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Item 10 - Southlake - TIA TRAFFIC IMPACT ANALYSIS Floor and Decor FM 1709 / Kimball Avenue Southlake, Texas July 26, 2023 , PE 07/26/2023 Signature of Registrant Date Halff Associates, Inc. – TBPELS Engineering Firm #312 Prepared for Floor and Decor 1201 North Bowser Road Richardson, Texas 75081 AVO 54063 TBPELS Engineering Firm Registration No. 312 Floor and Decor July 26, 2023 FM 1709 / Kimball Avenue AVO 54063 Southlake, Texas - i - Executive Summary 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 Floor and Decor July 26, 2023 FM 1709 / Kimball Avenue AVO 54063 Southlake, Texas - ii - 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. Study Year Recommendation Responsible Party 2024 Work with store management to schedule heavy vehicle activity outside of school AM and PM peak periods Developer 2024 Maintain clear sight visibility around the site driveway approaches to the north – south drive aisle running along the east side of the development Developer 2024 Install stop signs and stop bars at the eastbound site driveway approaches to the north – south drive aisle running along the east side of the development. Developer 2024 Grant a variance for the location of the proposed south site driveway connection to the north – south drive aisle, with respect to its proximity to Village Center Drive City Floor and Decor July 26, 2023 FM 1709 / Kimball Avenue AVO 54063 Southlake, Texas - iii - Table of Contents Executive Summary ....................................................................................................................................... i Table of Contents .......................................................................................................................................... iii List of Appendices ......................................................................................................................................... iii List of Tables ................................................................................................................................................. iv List of Figures ................................................................................................................................................ iv I. Introduction ...................................................................................................................................... 1 II. Purpose and Methodology ............................................................................................................... 2 III. Site Location / Study Area ............................................................................................................... 3 IV. Development, Zoning, and Site Access ........................................................................................... 3 A. Existing Zoning ...................................................................................................................... 3 B. Existing Development ............................................................................................................... 3 C. Proposed Zoning ....................................................................................................................... 3 D. Proposed Development ......................................................................................................... 3 E. Proposed Site Access Points (Driveways) ................................................................................ 4 V. Existing Roadway Conditions .......................................................................................................... 5 VI. Future Roadway Conditions ............................................................................................................. 5 VII. Existing Traffic Volumes................................................................................................................... 6 VIII. Projected Traffic Volumes ................................................................................................................ 6 A. No Build Volumes .................................................................................................................. 6 B. Build Volumes ........................................................................................................................... 6 IX. Trip Generation ................................................................................................................................ 7 A. Existing Site Trip Generation ................................................................................................ 7 B. Proposed Site Trip Generation .................................................................................................. 7 X. Trip Distribution ................................................................................................................................ 8 A. General Trip Distribution Percentages .................................................................................. 8 B. Detailed Trip Distribution Percentages...................................................................................... 8 XI. Trip Assignment ............................................................................................................................... 8 XII. Intersection LOS Analyses ............................................................................................................... 9 A. Methodology and Level of Service Evaluations .................................................................... 9 B. Summary of Intersection LOS Analyses Results .................................................................... 13 XIII. Site Access Evaluation................................................................................................................... 14 XIV. Loading Dock Evaluation ............................................................................................................... 14 XV. Recommendations ......................................................................................................................... 15 List of Appendices Appendix A – Site Plan – Floor & Decor Development ................................................................................. A Appendix B – Traffic Count Data .................................................................................................................. B Appendix C – Turning Movement Traffic Volume Exhibits ........................................................................... C Appendix D – Synchro Report Sheets .......................................................................................................... D Appendix E – Existing Signal Timing Sheets ................................................................................................ E Appendix F - Floor & Decor Trip Generation and Parking Study Excerpts…………………………………….F Floor and Decor July 26, 2023 FM 1709 / Kimball Avenue AVO 54063 Southlake, Texas - iv - List of Tables Table 1 – Estimated Site-Generated One-Way Trips – Floor & Decor ......................................................... 7 Table 2 – Level-of-Service Criteria for Signalized Intersections ................................................................... 9 Table 3 – Level of Service Criteria for Unsignalized Intersections ............................................................. 10 Table 4 – Intersection LOS Analysis Results – AM Peak Hour .................................................................. 11 Table 5 – Intersection LOS Analysis Results – School PM Peak Hour ...................................................... 12 Table 6 – Intersection LOS Analysis Results – Commuter PM Peak Hour ................................................ 13 Table 7 – Heavy Vehicle Trip Summary ..................................................................................................... 15 Table 8 – Recommendations ...................................................................................................................... 