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Item 7B - TIA
TRAFFIC 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 .3 .3 .3 .3 .4 .5 .5 .6 .6 .6 .6 .7 .7 .7 .8 .8 .8 .8 .9 .9 13 14 14 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........................................................................................... .7 .9 10 11 12 13 15 15 .1 .A .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 -'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�� :66 '� � ilc� ��.T�'�—fir' yy�♦�.�Ild '� 0 .. 1•y �; � IMF 't'-,�,�•_ Y�1. � �1 a 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 MMIN w w , S O U TH L A K E B L VD Concrete p nt—/ 3 Vaults yy Vaults urb Inlet 4 y TMH, -- — — — — _ ---------------------C —J \ a—=--=------===—T�1—=—=1==—=___—_—____----___ �� �\ - _ 0: - --------- ---- \II _T ----- Ffll� I�—-� �- wi � i"( — — — — — — 41 ��I --- �� fiT f -- --- - - - - - - - - - - \\� fi �' T �•. .. -- I I— � � I I I I I I I I � � �. Ir I s B B7js. I I AMAZING II II I ,4 I I I CAVA TORCHY, S TACOS LASH. f al ETHAN �. � --' — — — — — — -Al STUDIO �91�. ALLEN I A JL•� . THE KING'S UNIVERSITY I w r I R a. - Ankh A r � �fil -------- 1i , ------------- �— COOLGREENS ------ L Concrete pavement Concrete pavement f � / I r L_ TOP=61%47— — — > — — — — --- I I III J iAWN (Unable to open F �Torw Y . ' p=616.40 — — — — — .mow — — — — — — — — F L = 611.3 7 e --.---------------- n wo 4,619.69 letLP 2-ICV,s 3-IC Lpb InletFL=open) �,�- �• � I III � � I � J•: 272 li li _ 273 I ndscape edgeing 0 ,.� O • 1 1` uE c� 00 I ' I 1 k� SSMH r TOP=622.21 FL- (Unable to open) Top=623.72 FL=(Unable to o enl 6' Curb Pnle ss0 =6open) _ tp open) A .- l� .I • > AWL •wire meshing . I Grate Inlet Top-623.72 • FL=617.57 • I / - / I / I I / I / I I - \ ----------------- - n �; 0 Q�W FLOOR & DECOR LL °�� WQ^�� + MARSHALLS 1STORY Uj 75,078 SF. 00 o Q Q Z II FF=629.50 M �WWaC0 II I I SSMH TMH OF�P(U able to open) ' Top=629.74 — — — — — — FL=(Unabl I II-----— — — — — — — — wv ' 10' Curb Inleth r Concrete pavement) Top=628.74 ' 18 FL(out)(NIII j-6 )=624.49 i ,MH — — — T 0 P = 6 2 9.9 4 -- — — — — — — — — — — — — — — — — — — — — — — 8::FL((I N)((E=623.79 _ t. $8'FL(OU)T)�W) =623 79 M (From Center of M.H.) 67 1 618.48 _ 15.42 I I I J I II II � I I I I Jr �1 AP, Ma • t PGA TOUR - SUPERSTORE° — — — — — — — — - ---------------- S. VILLAGE CENTER DRIVE irAw M LLJ Q Q I N 0 60' 120' GRAPHIC SCALE - 1"=60' 0. 0 U Q� X LJJ Q LU z D 0 LLi Y a06 W 0 �a U� J LL u, N N U) w � xo w 0PNo =Oa Z Q N oU j mom ■ ■ ■ ■■w Z O H d U W Z w o o Cn U Z 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© aooaa �ommo 00000 00000 o�m�o 00000 000©o 00000 0000© a�m�© 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 F-104l 183 257 --j [;:7 7 2 I� � � N N 04 m OIN NIO N N 00 O VILLAGE CENTER D oaoa � IOI O NI O 0 0 0 0 I� 0 0 }_ 0 12 I� I� 12 1 ® 141 70 I� I� 28 118 [;:7 0 0 0 N O M O N OIO NIO MI Imo' L L « DO 0 0 ---*j L 50 27 57 178-51 110 5 0 0 I� DO 0 0 O F 10 3 16 44 60 7 --1 F-7 0 0 0 +� f r