detector Template
Left
Left
Thru
Right
Leading Detector (ft)
20
20
100
20
Trailing Detector (ft)
0
0
0
0
Detector 1 Position(ft)
0
0
0
0
Detector 1 Size(ft)
20
20
6
20
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
0.0
Detector 2 Position(ft)
94
Detector 2 Size(ft)
6
Detector 2 Type
CI+Ex
Detector 2 Channel
Detector 2 Extend (s)
0.0
Turn Type
Prot
Prot
NA
Perm
Protected Phases
7
7
4
Permitted Phases
4
Southlake Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 2
Lanes, Volumes, Timings 2029 (Build + 5 Years) AM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBU
NBL
NBT NBR
Detector Phase
5
5
2
2
1
1
6
6
3
3
8
Switch Phase
Minimum Initial (s)
5.0
5.0
10.0
10.0
5.0
5.0
10.0
10.0
5.0
5.0
5.0
Minimum Split (s)
12.0
12.0
40.0
40.0
12.0
12.0
39.0
39.0
12.0
12.0
45.0
Total Split (s)
27.0
27.0
48.0
48.0
18.0
18.0
39.0
39.0
35.0
35.0
35.0
Total Split (%)
20.8%
20.8%
36.9%
36.9%
13.8%
13.8%
30.0%
30.0%
26.9%
26.9%
26.9%
Maximum Green (s)
20.0
20.0
41.0
41.0
11.0
11.0
32.0
32.0
28.0
28.0
28.0
Yellow Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
4.0
4.0
4.0
All -Red Time (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
3.0
3.0
3.0
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
7.0
7.0
7.0
7.0
7.0
7.0
7.0
7.0
Lead/Lag
Lead
Lead
Lag
Lag
Lead
Lead
Lag
Lag
Lead
Lead
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Recall Mode
None
None
C-Min
C-Min
None
None
C-Min
C-Min
None
None
None
Walk Time (s)
7.0
7.0
7.0
7.0
7.0
Flash Dont Walk (s)
26.0
26.0
25.0
25.0
31.0
Pedestrian Calls (#/hr)
0
0
0
0
0
Act Effct Green (s)
19.7
41.8
41.8
10.2
32.3
32.3
20.9
30.4
Actuated g/C Ratio
0.15
0.32
0.32
0.08
0.25
0.25
0.16
0.23
v/c Ratio
0.94
1.09
0.48
0.75
0.54
0.23
0.80
0.53
Control Delay
97.4
94.2
18.0
90.1
44.3
1.0
72.3
44.3
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
97.4
94.2
18.0
90.1
44.3
1.0
72.3
44.3
LOS
F
F
B
F
D
A
E
D
Approach Delay
84.8
43.4
53.9
Approach LOS
F
D
D
90th %ile Green (s)
20.0
20.0
41.0
41.0
11.0
11.0
32.0
32.0
28.0
28.0
28.0
90th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Max
Hold
70th %ile Green (s)
20.0
20.0
41.0
41.0
11.0
11.0
32.0
32.0
23.9
23.9
28.0
70th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Gap
Gap
Hold
50th %ile Green (s)
20.0
20.0
41.0
41.0
11.0
11.0
32.0
32.0
21.0
21.0
28.6
50th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Gap
Gap
Hold
30th %ile Green (s)
20.0
20.0
41.6
41.6
10.4
10.4
32.0
32.0
18.0
18.0
31.6
30th %ile Term Code
Max
Max
Coord
Coord
Gap
Gap
Coord
Coord
Gap
Gap
Hold
10th %ile Green (s)
18.4
18.4
44.6
44.6
7.4
7.4
33.6
33.6
13.5
13.5
36.0
10th %ile Term Code
Gap
Gap
Coord
Coord
Gap
Gap
Coord
Coord
Gap
Gap
Hold
Queue Length 50th (ft)
211
-627
84
86
182
0
184
160
Queue Length 95th (ft)
#373
#724
173
#171
225
0
260
217
Internal Link Dist (ft)
638
638
428
Turn Bay Length (ft)
300
200
350
175
180
Base Capacity (vph)
269
1620
617
148
1251
547
377
812
Starvation Cap Reductn
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.93
1.09
0.48
0.70
0.54
0.23
0.59
0.53
Intersection Summary
Area Type: Other
Southlake Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 3
Lanes, Volumes, Timings 2029 (Build + 5 Years) AM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
SBU
SBL
SBT
SBR
Detector Phase
7
7
4
4
Switch Phase
Minimum Initial (s)
5.0
5.0
5.0
5.0
Minimum Split (s)
12.0
12.0
43.0
43.0
Total Split (s)
29.0
29.0
29.0
29.0
Total Split (%)
22.3%
22.3%
22.3%
22.3%
Maximum Green (s)
22.0
22.0
22.0
22.0
Yellow Time (s)
4.0
4.0
4.0
4.0
All -Red Time (s)
3.0
3.0
3.0
3.0
Lost Time Adjust (s)
0.0
0.0
0.0
Total Lost Time (s)
7.0
7.0
7.0
Lead/Lag
Lead
Lead
Lag
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Vehicle Extension (s)
2.0
2.0
2.0
2.0
Recall Mode
None
None
None
None
Walk Time (s)
7.0
7.0
Flash Dont Walk (s)
29.0
29.0
Pedestrian Calls (#/hr)
0
0
Act Effct Green (s)
19.6
29.1
29.1
Actuated g/C Ratio
0.15
0.22
0.22
v/c Ratio
0.85
0.41
0.94
Control Delay
81.3
46.3
46.8
Queue Delay
0.0
0.0
0.0
Total Delay
81.3
46.3
46.8
LOS
F
D
D
Approach Delay
53.7
Approach LOS
D
90th %ile Green (s)
22.0
22.0
22.0
22.0
90th %ile Term Code
Max
Max
Max
Max
70th %ile Green (s)
22.0
22.0
26.1
26.1
70th %ile Term Code
Max
Max
Max
Max
50th %ile Green (s)
21.4
21.4
29.0
29.0
50th %ile Term Code
Gap
Gap
Max
Max
30th %ile Green (s)
18.4
18.4
32.0
32.0
30th %ile Term Code
Gap
Gap
Max
Max
10th %ile Green (s)
14.0
14.0
36.5
36.5
10th %ile Term Code
Gap
Gap
Max
Max
Queue Length 50th (ft)
183
122
230
Queue Length 95th (ft)
#299
182
#509
Internal Link Dist (ft)
471
Turn Bay Length (ft)
150
Base Capacity (vph)
296
785
594
Starvation Cap Reductn
0
0
0
Spillback Cap Reductn
0
0
0
Storage Cap Reductn
0
0
0
Reduced v/c Ratio
0.76
0.41
0.94
Intersection Summary
Southlake Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 4
Lanes, Volumes, Timings 2029 (Build + 5 Years) AM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Cycle Length: 130
Actuated Cycle Length: 130
Offset: 5 (4%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow
Natural Cycle: 140
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 1.09
Intersection Signal Delay: 66.4 Intersection LOS: E
Intersection Capacity Utilization 94.2% ICU Level of Service F
Analysis Period (min) 15
Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709
Iwo —Imo2 03
1 T Q4
5 36 rR O7 os
s
Southlake Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 5
Timing Report, Sorted By Phase 2029 (Build + 5 Years) AM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
--I.
v,
t
4---
W
t
Phase Number 1
2
3
4
5
6
7
8
Movement
WBL
EBT
NBL
SBT
EBL
WBT
SBL
NBT
Lead/Lag
Lead
Lag
Lead
Lag
Lead
Lag
Lead
Lag
Lead -Lag Optimize
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Recall Mode
None
C-Min
None
None
None
C-Min
None
None
Maximum Split (s)
18
48
35
29
27
39
29
35
Maximum Split (%)
13.8%
36.9%
26.9%
22.3%
20.8%
30.0%
22.3%
26.9%
Minimum Split (s)
12
40
12
43
12
39
12
45
Yellow Time (s)
5
5
4
4
5
5
4
4
All -Red Time (s)
2
2
3
3
2
2
3
3
Minimum Initial (s)
5
10
5
5
5
10
5
5
Vehicle Extension (s)
2
2
2
2
2
2
2
2
Minimum Gap (s)
2
2
2
2
3
2
2
2
Time Before Reduce (s)
0
0
0
0
0
0
0
0
Time To Reduce (s)
0
0
0
0
0
0
0
0
Walk Time (s)
7
7
7
7
Flash Dont Walk (s)
26
29
25
31
Dual Entry
No
Yes
No
Yes
No
Yes
No
Yes
Inhibit Max
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Start Time (s)
76
94
12
47
76
103
12
41
End Time (s)
94
12
47
76
103
12
41
76
Yield/Force Off (s)
87
5
40
69
96
5
34
69
Yield/Force Off 170(s)
87
109
40
40
96
110
34
38
Local Start Time (s)
71
89
7
42
71
98
7
36
Local Yield (s)
82
0
35
64
91
0
29
64
Local Yield 170(s)
82
104
35
35
91
105
29
33
Intersection Summary
Cycle Length
130
Control Type
Actuated -Coordinated
Natural Cycle
140
Offset: 5 (4%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow
5plits and Phases: 1: 5. Kimball Avenue/N. Kimball Avenue tk I-M 11U9 I
two --Wo?- 03 T 04
05 44- 06 (R) ! O7 tos
Southlake Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 6
HCM 6th TWSC 2029 (Build + 5 Years) AM Peak Hour
2: S. Kimball Avenue & Kimball Oaks Drwy/Primrose School Drwy 07/25/2023
Intersection
Int Delay, s/veh
Movement
2.3
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBU
SBL
SBT
SBR
Lane Configurations
+'
r
Vii
t
Vii
tt
r
Traffic Vol, veh/h
21
0
16
11
0
55
28
482
15
12
50
553
50
Future Vol, veh/h
21
0
16
11
0
55
28
482
15
12
50
553
50
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Stop
Stop
Stop
Stop
Stop
Stop
Free
Free
Free
Free
Free
Free
Free
RT Channelized
-
None
-
None
-
None
-
-
None
Storage Length
100
-
90
-
110
115
Veh in Median Storage,
#
0
-
-
0
-
0
-
-
0
-
Grade, %
0
-
-
0
-
0
0
-
Peak Hour Factor
83
83
83
83
83
83
83
83
83
92
83
83
83
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
25
0
19
13
0
66
34
581
18
13
60
666
60
Major/Minor Minor2
Minorl
Majorl
Major2
Conflicting Flow All
1171
1479
333
1137
1530
300
726
0
0 599
599 0 0
Stage 1
812
812
-
658
658
-
-
-
- -
- - -
Stage 2
359
667
-
479
872
-
-
-
-
-
Critical Hdwy
7.56
6.56
6.96
7.56
6.56
6.96
4.16
-
6.46
4.16
Critical Hdwy Stg 1
6.56
5.56
-
6.56
5.56
-
-
-
-
Critical Hdwy Stg 2
6.56
5.56
-
6.56
5.56
-
-
-
-
- -
Follow-up Hdwy
3.53
4.03
3.33
3.53
4.03
3.33
2.23
2.53
2.23
Pot Cap-1 Maneuver
147
123
660
155
115
693
866
-
595
967
Stage 1
337
388
-
417
457
-
-
-
-
Stage 2
629
453
-
534
364
-
-
-
-
- -
Platoon blocked, %
Mov Cap-1 Maneuver
121
108
660
136
101
693
866
-
851
851
Mov Cap-2 Maneuver
121
108
-
136
101
-
-
-
-
Stage 1
324
355
401
439
-
-
-
-
Stage 2
547
435
474
333
-
-
Approach
EB
WB
NB
SB
HCM Control Delay, s
28.7
15.8
0.5
0.9
HCM LOS
D
C
Minor Lane/Major Mvmt
NBL
NBT
NBR EBLnl EBLn2WBLnl
SBL
SBT SBR
Capacity (veh/h)
866
121
660
412
851
-
HCM Lane V/C Ratio
0.039
0.209
0.029
0.193
0.086
-
HCM Control Delay (s)
9.3
42.5
10.6
15.8
9.6
HCM Lane LOS
A
E
B
C
A
HCM 95th %tile Q(veh)
0.1
-
0.7
0.1
0.7
0.3
Southlake Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 1
HCM 6th TWSC 2029 (Build + 5 Years) AM Peak Hour
3: S. Kimball Avenue & Village Center Drive 07/25/2023
Intersection
Int Delay, s/veh 12.4
Movement
EBL
EBR
NBU
NBL
NBT
SBU
SBT
SBR
Lane Configurations
r
Vii
tt
tt
r*
Traffic Vol, veh/h
95
145
2
95
420
7
511
72
Future Vol, veh/h
95
145
2
95
420
7
511
72
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
Free
Free
RT Channelized
-
None
-
None
None
Storage Length
100
0
160
-
110
Veh in Median Storage,
# 0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
73
73
92
73
73
92
73
73
Heavy Vehicles, %
3
3
3
3
3
3
3
3
Mvmt Flow
130
199
2
130
575
8
700
99
Major/Minor Minor2
Majorl
Major2
Conflicting Flow All
1268
350
700
799
0
575
-
0
Stage 1
716
-
-
-
-
-
Stage 2
552
-
-
-
-
Critical Hdwy
6.86
6.96
6.46
4.16
-
6.46
Critical Hdwy Stg 1
5.86
-
-
-
-
Critical Hdwy Stg 2
5.86
-
-
-
-
Follow-up Hdwy
3.53
3.33
2.53
2.23
2.53
Pot Cap-1 Maneuver
159
643
513
813
-
616
-
Stage 1
443
-
-
-
-
Stage 2
538
-
-
-
-
Platoon blocked, %
Mov Cap-1 Maneuver
—130
643
799
799
616
-
Mov Cap-2 Maneuver
— 130
-
-
-
-
-
Stage 1
370
-
Stage 2
525
Approach
EB
NB
SB
HCM Control Delay, s
65.2
1.9
0.1
HCM LOS
F
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
799
130
643
HCM Lane V/C Ratio
0.166
1.001
0.309
HCM Control Delay (s)
10.4
-
144.6
13.1
HCM Lane LOS
B
F
B
HCM 95th %tile Q(veh)
0.6
7
1.3
Notes
-: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Southlake Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 2
HCM 6th TWSC 2029 (Build + 5 Years) AM Peak Hour
4: Kimball Oaks Drwy/Southlake Corners Drwy & FM 1709 07/25/2023
Intersection
Int Delay, s/veh 14.6
Movement
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Vii
ttt
r
Vii tt
r
r*
Traffic Vol, veh/h
3
16
2197
161
5
39
1340
16
20
0
27
7
0
16
Future Vol, veh/h
3
16
2197
161
5
39
1340
16
20
0
27
7
0
16
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
None
-
None
None
None
Storage Length
345
180
200
100
100
Veh in Median Storage, #
0
-
-
0
-
0
-
-
0
-
Grade, %
0
-
-
0
0
-
0
-
Peak Hour Factor
92
95
95
95
92
95
95
95
95
95
95
95
95
95
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
5
3
3
3
Mvmt Flow
3
17
2313
169
5
41
1411
17
21
0
28
7
0
17
Major/Minor
Majorl
Major2
Minorl
Minor
Conflicting Flow All
1042
1428
0
0
1688
2482
0
0
3009
3873
1157
2477
4034
714
Stage 1
-
-
-
-
-
-
-
-
2353
2353
-
1512
1512
-
Stage 2
-
-
-
-
656