15 List of Figures Figure 1 – Site Location Map ........................................................................................................................ 1 Figure 2 – Site Plan – Floor & Decor Development ...................................................................................... A Figure 3 – Existing and Proposed Study Intersections ................................................................................. C Figure 4 – Existing and Proposed Lane Assignments and Traffic Controls ................................................. C Figure 5 – 2023 Existing Volumes ................................................................................................................ C Figure 6 – 2024 No Build Volumes ............................................................................................................... C Figure 7 – 2029 (No Build + 5 Years) Volumes ............................................................................................ C Figure 8 – Inbound Trip Distribution Percentages – Floor & Decor .............................................................. C Figure 9 – Outbound Trip Distribution Percentages – Floor & Decor ........................................................... C Figure 10 – Development Trips – Floor & Decor .......................................................................................... C Figure 11 – 2024 Build Volumes ................................................................................................................... C Figure 12 – 2029 (Build +5 Years) Volumes ................................................................................................. C Floor and Decor July 26, 2023 FM 1709 / Kimball Avenue AVO 54063 Southlake, Texas - 1 - I. INTRODUCTION 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. Screenshot reprinted with permission from Nearmap Aerial Date: January 8, 2023 Figure 1 – Site Location Map FM 1709 Kimball Ave Floor & Decor development site N Village Center Dr Floor and Decor July 26, 2023 FM 1709 / Kimball Avenue AVO 54063 Southlake, Texas - 2 - 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. Floor and Decor July 26, 2023 FM 1709 / Kimball Avenue AVO 54063 Southlake, Texas - 3 - 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. Floor and Decor July 26, 2023 FM 1709 / Kimball Avenue AVO 54063 Southlake, Texas - 4 - E. Proposed Site Access Points (Driveways) 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. Floor and Decor July 26, 2023 FM 1709 / Kimball Avenue AVO 54063 Southlake, Texas - 5 - • 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 C2U collector in 60 feet of ROW. Floor and Decor July 26, 2023 FM 1709 / Kimball Avenue AVO 54063 Southlake, Texas - 6 - VII. EXISTING TRAFFIC VOLUMES 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. VIII. 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 C were 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. Floor and Decor July 26, 2023 FM 1709 / Kimball Avenue AVO 54063 Southlake, Texas - 7 - 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, 11th 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 o 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. Table 1 – Estimated Site-Generated One-Way Trips – Floor & Decor Land Use (Density) [Trip Generation Data Source] AM Peak Hour of the Adjacent Steet Traffic PM Peak Hour of the Adjacent Steet Traffic Saturday Peak Hour In Out Total In Out Total Total Floor & Decor Store (75,000-sf) [Developer-provided data] 44 39 83 56 69 125 77 No trip reduction factors were applied to the site-generated trips shown in Table 1. Floor and Decor July 26, 2023 FM 1709 / Kimball Avenue AVO 54063 Southlake, Texas - 8 - 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. Floor and Decor July 26, 2023 FM 1709 / Kimball Avenue AVO 54063 Southlake, Texas - 9 - XII. INTERSECTION LOS ANALYSES A. Methodology and Level of Service Evaluations 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 Signalized Intersections Level of Service Description Average Stopped Delay (sec/veh) A Little to no delays experienced at the intersection and vehicle progression is exceptionally favorable. Majority of vehicles arrive during the green indication and travel through the intersection without stopping. <10.0 B Light delays are experienced at the intersection and vehicle progression is highly favorable. Most vehicles pass through the intersection, with slightly higher stopped vehicles than with LOS A. > 10.0 & 20.0 C Moderate delays are experienced at the intersection and vehicle progression is favorable. Individual cycle failures may begin to appear. The number of vehicles stopping is significant, although many vehicles still clear the intersection within one cycle. > 20.0 & 35.0 D Moderate to heavy delays are experienced at the intersection and progression is ineffective. Many vehicles stop and individual cycle failures are noticeable. > 35.0 & 55.0 E Heavy delays are experienced at the intersection and progression is unfavorable. Individual cycle failures are frequent. > 55.0 & 80.0 F Excessive delays experienced at the intersection and vehicle progression is very poor. Most cycles fail to clear the queue. > 80.0 Floor and Decor July 26, 2023 FM 1709 / Kimball Avenue AVO 54063 Southlake, Texas - 10 - Table 3 – Level of Service Criteria for Unsignalized Intersections Level of Service Description Average Stopped Delay (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 becomes marked > 15.0 and 25.0 D Moderate to heavy delays at the stopped movement ability to maneuver is severely restricted due to congestion > 25.0 and 35.0 E Heavy delays experienced at stopped movement; operations are at or near capacity and are unstable > 35.0 and 50.0 F* Excessive delays experienced at stopped movements; forced flow or breakdown characterized by queues > 50.0 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. Floor and Decor July 26, 2023 FM 1709 / Kimball Avenue AVO 54063 Southlake, Texas - 11 - Table 4 – Intersection LOS Analysis Results – AM Peak Hour Intersection (Signalized / TWSC) Overall / Approach / Movement 2023 Existing 2024 No Build 2024 Build 2029 (No Build + 5 Years) 2029 (Build + 5 Years) AM AM AM AM AM Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS 1 FM 1709 at Kimball Avenue (Signalized) 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 WB 36.5 D 37.4 D 38.2 D 42.4 D 43.4 D NB 57.7 E 57.0 E 57.0 E 54.0 D 53.9 D SB 49.9 D 50.8 D 50.8 D 53.7 D 53.7 D 2 S. Kimball Avenue at Kimball Oaks Drwy / Primrose School Drwy (TWSC) 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 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 SBL 9.2 A 9.3 A 9.3 A 9.6 A 9.6 A 3 S. Kimball Avenue at Village Center Drive (TWSC) NBL 9.8 A 9.8 A 9.9 A 10.3 B 10.4 B EBL 58.9 F 67.2 F 72.9 F 129.0 F 144.6 F EBR 12.0 B 12.2 B 12.3 B 12.9 B 13.1 B 4 FM 1709 at Kimball Oaks Drwy / Southlake Corners Drwy (TWSC) NBL/T * F * F * F * F * F NBR 25.9 D 26.7 D 27.0 D 32.1 D 32.5 D EBL 17.4 C 17.8 C 17.8 C 20.2 C 20.2 C WBL 59.1 F 64.6 F 67.9 F 104.6 F 112.3 F SBL/T 167.7 F 192.1 F 201.9 F * F * F SBR 15.4 C 15.6 C 15.6 C 16.9 C 16.9 C 5 Village Center Drive at Kimball Oaks Drwy / Dawson MS Drwy (TWSC) 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 WBL 8.3 A 8.4 A 8.4 A 8.5 A 8.6 A SBL/T/R 0.0 A 0.0 A 0.0 A 0.0 A 0.0 A Note: * - Delay exceeds 300 seconds Floor and Decor July 26, 2023 FM 1709 / Kimball Avenue AVO 54063 Southlake, Texas - 12 - Table 5 – Intersection LOS Analysis Results – School PM Peak Hour Intersection (Signalized / TWSC) Overall / Approach / Movement 2023 Existing 2024 No Build 2024 Build 2029 (No Build + 5 Years) 2029 (Build + 5 Years) School PM School PM School PM School PM School PM Delay LOS Delay LOS Delay LOS Delay LOS 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 E 75.3 E 74.2 E SB 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 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 A 10.0 B 10.0 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 9.7 A 9.8 A EBL 38.6 E 41.3 E 46.0 E 65.0 F 74.8 F EBR 11.1 B 11.1 B 11.3 B 11.6 B 11.8 B 4 FM 1709 at Kimball Oaks Drwy / Southlake Corners Drwy (TWSC) NBL/T * F * F * 