O a v - \ H V N H M O LU J �j U J 0 0 -:11 Q 09 62 86 O OS 68 130 N � n M O � Off 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 w O~ Z w Wax 0o1- W wY °FLU_ J � 0w w LL � 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 °o v Cn 2 Z NI N �I N Z 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 _j 1,701— O r 82 107 131 03 F-115l 202 284 --1 [;:7 8 2 I� 7 V O G m OIN NIO a N R 0 VILLAGE CENTER D oaoa � hl o NI o O O O O I� 0 0 }_ 0 14 I� ® 14 1 ® 155 78 01 I� 30 131 [;:7 0 0 0 O M O M N OI� NIA N ' I J L L DO 0 0 --j L 55 29 63 93 122 6 0 0 QO DO 0 0 O F 11 3 18 48 66 8 F-7 0 0 DO +� f r o � allo LU Q N M h N h J �j U J 0 0 Q Fl-0-1 69 95 � O © 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 w O~ Z w Wax �0P w LUY °FLU_ J � 0w w LL � 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 J J � G > m FM 1709 (SOUTHLAKE BLVD) FLOOR & DECOR RETAIL DEVELOPMENT SITE rn Cn G O v v RD 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- F-o-1 ' I —1 t r Z or- m 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 Z Z LIJ O fr �V H M HO a J J � 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- F-o-1 20 --1 � � n } � I � I r 'w O 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� Uj 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 v Cn 2 Z �000 + of o Z QMQQ -Jj�.b 0 0 }_ 0 0 O r 1 1O1 3 2 9 F-0--1 0 0 --1 [;:7 0 0 I� o O o .0 VILLAGE CENTER D oaoa of o of o � 0 0 0 0 .J j L. Lf 0 0 }_ 0 0 I� 3 2 ® F- 0 0 DO �0 0 0 [--7 0 0 DO DODO \ \ OIo DODO olo Noao N O O O J L L' 0 0 0--j L 0 0 28 28 18 0 O o DO 0 o o F- o o 0 14 14 8 [--7 0 o 0 +� f r o m o 0 \ HHHH 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 0o1- W wY °FLU_ J � 0w w LL � 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 Cn °o v Cn 2 Z VI N �I N Z J j L. L} © 9 2 L_ 111 257 303 F-275l 243 215 — 587 1,209 1 526 1424 1,212 _j 1,542— O r 83 108 130 03 F-104l 183 257 --1 [;:7 7 2 I� m OIN NIA VILLAGE CENTER D oaoa � IOI O NI O 0 0 0 0 I� 0 0 }_ 0 12 I� I� 1 1 3 13 F 10 11 16 3 ® 141 70 01 I� 28 118 [;:7 0 0 0 N O M O N OIO NIO M tO) N N V 1�"i V Imo' J L L DO 0 0 ---*j L 50 27 57 112 138 21 0 0 I� DO 0 0 O F 10 3 16 58 74 15 F-7 0 0 0 +� f r O N i oM a LU J �j U J 0 0 -:11 Q 09 62 86 O 09 72 131 N O M O N � 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 w O~ Z w Wax �0P w LUY °FLU_ J � 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 _j 1,702— O r 91 118 142 03 F-115I 202 284 --1 [;:7 8 2 I� � N W m OI N (nVl N a0 7 N VILLAGE CENTER D oaoa � rl o NI o O O O O I� 0 0 }_ 0 14 I� �0 1 1 3 14 11 11 17 3 ® 155 78 01 I� 30 131 [;:7 0 0 0 O M O M N OI� NIA N� N N L� I' J L DO 0 0 ---*j L 55 29 63 121 149 21 0 0 QO DO 0 0 O F 11 3 18 62 80 16 --j F-7 0 0 DO o °D allo N � W Q N ti J �j U J 0 0 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 Iwo I —Imo2 03 T 04 It 5 06 rR O7 os 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 sm� SIM imp , cMtl will "dub Owl fl, VICTORY BLVD I 61 MIIIIIIIIIIIIIII WAV-4-1; 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