1520
-
965
2522
-
Critical Hdwy
5.66
5.36
-
5.66
5.36
-
6.46
6.56
7.2
6.46
6.56
7.16
Critical Hdwy Stg 1
-
-
-
-
-
7.36
5.56
-
7.36
5.56
-
Critical Hdwy Stg 2
-
-
-
-
-
6.76
5.56
-
6.76
5.56
-
Follow-up Hdwy
2.33
3.13
2.33
3.13
3.83
4.03
3.95
3.83
4.03
3.93
Pot Cap-1 Maneuver
413
240
179
70
-
-14
3
159
31
3
319
Stage 1
-
-
-
-
- 21
67
-
86
179
-
Stage 2
-
-
-
-
-
381
178
-
246
55
-
Platoon blocked, %
Mov Cap-1 Maneuver
256
256
-
75
75
-
- 6
1
159
12
1
319
Mov Cap-2 Maneuver
-
-
-
-
- 6
1
-
12
1
-
Stage 1
-
-
-
-19
62
-
79
69
-
Stage 2
138
68
-
186
51
-
Approach
EB
WB
NB
SIB
HCM Control Delay, s
0.2
3.5
$ 995.1
169.7
HCM LOS
F
F
Minor Lane/Major Mvmt NBLnl NBLn2 EBL EBT EBR WBL WBT WBR SBLnl SBLn2
Capacity (veh/h)
6
159
256
75
- 12
319
HCM Lane V/C Ratio
3.509
0.179
0.079
0.62
- 0.614
0.053
HCM Control Delay (s)
$ 2294.6
32.5
20.2
112.3
- $ 518.9
16.9
HCM Lane LOS
F
D
C
F
- F
C
HCM 95th %tile Q(veh)
3.9
0.6
0.3 -
2.8
- 1.4
0.2
Notes
-: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Southlake Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 3
HCM 6th TWSC 2029 (Build + 5 Years) AM Peak Hour
5: Dawson MS Drwy/Kimball Oaks Drwy & Village Center Drive 07/25/2023
Intersection
Int Delay, s/veh
Movement
13.3
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
'fir
Vii
Traffic Vol, veh/h
1
3
131
155
3
0
37
0
234
0
0
0
Future Vol, veh/h
1
3
131
155
3
0
37
0
234
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
-
None
-
None
None
-
None
Storage Length
110
-
146
Veh in Median Storage,
# -
0
-
0
0
-
-
0
Grade, %
-
0
-
0
0
-
0
Peak Hour Factor
53
53
53
53
53
53
53
53
53
53
53
53
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
2
6
247
292
6
0
70
0
442
0
0
0
Major/Minor
Majorl
Major2
Minorl
Minor2
Conflicting Flow All
6 0
0 253
0 0 724
724
130
945
847
6
Stage 1
- -
- -
- - 134
134
-
590
590
-
Stage 2
-
-
- 590
590
-
355
257
-
Critical Hdwy
4.13 -
4.13
- 7.13
6.53
6.23
7.13
6.53
6.23
Critical Hdwy Stg 1
-
-
- 6.13
5.53
-
6.13
5.53
-
Critical Hdwy Stg 2
-
-
- 6.13
5.53
-
6.13
5.53
-
Follow-up Hdwy
2.227
2.227
- 3.527
4.027
3.327
3.527
4.027
3.327
Pot Cap-1 Maneuver
1608
1306
- - 340
351
917
241
298
1074
Stage 1
-
-
- 867
784
-
492
493
-
Stage 2
- -
-
- 492
493
-
660
693
-
Platoon blocked, %
Mov Cap-1 Maneuver
1608
- 1306
281
272
917
103
231
1074
Mov Cap-2 Maneuver
-
-
281
272
-
103
231
-
Stage 1
- 866
783
492
383
-
Stage 2
382
383
342
692
-
Approach
EB
WB
NB
SB
HCM Control Delay, s
0.1
8.4
22.7
0
HCM LOS
C
A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)
701
1608
- 1306 -
HCM Lane V/C Ratio
0.729
0.001
- 0.224
HCM Control Delay (s)
22.7
7.2
- 8.6 - 0
HCM Lane LOS
C
A
A A
HCM 95th %tile Q(veh)
6.4
0 -
0.9 - -
Southlake Floor & Decor Development TIA Report Synchro 11 Report
AM Peak Hour starts at 7:45 am Page 4
Lanes, Volumes, Timings 2030 (Build + 5 Years) School PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBL
NBT
NBR
SBU
Lane Configurations
ttt
r
ttt
r
t
Traffic Volume (vph)
10
268
1338
202
2
118
1335
284
259
277
124
2
Future Volume (vph)
10
268
1338
202
2
118
1335
284
259
277
124
2
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
300
200
350
175
180
0
Storage Lanes
1
1
1
1
1
0
Taper Length (ft)
100
80
100
Lane Util. Factor
0.91
1.00
0.91
1.00
0.91
1.00
0.91
1.00
1.00
0.95
0.95
0.95
Frt
0.850
0.850
0.954
Flt Protected
0.950
0.950
0.950
Satd. Flow (prot)
0
1752
5036
1568
0
1752
5036
1568
1752
3344
0
0
Flt Permitted
0.950
0.950
0.950
Satd. Flow (perm)
0
1752
5036
1568
0
1752
5036
1568
1752
3344
0
0
Right Turn on Red
Yes
Yes
Yes
Satd. Flow (RTOR)
138
182
44
Link Speed (mph)
45
45
35
Link Distance (ft)
718
718
508
Travel Time (s)
10.9
10.9
9.9
Peak Hour Factor
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.92
Adj. Flow (vph)
11
282
1408
213
2
124
1405
299
273
292
131
2
Shared Lane Traffic (%)
Lane Group Flow (vph)
0
293
1408
213
0
126
1405
299
273
423
0
0
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
R NA
Left
Left
Right
R NA
Left
Left
Right
Left
R NA
Right
R NA
Median Width(ft)
16
16
20
Link Offset(ft)
0
0
0
Crosswalk Width(ft)
16
16
16
Two way Left Turn Lane
Headway Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Turning Speed (mph)
9
15
9
9
15
9
15
9
9
Number of Detectors
1
1
2
1
1
1
2
1
1
2
1
Detector Template
Left
Left
Thru
Right
Left
Left
Thru
Right
Left
Thru
Left
Leading Detector (ft)
20
20
100
20
20
20
100
20
20
100
20
Trailing Detector (ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Position(ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Size(ft)
20
20
6
20
20
20
6
20
20
6
20
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 2 Position(ft)
94
94
94
Detector 2 Size(ft)
6
6
6
Detector 2 Type
CI+Ex
CI+Ex
CI+Ex
Detector 2 Channel
Detector 2 Extend (s)
0.0
0.0
0.0
Turn Type
Prot
Prot
NA
Perm
Prot
Prot
NA
Perm
Prot
NA
Prot
Protected Phases
5
5
2
1
1
6
3
8
7
Permitted Phases
2
6
Southlake Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 1
Lanes, Volumes, Timings 2030 (Build + 5 Years) School PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
SBL
SBT
SBR
Lane Configurations
tt
r
Traffic Volume (vph)
160
287
525
Future Volume (vph)
160
287
525
Ideal Flow (vphpl)
1900
1900
1900
Storage Length (ft)
150
0
Storage Lanes
1
1
Taper Length (ft)
90
Lane Util. Factor
1.00
0.95
1.00
Frt
0.850
Flt Protected
0.950
Satd. Flow (prot)
1752
3505
1568
Flt Permitted
0.950
Satd. Flow (perm)
1752
3505
1568
Right Turn on Red
Yes
Satd. Flow (RTOR)
242
Link Speed (mph)
35
Link Distance (ft)
551
Travel Time (s)
10.7
Peak Hour Factor
0.95
0.95
0.95
Adj. Flow (vph)
168
302
553
Shared Lane Traffic (%)
Lane Group Flow (vph)
170
302
553
Enter Blocked Intersection
No
No
No
Lane Alignment
Left
Left
Right
Median Width(ft)
20
Link Offset(ft)
0
Crosswalk Width(ft)
16
Two way Left Turn Lane
Headway Factor
1.00
1.00
1.00
Turning Speed (mph)
15
9
Number of Detectors
1
2
1
Detector Template
Left
Thru
Right
Leading Detector (ft)
20
100
20
Trailing Detector (ft)
0
0
0
Detector 1 Position(ft)
0
0
0
Detector 1 Size(ft)
20
6
20
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
Detector 2 Position(ft)
94
Detector 2 Size(ft)
6
Detector 2 Type
CI+Ex
Detector 2 Channel
Detector 2 Extend (s)
0.0
Turn Type
Prot
NA
Perm
Protected Phases
7
4
Permitted Phases
4
Southlake Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 2
Lanes, Volumes, Timings 2030 (Build + 5 Years) School PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBL
NBT
NBR SBU
Detector Phase
5
5
2
2
1
1
6
6
3
8
7
Switch Phase
Minimum Initial (s)
5.0
5.0
10.0
10.0
5.0
5.0
10.0
10.0
5.0
5.0
5.0
Minimum Split (s)
12.0
12.0
40.0
40.0
12.0
12.0
39.0
39.0
12.0
45.0
12.0
Total Split (s)
31.0
31.0
60.0
60.0
18.0
18.0
47.0
47.0
30.0
41.0
31.0
Total Split (%)
20.7%
20.7%
40.0%
40.0%
12.0%
12.0%
31.3%
31.3%
20.0%
27.3%
20.7%
Maximum Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
34.0
24.0
Yellow Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
4.0
4.0
4.0
All -Red Time (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
3.0
3.0
3.0
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
7.0
7.0
7.0
7.0
7.0
7.0
7.0
7.0
Lead/Lag
Lead
Lead
Lag
Lag
Lead
Lead
Lag
Lag
Lead
Lag
Lead
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Recall Mode
None
None
C-Min
C-Min
None
None
C-Min
C-Min
None
None
None
Walk Time (s)
7.0
7.0
7.0
7.0
7.0
Flash Dont Walk (s)
26.0
26.0
25.0
25.0
31.0
Pedestrian Calls (#/hr)
0
0
0
0
0
Act Effct Green (s)
24.0
53.0
53.0
11.0
40.0
40.0
23.0
39.5
Actuated g/C Ratio
0.16
0.35
0.35
0.07
0.27
0.27
0.15
0.26
v/c Ratio
1.05
0.79
0.33
0.98
1.05
0.54
1.02
0.46
Control Delay
125.6
47.5
14.0
143.0
90.2
21.7
121.5
43.7
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
125.6
47.5
14.0
143.0
90.2
21.7
121.5
43.7
LOS
F
D
B
F
F
C
F
D
Approach Delay
55.7
82.7
74.2
Approach LOS
E
F
E
90th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
34.0
24.0
90th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Hold
Max
70th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
36.3
21.7
70th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Hold
Gap
50th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
39.1
18.9
50th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Hold
Gap
30th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
42.0
16.0
30th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Hold
Gap
10th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
46.1
11.9
10th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Hold
Gap
Queue Length 50th (ft)
-310
452
50
125
-545
95
-282
163
Queue Length 95th (ft)
#503
513
118
#263
#642
194
#472
228
Internal Link Dist (ft)
638
638
428
Turn Bay Length (ft)
300
200
350
175
180
Base Capacity (vph)
280
1779
643
128
1342
551
268
913
Starvation Cap Reductn
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
Reduced v/c Ratio
1.05
0.79
0.33
0.98
1.05
0.54
1.02
0.46
Intersection Summary
Area Type: Other
Southlake Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 3
Lanes, Volumes, Timings 2030 (Build + 5 Years) School PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
SBL
SBT
SBR
Detector Phase
7
4
4
Switch Phase
Minimum Initial (s)
5.0
5.0
5.0
Minimum Split (s)
12.0
43.0
43.0
Total Split (s)
31.0
42.0
42.0
Total Split (%)
20.7%
28.0%
28.0%
Maximum Green (s)
24.0
35.0
35.0
Yellow Time (s)
4.0
4.0
4.0
All -Red Time (s)
3.0
3.0
3.0
Lost Time Adjust (s)
0.0
0.0
0.0
Total Lost Time (s)
7.0
7.0
7.0
Lead/Lag
Lead
Lag
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Vehicle Extension (s)
2.0
2.0
2.0
Recall Mode
None
None
None
Walk Time (s)
7.0
7.0
Flash Dont Walk (s)
29.0
29.0
Pedestrian Calls (#/hr)
0
0
Act Effct Green (s)
18.5
35.0
35.0
Actuated g/C Ratio
0.12
0.23
0.23
v/c Ratio
0.79
0.37
1.00
Control Delay
88.0
49.8
70.9
Queue Delay
0.0
0.0
0.0
Total Delay
88.0
49.8
70.9
LOS
F
D
E
Approach Delay
67.5
Approach LOS
E
90th %ile Green (s)
24.0
35.0
35.0
90th %ile Term Code
Max
Max
Max
70th %ile Green (s)
21.7
35.0
35.0
70th %ile Term Code
Gap
Max
Max
50th %ile Green (s)
18.9
35.0
35.0
50th %ile Term Code
Gap
Max
Max
30th %ile Green (s)
16.0
35.0
35.0
30th %ile Term Code
Gap
Max
Max
10th %ile Green (s)
11.9
35.0
35.0
10th %ile Term Code
Gap
Max
Max
Queue Length 50th (ft)
164
131
-351
Queue Length 95th (ft)
241
178
#608
Internal Link Dist (ft)
471
Turn Bay Length (ft)
150
Base Capacity (vph)
280
817
551
Starvation Cap Reductn
0
0
0
Spillback Cap Reductn
0
0
0
Storage Cap Reductn
0
0
0
Reduced v/c Ratio
0.61
0.37
1.00
Intersection Summary
Southlake Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 4
Lanes, Volumes, Timings 2030 (Build + 5 Years) School PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Cycle Length: 150
Actuated Cycle Length: 150
Offset: 5 (A), Referenced to phase 2:EBT and 6:WBT, Start of Yellow
Natural Cycle: 150
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 1.05
Intersection Signal Delay: 69.3 Intersection LOS: E
Intersection Capacity Utilization 111.4% ICU Level of Service H
Analysis Period (min) 15
Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
3plits and Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 tsgIt I
5 06 WO 08
Southlake Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 5
Timing Report, Sorted By Phase 2030 (Build + 5 Years) School PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
--I.