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 Floor and Decor July 26, 2023 FM 1709 / Kimball Avenue AVO 54063 Southlake, Texas - 13 - Table 6 – Intersection LOS Analysis Results – Commuter PM Peak Hour Intersection (Signalized / TWSC) Overall / Approach / Movement 2023 Existing 2024 No Build 2024 Build 2029 (No Build + 5 Years) 2029 (Build + 5 Years) Commuter PM Commuter PM Commuter PM Commuter PM Commuter PM Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS 1 FM 1709 at Kimball Avenue (Signalized) Overall 80.2 F 84.1 F 84.9 F 107.2 F 108.0 F EB 56.9 E 58.5 E 58.5 E 68.5 E 68.7 E WB 112.2 F 119.7 F 122.2 F 160.0 F 162.5 F NB 72.0 E 73.6 E 73.2 E 84.5 F 84.1 F SB 65.0 E 67.7 E 67.5 E 90.1 F 89.8 F 2 S. Kimball Avenue at Kimball Oaks Drwy / Primrose School Drwy (TWSC) NBL 8.5 A 8.5 A 8.6 A 8.7 A 8.8 A EBL/T 37.0 E 39.1 E 55.6 F 60.6 F 99.1 F EBR 9.6 A 9.6 A 9.7 A 9.8 A 9.8 A WBL/T/R 15.8 C 16.0 C 16.5 C 18.7 C 19.4 C SBL 9.6 A 9.7 A 9.7 A 10.2 B 10.2 B 3 S. Kimball Avenue at Village Center Drive (TWSC) NBL 8.3 A 8.3 A 8.4 A 8.5 A 8.5 A EBL 17.5 C 17.8 C 18.4 C 19.8 C 20.5 C EBR 9.7 A 9.7 A 9.8 A 9.9 A 9.9 A 4 FM 1709 at Kimball Oaks Drwy / Southlake Corners Drwy (TWSC) NBL/T * F * F * F * F * F NBR 27.1 D 28.3 D 28.9 D 37.8 E 38.9 E EBL 93.8 F 107.6 F 107.6 F 240.1 F 240.1 F WBL 35.4 E 37.6 E 39.4 E 55.2 F 57.9 F SBL/T * F * F * F * F * F SBR 41.6 E 44.3 E 44.3 E 65.9 F 65.9 F 5 Village Center Drive at Kimball Oaks Drwy / Dawson MS Drwy (TWSC) NBL/T/R 8.4 A 8.4 A 8.4 A 8.4 A 8.4 A EBL 0.0 A 0.0 A 0.0 A 0.0 A 0.0 A WBL 7.2 A 7.2 A 7.3 A 7.2 A 7.3 A 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. Floor and Decor July 26, 2023 FM 1709 / Kimball Avenue AVO 54063 Southlake, Texas - 14 - XIII. SITE ACCESS EVALUATION 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. Floor and Decor July 26, 2023 FM 1709 / Kimball Avenue AVO 54063 Southlake, Texas - 15 - Table 7 – Heavy Vehicle Trip Summary Location AM Peak Period HV trips School PM Peak Period HV trips Total HV trips Kimball Avenue / Kimball Oaks driveway* 4 5 44 Village Center Drive / school driveway / loading dock south driveway 2 6 48 Village Center Drive / loading dock west driveway 0 4 16 * 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 Study Year Recommendation Responsible Party 2024 Work with store management to schedule heavy vehicle activity outside of school AM and PM peak periods Developer 2024 Maintain clear sight visibility around the site driveway approaches to the north – south drive aisle running along the east side of the development Developer 2024 Install stop signs and stop bars at the eastbound site driveway approaches to the north – south drive aisle running along the east side of the development. Developer 2024 Grant a variance for the location of the proposed south site driveway connection to the north – south drive aisle, with respect to its proximity to Village Center Drive City Floor and Decor July 26, 2023 FM 1709 / Kimball Avenue AVO 54063 Southlake, Texas - A - Appendix A – Site Plan – Floor & Decor Development 339,859 SQ. FT.OR7.802 ACRES(REMAINDER OF ACALLED 11.208 ACRE TRACT)GREENWAY-1709/ELEVENPARTNERS, L.P.INST. NO D197109628FLOOR & DECOR1 STORY75,078 SF.FF = 629.502298438121261041212FLOOR & DECOR 1 STORY 75,078 SF. FF = 629.50 PRELIMINARY MATTHEW J. GARDNER 130786 P.E. NO. 6/22/23DATE 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: NAME FOR INTERIM REVIEW ONLY TBPE FIRM #F-312 FILE NAME: A:\54000s\54063\001\LD\CADD\Sheets\Exhibits\EXBT-AUTOTURN-54063.dwg DATE: June 22, 2023, TIME: 4:30 PM, USER: ah2780 AVO: XXXXXSHEET TITLE CHECKED BY: DRAWN BY: PROJECT NO.: ISSUED: SCALE:NO.DATEDESCRIPTIONREVISION54063 JUNE, 2023 CAD MJG AS SHOWN1201 NORTH BOWSER RD.RICHARDSON, TEXAS 75081-2275TEL. (214) 346-6200FLOOR & DECORSOUTHLAKE, TEXASTARRENT COUNTYN 1 AUTO TURN EXHIBIT 0 60'120' GRAPHIC SCALE - 1"=60' FIGURE 1 SITE PLAN FIGURE 2 SITE PLAN Floor and Decor July 26, 2023 FM 1709 / Kimball Avenue AVO 54063 Southlake, Texas - B - Appendix B – Traffic Count Data GRAM Traffic NTX Inc.1120 W. Lovers LaneArlington, Texas, United States 76013817.265.8968Count Name: FM 1709 @ KIMBALL AVE - 2NDSTUDYSite Code:Start Date: 05/23/2023Page No: 1Turning Movement DataStart TimeKIMBALL AVEFM 1709KIMBALL AVEFM 1709SouthboundWestboundNorthboundEastboundLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalInt. Total7:00 AM40327010143687132010832241000663832511003746917:15 AM2534920015199211101131923300454037021104327417:30 AM4348950018611113190014330481500934338224014498717:45 AM4666131002432413520101802958121521004739172105111034Hourly Total1541803881072350427634054411015340152304168146812821176633378:00 AM4778123102492515530302135474230015162318950047510888:15 AM577399012291413731101837293260019160381541049610998:30 AM40481230021110146282018635541000994242031004939898:45 AM3850141002291615824101992842180088523062010379895Hourly Total1822494861191865596113707811892637700529216142520020184340719:00 AM0000000000000000000000000*** BREAK ***-------------------------Hourly Total00000000000000000000000002:00 PM3460113002072329178103935546181012060310362040811282:15 PM3444116001942529566103874956251013152249254033010422:30 PM3746142022252328270103765571210014749279281035711052:45 PM284812200198243286120415525732001415025731303411095Hourly Total1331984930282495119627550157121123096205392111095120100143643703:00 PM3353128002142131262103965448120011457294373039111153:15 PM3446105211872728654003675552280013554307401040210913:30 PM3359109002012528686103984658300013465289601041511483:45 PM428712400253222995000371757628001796229542404031206Hourly Total142245466218559511832522015322302349800562238118517990161145604:00 PM34601151121033321664042472100360020858282284037212144:15 PM3249137102192530562103934478330015542294230035911264:30 PM3253143002282731268204095675190015055301253038411714:45 PM277313302233363597010466518228011616533034234311291Hourly Total12523552823890121129726680169222333511601674220120711093154648025:00 PM44491340022729347581143582126311024067336171042113235:15 PM4538125002082340177025016496221018371399261049713895:30 PM4166136002432838692105075677190015267328252042213245:45 PM334410200179222755210350506218001306031718303981057Hourly Total16319749700857102140927933179325236190207052651380867017385093Grand Total8991304285867506752861081248293791312151576517553331313187760823394994026233Approach %17.725.756.40.1--6.777.215.80.4--36.747.615.60.2--13.378.18.30.4---Total %3.45.010.90.0-19.32.023.34.80.1-30.24.66.02.00.0-12.65.029.63.10.1-37.9-Lights873128228246-49855226053124229-7846120015405105-32551301763980139-978025866% Lights97.198.398.8100.0-98.498.999.199.5100.0-99.298.897.798.6100.0-98.298.798.497.3100.0-98.498.6 Mediums2521270-7364330-52123270-511098220-130306% Mediums2.81.60.90.0-1.41.10.70.20.0-0.71.02.01.40.0-1.50.81.32.70.0-1.31.2Articulated Trucks1170-901230-153400-772300-3061% ArticulatedTrucks0.10.10.20.0-0.20.00.20.20.0-0.20.20.30.00.0-0.20.50.30.00.0-0.30.2Bicycles onCrosswalk----2-----0-----0-----1--% Bicycles onCrosswalk----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 LaneArlington, Texas, United States 76013817.265.8968Count Name: FM 1709 @ KIMBALL AVE - 2NDSTUDYSite Code:Start Date: 05/23/2023Page No: 305/23/2023 7:00 AMEnding At05/23/2023 6:00 PMLightsMediumsArticulated TrucksBicycles on CrosswalkPedestriansKIMBALL AVE [N]OutInTotal4089498590744573118149230000004148506792152824128287360272125007110000002000052858130489967RTLUP9205 0 0 24 130 9051 Out 7913 0 0 15 52 7846 In 17118 0 0 39 182 16897 Total FM 1709 [E] R 1248 0 0 3 3 1242 T 6108 0 0 12 43 6053 L 528 0 0 0 6 522 U 29 0 0 0 0 29 P 3 3 0 0 0 0 2610325558654951100178000000266033135973OutInTotalKIMBALL AVE [S]ULTRP51200154051000123270034000000000005351215157651753FM 1709 [W]Total19896212520020160In978013030009940Out101168222001022039000039U1301107001318L76399823007760T80122000823R000134PTurning Movement Data Plot GRAM Traffic NTX Inc.1120 W. Lovers LaneArlington, Texas, United States 76013817.265.8968Count Name: FM 1709 @ KIMBALL AVE - 2NDSTUDYSite Code:Start Date: 05/23/2023Page No: 4Turning Movement Peak Hour Data (7:45 AM)Start TimeKIMBALL AVEFM 1709KIMBALL AVEFM 1709SouthboundWestboundNorthboundEastboundLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalInt. Total7:45 AM46661310024324135201018029581215210047391721051110348:00 AM4778123102492515530302135474230015162318950047510888:15 AM577399012291413731101837293260019160381541049610998:30 AM4048123002111014628201863554100099424203100493989Total1902654761193273573109707621902797115254121115102522019754210Approach %20.428.451.10.1--9.675.214.30.9--35.151.613.10.2--10.776.512.80.1---Total %4.56.311.30.0-22.11.713.62.60.2-18.14.56.61.70.0-12.95.035.96.00.0-46.9-PHF0.8330.8490.9080.250-0.9360.7300.9240.8790.583-0.8940.6600.7500.6830.250-0.7080.8510.8990.6630.500-0.9660.958Lights1822594711-913725591097-747189274701-53420814802452-19354129% Lights95.897.798.9100.0-98.098.697.6100.0100.0-98.099.598.298.6100.0-98.798.698.097.2100.0-98.098.1Mediums8640-1811300-141410-632570-3573% Mediums4.22.30.80.0-1.91.42.30.00.0-1.80.51.41.40.0-1.11.41.72.80.0-1.81.7Articulated Trucks0010-10100-10100-10500-58% ArticulatedTrucks0.00.00.20.0-0.10.00.20.00.0-0.10.00.40.00.0-0.20.00.30.00.0-0.30.2Bicycles onCrosswalk----0-----0-----0-----0--% Bicycles onCrosswalk----0.0-----------0.0--------Pedestrians----1-----0-----52-----0--% Pedestrians----100.0-----------100.0-------- GRAM Traffic NTX Inc.1120 W. Lovers LaneArlington, Texas, United States 76013817.265.8968Count Name: FM 1709 @ KIMBALL AVE - 2NDSTUDYSite Code:Start Date: 05/23/2023Page No: 5Peak Hour Data05/23/2023 7:45 AMEnding At05/23/2023 8:45 AMLightsMediumsArticulated TrucksBicycles on CrosswalkPedestriansKIMBALL AVE [N]OutInTotal5929131505718251120000006009321532471259182104680010000000000000147626519011RTLUP1778 0 0 5 34 1739 Out 762 0 0 1 14 747 In 2540 0 0 6 48 2486 Total FM 1709 [E] R 109 0 0 0 0 109 T 573 0 0 1 13 559 L 73 0 0 0 1 72 U 7 0 0 0 0 7 P 0 0 0 0 0 0 5775341111146200110000005915411132OutInTotalKIMBALL AVE [S]ULTRP118927470001410001000000000005211902797152FM 1709 [W]Total3156537003216In1935355001975Out1221182001241200002U2083000211L1480255001510T2457000252R000000PTurning Movement Peak Hour Data Plot (7:45 AM) GRAM Traffic NTX Inc.1120 W. Lovers LaneArlington, Texas, United States 76013817.265.8968Count Name: FM 1709 @ KIMBALL AVE - 2NDSTUDYSite Code:Start Date: 05/23/2023Page No: 6Turning Movement Peak Hour Data (4:45 PM)Start TimeKIMBALL AVEFM 1709KIMBALL AVEFM 1709SouthboundWestboundNorthboundEastboundLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalInt. Total4:45 PM2773133022333635970104665182280116165330342343112915:00 PM44491340022729347581143582126311024067336171042113235:15 PM4538125002082340177025016496221018371399261049713895:30 PM416613600243283869210507567719001526732825204221324Total1572265280291111614932973319092533811002173627013931026317715327Approach %17.224.858.00.0--6.178.215.60.2--34.451.813.60.3--15.278.75.80.3---Total %2.94.29.90.0-17.12.228.05.60.1-35.84.77.21.90.0-13.85.126.11.90.1-33.2-PHF0.8720.7740.9710.000-0.9370.8060.9310.8070.750-0.9410.7710.7560.8060.500-0.7670.9510.8730.7500.750-0.8910.959Lights1562245270-90711514842953-1897250381972-73026713831006-17565290% Lights99.499.199.8--99.699.199.499.3100.0-99.498.8100.097.0100.0-99.298.999.398.0100.0-99.299.3Mediums1200-31600-72030-51420-722% Mediums0.60.90.0--0.30.90.40.00.0-0.40.80.03.00.0-0.70.40.32.00.0-0.40.4Articulated Trucks0010-10320-51000-12600-815% ArticulatedTrucks0.00.00.2--0.10.00.20.70.0-0.30.40.00.00.0-0.10.70.40.00.0-0.50.3Bicycles onCrosswalk----0-----0-----0-----0--% Bicycles onCrosswalk----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 LaneArlington, Texas, United States 76013817.265.8968Count Name: FM 1709 @ KIMBALL AVE - 2NDSTUDYSite Code:Start Date: 05/23/2023Page No: 7Peak Hour Data05/23/2023 4:45 PMEnding At05/23/2023 5:45 PMLightsMediumsArticulated TrucksBicycles on CrosswalkPedestriansKIMBALL AVE [N]OutInTotal94390718501344150000009489111859527224156000210010000000000000252822615702RTLUP1653 0 0 6 8 1639 Out 1909 0 0 5 7 1897 In 3562 0 0 11 15 3536 Total FM 1709 [E] R 297 0 0 2 0 295 T 1493 0 0 3 6 1484 L 116 0 0 0 1 115 U 3 0 0 0 0 3 P 3 3 0 0 0 0 441730117155100110000004467361182OutInTotalKIMBALL AVE [S]ULTRP22503819700203001000000000000122533811001FM 1709 [W]Total40231513004051In175678001771Out226785002280600006U2671200270L138346001393T1002000102R000033PTurning Movement Peak Hour Data Plot (4:45 PM) GRAM Traffic NTX Inc.1120 W. Lovers LaneArlington, Texas, United States 76013817.265.8968Count Name: KIMBALL AVE @ NE DWY -TUESSite Code:Start Date: 05/23/2023Page No: 1Turning Movement DataStart TimeKIMBALL AVESCHOOL DWYKIMBALL AVENE DWYSouthboundWestboundNorthboundEastboundLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalInt. Total12:00 AM050106000000020002000000812:15 AM010001000000050005000000612:30 AM000000000000000000000000012:45 AM0000000000000000000000000Hourly Total060107000000070007000000141:00 AM03000300000000000000000031:15 AM04000400000001000100000051:30 AM01000100000001000100000021:45 AM0000000000000000000000000Hourly Total080008000000020002000000102:00 AM00000000000000000000000002:15 AM01000100000000000000000012:30 AM00000000000000000000000002:45 AM0000000000000100010000001Hourly Total01000100000001000100000023:00 AM00000000000000000000000003:15 AM00000000000000000000000003:30 AM00000000000000000000000003:45 AM0000000000000100010010012Hourly Total00000000000001000100100124:00 AM00000000000000000000000004:15 AM01000100000000000000000014:30 AM04000400000002000200000064:45 AM05110700000014000500000012Hourly Total01011012000000160007000000195:00 AM143008001001040004000000135:15 AM0050050000003800011100001175:30 AM050015000000160007000000125:45 AM0120001210000116100800000021Hourly Total1218013010100252410030100001636:00 AM02010021000000071008000000296:15 AM2212102600000001000010602008446:30 AM4340103900101102900029502007766:45 AM330321380010013350003800200279Hourly Total910564112400201238110085110600172287:00 AM73832050008008241300461010021067:15 AM65250063205007122500284000041027:30 AM2262222882014001616820071310024179 7:45 AM1413393215950130018682400921030514273Hourly Total49285197436090400049102131400237914053146608:00 AM81674201812010001241293001361010123318:15 AM141218001432017001941496001592030053268:30 AM870860921090010368000711000011748:45 AM46810608810300447520081400004177Hourly Total344263014050460390045154211100447804011210089:00 AM56793084205007770400814020061789:15 AM772120091006006186520085190700262089:30 AM466244098106007355000583030061699:45 AM66116408700600666000066401005164Hourly Total2226661110360302300263425060029030013004371910:00 AM651123072002002769000761305001816810:15 AM54112906700600626800070825001515810:30 AM1682690104004014756200651629002720010:45 AM15619408000100111821109523070030206Hourly Total1321669250323001301132727531030660426009073211:00 AM188257112100100110930101041907002625211:15 AM472358011900400471020001091708002525711:30 AM07835100123003003149210010722013013526811:45 AM470468012800400412104010117430140057306Hourly Total9308141331491001200124339112043710104201143108312:00 PM1080361201380090092813310016229115004535412:15 PM18144130139003003159011010741016005730612:30 PM69825901380070071411610013132022005433012:45 PM689271201340070071392100106360190055302Hourly Total2334813246054900260026704314105061381720021112921:00 PM110023140138008008786000934501400592981:15 PM2772190109001001988100983501201472551:30 PM3832360115106007989010994311801622831:45 PM363264096003003107720089232150040228Hourly Total93239333045810180019353403103791463590220810642:00 PM3971941123101002581020883101000412542:15 PM67114709800300368810095170700242202:30 PM27223501021070083102010106270700342502:45 PM468276110500300389200010022090031239Hourly Total1530883222428201400162236313038997033001309633:00 PM7752491115102003985000942701000372493:15 PM579237011400800858220089250700322433:30 PM71072730144201100131180500963001600462993:45 PM3116354215800503515158100174260260052389Hourly Total2237710923353130260329404058004531080590016711804:00 PM117725801210010001061531001601901200313224:15 PM86619409720903116103410114200700272494:30 PM86824711072010001271164001271601300292754:45 PM10953260143701200196124710138210120033333Hourly Total37306100251468110410352254961620539760440012011795:00 PM1181112010520140016181703101921501200273405:15 PM86619109430120015111273101422901400432945:30 PM197624401234018002213103300119180500232875:45 PM36017508540801121492101107200110031235Hourly Total412837112040713052016556492102156082042001241156 6:00 PM25517307700900978010088240500292036:15 PM241234070107008577100832001600361976:30 PM05422808400100197200081250901342006:45 PM150191071002002114400055310100041169Hourly Total5200811603021019002032273200307100040011407697:00 PM069178094000000873020832801200402177:15 PM037176060000000114700058230500281467:30 PM1388405100000085500063250401291437:45 PM1479506200100194600055330130046164Hourly Total21915123026700100136221020259109034011436708:00 PM1383304500000024400046170800251168:15 PM023940361010022310103419070026988:30 PM126710350010016310003714020016898:45 PM02064030000000027000271904002380Hourly Total210725120146102003101330101446902100903839:00 PM031250380000001140001512060018719:15 PM029020310000000180001812070019689:30 PM0140301700000011600017302005399:45 PM017000170000000130001340100535Hourly Total09121001030000002610006331016004721310:00 PM02000020000000014000141020033710:15 PM01500015000000011000111010022810:30 PM010000100010010700073030062410:45 PM0170001700000006000640200629Hourly Total0620006200100103800038908001711811:00 PM020002000000011000110000001311:15 PM0700070000000900090000001611:30 PM0701080000000300030000001111:45 PM0400040000000400040000008Hourly Total020010210000000270002700000048Grand Total2934268108231913596251033009381466495281151551411859524059171813575Approach %4.971.618.15.4--13.40.086.60.0--8.589.81.50.3--69.00.530.50.0---Total %2.231.48.02.3-43.90.40.02.40.0-2.83.436.50.60.1-40.68.70.13.90.0-12.7-Motorcycles0400-40000-00600-60000-010% Motorcycles0.00.10.00.0-0.10.0-0.0--0.00.00.10.00.0-0.10.00.00.0--0.00.1Cars & Light Goods28641891079316-58704903250-37446348347915-5391118295190-171013345% Cars & LightGoods97.698.199.799.1-98.596.1-98.5--98.299.497.697.5100.0-97.899.7100.099.0--99.598.3Buses64000-461030-406000-600000-0110% Buses2.00.90.00.0-0.82.0-0.9--1.00.01.20.00.0-1.10.00.00.0--0.00.8Single-Unit Trucks12631-311020-323820-422050-783% Single-UnitTrucks0.30.60.30.3-0.52.0-0.6--0.80.40.82.50.0-0.80.20.01.0--0.40.6Articulated Trucks0902-110000-011400-151000-127% ArticulatedTrucks0.00.20.00.6-0.20.0-0.0--0.00.20.30.00.0-0.30.10.00.0--0.10.2Bicycles onCrosswalk----0-----0-----0-----4--% Bicycles onCrosswalk----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 LaneArlington, Texas, United States 76013817.265.8968Count Name: KIMBALL AVE @ NE DWY -TUESSite Code:Start Date: 05/23/2023Page No: 405/23/2023 12:00 AMEnding At05/24/2023 12:00 AMMotorcyclesCars & Light GoodsBusesSingle-Unit TrucksOtherKIMBALL AVE [N]OutInTotal6410665758701252763461094331741711286786596212748040001079418928631600406003261100902131082426829331913RTLUP383 0 3 6 374 0 Out 381 0 3 4 374 0 In 764 0 6 10 748 0 Total SCHOOL DWY [E] R 330 0 2 3 325 0 T 0 0 0 0 0 0 L 51 0 1 1 49 0 U 0 0 0 0 0 0 P 9 9 0 0 0 0 461047725391101634160101324274915244858551410372OutInTotalKIMBALL AVE [S]ULTRP00600154634834790006000023820011401154664952811NE DWY [W]Total0325201223266In017100711718Out015420511548000000U011820211185L090009T0519050524R00005959PTurning Movement Data Plot GRAM Traffic NTX Inc.1120 W. Lovers LaneArlington, Texas, United States 76013817.265.8968Count Name: KIMBALL AVE @ NE DWY -TUESSite Code:Start Date: 05/23/2023Page No: 5Turning Movement Peak Hour Data (7:30 AM)Start TimeKIMBALL AVESCHOOL DWYKIMBALL AVENE DWYSouthboundWestboundNorthboundEastboundLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalInt. Total7:30 AM22622228820140016168200713100241797:45 AM14133932159501300186824009210305142738:00 AM81674201812010001241293001361010123318:15 AM14121800143201700194149600159203005326Total584832374571110540065154281500458717054151109Approach %10.284.64.01.2--16.90.083.10.0--3.393.43.30.0--46.76.746.70.0---Total %5.243.62.10.6-51.51.00.04.90.0-5.91.438.61.40.0-41.30.60.10.60.0-1.4-PHF0.6590.7230.6390.583-0.7890.5500.0000.7940.000-0.8550.6250.7180.6250.000-0.7200.5830.2500.5830.000-0.7500.838Motorcycles0000-00000-00000-00000-00% Motorcycles0.00.00.00.0-0.00.0-0.0--0.00.00.00.0--0.00.00.00.0--0.00.0Cars & Light Goods57470237-557110540-6515423150-4537170-151090% Cars & LightGoods98.397.3100.0100.0-97.5100.0-100.0--100.0100.098.8100.0--98.9100.0100.0100.0--100.098.3Buses11200-130000-00100-10000-014% Buses1.72.50.00.0-2.30.0-0.0--0.00.00.20.0--0.20.00.00.0--0.01.3Single-Unit Trucks0100-10000-00200-20000-03% Single-UnitTrucks0.00.20.00.0-0.20.0-0.0--0.00.00.50.0--0.40.00.00.0--0.00.3Articulated Trucks0000-00000-00200-20000-02% ArticulatedTrucks0.00.00.00.0-0.00.0-0.0--0.00.00.50.0--0.40.00.00.0--0.00.2Bicycles onCrosswalk----0-----0-----0-----1--% Bicycles onCrosswalk----0.0-----------------1.9--Pedestrians----4-----0-----0-----53--% Pedestrians----100.0-----------------98.1-- GRAM Traffic NTX Inc.1120 W. Lovers LaneArlington, Texas, United States 76013817.265.8968Count Name: KIMBALL AVE @ NE DWY -TUESSite Code:Start Date: 05/23/2023Page No: 6Peak Hour Data05/23/2023 7:30 AMEnding At05/23/2023 8:30 AMMotorcyclesCars & Light GoodsBusesSingle-Unit TrucksOtherKIMBALL AVE [N]OutInTotal0004915571048113142132024965711067000002347057700121000100000004234835874RTLUP74 0 0 1 73 0 Out 65 0 0 0 65 0 In 139 0 0 1 138 0 Total SCHOOL DWY [E] R 54 0 0 0 54 0 T 0 0 0 0 0 0 L 11 0 0 0 11 0 U 0 0 0 0 0 0 P 0 0 0 0 0 0 00048845394112113123022501458959OutInTotalKIMBALL AVE [S]ULTRP00000015423150001000020000200015428150NE DWY [W]Total05300053In01500015Out03800038000000U070007L010001T070007R00005454PTurning Movement Peak Hour Data Plot (7:30 AM) GRAM Traffic NTX Inc.1120 W. Lovers LaneArlington, Texas, United States 76013817.265.8968Count Name: KIMBALL AVE @ NE DWY -TUESSite Code:Start Date: 05/23/2023Page No: 7Turning Movement Peak Hour Data (12:00 PM)Start TimeKIMBALL AVESCHOOL DWYKIMBALL AVENE DWYSouthboundWestboundNorthboundEastboundLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalInt. Total12:00 PM1080361201380090092813310016229115004535412:15 PM18144130139003003159011010741016005730612:30 PM69825901380070071411610013132022005433012:45 PM689271201340070071392100106360190055302Total233481324605490026002670431410506138172002111292Approach %4.263.424.08.4--0.00.0100.00.0--13.885.20.80.2--65.40.534.10.0---Total %1.826.910.23.6-42.50.00.02.00.0-2.05.433.40.30.1-39.210.70.15.60.0-16.3-PHF0.5750.8880.7500.885-0.9870.0000.0000.7220.000-0.7220.6250.8101.0000.250-0.7810.8410.2500.8180.000-0.9250.912Motorcycles0000-00000-00000-00000-00% Motorcycles0.00.00.00.0-0.0--0.0--0.00.00.00.00.0-0.00.00.00.0--0.00.0Cars & Light Goods2134513245-54300260-267042541-5001381720-2111280% Cars & LightGoods91.399.1100.097.8-98.9--100.0--100.0100.098.6100.0100.0-98.8100.0100.0100.0--100.099.1Buses2000-20000-00000-00000-02% Buses8.70.00.00.0-0.4--0.0--0.00.00.00.00.0-0.00.00.00.0--0.00.2Single-Unit Trucks0100-10000-00500-50000-06% Single-UnitTrucks0.00.30.00.0-0.2--0.0--0.00.01.20.00.0-1.00.00.00.0--0.00.5Articulated Trucks0201-30000-00100-10000-04% ArticulatedTrucks0.00.60.02.2-0.5--0.0--0.00.00.20.00.0-0.20.00.00.0--0.00.3Bicycles onCrosswalk----0-----0-----0-----0--% Bicycles onCrosswalk-------------------------Pedestrians----0-----0-----0-----0--% Pedestrians------------------------- GRAM Traffic NTX Inc.1120 W. Lovers LaneArlington, Texas, United States 76013817.265.8968Count Name: KIMBALL AVE @ NE DWY -TUESSite Code:Start Date: 05/23/2023Page No: 8Peak Hour Data05/23/2023 12:00 PMEnding At05/23/2023 1:00 PMMotorcyclesCars & Light GoodsBusesSingle-Unit TrucksOtherKIMBALL AVE [N]OutInTotal00063454311770225162356415491190000001323452145000200010000201013234823460RTLUP28 0 0 2 26 0 Out 26 0 0 0 26 0 In 54 0 0 2 52 0 Total SCHOOL DWY [E] R 26 0 0 0 26 0 T 0 0 0 0 0 0 L 0 0 0 0 0 0 U 0 0 0 0 0 0 P 0 0 0 0 0 0 000418500918000156213421506927OutInTotalKIMBALL AVE [S]ULTRP000001704254000000005000010017043140NE DWY [W]Total0413000413In0211000211Out0202000202000000U0138000138L010001T07200072R000000PTurning Movement Peak Hour Data Plot (12:00 PM) GRAM Traffic NTX Inc.1120 W. Lovers LaneArlington, Texas, United States 76013817.265.8968Count Name: KIMBALL AVE @ VILLAGECENTER DR - 2ND STUDYSite Code:Start