t
4---
W
t
Phase Number 1
2
3
4
5
6
7
8
Movement
WBL
EBT
NBL
SBT
EBL
WBT
SBL
NBT
Lead/Lag
Lead
Lag
Lead
Lag
Lead
Lag
Lead
Lag
Lead -Lag Optimize
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Recall Mode
None
C-Min
None
None
None
C-Min
None
None
Maximum Split (s)
18
60
30
42
31
47
31
41
Maximum Split (%)
12.0%
40.0%
20.0%
28.0%
20.7%
31.3%
20.7%
27.3%
Minimum Split (s)
12
40
12
43
12
39
12
45
Yellow Time (s)
5
5
4
4
5
5
4
4
All -Red Time (s)
2
2
3
3
2
2
3
3
Minimum Initial (s)
5
10
5
5
5
10
5
5
Vehicle Extension (s)
2
2
2
2
2
2
2
2
Minimum Gap (s)
2
2
2
2
3
2
2
2
Time Before Reduce (s)
0
0
0
0
0
0
0
0
Time To Reduce (s)
0
0
0
0
0
0
0
0
Walk Time (s)
7
7
7
7
Flash Dont Walk (s)
26
29
25
31
Dual Entry
No
Yes
No
Yes
No
Yes
No
Yes
Inhibit Max
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Start Time (s)
84
102
12
42
84
115
12
43
End Time (s)
102
12
42
84
115
12
43
84
Yield/Force Off (s)
95
5
35
77
108
5
36
77
Yield/Force Off 170(s)
95
129
35
48
108
130
36
46
Local Start Time (s)
79
97
7
37
79
110
7
38
Local Yield (s)
90
0
30
72
103
0
31
72
Local Yield 170(s)
90
124
30
43
103
125
31
41
Intersection Summary
Cycle Length
150
Control Type
Actuated -Coordinated
Natural Cycle
150
Offset: 5 (3%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow
Splits and Nhases: 1: 5. Kimball Avenue/N. Kimball Avenue & FM 1 tug
tsgI
05 44- 06 (R) O7 t08
Southlake Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 6
HCM 6th TWSC 2030 (Build + 5 Years) School PM Peak Hour
2: S. Kimball Avenue & Kimball Oaks Drwy/Primrose School Drwy 07/25/2023
Intersection
Int Delay, s/veh
Movement
36.3
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBU
SBL
SBT
SBR
Lane Configurations
+T
r*
)
t
)
tt
r
Traffic Vol, veh/h
149
0
80
3
0
29
56
456
9
26
25
425
145
Future Vol, veh/h
149
0
80
3
0
29
56
456
9
26
25
425
145
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Stop
Stop
Stop
Stop
Stop
Stop
Free
Free
Free
Free
Free
Free
Free
RT Channelized
-
None
-
None
-
None
-
-
None
Storage Length
100
-
90
-
110
115
Veh in Median Storage,
#
0
-
-
0
-
0
-
-
0
-
Grade, %
0
-
-
0
-
0
0
-
Peak Hour Factor
76
76
76
76
76
76
76
76
76
92
76
76
76
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
196
0
105
4
0
38
74
600
12
28
33
559
191
Major/Minor
Minor2
Minorl
Majorl
Conflicting Flow All
1129
1441
280
1156
1626
306 750
Stage 1
681
681
-
754
754
- -
Stage 2
448
760
-
402
872
- -
Critical Hdwy
7.56
6.56
6.96
7.56
6.56
6.96 4.16
Critical Hdwy Stg 1
6.56
5.56
-
6.56
5.56
- -
Critical Hdwy Stg 2
6.56
5.56
-
6.56
5.56
- -
Follow-up Hdwy
3.53
4.03
3.33
3.53
4.03
3.33 2.23
Pot Cap-1 Maneuver
- 158
130
714
150
100
687 848
Stage 1
404
446
-
365
413
- -
Stage 2
557
410
-
593
364
- -
Platoon blocked, %
Mov Cap-1 Maneuver
-130
109
714
112
84
687 848
Mov Cap-2 Maneuver
- 130
109
-
112
84
- -
Stage 1
369
408
333
377
- -
Stage 2
480
374
463
333
- -
Approach
EB
WB
NB
HCM Control Delay, s
215.6
13.5
1
HCM LOS
F
B
0 0 612 612 0 0
6.46 4.16
2.53 2.23
584 956 -
720 720 -
0
e:
Minor Lane/Major Mvmt
NBL
NBT NBR EBLnl EBLn2WBLnl
SBL SBT SBR
Capacity (veh/h)
848
130
714
464
720 -
HCM Lane V/C Ratio
0.087
1.508
0.147
0.091
0.085 -
HCM Control Delay (s)
9.6
$ 325.5
10.9
13.5
10.5
HCM Lane LOS
A
F
B
B
B
HCM 95th %tile Q(veh)
0.3
- 13.6
0.5
0.3
0.3
Notes
-: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Southlake Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 1
HCM 6th TWSC 2030 (Build + 5 Years) School PM Peak Hour
3: S. Kimball Avenue & Village Center Drive 07/25/2023
Intersection
Int Delay, s/veh 5.8
Movement
EBL
EBR
NBL
NBT
SBU
SBT
SBR
Lane Configurations
r
)
ft
ft
r
Traffic Vol, veh/h
69
79
58
447
7
446
50
Future Vol, veh/h
69
79
58
447
7
446
50
Conflicting Peds, #/hr
0
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
Free
RT Channelized
-
None
-
None
None
Storage Length
100
0
160
-
110
Veh in Median Storage,
# 0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
65
65
65
65
92
65
65
Heavy Vehicles, %
3
3
3
3
3
3
3
Mvmt Flow
106
122
89
688
8
686
77
Major/Minor Minor2
Majorl
Major2
Conflicting Flow All
1224
343
763
0
688
-
0
Stage 1
702
-
-
-
-
Stage 2
522
-
-
-
Critical Hdwy
6.86
6.96
4.16
-
6.46
Critical Hdwy Stg 1
5.86
-
-
-
Critical Hdwy Stg 2
5.86
-
-
-
Follow-up Hdwy
3.53
3.33
2.23
2.53
Pot Cap-1 Maneuver
170
650
839
522
Stage 1
450
-
-
-
Stage 2
557
-
-
-
-
Platoon blocked, %
Mov Cap-1 Maneuver
148
650
839
522
Mov Cap-2 Maneuver
148
-
-
-
Stage 1
402
-
Stage 2
542
Approach
EB
NB
SIB
HCM Control Delay, s
41.2
1.1
0.1
HCM LOS
E
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
839
148
650
HCM Lane V/C Ratio
0.106
0.717
0.187
HCM Control Delay (s)
9.8
74.8
11.8
HCM Lane LOS
A
F
B
HCM 95th %tile Q(veh)
0.4
4.2
0.7
Southlake Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 2
HCM 6th TWSC 2030 (Build + 5 Years) School PM Peak Hour
4: Kimball Oaks Drwy/Southlake Corners Drwy & FM 1709 07/25/2023
Intersection
Int Delay, s/veh 220.5
Movement
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBL
NBT
NBR
SBU
SBL
SBT
SBR
Lane Configurations
)
ttt
r
) tt
r
4
r
Traffic Vol, veh/h
17
50
1639
195
6
65
2046
54
53
3
139
3
1
3
83
Future Vol, veh/h
17
50
1639
195
6
65
2046
54
53
3
139
3
1
3
83
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
None
-
None
None
None
Storage Length
345
180
200
100
100
Veh in Median Storage, #
0
-
-
0
-
0
-
-
0
-
Grade, %
0
-
-
0
0
-
-
0
-
Peak Hour Factor
92
95
95
95
92
95
95
95
95
95
95
92
95
95
95
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
18
53
1725
205
7
68
2154
57
56
3
146
3
1
3
87
Major/Minor
Majorl
Major2
Minorl
Minor2
Conflicting Flow All
1614
2211
0
0
1259
1930
0
0
2880
4228
863
0
3167
4405
1106
Stage 1
-
-
-
-
-
-
-
-
1867
1867
-
0
2333
2333
-
Stage 2
-
-
-
-
1013
2361
-
0
834
2072
-
Critical Hdwy
5.66
5.36
-
5.66
5.36
-
6.46
6.56
7.16
-
6.46
6.56
7.16
Critical Hdwy Stg 1
-
-
-
-
-
7.36
5.56
-
-
7.36
5.56
-
Critical Hdwy Stg 2
-
-
-
-
-
6.76
5.56
-
-
6.76
5.56
-
Follow-up Hdwy
2.33
3.13
2.33
3.13
3.83
4.03
3.93
-
3.83
4.03
3.93
Pot Cap-1 Maneuver
197
96
312
134
-17
-2
254
0
11
-1
175
Stage 1
-
-
-
-
- 48
119
-
0
22
69
-
Stage 2
-
-
-
-
-
229
66
-
0
296
94
-
Platoon blocked, %
-
Mov Cap-1 Maneuver
98
98
-
135
135
-
-2
0
254
0
- 1
0
175
Mov Cap-2 Maneuver
-
-
-
-
-2
0
-
0
- 1
0
-
Stage 1
-
-
-
-13
33
-
0
6
31
Stage 2
- 46
29
-
0
31
26
Approach
EB
WB
NB
SIB
HCM Control Delay, s
3.8
2
$
4698.3
$ 366
HCM LOS
F
F
Minor Lane/Major Mvmt NBLnl NBLn2 EBL EBT EBR WBL WBT WBR SBLnl SBLn2
Capacity (veh/h)
2
254
98
135
1
175
HCM Lane V/C Ratio
29.474
0.576
0.726
0.555
4.211
0.499
HCM Control Delay (s)
$16268.7
36.8
105.8 -
61.1
$ 7037.1
44.5
HCM Lane LOS
F
E
F
F
- F
E
HCM 95th %tile Q(veh)
9.5
3.3
3.8 -
2.7
- - 1.5
2.4
Notes
-: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Southlake Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 3
HCM 6th TWSC 2030 (Build + 5 Years) School PM Peak Hour
5: Dawson MS Drwy/Kimball Oaks Drwy & Village Center Drive 07/25/2023
Intersection
Int Delay, s/veh
Movement
8.8
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
'fir
Traffic Vol, veh/h
1
17
30
78
14
14
10
2
106
23
0
7
Future Vol, veh/h
1
17
30
78
14
14
10
2
106
23
0
7
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
-
None
-
None
None
-
None
Storage Length
110
-
146
Veh in Median Storage,
# -
0
-
0
0
-
-
0
Grade, %
-
0
-
0
0
-
0
Peak Hour Factor
39
39
39
39
39
39
39
39
39
39
39
39
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
3
44
77
200
36
36
26
5
272
59
0
18
Major/Minor
Majorl
Major2
Minorl
Minor2
Conflicting Flow All
72 0
0 121
0 0 552
561
83
681
581
54
Stage 1
- -
- -
- - 89
89
-
454
454
-
Stage 2
-
-
- 463
472
-
227
127
-
Critical Hdwy
4.13 -
4.13
- 7.13
6.53
6.23
7.13
6.53
6.23
Critical Hdwy Stg 1
-
-
- 6.13
5.53
-
6.13
5.53
-
Critical Hdwy Stg 2
-
-
- 6.13
5.53
-
6.13
5.53
-
Follow-up Hdwy
2.227
2.227
- 3.527
4.027
3.327
3.527
4.027
3.327
Pot Cap-1 Maneuver
1522
1460
- - 443
435
974
363
424
1010
Stage 1
-
-
- 916
819
-
584
568
-
Stage 2
- -
-
- 577
557
-
773
789
-
Platoon blocked, %
Mov Cap-1 Maneuver
1522
- 1460
389
375
974
232
365
1010
Mov Cap-2 Maneuver
-
-
389
375
-
232
365
-
Stage 1
-
- 914
817
583
490
-
Stage 2
489
481
553
787
-
Approach
EB
WB
NB
SB
HCM Control Delay, s
0.2
5.8
11.6
22.4
HCM LOS
B
C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)
844
1522
- 1460
- 283
HCM Lane V/C Ratio
0.358
0.002
- 0.137
0.272
HCM Control Delay (s)
11.6
7.4
- 7.9
- 22.4
HCM Lane LOS
B
A
A
C
HCM 95th %tile Q(veh)
1.6
0 -
0.5 -
- 1.1
Southlake Floor & Decor Development TIA Report Synchro 11 Report
School PM Peak Hour starts at 3:00 pm Page 4
Lanes, Volumes, Timings 2029 (Build + 5 Years) Commuter PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBU
NBL
NBT
NBR
Lane Configurations
ttt
r*
ttt
r*
t
Traffic Volume (vph)
7
304
1572
115
3
142
1684
334
2
285
443
126
Future Volume (vph)
7
304
1572
115
3
142
1684
334
2
285
443
126
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
300
200
350
175
180
0
Storage Lanes
1
1
1
1
1
0
Taper Length (ft)
100
80
100
Lane Util. Factor
0.91
1.00
0.91
1.00
0.91
1.00
0.91
1.00
0.95
1.00
0.95
0.95
Frt
0.850
0.850
0.967
Flt Protected
0.950
0.950
0.950
Satd. Flow (prot)
0
1752
5036
1568
0
1752
5036
1568
0
1752
3389
0
Flt Permitted
0.950
0.950
0.950
Satd. Flow (perm)
0
1752
5036
1568
0
1752
5036
1568
0
1752
3389
0
Right Turn on Red
Yes
Yes
Yes
Satd. Flow (RTOR)
131
182
22
Link Speed (mph)
45
45
35
Link Distance (ft)
718
718
508
Travel Time (s)
10.9
10.9
9.9
Peak Hour Factor
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
Adj. Flow (vph)
7
317
1638
120
3
148
1754
348
2
297
461
131
Shared Lane Traffic (%)
Lane Group Flow (vph)
0
324
1638
120
0
151
1754
348
0
299
592
0
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
R NA
Left
Left
Right
R NA
Left
Left
Right
R NA
Left
R NA
Right
Median Width(ft)
16
16
20
Link Offset(ft)
0
0
0
Crosswalk Width(ft)
16
16
16
Two way Left Turn Lane
Headway Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Turning Speed (mph)
9
15
9
9
15
9
9
15
9
Number of Detectors
1
1
2
1
1
1
2
1
1
1
2
Detector Template
Left
Left
Thru
Right
Left
Left
Thru
Right
Left
Left
Thru
Leading Detector (ft)
20
20
100
20
20
20
100
20
20
20
100
Trailing Detector (ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Position(ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Size(ft)
20
20
6
20
20
20
6
20
20
20
6
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 2 Position(ft)
94
94
94
Detector 2 Size(ft)
6
6
6
Detector 2 Type
CI+Ex
CI+Ex
CI+Ex
Detector 2 Channel
Detector 2 Extend (s)
0.0
0.0
0.0
Turn Type
Prot
Prot
NA
Perm
Prot
Prot
NA
Perm
Prot
Prot
NA
Protected Phases
5
5
2
1
1
6
3
3
8
Permitted Phases
2
6
Southlake Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 1
Lanes, Volumes, Timings 2029 (Build + 5 Years) Commuter PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
SBL
SBT
SBR
Lane Configurations
tt
r*
Traffic Volume (vph)
177
266
595
Future Volume (vph)
177
266
595
Ideal Flow (vphpl)
1900
1900
1900
Storage Length (ft)
150
0
Storage Lanes
1
1
Taper Length (ft)
90
Lane Util. Factor
1.00
0.95
1.00
Frt
0.850
Flt Protected
0.950
Satd. Flow (prot)
1752
3505
1568
Flt Permitted
0.950
Satd. Flow (perm)
1752
3505
1568
Right Turn on Red
Yes
Satd. Flow (RTOR)
243
Link Speed (mph)
35
Link Distance (ft)
551
Travel Time (s)
10.7
Peak Hour Factor
0.96
0.96
0.96
Adj. Flow (vph)
184
277
620
Shared Lane Traffic (%)
Lane Group Flow (vph)
184
277
620
Enter Blocked Intersection
No
No
No
Lane Alignment
Left
Left
Right
Median Width(ft)
20
Link Offset(ft)
0
Crosswalk Width(ft)
16
Two way Left Turn Lane
Headway Factor
1.00
1.00
1.00
Turning Speed (mph)
15
9
Number of Detectors
1
2
1
Detector Template
Left
Thru
Right
Leading Detector (ft)
20
100
20
Trailing Detector (ft)
0
0
0
Detector 1 Position(ft)
0
0
0
Detector 1 Size(ft)
20
6
20
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
Detector 2 Position(ft)
94
Detector 2 Size(ft)
6
Detector 2 Type
CI+Ex
Detector 2 Channel
Detector 2 Extend (s)
0.0
Turn Type
Prot
NA
Perm
Protected Phases
7
4
Permitted Phases
4
Southlake Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 2
Lanes, Volumes, Timings 2029 (Build + 5 Years) Commuter PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBU
NBL
NBT NBR
Detector Phase
5
5
2
2
1
1
6
6
3
3
8
Switch Phase
Minimum Initial (s)
5.0
5.0
10.0
10.0
5.0
5.0
10.0
10.0
5.0
5.0
5.0
Minimum Split (s)
12.0
12.0
40.0
40.0
12.0
12.0
39.0
39.0
12.0
12.0
45.0
Total Split (s)
31.0
31.0
60.0
60.0
18.0
18.0
47.0
47.0
30.0
30.0
41.0
Total Split (%)
20.7%
20.7%
40.0%
40.0%
12.0%
12.0%
31.3%
31.3%
20.0%
20.0%
27.3%
Maximum Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
23.0
34.0
Yellow Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
4.0
4.0
4.0
All -Red Time (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
3.0
3.0
3.0
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
7.0
7.0
7.0
7.0
7.0
7.0
7.0
7.0
Lead/Lag
Lead
Lead
Lag
Lag
Lead
Lead
Lag
Lag
Lead
Lead
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Recall Mode
None
None
C-Min
C-Min
None
None
C-Min
C-Min
None
None
None
Walk Time (s)
7.0
7.0
7.0
7.0
7.0
Flash Dont Walk (s)
26.0
26.0
25.0
25.0
31.0
Pedestrian Calls (#/hr)
0
0
0
0
0
Act Effct Green (s)
24.0
53.0
53.0
11.0
40.0
40.0
23.0
38.6
Actuated g/C Ratio
0.16
0.35
0.35
0.07
0.27
0.27
0.15
0.26
v/c Ratio
1.16
0.92
0.19
1.18
1.31
0.63
1.12
0.67
Control Delay
156.8
55.9
4.7
192.6
186.6
28.1
145.6
53.1
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
156.8
55.9
4.7
192.6
186.6
28.1
145.6
53.1
LOS
F
E
A
F
F
C
F
D
Approach Delay
68.7
162.5
84.1
Approach LOS
E
F
F
90th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
23.0
34.0
90th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Max
Max
70th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
23.0
35.0
70th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Max
Hold
50th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
23.0
37.9
50th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Max
Hold
30th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
23.0
40.9
30th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Max
Hold
10th %ile Green (s)
24.0
24.0
53.0
53.0
11.0
11.0
40.0
40.0
23.0
23.0
45.1
10th %ile Term Code
Max
Max
Coord
Coord
Max
Max
Coord
Coord
Max
Max
Hold
Queue Length 50th (ft)
-373
561
0
-176
-804
144
-334
267
Queue Length 95th (ft)
#572
630
37
#326
#900
258
#527
348
Internal Link Dist (ft)
638
638
428
Turn Bay Length (ft)
300
200
350
175
180
Base Capacity (vph)
280
1779
638
128
1342
551
268
888
Starvation Cap Reductn
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
Reduced v/c Ratio
1.16
0.92
0.19
1.18
1.31
0.63
1.12
0.67
Intersection Summary
Area Type: Other
Southlake Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 3
Lanes, Volumes, Timings 2029 (Build + 5 Years) Commuter PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Lane Group
SBL
SBT
SBR
Detector Phase
7
4
4
Switch Phase
Minimum Initial (s)
5.0
5.0
5.0
Minimum Split (s)
12.0
43.0
43.0
Total Split (s)
31.0
42.0
42.0
Total Split (%)
20.7%
28.0%
28.0%
Maximum Green (s)
24.0
35.0
35.0
Yellow Time (s)
4.0
4.0
4.0
All -Red Time (s)
3.0
3.0
3.0
Lost Time Adjust (s)
0.0
0.0
0.0
Total Lost Time (s)
7.0
7.0
7.0
Lead/Lag
Lead
Lag
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Vehicle Extension (s)
2.0
2.0
2.0
Recall Mode
None
None
None
Walk Time (s)
7.0
7.0
Flash Dont Walk (s)
29.0
29.0
Pedestrian Calls (#/hr)
0
0
Act Effct Green (s)
19.4
35.0
35.0
Actuated g/C Ratio
0.13
0.23
0.23
v/c Ratio
0.81
0.34
1.12
Control Delay
89.4
49.3
108.0
Queue Delay
0.0
0.0
0.0
Total Delay
89.4
49.3
108.0
LOS
F
D
F
Approach Delay
89.8
Approach LOS
F
90th %ile Green (s)
24.0
35.0
35.0
90th %ile Term Code
Max
Max
Max
70th %ile Green (s)
23.0
35.0
35.0
70th %ile Term Code
Gap
Max
Max
50th %ile Green (s)
20.1
35.0
35.0
50th %ile Term Code
Gap
Max
Max
30th %ile Green (s)
17.1
35.0
35.0
30th %ile Term Code
Gap
Max
Max
10th %ile Green (s)
12.9
35.0
35.0
10th %ile Term Code
Gap
Max
Max
Queue Length 50th (ft)
177
120
-505
Queue Length 95th (ft)
259
164
#750
Internal Link Dist (ft)
471
Turn Bay Length (ft)
150
Base Capacity (vph)
280
817
552
Starvation Cap Reductn
0
0
0
Spillback Cap Reductn
0
0
0
Storage Cap Reductn
0
0
0
Reduced v/c Ratio
0.66
0.34
1.12
Intersection Summary
Southlake Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 4
Lanes, Volumes, Timings 2029 (Build + 5 Years) Commuter PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
Cycle Length: 150
Actuated Cycle Length: 150
Offset: 5 (A), Referenced to phase 2:EBT and 6:WBT, Start of Yellow
Natural Cycle: 150
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 1.31
Intersection Signal Delay: 108.0 Intersection LOS: F
Intersection Capacity Utilization 125.8% ICU Level of Service H
Analysis Period (min) 15
Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
3plits and Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 tsgIt I
5 06 07 08
Southlake Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 5
Timing Report, Sorted By Phase 2029 (Build + 5 Years) Commuter PM Peak Hour
1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023
--I.
v,t
4---
t
Phase Number 1
2
3
4
5
6
7
8
Movement
WBL
EBT
NBL
SBT
EBL
WBT
SBL
NBT
Lead/Lag
Lead
Lag
Lead
Lag
Lead
Lag
Lead
Lag
Lead -Lag Optimize
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Recall Mode
None
C-Min
None
None
None
C-Min
None
None
Maximum Split (s)
18
60
30
42
31
47
31
41
Maximum Split (%)
12.0%
40.0%
20.0%
28.0%
20.7%
31.3%
20.7%
27.3%
Minimum Split (s)
12
40
12
43
12
39
12
45
Yellow Time (s)
5
5
4
4
5
5
4
4
All -Red Time (s)
2
2
3
3
2
2
3
3
Minimum Initial (s)
5
10
5
5
5
10
5
5
Vehicle Extension (s)
2
2
2
2
2
2
2
2
Minimum Gap (s)
2
2
2
2
3
2
2
2
Time Before Reduce (s)
0
0
0
0
0
0
0
0
Time To Reduce (s)
0
0
0
0
0
0
0
0
Walk Time (s)
7
7
7
7
Flash Dont Walk (s)
26
29
25
31
Dual Entry
No
Yes
No
Yes
No
Yes
No
Yes
Inhibit Max
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Start Time (s)
84
102
12
42
84
115
12
43
End Time (s)
102
12
42
84
115
12
43
84
Yield/Force Off (s)
95
5
35
77
108
5
36
77
Yield/Force Off 170(s)
95
129
35
48
108
130
36
46
Local Start Time (s)
79
97
7
37
79
110
7
38
Local Yield (s)
90
0
30
72
103
0
31
72
Local Yield 170(s)
90
124
30
43
103
125
31
41
Intersection Summary
Cycle Length
150
Control Type
Actuated -Coordinated
Natural Cycle
150
Offset: 5 (3%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow
Splits and Nhases: 1: 5. Kimball Avenue/N. Kimball Avenue & FM 1 tug
tsg
05 44- 06 (R) 07 t08
Southlake Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 6
HCM 6th TWSC 2029 (Build + 5 Years) Commuter PM Peak Hour
2: S. Kimball Avenue & Kimball Oaks Drwy/Primrose School Drwy 07/25/2023
Intersection
Int Delay, s/veh
Movement
10.4
EBL
EBT
EBR
WBL
WBT
WBR
NBU
NBL
NBT
NBR
SBU
SBL
SBT
SBR
Lane Configurations
+'
r*
)
0
)
tt
r*
Traffic Vol, veh/h
121
0
62
18
0
63
3
65
590
18
15
54
358
119
Future Vol, veh/h
121
0
62
18
0
63
3
65
590
18
15
54
358
119
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Stop
Stop
Stop
Stop
Stop
Stop
Free
Free
Free
Free
Free
Free
Free
Free
RT Channelized
-
None
-
None
-
None
-
None
Storage Length
100
-
90
110
115
Veh in Median Storage,
#
0
-
-
0
-
0
-
-
0
-
Grade, %
0
-
-
0
-
0
-
-
0
-
Peak Hour Factor
92
92
92
92
92
92
92
92
92
92
92
92
92
92
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
132
0
67
20
0
68
3
71
641
20
16
59
389
129
Major/Minor Minor2
Minorl
Majorl
Major2
Conflicting Flow All
1008
1348
195
1144
1467
331
389
518
0 0 661
661 0 0
Stage 1
539
539
-
799
799
-
-
-
- - -
- - -
Stage 2
469
809
-
345
668
-
-
-
-
-
Critical Hdwy
7.56
6.56
6.96
7.56
6.56
6.96
6.46
4.16
6.46
4.16
Critical Hdwy Stg 1
6.56
5.56
-
6.56
5.56
-
-
-
-
-
Critical Hdwy Stg 2
6.56
5.56
-
6.56
5.56
-
-
-
-
-
Follow-up Hdwy
3.53
4.03
3.33
3.53
4.03
3.33
2.53
2.23
2.53
2.23
Pot Cap-1 Maneuver
193
148
810
154
126
662
809
1037
543
917 -
Stage 1
492
518
-
343
393
-
-
-
-
-
Stage 2
541
389
-
641
452
-
-
-
-
-
Platoon blocked, %
Mov Cap-1 Maneuver
152
124
810
124
105
662
1020
1020
- 771
771
Mov Cap-2 Maneuver
152
124
-
124
105
-
-
-
-
- -
Stage 1
456
468
318
364
-
-
-
-
Stage 2
450
361
531
408
-
-
-
Approach
EB
WB
NB
SB
HCM Control Delay, s
68.8
19.4
0.9
1.3
HCM LOS
F
C
Minor Lane/Major Mvmt
NBL
NBT
NBR EBLnl EBLn2WBLnl
SBL
SBT SBR
Capacity (veh/h)
1020
-
152
810
337
771
HCM Lane V/C Ratio
0.072
-
0.865
0.083
0.261
0.097
-
HCM Control Delay (s)
8.8
-
99.1
9.8
19.4
10.2
HCM Lane LOS
A
-
F
A
C
B
HCM 95th %tile Q(veh)
0.2
-
-
5.9
0.3
1
0.3
-
Southlake Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 1
HCM 6th TWSC 2029 (Build + 5 Years) Commuter PM Peak Hour
3: S. Kimball Avenue & Village Center Drive 07/25/2023
Intersection
Int Delay, s/veh 0.5
Movement
EBL
EBR
NBL
NBT
SBU
SBT
SBR
Lane Configurations
r
)
ft
ft
r
Traffic Vol, veh/h
10
9
12
642
10
427
2
Future Vol, veh/h
10
9
12
642
10
427
2
Conflicting Peds, #/hr
0
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
Free
RT Channelized
-
None
-
None
None
Storage Length
100
0
160
-
110
Veh in Median Storage,
# 0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
83
83
83
83
92
83
83
Heavy Vehicles, %
3
3
3
3
3
3
3
Mvmt Flow
12
11
14
773
11
514
2
Major/Minor Minor2
Majorl
Major2
Conflicting Flow All
951
257
516
0
773
-
0
Stage 1
536
-
-
-
-
Stage 2
415
-
-
-
Critical Hdwy
6.86
6.96
4.16
-
6.46
Critical Hdwy Stg 1
5.86
-
-
-
Critical Hdwy Stg 2
5.86
-
-
-
Follow-up Hdwy
3.53
3.33
2.23
2.53
Pot Cap-1 Maneuver
256
739
1039
461
Stage 1
548
-
-
-
Stage 2
632
-
-
-
-
Platoon blocked, %
Mov Cap-1 Maneuver
244
739
1039
461
-
-
Mov Cap-2 Maneuver
244
-
-
-
Stage 1
541
-
-
-
Stage 2
611
-
Approach
EB
NB
SIB
HCM Control Delay, s
15.5
0.2
0.3
HCM LOS
C
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
1039
-
244
739
HCM Lane V/C Ratio
0.014
-
0.049
0.015
HCM Control Delay (s)
8.5
-
20.5
9.9
HCM Lane LOS
A
-
C
A
HCM 95th %tile Q(veh)
0
-
0.2
0
Southlake Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 2
HCM 6th TWSC 2029 (Build + 5 Years) Commuter PM Peak Hour
4: Kimball Oaks Drwy/Southlake Corners Drwy & FM 1709 07/25/2023
Intersection
Int Delay, s/veh
Movement
EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBL
NBT
NBR
SBU
SBL
SBT
SBR
Lane Configurations
)
ttt
r
) tt
r
4
r
Traffic Vol, veh/h
15
45
1701
129
1
70
2444
50
39
5
139
7
2
2
72
Future Vol, veh/h
15
45
1701
129
1
70
2444
50
39
5
139
7
2
2
72
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
None
-
None
None
None
Storage Length
345
180
200
100
100
Veh in Median Storage, #
0
-
-
0
-
0
-
-
0
-
Grade, %
0
-
-
0
0
-
-
0
-
Peak Hour Factor
92
96
96
96
92
96
96
96
96
96
96
92
96
96
96
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
16
47
1772
134
1
73
2546
52
41
5
145
8
2
2
75
Major/Minor
Majorl
Major2
Minorl
Minor2
Conflicting Flow All
1896
2598
0
0
1293
1906
0
0
3065
4644
886
0
3557
4752
1299
Stage 1
-
-
-
-
-
-
-
-
1898
1898
-
0
2720
2720
-
Stage 2
-
-
-
-
1167
2746
-
0
837
2032
-
Critical Hdwy
5.66
5.36
-
5.66
5.36
-
6.46
6.56
7.16
-
6.46
6.56
7.16
Critical Hdwy Stg 1
-
-
-
-
-
7.36
5.56
-
-
7.36
5.56
-
Critical Hdwy Stg 2
-
-
-
-
-
6.76
5.56
-
-
6.76
5.56
-
Follow-up Hdwy
2.33
3.13
2.33
3.13
3.83
4.03
3.93
-
3.83
4.03
3.93
Pot Cap-1 Maneuver
136
61
299
138
- 13
-1
245
0
6
-1
129
Stage 1
-
-
-
-
45
115
-
0
11
43
-
Stage 2
-
-
-
-
-
183
41
-
0
295
98
-
Platoon blocked, %
-
Mov Cap-1 Maneuver
61
61
-
138
138
-
-
0
245
0
-
0
129
Mov Cap-2 Maneuver
-
-
-
-
-
0
-
0
-
0
-
Stage 1
-
-
-
45
0
0
11
20
Stage 2
- 32
19
0
-
0
roach EB WB NB SIB
HCM Control Delay, s 7.7 1.6
HCM LOS
Minor Lane/Major Mvmt NBLnl NBLn2 EBL EBT EBR WBL WBT WBR SBLnl SBLn2
Capacity (veh/h)
- 245
61
138
- 129
HCM Lane V/C Ratio
- 0.591
1.036 -
0.536
0.581
HCM Control Delay (s)
- 38.9
240.1
57.9 -
- 65.9
HCM Lane LOS
- E
F
F
F
HCM 95th %tile Q(veh)
- 3.4
5
2.6
2.9
Notes
-: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Southlake Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 3
HCM 6th TWSC 2029 (Build + 5 Years) Commuter PM Peak Hour
5: Dawson MS Drwy/Kimball Oaks Drwy & Village Center Drive 07/25/2023
Intersection
Int Delay, s/veh
Movement
2.1
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
'fir
Traffic Vol, veh/h
0
11
0
1
11
2
0
0
7
0
0
0
Future Vol, veh/h
0
11
0
1
11
2
0
0
7
0
0
0
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
-
None
-
None
None
-
None
Storage Length
110
-
146
Veh in Median Storage,
# -
0
-
0
0
-
-
0
Grade, %
-
0
-
0
0
-
0
Peak Hour Factor
82
82
82
82
82
82
82
82
82
82
82
82
Heavy Vehicles, %
3
3
3
3
3
3
3
3
3
3
3
3
Mvmt Flow
0
13
0
1
13
2
0
0
9
0
0
0
Major/Minor
Majorl
Major2
Minorl
Minor2
Conflicting Flow All
15 0
0 13
0 0 29
30
13
34
29
14
Stage 1
- -
- -
- - 13
13
-
16
16
-
Stage 2
-
-
- 16
17
-
18
13
-
Critical Hdwy
4.13 -
4.13
- 7.13
6.53
6.23
7.13
6.53
6.23
Critical Hdwy Stg 1
-
-
- 6.13
5.53
-
6.13
5.53
-
Critical Hdwy Stg 2
-
-
- 6.13
5.53
-
6.13
5.53
-
Follow-up Hdwy
2.227
2.227
- 3.527
4.027
3.327
3.527
4.027
3.327
Pot Cap-1 Maneuver
1596
1599
- - 977
861
1064
970
862
1063
Stage 1
-
-
- 1005
883
-
1001
880
-
Stage 2
- -
-
- 1001
879
-
999
883
-
Platoon blocked, %
Mov Cap-1 Maneuver
1596
- 1599
977
860
1064
962
861
1063
Mov Cap-2 Maneuver
-
-
977
860
-
962
861
-
Stage 1
-
- 1005
883
1001
879
Stage 2
1000
878
991
883
Approach
EB
WB
NB
SIB
HCM Control Delay, s
0
0.5
8.4
0
HCM LOS
A
A
Minor Lane/Maior Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h)
1064
1596
- 1599 -
HCM Lane V/C Ratio
0.008
-
0.001
HCM Control Delay (s)
8.4
0
- 7.3 - 0
HCM Lane LOS
A
A
A A
HCM 95th %tile Q(veh)
0
0 -
0 -
Southlake Floor & Decor Development TIA Report Synchro 11 Report
Commuter PM Peak Hour starts at 4:45 pm Page 4
Floor and Decor
FM 1709 / Kimball Avenue
Southlake, Texas
Appendix E
Existing Signal Timing Sheets
July 26, 2023
AVO 54063
-E- ::: halffsM
All Data Report #2
Date/Time: 2023 -06-16 14:24:51.620870
Intersection Name: FM1709@ KIMBALL (10/2022)
Intersection Alias: FM1709/ KMBL
Access Code Connection Method Revision Port 2 Baud Rate Address I Address GPS Enabled GPS Port
9999 Direct IP 5.2.2 0-1200 1 10.217.131.121:1000 False 8
Access Data
Port Configuration
Port Baud Rate Data Bits Parity CTS DCD RTS
2 0 0 0 False False False
3 0 0 0 False False False
Scoot
Default Data
Spat Data
Default Data
VEHICLE AND PEDESTRIAN TIMES
Phase Data Bank 1:
Vehicle Basic Timings
Misc Timings
Pedestrian Timings
Phase
Min
Passage
Max1
Max2
DMAX
DSTP/10
Yel/10
Red/10
Green
Yellow
Walk
Walk
Bike
Bike
Walk
Ped
Alt
Alt
Flash
Ext
Actuated
Green
Delay
Delay
Offset
Offset
Green
Psg
Clr
Walk
Ped
Walk
Ped
Rest in
Time
Mode
Clr
Clr
Walk
1
5
20
20
35
0
0
50
20
0
0
0
0
0
0
0
0
0
0
False
0
False
2
10
20
50
70
0
0
50
20
0
0
0
0
0
0
7
26
0
0
False
0
False
3
5
20
20
25
0
0
40
30
0
0
0
0
0
0
0
0
0
0
False
0
False
4
5
20
25
34
0
0
40
30
0
0
0
0
0
0
7
29
0
0
False
0
False
5
5
20
20
35
0
0
50
20
0
0
0
0
0
0
0
0
0
0
False
0
False
6
10
20
50
70
0
0
50
20
0
0
0
0
0
0
7
25
0
0
False
0
False
7
5
20
20
25
0
0
40
30
0
0
0
0
0
0
0
0
0
0
False
0
False
8
5
20
25
34
0
0
40
30
0
0
0
0
0
0
7
31
0
0
False
0
False
Phase Data Bank 2:
Vehicle Basic Timings
Misc Timings
Pedestrian Timings
Phase
Min
Passage
Max1
Max2
DMAX
DSTP/10
Yel/10
Red/10
Green
Yellow
Walk
Walk
Bike
Bike
Walk
Ped
Alt
Alt
Flash
Ext
Actuated
Green
Delay
Delay
Offset
Offset
Green
Psg
Clr
Walk
Ped
Walk
Ped
Rest in
Time
Mode
Clr
Clr
Walk
1
5
20
20
35
0
0
40
20
0
0
0
0
0
0
0
0
0
0
False
0
False
2
10
5
50
70
0
0
40
20
0
0
0
0
0
0
8
26
0
0
False
0
False
3
5
20
20
25
0
0
40
20
0
0
0
0
0
0
0
0
0
0
False
0
False
4
5
20
25
34
0
0
40
20
0
0
0
0
0
0
11
29
0
0
False
0
False
5
5
20
20
35
0
0
40
20
0
0
0
0
0
0
0
0
0
0
False
0
False
6
10
5
50
70
0
0
40
20
0
0
0
0
0
0
7
25
0
0
False
0
False
7
5
20
20
25
0
0
40
20
0
0
0
0
0
0
0
0
0
0
False
0
False
8
5
20
25
34
0
0
40
20
0
0
0
0
0
0
9
31
0
0
False
0
False
Phase Data Bank 3:
Vehicle Basic Timings
Misc Timings
Pedestrian Timings
Phase Min Passage Max1 Max2
DMAX DSTP/10 Yel/10 Red/10 Green
Yellow
Walk
Walk