Date: 05/23/2023Page No: 1Turning Movement DataStart TimeKIMBALL AVEWESTBOUND STKIMBALL AVEVILLAGE CENTER DRSouthboundWestboundNorthboundEastboundLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalInt. Total7:00 AM0381104000000024100043000000837:15 AM0456105200000033000033000010857:30 AM05690065000000276000782000121457:45 AM011724101420000002782000109701205319270Hourly Total02564030299000000342290002639012055215838:00 AM0144303017700000034970001313406200964048:15 AM01151000125000000201110201334305300963548:30 AM07102073000000175000760000001498:45 AM0621306600000008100081000000147Hourly Total03924180441000000553640204217701150019210549:00 AM0000000000000000000000000*** BREAK ***-------------------------Hourly Total00000000000000000000000002:00 PM0106220110000000189010910020022032:15 PM07103074000000286010894020061692:30 PM0780308100000001070001072000021902:45 PM0732207700000029200094200002173Hourly Total03284100342000000537402038180400127353:00 PM07851084000000885000933030061833:15 PM0796108600000017870001042030051953:30 PM0107152012400000016960001122010032393:45 PM0120182014000000081190001275406000114381Hourly Total038444604340000004938700043661067001289984:00 PM085320900000002134000136200303232494:15 PM07501076000000310300010670700141964:30 PM0840108500000021150001175010062084:45 PM01121101140000001130000131201003248Hourly Total035645036500000084820004903401203469015:00 PM0941109600000031850001882020142885:15 PM0800308300000011330001342010032205:30 PM0810408500000031120001153010042045:45 PM072020740000001100000101101002177Hourly Total03271100338000000853000053880501138896:00 PM0000000000000000000000000Grand Total0204313442022190000001592366040252919702150594125160Approach %0.092.16.01.9--0.00.00.00.0--6.393.60.00.2--47.80.052.20.0---Total %0.039.62.60.8-43.00.00.00.00.0-0.03.145.90.00.1-49.03.80.04.20.0-8.0-Lights0198913442-21650000-0159231404-247719702140-4115053 % Lights-97.4100.0100.0-97.6------100.097.8-100.0-97.9100.0-99.5--99.897.9Mediums05300-530000-004700-470010-1101% Mediums-2.60.00.0-2.4------0.02.0-0.0-1.90.0-0.5--0.22.0Articulated Trucks0100-10000-00500-50000-06% ArticulatedTrucks-0.00.00.0-0.0------0.00.2-0.0-0.20.0-0.0--0.00.1Bicycles onCrosswalk----0-----0-----0-----2--% Bicycles onCrosswalk----------------------3.4--Pedestrians----0-----0-----0-----57--% Pedestrians----------------------96.6-- GRAM Traffic NTX Inc.1120 W. Lovers LaneArlington, Texas, United States 76013817.265.8968Count Name: KIMBALL AVE @ VILLAGECENTER DR - 2ND STUDYSite Code:Start Date: 05/23/2023Page No: 305/23/2023 7:00 AMEnding At05/23/2023 6:15 PMLightsMediumsArticulated TrucksBicycles on CrosswalkPedestriansKIMBALL AVE [N]OutInTotal25532165471847531005160000002605221948241341989042005300001000000000000013420430420RTLUP0 0 0 0 0 0 Out 0 0 0 0 0 0 In 0 0 0 0 0 0 Total WESTBOUND ST [E] R 0 0 0 0 0 0 T 0 0 0 0 0 0 L 0 0 0 0 0 0 U 0 0 0 0 0 0 P 0 0 0 0 0 0 2207247746845447101156000000226225294791OutInTotalKIMBALL AVE [S]ULTRP41592314000047000050000000000004159236600VILLAGE CENTER DR [W]Total7041000705In4111000412Out2930000293000000U1970000197L000000T2141000215R00025759PTurning Movement Data Plot GRAM Traffic NTX Inc.1120 W. Lovers LaneArlington, Texas, United States 76013817.265.8968Count Name: KIMBALL AVE @ VILLAGECENTER DR - 2ND STUDYSite Code:Start Date: 05/23/2023Page No: 4Turning Movement Peak Hour Data (7:45 AM)Start TimeKIMBALL AVEWESTBOUND STKIMBALL AVEVILLAGE CENTER DRSouthboundWestboundNorthboundEastboundLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalInt. Total7:45 AM0117241014200000027820001097012053192708:00 AM0144303017700000034970001313406200964048:15 AM01151000125000000201110201334305300963548:30 AM0710207300000017500076000000149Total04476460517000000823650204498401270532111177Approach %0.086.512.41.2--0.00.00.00.0--18.381.30.00.4--39.80.060.20.0---Total %0.038.05.40.5-43.90.00.00.00.0-0.07.031.00.00.2-38.17.10.010.80.0-17.9-PHF0.0000.7760.5330.500-0.7300.0000.0000.0000.000-0.0000.6030.8220.0000.250-0.8440.4880.0000.5120.000-0.5490.728Lights0433646-5030000-08235802-4428401270-2111156% Lights-96.9100.0100.0-97.3------100.098.1-100.0-98.4100.0-100.0--100.098.2Mediums01400-140000-00600-60000-020% Mediums-3.10.00.0-2.7------0.01.6-0.0-1.30.0-0.0--0.01.7Articulated Trucks0000-00000-00100-10000-01% ArticulatedTrucks-0.00.00.0-0.0------0.00.3-0.0-0.20.0-0.0--0.00.1Bicycles onCrosswalk----0-----0-----0-----0--% Bicycles onCrosswalk----------------------0.0--Pedestrians----0-----0-----0-----53--% Pedestrians----------------------100.0-- GRAM Traffic NTX Inc.1120 W. Lovers LaneArlington, Texas, United States 76013817.265.8968Count Name: KIMBALL AVE @ VILLAGECENTER DR - 2ND STUDYSite Code:Start Date: 05/23/2023Page No: 5Peak Hour Data05/23/2023 7:45 AMEnding At05/23/2023 8:45 AMLightsMediumsArticulated TrucksBicycles on CrosswalkPedestriansKIMBALL AVE [N]OutInTotal448503951614201010000004555179726443306001400000000000000000064447060RTLUP0 0 0 0 0 0 Out 0 0 0 0 0 0 In 0 0 0 0 0 0 Total WESTBOUND ST [E] R 0 0 0 0 0 0 T 0 0 0 0 0 0 L 0 0 0 0 0 0 U 0 0 0 0 0 0 P 0 0 0 0 0 0 5624421004146200110000005764491025OutInTotalKIMBALL AVE [S]ULTRP282358000060000100000000000028236500VILLAGE CENTER DR [W]Total3570000357In2110000211Out1460000146000000U84000084L000000T1270000127R00005353PTurning Movement Peak Hour Data Plot (7:45 AM) GRAM Traffic NTX Inc.1120 W. Lovers LaneArlington, Texas, United States 76013817.265.8968Count Name: KIMBALL AVE @ VILLAGECENTER DR - 2ND STUDYSite Code:Start Date: 05/23/2023Page No: 6Turning Movement Peak Hour Data (3:30 PM)Start TimeKIMBALL AVEWESTBOUND STKIMBALL AVEVILLAGE CENTER DRSouthboundWestboundNorthboundEastboundLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalInt. Total3:30 PM0107152012400000016960001122010032393:45 PM01201820140000000811900012754060001143814:00 PM085320900000002134000136200303232494:15 PM0750107600000031030001067070014196Total038736704300000002945200048183071031541065Approach %0.090.08.41.6--0.00.00.00.0--6.094.00.00.0--53.90.046.10.0---Total %0.036.33.40.7-40.40.00.00.00.0-0.02.742.40.00.0-45.27.80.06.70.0-14.5-PHF0.0000.8060.5000.875-0.7680.0000.0000.0000.000-0.0000.4530.8430.0000.000-0.8840.3840.0000.2960.000-0.3380.699Lights0375367-4180000-02944200-471830710-1541043% Lights-96.9100.0100.0-97.2------100.097.8---97.9100.0-100.0--100.097.9Mediums01200-120000-001000-100000-022% Mediums-3.10.00.0-2.8------0.02.2---2.10.0-0.0--0.02.1Articulated Trucks0000-00000-00000-00000-00% ArticulatedTrucks-0.00.00.0-0.0------0.00.0---0.00.0-0.0--0.00.0Bicycles onCrosswalk----0-----0-----0-----0--% Bicycles onCrosswalk----------------------0.0--Pedestrians----0-----0-----0-----3--% Pedestrians----------------------100.0-- GRAM Traffic NTX Inc.1120 W. Lovers LaneArlington, Texas, United States 76013817.265.8968Count Name: KIMBALL AVE @ VILLAGECENTER DR - 2ND STUDYSite Code:Start Date: 05/23/2023Page No: 7Peak Hour Data05/23/2023 3:30 PMEnding At05/23/2023 4:30 PMLightsMediumsArticulated TrucksBicycles on CrosswalkPedestriansKIMBALL AVE [N]OutInTotal5324189501012220000000005424309723637507001200000000000000000036387070RTLUP0 0 0 0 0 0 Out 0 0 0 0 0 0 In 0 0 0 0 0 0 Total WESTBOUND ST [E] R 0 0 0 0 0 0 T 0 0 0 0 0 0 L 0 0 0 0 0 0 U 0 0 0 0 0 0 P 0 0 0 0 0 0 446471917121022000000000458481939OutInTotalKIMBALL AVE [S]ULTRP0294420000100000000000000000002945200VILLAGE CENTER DR [W]Total2190000219In1540000154Out65000065000000U83000083L000000T71000071R000033PTurning Movement Peak Hour Data Plot (3:30 PM) GRAM Traffic NTX Inc.1120 W. Lovers LaneArlington, Texas, United States 76013817.265.8968Count Name: FM 1709 @ RETAIL DWYSite Code:Start Date: 05/23/2023Page No: 1Turning Movement DataStart TimeRETAIL DWYFM 1709RETAIL DWYFM 1709SouthboundWestboundNorthboundEastboundLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalInt. Total7:00 AM000000019600019620100303760003765757:15 AM001001020120020310300424681104726807:30 AM002012523330024100101124722004767207:45 AM003003727810028610300444933600533826Hourly Total006016129086009264080112818093910185728018:00 AM1030048316500329105006448666005568958:15 AM30201593095003234090013248620205108518:30 AM206008928734030320500744869105008188:45 AM101100121031942033510500673421300362715Hourly