Bike
Bike Walk Ped
Alt
Alt
Flash
Ext
Actuated
Green
Delay
Delay
Offset
Offset
Green
Psg Clr
Walk
Ped
Walk
Ped
Rest in
Time
Mode
Clr
Clr
Walk
1 5 20 20 35
0 0 40 20 0
0
0
0
0
0 0 0
0
0
False
0
False
2 10 5 50 70
0 0 40 20 0
0
0
0
0
0 8 26
0
0
False
0
False
3 5 20
20
25
0
0
40
20
0
0
0
0
0
0
0
0
0
0
False
0
False
4 5 20
25
34
0
0
40
20
0
0
0
0
0
0
11
29
0
0
False
0
False
5 5 20
20
35
0
0
40
20
0
0
0
0
0
0
0
0
0
0
False
0
False
6 10 5
50
70
0
0
40
20
0
0
0
0
0
0
7
25
0
0
False
0
False
7 5 20
20
25
0
0
40
20
0
0
0
0
0
0
0
0
0
0
False
0
False
8 5 20
25
34
0
0
40
20
0
0
0
0
0
0
9
31
0
0
False
0
False
Phase Data Bank 4:
Vehicle Basic Timings
Misc Timings
Pedestrian Timings
Phase Min Passage
Max1
Max2
DMAX
DSTP/10
Yel/10
Red/10
Green
Yellow
Walk
Walk
Bike
Bike
Walk
Ped
Alt
Alt
Flash
Ext
Actuated
Green
Delay
Delay
Offset
Offset
Green
Psg
Clr
Walk
Ped
Walk
Ped
Rest in
Time
Mode
Clr
Clr
Walk
1 5 20
20
35
0
0
40
20
0
0
0
0
0
0
0
0
0
0
False
0
False
2 10 5
50
70
0
0
40
20
0
0
0
0
0
0
8
26
0
0
False
0
False
3 5 20
20
25
0
0
40
20
0
0
0
0
0
0
0
0
0
0
False
0
False
4 5 20
25
34
0
0
40
20
0
0
0
0
0
0
11
29
0
0
False
0
False
5 5 20
20
35
0
0
40
20
0
0
0
0
0
0
0
0
0
0
False
0
False
6 10 5
50
70
0
0
40
20
0
0
0
0
0
0
7
25
0
0
False
0
False
7 5 20
20
25
0
0
40
20
0
0
0
0
0
0
0
0
0
0
False
0
False
8 5 20
25
34
0
0
40
20
0
0
0
0
0
0
9
31
0
0
False
0
False
DENSITY TIMES AND GENERAL/VEHICLE/SEQUENCE CONTROL
Phase Data Bank 1:
Vehicle Density Timings
General Control
Miscellaneous
Special Sequence
Phase
Added
Max
Time
Car
Time
Min
Non -Act
Veh
Recall
Ped
Ped
Non
Dual
Last
Condit
No
Omit
Minus
Omit
Initial
Initial
B4
B4
to
Gap
Response
Recall
Delay
Recall
Recall
Lock
Entry
Car
Service
Simu
Yel
Call
Redu
Redu
Redu
Delay
Pass
Gap
Out
1
0
0
0
0
0
0
False
None
0
None
0
True
False
False
False
False
0
0
0
2
0
0
0
0
0
0
True
Min
0
None
0
False
True
False
False
False
0
0
0
3
0
0
0
0
0
0
False
None
0
None
0
True
False
False
False
False
0
0
0
4
0
0
0
0
0
0
False
None
0
None
0
True
True
False
False
False
0
0
0
5
0
0
0
0
0
0
False
None
0
None
0
True
False
False
False
False
0
0
0
6
0
0
0
0
0
0
True
Min
0
None
0
True
True
False
False
False
0
0
0
7
0
0
0
0
0
0
False
None
0
None
0
True
False
False
False
False
0
0
0
8
0
0
0
0
0
0
False
None
0
None
0
True
True
False
False
False
0
0
0
Phase Data Bank 2:
Vehicle Density Timings
General Control
Miscellaneous
Special Sequence
Phase
Added
Max
Time
Car
Time
Min
Non -Act
Veh
Recall
Ped
Ped
Non
Dual
Last
Condit
No
Omit
Minus
Omit
Initial
Initial
B4
B4
to
Gap
Response
Recall
Delay
Recall
Recall
Lock
Entry
Car
Service
Simu
Yel
Call
Redu
Redu
Redu
Delay
Pass
Gap
Out
1
0
0
0
0
0
0
False
None
0
None
0
True
False
False
False
False
0
0
0
2
0
0
0
0
0
0
True
Min
0
None
0
False
True
False
False
False
0
0
0
4
0
0
0
0
0
0
False
None
0
None
0
False
True
False
False
False
0
0
0
5
0
0
0
0
0
0
False
None
0
None
0
True
False
False
False
False
0
0
0
6
0
0
0
0
0
0
True
Min
0
None
0
False
True
False
False
False
0
0
0
8
0
0
0
0
0
0
False
None
0
None
0
False
True
False
False
False
0
0
0
Phase Data Bank 3:
Vehicle Density Timings
General Control
Miscellaneous
Special Sequence
Phase Added Max
Time
Car
Time
Min
Non -Act
Veh
Recall
Ped
Ped
Non
Dual
Last Condit
No
Omit Minus
Omit
Initial Initial
B4
B4
to
Gap
Response
Recall
Delay
Recall
Recall
Lock
Entry
Car Service
Simu
Yel
Call
Redu
Redu
Redu
Delay
Pass
Gap
Out
1 0 0
0
0
0
0
False
None
0
None
0
True
False
False False
False
0 0
0
2 0 0
0
0
0
0
True
Min
0
None
0
False
True
False False
False
0 0
0
4
0
0
0
0
0
0
False
None
0
None
0
False
True
False
False
False
0
0
0
5
0
0
0
0
0
0
False
None
0
None
0
True
False
False
False
False
0
0
0
6
0
0
0
0
0
0
True
Min
0
None
0
False
True
False
False
False
0
0
0
8
0
0
0
0
0
0
False
None
0
None
0
False
True
False
False
False
0
0
0
Phase Data
Bank
4:
Vehicle
Density Timings
General Control
Miscellaneous
Special
Sequence
Phase
Added
Max
Time
Car
Time
Min
Non -Act
Veh
Recall
Ped
Ped
Non
Dual
Last
Condit
No
Omit
Minus
Omit
Initial
Initial
B4
B4
to
Gap
Response
Recall
Delay
Recall
Recall
Lock
Entry
Car
Service
Simu
Yel
Call
Redu
Redu
Redu
Delay
Pass
Gap
Out
1
0
0
0
0
0
0
False
None
0
None
0
True
False
False
False
False
0
0
0
2
0
0
0
0
0
0
True
Min
0
None
0
False
True
False
False
False
0
0
0
4
0
0
0
0
0
0
False
None
0
None
0
False
True
False
False
False
0
0
0
5
0
0
0
0
0
0
False
None
0
None
0
True
False
False
False
False
0
0
0
6
0
0
0
0
0
0
True
Min
0
None
0
False
True
False
False
False
0
0
0
8
0
0
0
0
0
0
False
None
0
None
0
False
True
False
False
False
0
0
0
Vehicle Detector
Pedestrian
Detector
Special Detector
Detector Bank: 1
Veh Assign
Mode
Switch
Det Phase
Phase
1 1
0
0
8 8
0
0
10 2
4
0
12 4
0
0
14 6
4
0
7 7
0
0
6 6
4
0
5 5
0
0
4 4
0
0
3 3
0
0
2 2
4
0
16 8
0
0
18 2
0
0
22 6
0
0
26 2
0
0
30 6
0
0
Vehicle Detector Phase
Assignment
Detector Bank: 2
Veh Assign
Mode
Switch
Det Phase
Phase
Vehicle Detector Phase
Assignment
Detector Bank: 3
Veh Assign
Mode
Switch
Det Phase
Phase
Vehicle Detector Phase
Assignment
Detector Bank: 4
Veh Assign
Mode
Switch
Det Phase
Phase
Vehicle Detector Phase
Assignment
Startup & Misc
Startup Time
7
Extend Delay
0.0 0
0.0 0
0.0 0
0.0 0
0.0 0
0.0 0
0.0 0
0.0 0
0.0 0
0.0 0
0.0 0
0.0 0
0.0 0
0.0 0
0.0 0
0.0 0
Ped Assign
Det Phase
1 1
2 2
3 3
4 4
5 5
6 6
7 7
8 8
Pedestrian Detector
Extend Delay Ped Assign
Det Phase
Pedestrian Detector
Extend Delay Ped Assign
Det Phase
Pedestrian Detector
Extend Delay Ped Assign
Det Phase
Pedestrian Detector
Time In Seconds
Mode
Switch
Extend
Delay
Spc Assign Mode Switch
Phase
Det Phase Phase
1
0
0.0
0
Special Detector Phase Assignment
1
0
0.0
0
1
0
0.0
0
1
0
0.0
0
1
0
0.0
0
1
0
0.0
0
1
0
0.0
0
1
0
0.0
0
Mode
Switch
Extend
Delay
Spc Assign Mode Switch
Phase
Det Phase Phase
Special Detector Phase Assignment
Mode Switch Extend Delay Spc Assign Mode Switch
Phase Det Phase Phase
Special Detector Phase Assignment
Mode Switch Extend Delay Spc Assign Mode Switch
Phase Det Phase Phase
Special Detector Phase Assignment
Extend Delay
Extend Delay
Extend Delay
Extend Delay
Startup State
Red Revert
Auto Pedestrian Clear
Stop Time Reset
Alternate Sequence
Special Sequence
Remote Flash
LoadSwitch
1
2
3
4
5
6
7
8
13
14
15
16
Remote Flash
Overlap Special
Default Data
Standard
All Red
40.0
0
0
1
0
Default Data
PED
Ring
Phase
Ring
Next Phase
1
1
2
2
1
3
3
1
4
4
1
1
5
2
6
6
2
7
7
2
8
8
2
5
Output Mapping Configuration
Load Switch
Red
1
Phase Vehicle 1
2
Phase Vehicle 2
3
Phase Vehicle 3
4
Phase Vehicle 4
5
Phase Vehicle 5
6
Phase Vehicle 6
7
Phase Vehicle 7
Time in Tenth Second
0-No 1-Yes
0-No 1-Yes
00-18 Alt Sequence ##
Flash
Alt
Phase
Red
0
2
Red
1
6
Red
0
Flash Entry/Exit Phases
Red
1
Red
0
Red
1
Red
0
Red
1
Red
0
Red
1
Red
0
Red
1
Standard
PED
Default Data
FYA
Default Data
PRI
Concur Phases
1,5,6
2, 5, 6
3, 7, 8
4, 7, 8
1, 2,5
1, 2, 6
3, 4, 7
3, 4, 8
Entry Exit
True True
True True
FYA
W
Mode
Yellow
Mode
Green
Mode
FICI
Red
Phase Vehicle 1
Yellow
Phase Vehicle 1
Green
1
Red
Phase Vehicle 2
Yellow
Phase Vehicle 2
Green
2
Red
Phase Vehicle 3
Yellow
Phase Vehicle 3
Green
3
Red
Phase Vehicle 4
Yellow
Phase Vehicle 4
Green
4
Red
Phase Vehicle 5
Yellow
Phase Vehicle 5
Green
5
Red
Phase Vehicle 6
Yellow
Phase Vehicle 6
Green
6
Red
Phase Vehicle 7
Yellow
Phase Vehicle 7
Green
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
Sequence Data
Sequencel
Deafult Data
Sequence 2
Phase
Ring
1
2
3
4
Sequence 2
Sequence 3
Phase
Ring
1
2
3
4
Sequence 3
Sequence 4
Phase
Ring
1
Phase Vehicle 8
Red
Phase Vehicle 8
Yellow
Phase Vehicle 8
Green
8
Phase Pedestrian 2
Dont Walk
Phase Pedestrian 2
Ped Clear
Phase Pedestrian 2
Walk
9
Phase Pedestrian 4
Dont Walk
Phase Pedestrian 4
Ped Clear
Phase Pedestrian 4
Walk
10
Phase Pedestrian 6
Dont Walk
Phase Pedestrian 6
Ped Clear
Phase Pedestrian 6
Walk
11
Phase Pedestrian 8
Dont Walk
Phase Pedestrian 8
Ped Clear
Phase Pedestrian 8
Walk
12
Overlap A
Red
Overlap A
Yellow
Overlap A
Green
13
Overlap B
Red
Overlap B
Yellow
Overlap B
Green
14
Overlap C
Red
Overlap C
Yellow
Overlap C
Green
15
Overlap D
Red
Overlap D
Yellow
Overlap D
Green
16
Phase Pedestrian 1
Dont Walk
Phase Pedestrian 1
Ped Clear
Phase Pedestrian 1
Walk
17
Phase Pedestrian 3
Dont Walk
Phase Pedestrian 3
Ped Clear
Phase Pedestrian 3
Walk
18
Phase Pedestrian 5
Dont Walk
Phase Pedestrian 5
Ped Clear
Phase Pedestrian 5
Walk
19
Phase Pedestrian 7
Dont Walk
Phase Pedestrian 7
Ped Clear
Phase Pedestrian 7
Walk
20
None
None
None
None
None
None
21
None
None
None
None
None
None
22
None
None
None
None
None
None
23
None
None
None
None
None
None
24
None
None
None
None
None
None
25
None
None
None
None
None
None
26
None
None
None
None
None
None
27
None
None
None
None
None
None
28
None
None
None
None
None
None
29
None
None
None
None
None
None
30
None
None
None
None
None
None
31
None
None
None
None
None
None
32
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
2 1
3
4
0
0
0
0
0
0
0
0
0
0
0
0
5 6
7
8
0
0
0
0
0
0
0
0
0
0
0
0
0 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1 2 3 4 5 6 7 8 9 10 11
1 2
4
3
0
0
0
0
0
0 0
5 6
7
8
0
0
0
0
0
0 0
0 0
0
0
0
0
0
0
0
0 0
0 0
0
0
0
0
0
0
0
0 0
1 2 3 4 5 6 7 8 9 10 11
12 13 14 15 16
0 0
0
0 0
0 0
0
0 0
0 0
0
0 0
0 0
0
0 0
12 13 14 15 16
2 1 4 3 0 0 0 0 0 0 0 0 0 0 0 0
2
5
6
7
8
0
0
0
0
0
0
0
0
0
0
0
0
3
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Sequence 4
Sequence 5
Phase
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Ring
1
1
2
3
4
0
0
0
0
0
0
0
0
0
0
0
0
2
6
5
7
8
0
0
0
0
0
0
0
0
0
0
0
0
3
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Sequence 5
Sequence 6
Phase
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Ring
1
2
1
3
4
0
0
0
0
0
0
0
0
0
0
0
0
2
6
5
7
8
0
0
0
0
0
0
0
0
0
0
0
0
3
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Sequence 6
Sequence 7
Phase
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Ring
1
1
2
4
3
0
0
0
0
0
0
0
0
0
0
0
0
2
6
5
7
8
0
0
0
0
0
0
0
0
0
0
0
0
3
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Sequence 7
Sequence 8
Phase
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Ring
1
2
1
4
3
0
0
0
0
0
0
0
0
0
0
0
0
2
6
5
7
8
0
0
0
0
0
0
0
0
0
0
0
0
3
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Sequence 8
Sequence 9
Phase
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Ring
1
1
2
3
4
0
0
0
0
0
0
0
0
0
0
0
0
2
5
6
8
7
0
0
0
0
0
0
0
0
0
0
0
0
3
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Sequence 9
Sequence 10
Phase
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Ring
1
2
1
3
4
0
0
0
0
0
0
0
0
0
0
0
0
2
5
6
8
7
0
0
0
0
0
0
0
0
0
0
0
0
3
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Sequence 10
Sequence 11
Phase
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Ring
1
1
2
4
3
0
0
0
0
0
0
0
0
0
0
0
0
2
5
6
8
7
0
0
0
0
0
0
0
0
0
0
0
0
3
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Sequence 11
Sequence U
Phase