Total7022012936123117601290802400321718001083019283279*** BREAK ***-------------------------2:00 PM30240027114541500480313900431531023003488982:15 PM31130017154071820442612500321133123003658562:30 PM30240027104902000520802800361129619003269092:45 PM201900211044611104683023002683532700388903Hourly Total11180009246179764301910202115001374512909200142735663:00 PM1026002720494900523913500451034224203789733:15 PM01131015154201510451402400281436125604069003:30 PM011500168427920446623000381037458204449443:45 PM012020231247615205051003101411037851504441013Hourly Total137430815518174850192529312001152441455158150167238304:00 PM231301189476161050262280036732728303659214:15 PM001801181246180048160220028733026303668934:30 PM109001010502120052461190026637220204009604:45 PM10160017145361010561532500331140418504381049Hourly Total4356026345197546202068236940012331143392130156938235:00 PM02170019155421000567402900334368293040410235:15 PM101260191355019005821139004112396302044010825:30 PM0019001918542500565602700331334223303819985:45 PM00111012193868004138125003433463010380839Hourly Total12597069652020420021271921200014132145211290160539426:00 PM0000000000000000000000000Grand Total249297104340259974822316010246103134810259717792396014101005821241Approach %7.12.687.42.9--2.595.12.20.2--17.32.280.60.0--1.891.96.00.4---Total %0.10.01.40.0-1.61.245.91.00.1-48.20.50.12.30.0-2.80.843.52.80.2-47.4-Lights23929710-339259965022115-10145103134740-590175910059740-991220986% Lights95.8100.0100.0100.0-99.7100.099.099.193.8-99.0100.0100.098.5--98.898.998.599.397.6-98.598.8Mediums1000-108020-820040-4211341-120207 % Mediums4.20.00.00.0-0.30.00.80.90.0-0.80.00.00.8--0.71.11.20.72.4-1.21.0Articulated Trucks0000-001801-190030-302600-2648% ArticulatedTrucks0.00.00.00.0-0.00.00.20.06.3-0.20.00.00.6--0.50.00.30.00.0-0.30.2Bicycles onCrosswalk----3-----0-----0-----0--% Bicycles onCrosswalk----75.0-----------0.0--------Pedestrians----1-----0-----2-----0--% Pedestrians----25.0-----------100.0-------- GRAM Traffic NTX Inc.1120 W. Lovers LaneArlington, Texas, United States 76013817.265.8968Count Name: FM 1709 @ RETAIL DWYSite Code:Start Date: 05/23/2023Page No: 305/23/2023 7:00 AMEnding At05/23/2023 6:15 PMLightsMediumsArticulated TrucksBicycles on CrosswalkPedestriansRETAIL DWY [N]OutInTotal41933975841500000000042334076329792310000100000000000300001297924104RTLUP9760 0 0 30 118 9612 Out 10246 0 0 19 82 10145 In 20006 0 0 49 200 19757 Total FM 1709 [E] R 223 0 0 0 2 221 T 9748 0 0 18 80 9650 L 259 0 0 0 0 259 U 16 0 0 1 0 15 P 0 0 0 0 0 0 86559014554480330000008695971466OutInTotalRETAIL DWY [S]ULTRP0103134740000400003000000000020103134812FM 1709 [W]Total20002201440020247In9912120260010058Out100908118001018940100041U1752000177L910011326009239T5974000601R000000PTurning Movement Data Plot GRAM Traffic NTX Inc.1120 W. Lovers LaneArlington, Texas, United States 76013817.265.8968Count Name: FM 1709 @ RETAIL DWYSite Code:Start Date: 05/23/2023Page No: 4Turning Movement Peak Hour Data (7:45 AM)Start TimeRETAIL DWYFM 1709RETAIL DWYFM 1709SouthboundWestboundNorthboundEastboundLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalInt. Total7:45 AM0030037278100286103004449336005338268:00 AM1030048316500329105006448666005568958:15 AM30201593095003234090013248620205108518:30 AM20600892873403032050074486910500818Total6014012033119014401241802200301419511313020993390Approach %30.00.070.00.0--2.795.91.10.3--26.70.073.30.0--0.792.96.20.1---Total %0.20.00.40.0-0.61.035.10.40.1-36.60.20.00.60.0-0.90.457.63.90.1-61.9-PHF0.5000.0000.5830.000-0.6250.9170.9410.7000.250-0.9430.5000.0000.6110.000-0.5770.8750.9890.4960.375-0.9440.947Lights60140-20331172133-122180190-271319131283-20573325% Lights100.0-100.0--100.0100.098.592.975.0-98.4100.0-86.4--90.092.998.197.7100.0-98.098.1Mediums0000-001710-180020-213230-3656% Mediums0.0-0.0--0.00.01.47.10.0-1.50.0-9.1--6.77.11.62.30.0-1.71.7Articulated Trucks0000-00101-20010-10600-69% ArticulatedTrucks0.0-0.0--0.00.00.10.025.0-0.20.0-4.5--3.30.00.30.00.0-0.30.3Bicycles onCrosswalk----0-----0-----0-----0--% Bicycles onCrosswalk----0.0--------------------Pedestrians----1-----0-----0-----0--% Pedestrians----100.0-------------------- GRAM Traffic NTX Inc.1120 W. Lovers LaneArlington, Texas, United States 76013817.265.8968Count Name: FM 1709 @ RETAIL DWYSite Code:Start Date: 05/23/2023Page No: 5Peak Hour Data05/23/2023 7:45 AMEnding At05/23/2023 8:45 AMLightsMediumsArticulated TrucksBicycles on CrosswalkPedestriansRETAIL DWY [N]OutInTotal26204620200000000028204814060000000000000000000001140601RTLUP1983 0 0 8 34 1941 Out 1241 0 0 2 18 1221 In 3224 0 0 10 52 3162 Total FM 1709 [E] R 14 0 0 0 1 13 T 1190 0 0 1 17 1172 L 33 0 0 0 0 33 U 4 0 0 1 0 3 P 0 0 0 0 0 0 1612718832501100000016430194OutInTotalRETAIL DWY [S]ULTRP08019000020000100000000000080220FM 1709 [W]Total3254537003314In2057366002099Out1197171001215300003U13100014L1913326001951T1283000131R000000PTurning Movement Peak Hour Data Plot (7:45 AM) GRAM Traffic NTX Inc.1120 W. Lovers LaneArlington, Texas, United States 76013817.265.8968Count Name: FM 1709 @ RETAIL DWYSite Code:Start Date: 05/23/2023Page No: 6Turning Movement Peak Hour Data (4:45 PM)Start TimeRETAIL DWYFM 1709RETAIL DWYFM 1709SouthboundWestboundNorthboundEastboundLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalInt. Total4:45 PM101600171453610105615325003311404185043810495:00 PM02170019155421000567402900334368293040410235:15 PM101260191355019005821139004112396302044010825:30 PM001900191854250056560270033133422330381998Total22646074602170441022751641200014040151010013016634152Approach %2.72.786.58.1--2.695.41.90.0--11.42.985.70.0--2.490.86.00.8---Total %0.00.01.50.1-1.81.452.31.10.0-54.80.40.12.90.0-3.41.036.42.40.3-40.1-PHF0.5000.2500.8420.250-0.9740.8330.9860.5790.250-0.9770.6670.3330.7690.000-0.8540.7690.9340.8330.650-0.9450.959Lights22646-74602159441-22641641200-14040149810012-16504128% Lights100.0100.0100.0100.0-100.0100.099.5100.0100.0-99.5100.0100.0100.0--100.0100.099.2100.092.3-99.299.4Mediums0000-00700-70000-00601-714% Mediums0.00.00.00.0-0.00.00.30.00.0-0.30.00.00.0--0.00.00.40.07.7-0.40.3Articulated Trucks0000-00400-40000-00600-610% ArticulatedTrucks0.00.00.00.0-0.00.00.20.00.0-0.20.00.00.0--0.00.00.40.00.0-0.40.2Bicycles onCrosswalk----0-----0-----0-----0--% Bicycles onCrosswalk-------------------------Pedestrians----0-----0-----0-----0--% Pedestrians------------------------- GRAM Traffic NTX Inc.1120 W. Lovers LaneArlington, Texas, United States 76013817.265.8968Count Name: FM 1709 @ RETAIL DWYSite Code:Start Date: 05/23/2023Page No: 7Peak Hour Data05/23/2023 4:45 PMEnding At05/23/2023 5:45 PMLightsMediumsArticulated TrucksBicycles on CrosswalkPedestriansRETAIL DWY [N]OutInTotal9474168000000000000947416864226000000000000000000000642260RTLUP1633 0 0 6 6 1621 Out 2275 0 0 4 7 2264 In 3908 0 0 10 13 3885 Total FM 1709 [E] R 44 0 0 0 0 44 T 2170 0 0 4 7 2159 L 60 0 0 0 0 60 U 1 0 0 0 0 1 P 0 0 0 0 0 0 162140302000000000000162140302OutInTotalRETAIL DWY [S]ULTRP016412000000000000000000000001641200FM 1709 [W]Total39011510003926In165076001663Out22518400226312100013U40000040L149866001510T1000000100R000000PTurning Movement Peak Hour Data Plot (4:45 PM) GRAM Traffic NTX Inc.1120 W. Lovers LaneArlington, Texas, United States 76013817.265.8968Count Name: VILLAGE CENTER DR @ S DWY- TUESSite Code:Start Date: 05/23/2023Page No: 1Turning Movement DataStart TimeS DWYVILLAGE CENTER DRSCHOOL DWYVILLAGE CENTER DRSouthboundWestboundNorthboundEastboundLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalInt. Total12:00 AM000000000000000000000000012:15 AM000000000000000000000000012:30 AM000000000000000000000000012:45 AM0000000000000000000000000Hourly Total00000000000000000000000001:00 AM00000000000000000000000001:15 AM00000000000000000000000001:30 AM00000000000000000000000001:45 AM0000000000000000000001011Hourly Total00000000000000000000010112:00 AM00000000000000000000000002:15 AM00000000000000000000000002:30 AM00000000000000000000000002:45 AM0000000000000000000000000Hourly Total00000000000000000000000003:00 AM00000000000000000000000003:15 AM00000000000000000000000003:30 AM00000000000000000000000003:45 AM0000000000000000000000000Hourly Total00000000000000000000000004:00 