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Ring
1
2
1
4
3
0
0
0
0
0
0
0
0
0
0
0
0
2
5
6
8
7
0
0
0
0
0
0
0
0
0
0
0
0
3
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Sequence 12
Sequence B
Phase
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Ring
1
1
2
3
4
0
0
0
0
0
0
0
0
0
0
0
0
2
6
5
8
7
0
0
0
0
0
0
0
0
0
0
0
0
3
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Sequence 13
Sequence M
Phase
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Ring
1
2
1
3
4
0
0
0
0
0
0
0
0
0
0
0
0
2
6
5
8
7
0
0
0
0
0
0
0
0
0
0
0
0
3
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Sequence 14
Sequence15
Phase
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Ring
1
1
2
4
3
0
0
0
0
0
0
0
0
0
0
0
0
2
6
5
8
7
0
0
0
0
0
0
0
0
0
0
0
0
3
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Sequence 15
Sequence %
Phase
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Ring
1 2
1 4 3
0 0
0 0
0 0
0
0 0
0 0
0
2 6
5 8 7
0 0
0 0
0 0
0
0 0
0 0
0
3 0
0 0 0
0 0
0 0
0 0
0
0 0
0 0
0
4 0
0 0 0
0 0
0 0
0 0
0
0 0
0 0
0
Sequence 16
Port 1 and ITS Data
Address
Device Present
Basic Detection
Msg 40 Frame Enables
0
True
False
False
1
True
False
False
8
True
False
False
9
True
False
False
16
True
False
False
18
True
False
False
1/O Misc
ABC Input(Entry) Modes
ABC Output(O/STS) Modes
D Input(Entry)
Modes
D Output (O/STS) Modes
Aux Switch
0
0
0
0
2
Ring
Input Response
Output Selection
1
1
1
2
2
2
3
0
0
4
0
0
Peer to Peer
Unit Bank: 1
Default Data
Unit Bank: 2
Default Data
Unit Bank: 3
Default Data
Unit Bank: 4
Default Data
Coord Data
Operation Mode
Max
Correction
Offset
Force
Max Dwell
Yield Period
Manual Pattern
Auto Perm Yield
Inhibit
Short Way
End Green
Plan
0
0
1
Coord Setup
Pattern Data 1
Pattern Cycle Length
Coord Mode Max Mode
Corr Mode
Coord Offset
Force Mode
Spec Func
Time Offset Sequence
R2 Lag R3 Lag
R4 Lag
1 130
0 0
0
0
0
0
5 4
0 0
0
Phase
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Time
18
48
35
29
27
39
29
35
0
0
0
0
0
0
0
0
Mode
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
Coord
False
True
False
False
False
True
False
False
False
False
False
False
False
False
False
False
DCP
False
False
False
False
False
False
False
False
False
False
False
False
False
False
False
False
BRED.
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
REXT
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Pattern Data 2
Pattern Cycle Length Coord Mode Max Mode Corr Mode Coord Offset Force Mode Spec Func Time Offset Sequence R2 Lag R3 Lag R4 Lag
2 130 0 0 0 0 0 0 0 0 0 0 0
Phase
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Time
18
48
35
29
27
39
29
35
0
0
0
0
0
0
0
0
Mode
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
Coord
False
True
False
False
False
True
False
False
False
False
False
False
False
False
False
False
DCP
False
False
False
False
False
False
False
False
False
False
False
False
False
False
False
False
BRED.
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
REXT
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Pattern Data
3
Pattern
Cycle Length
Coord Mode
Max Mode
Corr Mode
Coord Offset
Force Mode
Spec Func
Time Offset
Sequence
R2 Lag
R3 Lag
R4 Lag
3
130
0
0
0
0
0
0
0
0
0
0
0
Phase
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Time
18
48
35
29
27
39
29
35
0
0
0
0
0
0
0
0
Mode
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
Coord
False
True
False
False
False
True
False
False
False
False
False
False
False
False
False
False
DCP
False
False
False
False
False
False
False
False
False
False
False
False
False
False
False
False
BRED.
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
REXT
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Pattern Data
4
Pattern
Cycle Length
Coord Mode
Max Mode
Corr Mode
Coord Offset
Force Mode
Spec Func
Time Offset
Sequence
R2 Lag
R3 Lag
R4 Lag
4
120
0
0
0
0
0
0
75
10
0
0
0
Phase
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Time
19
45
26
30
24
40
30
26
0
0
0
0
0
0
0
0
Mode
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
Coord
False
True
False
False
False
True
False
False
False
False
False
False
False
False
False
False
DCP
False
False
False
False
False
False
False
False
False
False
False
False
False
False
False
False
BRED.
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
REXT
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Pattern Data
5
Pattern
Cycle Length
Coord Mode
Max Mode
Corr Mode
Coord Offset
Force Mode
Spec Func
Time Offset
Sequence
R2 Lag
R3 Lag
R4 Lag
5
120
0
0
0
0
0
0
0
0
0
0
0
Phase
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Time
19
45
26
30
24
40
30
26
0
0
0
0
0
0
0
0
Mode
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
Coord
False
True
False
False
False
True
False
False
False
False
False
False
False
False
False
False
DCP
False
False
False
False
False
False
False
False
False
False
False
False
False
False
False
False
BRED.
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
REXT
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Pattern Data
6
Pattern
Cycle Length
Coord Mode
Max Mode
Corr Mode
Coord Offset
Force Mode
Spec Func
Time Offset
Sequence
R2 Lag
R3 Lag
R4 Lag
6
120
0
0
0
0
0
0
0
0
0
0
0
Phase
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Time
19
45
26
30
24
40
30
26
0
0
0
0
0
0
0
0
Mode
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
Coord
False
True
False
False
False
True
False
False
False
False
False
False
False
False
False
False
DCP
False
False
False
False
False
False
False
False
False
False
False
False
False
False
False
False
BRED.
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
REXT
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Pattern Data
7
Pattern
Cycle Length
Coord Mode
Max Mode
Corr Mode
Coord Offset
Force Mode
Spec Func
Time Offset
Sequence
R2 Lag
R3 Lag
R4 Lag
7
150
0
0
0
0
0
0
3
4
0
0
0
Phase
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Time
18
60
30
42
31
47
31
41
0
0
0
0
0
0
0
0
Mode
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
Coord
False
True
False
False
False
True
False
False
False
False
False
False
False
False
False
False
DCP
False
False
False
False
False
False
False
False
False
False
False
False
False
False
False
False
BRED.
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
REXT
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Pattern Data
8
Pattern
Cycle Length
Coord Mode
Max Mode
Corr Mode
Coord Offset
Force Mode
Spec Func
Time Offset
Sequence
R2 Lag
R3 Lag
R4 Lag
8
150
0
0
0
0
0
0
0
0
0
0
0
Phase
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Time
18
60
30
42
31
47
31
41
0
0
0
0
0
0
0
0
Mode
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
Coord
False
True
False
False
False
True
False
False
False
False
False
False
False
False
False
False
DCP
False
False
False
False
False
False
False
False
False
False
False
False
False
False
False
False
BRED.
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
REXT
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Pattern Data
9
Pattern
Cycle Length
Coord Mode
Max Mode
Corr Mode
Coord Offset
Force Mode
Spec Func
Time Offset
Sequence
R2 Lag
R3 Lag
R4 Lag
9
150
0
0
0
0
0
0
0
0
0
0
0
Phase
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Time
18
60
30
42
31
47
31
41
0
0
0
0
0
0
0
0
Mode
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
Coord
False
True
False
False
False
True
False
False
False
False
False
False
False
False
False
False
DCP
False
False
False
False
False
False
False
False
False
False
False
False
False
False
False
False
BRED.
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
REXT
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Pattern Data
10
Pattern
Cycle Length
Coord Mode
Max Mode
Corr Mode
Coord Offset
Force Mode
Spec Func
Time Offset
Sequence
R2 Lag
R3 Lag
R4 Lag
10
140
0
0
0
0
0
0
55
4
0
0
0
Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
Time
16
50
26
48
21
46
26
47
0
0
0
0
0
0
0
0
Mode
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
Coord
False
True
False
False
False
True
False
False
False
False
False
False
False
False
False
False
DCP
False
False
False
False
False
False
False
False
False
False
False
False
False
False
False
False
BRED.
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
REXT
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Pattern Data
11
Pattern
Cycle Length
Coord Mode
Max Mode
Corr Mode
Coord Offset
Force Mode
Spec Func
Time Offset
Sequence
R2 Lag
R3 Lag
R4 Lag
11
140
0
0
0
0
0
0
0
0
0
0
0
Phase
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Time
16
50
26
48
21
46
26
47
0
0
0
0
0
0
0
0
Mode
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
Coord
False
True
False
False
False
True
False
False
False
False
False
False
False
False
False
False
DCP
False
False
False
False
False
False
False
False
False
False
False
False
False
False
False
False
BRED.
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
REXT
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Pattern Data
12
Pattern
Cycle Length
Coord Mode
Max Mode
Corr Mode
Coord Offset
Force Mode
Spec Func
Time Offset
Sequence
R2 Lag
R3 Lag
R4 Lag
12
140
0
0
0
0
0
0
0
0
0
0
0
Phase
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Time
16
50
26
48
21
46
26
47
0
0
0
0
0
0
0
0
Mode
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
Coord
False
True
False
False
False
True
False
False
False
False
False
False
False
False
False
False
DCP
False
False
False
False
False
False
False
False
False
False
False
False
False
False
False
False
BRED.
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
REXT
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Pattern Data
19
Pattern
Cycle Length
Coord Mode
Max Mode
Corr Mode
Coord Offset
Force Mode
Spec Func
Time
Offset
Sequence
R2 Lag
R3 Lag
R4 Lag
19
140
0
0
0
0
0
0
45
10
0
0
0
Phase
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Time
22
52
26
40
30
44
30
36
0
0
0
0
0
0
0
0
Mode
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
Coord
False
True
False
False
False
True
False
False
False
False
False
False
False
False
False
False
DCP
False
False
False
False
False
False
False
False
False
False
False
False
False
False
False
False
BRED.
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
REXT
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Pattern Data
20
Pattern
Cycle Length
Coord Mode
Max Mode
Corr Mode
Coord Offset
Force Mode
Spec Func
Time Offset
Sequence
R2 Lag
R3 Lag
R4 Lag
20
140
0
0
0
0
0
0
0
0
0
0
0
Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
Time 22 52 26 40 30 44 30 36 0 0 0 0 0 0 0 0
Mode
None None
None
None None
None
None
None
None
None
None
None
None
None
None
None
Coord
False True
False
False False
True
False
False
False
False
False
False
False
False
False
False
DCP
False False
False
False False
False
False
False
False
False
False
False
False
False
False
False
BRED.
0 0
0
0 0
0
0
0
0
0
0
0
0
0
0
0
REXT
0 0
0
0 0
0
0
0
0
0
0
0
0
0
0
0
Pattern Data
21
Pattern
Cycle Length
Coord Mode
Max Mode
Corr Mode
Coord Offset
Force Mode
Spec Func
Time Offset
Sequence
R2 Lag
R3 Lag
R4 Lag
21
140
0
0
0
0
0
0
0
0
0
0
0
Phase
Time
Mode
Coord
DCP
BRED.
REXT
1
2
3
4
5
22
52
26
40
30
None
None
None
None
None
False
True
False
False
False
False
False
False
False
False
0
0
0
0
0
0
0
0
0
0
6
7
8
9
10
44
30
36
0
0
None
None
None
None
None
True
False
False
False
False
False
False
False
False
False
0
0
0
0
0
0
0
0
0
0
11
12
13
14
15
16
0
0
0
0
0
0
None
None
None
None
None
None
False
False
False
False
False
False
False
False
False
False
False
False
0
0
0
0
0
0
0
0
0
0
0
0
Time Based Control Data
DST
Cycle Zero: 1 day, 0:00
DST Type: 0
TimeZoneDiff: 0
Entry Begin Begin
Begin Day
Begin Day Of
Begin Seconds To
End End
End Day Of End Day Of End Seconds To
Seconds To
Number Month Occurrences
Of Week
Month
Transition
Month Occurrences
Week Month Transition
Adjust
1 3 2
1
1
7200
11 1
1 1 7200
3600
2 14 1
1
1
0
1 1
1 1 0
0
DST
Schedules
Month
Day of Month
Day of Week
Schedule
Plan
1 2 3
4
5 6
7 8 9
10
11
12
1 2 3 4
5
6 7
8 9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31 1 2 3 4 5 6 7
1
1
X X X
X
X X
X X X
X
X
X
X X X X
X
X X
X X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X X
2
2
X X X
X
X X
X X X
X
X
X
X X X X
X
X X
X X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X X
3
3
X X X
X
X X
X X X
X
X
X
X X X X
X
X X
X X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X X
4
4
X X X
X
X X
X X X
X
X
X
X X X X
X
X X
X X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X X
5
5
X X X
X
X X
X X X
X
X
X
X X X X
X
X X
X X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X X
6
6
X X X
X
X X
X X X
X
X
X
X X X X
X
X X
X X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X X
7
7
X X X
X
X X
X X X
X
X
X
X X X X
X
X X
X X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X X
Schedules
Day Plans
Day Plan 1
Event
Hour
Minute
Action
1
8
0
19
2
20
0
254
Day Plan 1
Day Plan 2
Event
Hour
Minute
Action
1
6
0
1
2
10
0
4
3
15
15
7
4
19
0
254
Day Plan 2
Day Plan 3
Event
Hour
Minute
Action
1
6
0
1
2
10
0
4
3
15
15
7
4
19
0
254
Day Plan 3
Day Plan 4
Event
Hour
Minute
Action
1
6
0
1
2
10
0
4
3
15
15
7
4
19
0
254
Day Plan 4
Day Plan 5
Event
Hour
Minute
Action
1
6
0
1
2
10
0
4
3
15
15
7
4
19
0
254
Day Plan 5
Day Plan 6
Event
Hour
Minute
Action
1
6
0
1
2
10
0
4
3
15
15
7
4
19
0
254
Day Plan 6
Day Plan 7
Event
Hour
Minute
Action
1
8
0
19
2
20
0
254
Day Plan 7
Actions
Action Pattern Aux1 Aux2 Aux3 SP1 SP2 SP3 SP4 SIPS SP6 SP7 SP8 DIM Det1 Det2 Det3 Ph1 Ph2 Ph3 Ph4 Ph5 Ph6 Ph7 Ph8 Ph9 Ph10 Ph11 Ph12 Ph13 Ph14 Ph15 Ph16
1
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
3
3
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4
4
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
7
7
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
10
10
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
11
11
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
16
16
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
19
19
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
22
22
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
25
25
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
37
37
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
254
254
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Actions
Special Function Maps
Default Data
Special Function Maps
Dimming
Phase Functions
Default Data
Phase Functions
Default Data
Preempt Configuration
Preempt Overrides
Preempt Overrides
1
2
3
4
5 6
7
8
9
10
11
12
OV Flash
1
1
1
1
1 1
0
0
0
0
0
0
OV PE+1
0
0
0
0
0 0
0
0
0
0
0
0
OV PRI
0
0
0
0
0 0
0
0
0
0
0
0
Preempt Overrides
Preempt 1 Data
Miscellaneous
DET DELAY MXCAL
DB/10
NLOCK
EXTND
L OUT
SRMOD
LINK#
DURAT
GATE
112C
248 0 90
0
0
0
0
0
0
0
0
0
Miscellaneous
Interval Timings
MIN MIN DWL
EXT
SEL PED
SEL
SEL
TRK TRK PED
TRK
TRK
RET PED
RET
RET
GRN WLK GRN
PED
CLR
YEL/10
RED/10
GRN CLR
YEL/10
RED/10
CLR
YEL/10
RED/10
0 0 5
0
7
40
20
5 0
40
20
0
40
20
Interval Timings
Exit/Calls
Vehicle Data
Pedestrian Data
Overlap Data
Phase Exit Calls
Phase Track Green
DWELL
Cycle
Phase Track
Green
DWELL
Cycle
Phase Track
DWELL
Cycle Trail
Green
2 1 1
1 1
1
0
1 0
0
0
1 5
5
0 0
6 1 1
6 1
1
0
3 0
0
0
2 0
0
0 0
Exit/Calls
Vehicle Data
5 0
0
0
3 0
0
0 0
7 0
0
0
4 0
0
0 0
9 0
0
0
5 0
0
0 0
10 0
0
0
6 0
0
0 0
11 0
0
0
7 0
0
0 0
12 0
0
0
8 0
0
0 0
13 0
0
0
9 0
0
0 0
14 0
0
0
10 0
0
0 0
15 0
0
0
11 0
0
0 0
16 0
0
0
12 0
0
0 0
Pedestrian Data
13 0
0
0 0
14 0
0
0 0
15 0
0
0 0
16 0
0
0 0
Overlap Data
Preempt 2 Data
Miscellaneous
DET DELAY MXCAL
DB/10
NLOCK
EXTND
L OUT
SRMOD
LINK#
DURAT
GATE
112C
249 0 90
0
0
0
0
0
0
0
0
0
Miscellaneous
Interval Timings
MIN MIN DWL
EXT
SEL PED
SEL
SEL
TRK TRK PED
TRK
TRK
RET PED
RET
RET
GRN WLK GRN
PED
CLR
YEL/10
RED/10
GRN CLR
YEL/10
RED/10
CLR
YEL/10
RED/10
0 0 5
0
7
40
20
5 0
40
20
0
40
20
Interval Timings
Exit/Calls
Vehicle Data
Pedestrian Data
Overlap Data
Phase Exit Calls
Phase Track Green
DWELL
Cycle
Phase Track Green
DWELL
Cycle
Phase Track
DWELL
Cycle
Trail
Green
2 1 1
2 1
1
0
1 0
0
0
1 0
0
0
0
6 1 1
5 1
1
0
3 0
0
0
2 0
0
0
0
Exit/Calls
Vehicle Data
5 0
0
0
3 5
5
0
0
7 0
0
0
4 0
0
0
0
9 0
0
0
5 0
0
0
0
10 0
0
0
6 0
0
0
0
11 0
0
0
7 0
0
0
0
12 0
0
0
8 0
0
0
0
13 0
0
0
9 0
0
0
0
14 0
0
0
10 0
0
0
0
15 0
0
0
11 0
0
0
0
16 0
0
0
12 0
0
0
0
Pedestrian Data
13 0
0
0
0
14 0
0
0
0
15 0
0
0
0
16 0
0
0
0
Overlap Data
Preempt 3 Data
Miscellaneous
DET DELAY MXCAL
DB/10 NLOCK
EXTND
L OUT SRMOD
LINK#
DURAT
GATE
R2C
250 0 90
0 0
0
0 0
0
0
0
0
Miscellaneous
Interval Timings
MIN MIN DWL EXT
SEL PED SEL
SEL
TRK TRK PED TRK
TRK
RET PED
RET
RET
GRN WLK GRN PED
CLR YEL/10
RED/10
GRN CLR YEL/10
RED/10
CLR
YEL/10
RED/10
0 0 5 0
7 40
20
5 0
40
20
0
40
20
Interval Timings
Exit/Calls
Vehicle Data
Pedestrian Data
Overlap Data
Phase Exit Calls
Phase Track Green
DWELL
Cycle
Phase Track Green
DWELL
Cycle
Phase Track
DWELL
Cycle
Trail
Green
2 1 1
4 1
1
0
1 0
0
0
1 0
0
0
0
6 1 1
7 1
1
0
3 0
0
0
2 0
0
0
0
Exit/Calls
Vehicle Data
5 0
0
0
3 0
0
0
0
7 0
0
0
4 0
0
0
0
9 0
0
0
5 0
0
0
0
10 0
0
0
6 0
0
0
0
11 0
0
0
7 0
0
0
0
12 0
0
0
8 0
0
0
0
13 0
0
0
9 0
0
0
0
14 0
0
0
10 0
0
0
0
15 0
0
0
11 0
0
0
0
16 0
0
0
12 0
0
0
0
Pedestrian Data
13 0
0
0
0
14 0
0
0
0
15 0
0
0
0
16 0
0
0 0
Overlap Data
Preempt 4 Data
Miscellaneous
DET DELAY
MXCAL
DB/10
NLOCK
EXTND
L OUT
SRMOD
LINK#
DURAT
GATE
1112C
251 0
90
0
0
0
0
0
0
0
0
0
Miscellaneous
Interval Timings
MIN MIN
DWL EXT
SEL PED
SEL
SEL
TRK TRK PED
TRK
TRK
RET PED
RET
RET
GRN WLK
GRN PED
CLR
YEL/10
RED/10
GRN CLR
YEL/10
RED/10
CLR
YEL/10
RED/10
0 0
5 0
7
40
20
5 0
40
20
0
40
20
Interval Timings
Exit/Calls
Vehicle Data
Pedestrian Data
Overlap Data
Phase Exit
Calls
Phase Track
Green
DWELL Cycle
Phase Track
Green DWELL
Cycle
Phase Track
DWELL
Cycle Trail
Green
2 1
1
3 1
1 0
1 0
0
0
1 0
0
0 0
6 1
1
8 1
1 0
3 0
0
0
2 0
0
0 0
Exit/Calls
Vehicle Data
5 0
0
0
3 0
0
0 0
7 0
0
0
4 0
0
0 0
9 0
0
0
5 0
0
0 0
10 0
0
0
6 0
0
0 0
11 0
0
0
7 0
0
0 0
12 0
0
0
8 0
0
0 0
13 0
0
0
9 0
0
0 0
14 0
0
0
10 0
0
0 0
15 0
0
0
11 0
0
0 0
16 0
0
0
12 0
0
0 0
Pedestrian Data
13 0
0
0 0
14 0
0
0 0
15 0
0
0 0
16 0
0
0 0
Overlap Data
Preempt 5 Data
Miscellaneous
DET DELAY
MXCAL
DB/10
NLOCK
EXTND
L OUT
SRMOD
LINK#
DURAT
GATE
1112C
252 0
0
0
0
0
0
0
0
0
0
0
Miscellaneous
Interval Timings
MIN MIN
DWL EXT
SEL PED
SEL
SEL
TRK TRK PED
TRK
TRK
RET PED
RET
RET
GRN WLK
GRN PED
CLR
YEL/10
RED/10
GRN CLR
YEL/10
RED/10
CLR
YEL/10
RED/10
0 0
0 0
0
40
20
0 0
40
20
0
40
20
Interval Timings
Exit/Calls
Vehicle Data
Pedestrian Data
Overlap Data
Default Data
Default Data
Phase Track
Green DWELL
Cycle
Phase Track
DWELL
Cycle Trail
Green
Exit/Calls
Vehicle Data
1 0
0
0
1 0
0
0 0
3 0
0
0
2 0
0
0 0
5 0
0
0
3 0
0
0 0
7 0
0
0
4 0
0
0 0
9 0
0
0
10 0
0
0
5 0
0
0
0
11 0
0
0
6 0
0
0
0
12 0
0
0
7 0
0
0
0
13 0
0
0
8 0
0
0
0
14 0
0
0
9 0
0
0
0
15 0
0
0
10 0
0
0
0
16 0
0
0
11 0
0
0
0
Pedestrian Data
12 0
0
0
0
13 0
0
0
0
14 0
0
0
0
15 0
0
0
0
16 0
0
0
0
Overlap Data
Preempt 6 Data
Miscellaneous
DET DELAY
MXCAL DB/10 NLOCK
EXTND L OUT
SRMOD
LINK#
DURAT
GATE
R2C
253 0
0 0 0
0 0
0
0
0
0
0
Miscellaneous
Interval Timings
MIN MIN
DWL EXT SEL PED SEL
SEL TRK TRK PED
TRK
TRK
RET PED
RET
RET
GRN WLK
GRN PED CLR YEL/10
RED/10 GRN CLR
YEL/10
RED/10
CLR
YEL/10
RED/10
0 0
0 0 0 40
20 0 0
40
20
0
40
20
Interval Timings
Exit/Calls
Vehicle Data
Pedestrian Data
Overlap Data
Default Data
Default Data
Phase Track
Green DWELL
Cycle
Phase Track
DWELL
Cycle
Trail
Green
Exit/Calls
Vehicle Data
1 0
0
0
1 0
0
0
0
3 0
0
0
2 0
0
0
0
5 0
0
0
3 0
0
0
0
7 0
0
0
4 0
0
0
0
9 0
0
0
5 0
0
0
0
10 0
0
0
6 0
0
0
0
11 0
0
0
7 0
0
0
0
12 0
0
0
8 0
0
0
0
13 0
0
0
9 0
0
0
0
14 0
0
0
10 0
0
0
0
15 0
0
0
11 0
0
0
0
16 0
0
0
12 0
0
0
0
Pedestrian Data
13 0
0
0
0
14 0
0
0
0
15 0
0
0
0
16 0
0
0
0
Overlap Data
Preempt 7 Data
Default Data
Preempt 8 Data
Default Data
Preempt 9 Data
Default Data
Preempt 10 Data
Default Data
Preempt 11 Data
Default Data
Preempt 12 Data
Default Data
Priority
Priority 1
Deafult Data
Priority 2
Deafult Data
Priority 3
Deafult Data
Priority 4
Deafult Data
Priority 5
Deafult Data
Priority 6
Deafult Data
Priority 7
Deafult Data
Priority 8
Deafult Data
Priority 9
Deafult Data
Priority 10
Deafult Data
Priority 11
Deafult Data
Priority 12
Deafult Data
System/Detector Communications
Local Address: 1 Revert to Backup: 900.0
System Detector Data
Bank 1:
Default Data
Bank 2:
Default Data
Bank 3:
Default Data
Bank 4:
Default Data
Queue Assignments
Bank 1:
Default Data
Bank 2:
Default Data
Bank 3:
Default Data
Bank 4:
Default Data
Queue Select
Bank 1:
Default Data
Bank 2:
Default Data
Bank 3:
Default Data
Bank 4:
Default Data
IP Address: 10.217.131.121:1000
System/Detector Data - Detector Diagnostics
Vehicle Detector Diagnostics Value: 0
Default Data
Vehicle Detector Diagnostics Value: 0
Pedestrian Detector Value: 0
Default Data
Pedestrian Detector Value: 0
Special Detector Diagnostics Value: 0
Default Data
Special Detector Diagnostics Value: 0
System Data - Speed
Measurement: 0
Speed Trap 1
Default Data
Speed Trap 1
System Data - Speed Ranges/Pattern
Pattern Speed Trap Low Threshold Speed Trap High Threshold
Default Data
Vehicle Detector Diagnostics Value: 1
Default Data
Vehicle Detector Diagnostics Value: 1
Pedestrian Detector Value: 1
Default Data
Pedestrian Detector Value: 1
Special Detector Diagnostics Value: 1
Default Data
Special Detector Diagnostics Value: 1
Speed Trap 2
Default Data
Speed Trap 2
Floor and Decor
FM 1709 / Kimball Avenue
Southlake, Texas
Appendix F
July 26, 2023
AVO 54063
Floor & Decor Trip Generation and Parking
Study Excerpts
- F- a . haL,ff
Parking and Trip Generation Study
Floor & Decor
Prepared for.
Centerpoint Integrated Solutions, LLC
Prepared by:
Kimley-Horn and Associates, Inc.
12740 Gran Bay Parkway West, Suite 2350
Jacksonville, Florida 32258
Kimley)))Horn
©Kimley-Horn and Associates, Inc.
February 2023
Parking and Trip Generation Study
Floor & Decor
Prepared for
Centerpoint Integrated Solutions, LLC
Prepared by:
Kimley-Horn and Associates, Inc.
12740 Gran Bay Parkway West, Suite 2350
Jacksonville, Florida 32258
©Kimley-Horn and Associates, Inc.
February 2023
Q-. iC Ns ' •.'Q
� E �
��- F• .0
No 83370
•. STATE OF : lV
. p •• C R
��SS ....... •
'�.,'O N A L1 E%�.�`
This item has been digitally signed and
sealed by:
on the date adjacent to the signature.
Printed copies of this document are not
considered signed and sealed and the
signature must be verified on any electronic
copies
Kimley>>) Horn Floor &Decor
Parking and Trip Generation Study
TABLE OF CONTENTS
Paqe
Introduction.................................................................................................................................1
DataCollection............................................................................................................................1
Results of Parking Data Collection............................................................................................12
Results of Trip Generation Data Collection...............................................................................12
Summary..................................................................................................................................15
Appendix A: Sample Parking and Trip Generation Data Collection Sheets
Appendix B: Parking Data Collection
Appendix C: Trip Generation Data Collection
LIST OF FIGURES
Page
Figure 1: Doral Store Location Map.............................................................................................3
Figure 2: Alexandria Store Location Map....................................................................................4
Figure 3: Pompano Beach Store Location Map...........................................................................5
Figure 4: Farmingdale Store Location Map.................................................................................6
Figure 5: Woodland Hills Store Location Map..............................................................................7
Figure 6: North Charleston Store Location Map..........................................................................8
Figure 7: Avon Store Location Map.............................................................................................9
Figure 8: Cypress Store Location Map......................................................................................10
Figure 9: Tuckwila Store Location Map.....................................................................................11
Page i February 2023
Kimley>>) Horn Floor &Decor
Parking and Trip Generation Study
LIST OF TABLES
Paqe
Table 1: Peak Parking Counts and Rates.................................................................................13
Table 2: Peak Hour Trip Generation Summary .........................................................................14
Table 3: Average Parking and Trip Generation Rates..............................................................15
Table 4: Highest Parking and Trip Generation Rates................................................................15
Page ii February 2023
Kimley>>) Horn Floor &Decor
Parking and Trip Generation Study
Introduction
Centerpoint Integrated Solutions, LLC has retained Kimley-Horn and Associates, Inc. (Kimley-
Horn) to determine actual parking and trip generation rates at several Floor and Decor stores
around the country. Due to the characteristics of Floor & Decor's products, the sizes of the stores
are very large in comparison to other retail stores, typically ranging between 60,000 and 100,000
square feet. The stores are sized to accommodate the large amount of flooring inventory that is
typically stored and displayed for sale within the store. Historically, in order to determine the trip
generation and required parking for a proposed Floor & Decor store, municipalities have used
parking and trip generation rates that are based on studies for more traditional commercial retail
stores. These traditional retail rates tend to overestimate the parking spaces needed and the
weekday peak hour trips generated by a Floor & Decor store. This can result in Floor & Decor
incurring unnecessary costs associated with constructing under-utilized parking lots for its stores
or over -assessment for off -site transportation mitigation or mobility fees.
Kimley-Horn has recently conducted parking and trip generation data collection for several
existing Floor & Decor stores around the country. From the data collection, actual parking and trip
generation rates were determined for the existing stores on a per thousand square feet basis.
This report summarizes the data collection and resulting parking and trip generation rates.
Data Collection
Parking and trip generation data was collected for nine existing Floor & Decor stores around the
country. These nine sites represent some of the best performing stores in each of their respective
markets and were selected for study as the stores anticipated to have the highest parking and trip
generation rates, representing a "worst -case" scenario. The store locations are as follows:
Doral: 2525 NW 82nd Avenue; Doral, FL, 33122
2. Alexandria: 4607 Eisenhower Avenue; Alexandria, VA 22304
3. Pompano Beach: 1914 W Atlantic Boulevard; Pompano Beach, FL 33069
4. Farmingdale: 1002 Broad Hollow Road; Farmingdale, NY 11735
5. Woodland Hills: 22840 Victory Boulevard; Woodland Hills, CA 91367
6. North Charleston: 6029 Rivers Avenue; Charleston, SC 29406
7. Avon: 80 Stockwell Drive; Avon, MA 02322
8. Cypress: 20502 Hempstead Road; Houston, TX 77065
9. Tuckwila: 17651 Southcenter Parkway; Tuckwila, WA 98188
Page 1 February 2023
Kimley>)) Horn Floor &Decor
Parking and Trip Generation Study
Figures 1 through 9 provide aerial location exhibits for each of the nine studied Floor & Decor
stores. At each of the nine stores, Kimley-Horn staff collected weekday parking and trip generation
data between Tuesday, November 29, 2022 and Tuesday, December 13, 2022. The weekday
parking and trip generation data was collected from 7:00 AM to 9:30 AM and from 4:00 PM to
7:00 PM. Also, parking data collection was collected at the nine stores on either Saturday,
December 3, 2022 or Saturday, December 10, 2022 from 11:00 AM to 2:00 PM. According to
Floor & Decor, the stores do not typically experience seasonal variations in patronage levels and
sales. Therefore, the data collection is anticipated to represent typical store conditions.
In order to conduct the trip generation data collection, a Kimley-Horn staff member stood near the
entrance to the Floor & Decor store and observed the parking lot. When a vehicle entered the
parking lot and a person or a group of people got out of a vehicle and entered the Floor and Decor
store or customer pickup area, this was counted as one inbound vehicle trip. When a person or
group of people exiting the Floor & Decor store or customer pickup area got into a vehicle and
exited the parking lot, this was counted as one outbound vehicle trip. This trip generation data
collection method was used recognizing that several of the studied Floor & Decor stores are within
shopping centers having multiple tenants, and this was the easiest way to isolate trips specifically
destined to/from the studied Floor & Decor stores. It should be noted that truck delivery trips
to/from the rears/sides of the stores were not quantified as Floor and Decor stated that these trips
are minimal, especially during peak hours. Also, there are customer pickup areas at the rear of
two of the stores (North Charleston and Cypress) that are not visible from the main entrance.
Trips to/from these two customer pickup areas were not quantified as they are thought to be
minimal.
Appendix A contains samples of the data collection worksheets used at the nine stores in which
data was collected. The parking data collected at each of the nine stores is included in Appendix
B, and the trip generation data is included in Appendix C.
Page 2 February 2023
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Kimley>>) Horn Floor &Decor
Parking and Trip Generation Study
Results of Parking Data Collection
Table 1 presents the results of the parking data collection. As shown in Table 1, the maximum
parking rate in spaces per 1,000 square feet of gross leasable area occurred during the Saturday
data collection for all but two stores. The Saturday peak parking rates varied from 0.40 spaces
per 1,000 square feet in North Charleston, South Carolina, (the lowest Saturday rate) to 1.03
spaces per 1,000 square feet in Woodland Hills, California (the highest Saturday rate). The
average weekday AM peak parking rate for the nine stores was 0.47 spaces per 1,000 square
feet. The average weekday PM peak parking rate was 0.48 spaces per 1,000 square feet. The
average Saturday peak parking rate was 0.64 spaces per 1,000 square feet.
Results of Trip Generation Data Collection
Table 2 presents the results of the trip generation data collection. As shown in Table 2, the
Tuckwila, Washington store experienced the lowest AM peak hour trip generation rate, and the
Avon, Massachusetts store experienced the lowest PM peak hour trip generation rate. The
Woodland Hills store experienced the highest AM peak hour and the highest PM peak hour trip
generation rates. The average AM peak hour trip generation rate for the nine stores was 0.80
trips per 1,000 square feet (53 percent inbound, 47 percent outbound). The average PM peak
hour trip generation rate was 0.77 trips per 1,000 square feet (46 percent inbound, 54 percent
outbound).
Page 12 February 2023
Kimley>>) Horn Floor &Decor
Parking and Trip Generation Study
Table 2: Peak Hour Trip Generation Summary
Store Location and Size
Date in 2022
Time Period
Peak Hour
Inbound
Trips
Outbound
Trips
Total
Trips
Trip Generation
Rate (Trips per
1,000 SF GLA)
Inbound Trip
Percentage
Outbound
Trip
Percentage
Doral, FL
Thur, Dec 1
Weekday AM
7:45 AM to 8:45 AM
32
27
59
0.66
54%
46%
89,240 GLA
Wed, Nov 30
Weekday PM
4:00 PM to 5:00 PM
28
34
62
0.69
45%
55%
Alexandria, VA
Tues, Nov 29
Weekday AM
8:30 AM to 9:30 AM
39
39
78
0.84
50%
50%
93,398 GLA
Tues, Nov 29
Weekday PM
4:00 PM to 5:00 PM
38
42
80
0.86
48%
52%
Pompano Beach, FL
Wed, Nov 30
Weekday AM
8:00 AM to 9:00 AM
42
41
83
0.96
51%
49%
86,610 GLA
Wed, Nov 30
Weekday PM
4:15 PM to 5:15 PM
34
30
64
0.74
53%
47%
Farmingdale, NY
Wed, Nov 30
Weekday AM
8:30 AM to 9:30 AM
30
27
57
0.71
53%
47%
80,000 GLA
Wed, Nov 30
Weekday PM
5:30 PM to 6:30 PM
23
19
42
0.53
55%
45%
Woodland Hills, CA
Wed, Nov 30
Weekday AM
8:30 AM to 9:30 AM
31
27
58
1.10
53%
47%
52,619 GLA
Wed, Nov 30
Weekday PM
4:15 PM to 5:15 PM
40
48
88
1.67
45%
55%
North Charleston, SC
Tues, Dec 6
Weekday AM
8:30 AM to 9:30 AM
30
24
54
0.72
56%
44%
75,000 GLA
Tues, Dec 6
Weekday PM
4:00 PM to 5:00 PM
22
29
51
0.68
43%
57%
Avon, MA
Tues, Dec 6
Weekday AM
8:30 AM to 9:30 AM
31
26
57
0.67
54%
46%
84,887 GLA
Tues, Dec 6
Weekday PM
4:00 PM to 5:00 PM
19
23
42
0.49
45%
55%
Cypress, TX
Wed, Dec 7
Weekday AM
8:30 AM to 9:30 AM
38
35
73
0.97
52%
48%
74,880 GLA
Wed, Dec 7
Weekday PM
4:00 PM to 5:00 PM
18
29
47
0.63
38%
62%
Tuckwila, WA
Thur, Dec 8
Weekday AM
8:30 AM to 9:30 AM
27
20
47
0.52
57%
43%
90,359 GLA
Tues, Dec 13
1 Weekday PM
5:00 PM to 6:00 PM
27
34
61
0.68
44%
56%
Average AM Peak Hour Trip Generation Rate and I nbound/Outbound Percentage 0.80 (53% in, 47% out)
Average PM Peak Hour Trip Generation Rate and Inbound/Outbound Percentage 0.77 (46% in, 54% out)
Page 14 February 2023
Kimley>>) Horn Floor &Decor
Parking and Trip Generation Study
Summary
Table 3 presents the average weekday AM and PM peak parking and trip generation rates as
well as the average Saturday peak parking rate for the nine stores. Table 4 presents the highest
weekday AM and PM parking and trip generation rates observed as well as the highest Saturday
parking rate observed for the nine stores.
Table 3: Average Parking and Trip Generation Rates
Average Peak Hour
Average Peak
Average Peak
Average Peak Parking
Trip Generation Rate
Hour Inbound
Hour
Time Period
Rate (Occupied Spaces
(Trips Per Hour Per
Trip
Outbound Trip
per 1,000 SF GLA)
1,000 SF GLA)
Percentage
Percentage
AM Peak
0.47
0.80
53%
47%
PM Peak
0.48
0.77
46%
54%
Saturday Peak
0.64
-
Table 4: Highest Parking and Trip Generation Rates
Highest
Highest Trip
Location of
Inbound Trip
Outbound Trip
Location of
Parking Rate
Generation
Store with
Percentage at
Percentage at
Time
Store with
(Occupied
Rate (Trips
Highest Trip
Store with
Store with
Period
Highest
Spaces per
Per Hour Per
Generation
Highest Trip
Highest Trip
Parking Rate
1,000 SF GLA)
1,000 SF GLA)
Rate
Generation
Generation
Woodland
AM Peak
0.60
Alexandria
1.10
53%
47%
Hills
Woodland
Woodland
PM Peak
0.84
1.67
45%
55%
Hills
Hills
Saturday
Woodland
1.03
-
Peak
Hills
Page 15 February 2023
Kimley>)) Horn Floor &Decor
Parking and Trip Generation Study
Appendix A:
Sample Parking and Trip Generation Data Collection Sheets
DATE: 11 1yv
TIME PERIOD: 6046 PN � �o :000M
DATA COLLECTOR: gam` N.
r,
Hj IRBOR FREIGHT
r..
C
FLOOR &
.�
DECOR,
b:. ,.i✓:�.: !Y � ��^a �%�'� StifY 54y �3#�d{�5��� {�_'�f.a*i.i:, ^`i �f
E
FLOOR &DECOR
22840 VICTORY BLVD
WOODLAND HILLS, CA 91367
PARKING DATA
COLLECTION
Location✓ s a
Date NiVVW1
Analyst 16
0,A
Time
Inbound Vehicle Trips
Outbound Vehicle Trips
From:
To
7:00
AM
7:15
AM
7:15
AM
7:30
AM
7:30
AM
7:45
AM
a
7:45
AM
8:00
AM
�If
8:00
AM
8:15
AM
8:15
AM
8:30
AM
IICt
P� I III
8:30
AM
8:45
AM
Lj
I,nK
8:45
AM
9:00
AM
9:00
AM
9:15
AM
9:15
AM
9:30
AM
Kimley>)) Horn Floor &Decor
Parking and Trip Generation Study
Appendix C:
Trip Generation Data Collection
Location: Woodland Hills, CA
Weekday AM Trip Generation
Wednesday, November 30, 2022
From
To
Inbound
Trips
Outbound
Trips
Total Trips
7:00 AM
7:15 AM
2
1
3
7:15 AM
7:30 AM
5
2
7
7:30 AM
7:45 AM
5
4
9
7:45 AM
8:00 AM
7
5
12
8:00 AM
8:15 AM
6
3
9
8:15 AM
8:30 AM
8
6
14
8:30 AM
8:45 AM
4
8
12
8:45 AM
9:00 AM
9
5
14
9:00 AM
9:15 AM
7
8
15
9:15 AM
9:30 AM
11
6
17
Weekday PM Trip Generation
Wednesday, November 30, 2022
From
To
Inbound
Trips
Outbound
Trips
Total Trips
4:00 PM
4:15 PM
12
7
19
4:15 PM
4:30 PM
9
10
19
4:30 PM
4:45 PM
13
15
28
4:45 PM
5:00 PM
9
12
21
5:00 PM
5:15 PM
9
11
20
5:15 PM
5:30 PM
8
8
16
5:30 PM
5:45 PM
7
11
18
5:45 PM
6:00 PM
3
5
8
6:00 PM
6:15 PM
6
10
16
6:15 PM
6:30 PM
4
7
11
6:30 PM
6:45 PM
7
8
15
6:45 PM
7:00 PM
4
8
12
Total 58
Trips
Total 88
Trips