AM00000000000000000000000004:15 AM00000000000000000000000004:30 AM00000000000000000000000004:45 AM0000000000000000000000000Hourly Total00000000000000000000000005:00 AM00000000000000000000000005:15 AM00100100000000000000000015:30 AM00000000000000000000000005:45 AM0000001000010000000000001Hourly Total00100110000100000000000026:00 AM00000000000000000000000006:15 AM00000010000100000000000016:30 AM00000000000000000000000006:45 AM0000000110020000000000002Hourly Total00000011100300000000000037:00 AM00000030000300000000000037:15 AM00000080000800000000100197:30 AM0000001110001200200200100115 7:45 AM000000510000513023002600240024101Hourly Total0000007310007430250028002600261288:00 AM000000560000562209600118016200632378:15 AM0000003100003180890097103000311598:30 AM00000001000100000000000018:45 AM0000000100010000000000001Hourly Total0000008720008930018500215119200943989:00 AM00000000200200100100000039:15 AM10000100000000100100000029:30 AM00000021200500000001000169:45 AM0000000010010010010000002Hourly Total1000012150080030030100011310:00 AM000000011002000000021003510:15 AM000000110002000000000000210:30 AM000000302005110002010001810:45 AM1000012120050020020100019Hourly Total10000163500141120040410052411:00 AM100001000000001001000000211:15 AM100001100001001001010001411:30 AM100001014005000000000000611:45 AM2000021110030000000100016Hourly Total5000052250090020020200021812:00 PM1000010510060000000300031012:15 PM100001001001000000000000212:30 PM100001131005001001020002912:45 PM0000000100010030030200026Hourly Total3000031930013004004070007271:00 PM00000011100300100114000591:15 PM00000001300400000003000371:30 PM200002221005005005040004161:45 PM1000010120030010010300038Hourly Total300003357001500700711400015402:00 PM00000021000300100101000152:15 PM20000210100200300301000182:30 PM10000100000000200200000032:45 PM0000002200040010010000005Hourly Total300003531009007007020002213:00 PM10000111110013003003023005223:15 PM00000018230023002002024006313:30 PM0000002134002800000003110014423:45 PM1906042519440027928900100159010315167Hourly Total200604266910120091929400105112270103402624:00 PM10000150000500190019021003284:15 PM10000121000300140114000000184:30 PM00000000200200600600000084:45 PM0000000110020030030000005Hourly Total200002723001200420142021003595:00 PM00000012100400300300000075:15 PM00000001000100000003000345:30 PM00000003000300000004000475:45 PM0000000010010000200200023Hourly Total00000016200900302309000921 6:00 PM10000102000200100101000156:15 PM00000001000100000001000126:30 PM10000102000200100104000486:45 PM1000010000000000000110023Hourly Total300003050005002002071008187:00 PM00000002000200000000000027:15 PM00000000100100100101000137:30 PM10000100000000000002000237:45 PM1000010010010000000300035Hourly Total200002022004001001060006138:00 PM10000100100100000001000138:15 PM10000101100200000000000038:30 PM10000100100100000000000028:45 PM0000000000000000000000000Hourly Total30000301300400000001000189:00 PM00000000000000000000000009:15 PM00000000000000000000000009:30 PM00000000000000000000000009:45 PM0000000000000000000000000Hourly Total000000000000000000000000010:00 PM000000000000000000010001110:15 PM000000000000000000000000010:30 PM000000000000000000000000010:45 PM0000000000000000000100011Hourly Total000000000000000000020002211:00 PM000000000000000000000000011:15 PM000000000000000000000000011:30 PM000000000000000000000000011:45 PM0000000000000000000000000Hourly Total0000000000000000000000000Grand Total460704532585349003604333770342337014811032221058Approach %86.80.013.20.0--71.714.713.60.0--10.20.789.10.0--1.431.566.70.5---Total %4.30.00.70.0-5.024.45.04.60.0-34.04.10.335.60.0-40.00.36.614.00.1-21.0-Motorcycles0000-00000-00000-00000-00% Motorcycles0.0-0.0--0.00.00.00.0--0.00.00.00.0--0.00.00.00.00.0-0.00.0Cars & Light Goods43070-5025753460-3564333760-4222671481-2181046% Cars & LightGoods93.5-100.0--94.399.6100.093.9--98.9100.0100.099.7--99.866.795.7100.0100.0-98.298.9Buses0000-00000-00000-00000-00% Buses0.0-0.0--0.00.00.00.0--0.00.00.00.0--0.00.00.00.00.0-0.00.0Single-Unit Trucks2000-21020-30010-11200-39% Single-UnitTrucks4.3-0.0--3.80.40.04.1--0.80.00.00.3--0.233.32.90.00.0-1.40.9Articulated Trucks1000-10010-10000-00100-13% ArticulatedTrucks2.2-0.0--1.90.00.02.0--0.30.00.00.0--0.00.01.40.00.0-0.50.3Bicycles onCrosswalk----0-----0-----1-----0--% Bicycles onCrosswalk----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 LaneArlington, Texas, United States 76013817.265.8968Count Name: VILLAGE CENTER DR @ S DWY- TUESSite Code:Start Date: 05/23/2023Page No: 405/23/2023 12:00 AMEnding At05/24/2023 12:00 AMMotorcyclesCars & Light GoodsBusesSingle-Unit TrucksOtherS DWY [SB]OutInTotal0005150101000325112555310800000704300000000020000104704604RTLUP493 2 5 0 486 0 Out 360 1 3 0 356 0 In 853 3 8 0 842 0 Total VILLAGE CENTER DR [WB R 49 1 2 0 46 0 T 53 0 0 0 53 0 L 258 0 1 0 257 0 U 0 0 0 0 0 0 P 0 0 0 0 0 0 000405422827000112000406423829OutInTotalSCHOOL DWY [NB]ULTRP000000433376000000000100000304333773VILLAGE CENTER DR [EB]Total0322031326In0218031222Out0104000104010001U020103L06702170T0148000148R0000103103PTurning Movement Data Plot GRAM Traffic NTX Inc.1120 W. Lovers LaneArlington, Texas, United States 76013817.265.8968Count Name: VILLAGE CENTER DR @ S DWY- TUESSite Code:Start Date: 05/23/2023Page No: 5Turning Movement Peak Hour Data (7:30 AM)Start TimeS DWYVILLAGE CENTER DRSCHOOL DWYVILLAGE CENTER DRSouthboundWestboundNorthboundEastboundLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalInt. Total7:30 AM00000011100012002002001001157:45 AM0000005100005130230026002400241018:00 AM000000560000562209600118016200632378:15 AM000000310000318089009710300031159Total0000001491000150330210002431111700119512Approach %0.00.00.00.0--99.30.70.00.0--13.60.086.40.0--0.80.898.30.0---Total %0.00.00.00.0-0.029.10.20.00.0-29.36.40.041.00.0-47.50.20.222.90.0-23.2-PHF0.0000.0000.0000.000-0.0000.6650.2500.0000.000-0.6700.3750.0000.5470.000-0.5150.2500.2500.4720.000-0.4720.540Motorcycles0000-00000-00000-00000-00% Motorcycles------0.00.0---0.00.0-0.0--0.00.00.00.0--0.00.0Cars & Light Goods0000-0149100-1503302100-243111170-119512% Cars & LightGoods------100.0100.0---100.0100.0-100.0--100.0100.0100.0100.0--100.0100.0Buses0000-00000-00000-00000-00% Buses------0.00.0---0.00.0-0.0--0.00.00.00.0--0.00.0Single-Unit Trucks0000-00000-00000-00000-00% Single-UnitTrucks------0.00.0---0.00.0-0.0--0.00.00.00.0--0.00.0Articulated Trucks0000-00000-00000-00000-00% ArticulatedTrucks------0.00.0---0.00.0-0.0--0.00.00.00.0--0.00.0Bicycles onCrosswalk----0-----0-----0-----0--% Bicycles onCrosswalk-------------------------Pedestrians----0-----0-----0-----0--% Pedestrians------------------------- GRAM Traffic NTX Inc.1120 W. Lovers LaneArlington, Texas, United States 76013817.265.8968Count Name: VILLAGE CENTER DR @ S DWY- TUESSite Code:Start Date: 05/23/2023Page No: 6Peak Hour Data05/23/2023 7:30 AMEnding At05/23/2023 8:30 AMMotorcyclesCars & Light GoodsBusesSingle-Unit TrucksOtherS DWY [SB]OutInTotal000101000000000101000000000000000000000000000000RTLUP211 0 0 0 211 0 Out 150 0 0 0 150 0 In 361 0 0 0 361 0 Total VILLAGE CENTER DR [WB R 0 0 0 0 0 0 T 1 0 0 0 1 0 L 149 0 0 0 149 0 U 0 0 0 0 0 0 P 0 0 0 0 0 0 000266243509000000000266243509OutInTotalSCHOOL DWY [NB]ULTRP000000330210000000000000000003302100VILLAGE CENTER DR [EB]Total0153000153In0119000119Out03400034000000U010001L010001T0117000117R000000PTurning Movement Peak Hour Data Plot (7:30 AM) GRAM Traffic NTX Inc.1120 W. Lovers LaneArlington, Texas, United States 76013817.265.8968Count Name: VILLAGE CENTER DR @ S DWY- TUESSite Code:Start Date: 05/23/2023Page No: 7Turning Movement Peak Hour Data (3:15 PM)Start TimeS DWYVILLAGE CENTER DRSCHOOL DWYVILLAGE CENTER DRSouthboundWestboundNorthboundEastboundLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalInt. Total3:15 PM00000018230023002002024006313:30 PM0000002134002800000003110014423:45 PM19060425194400279289001001590103151674:00 PM1000015000050019001902100328Total20060426639110083921100012111225010338268Approach %76.90.023.10.0--75.910.813.30.0--7.41.790.90.0--2.631.665.80.0---Total %7.50.02.20.0-9.723.53.44.10.0-31.03.40.741.00.0-45.10.44.59.30.0-14.2-PHF0.2630.0000.2500.000-0.2600.7500.5630.6880.000-0.7410.2500.2500.3090.000-0.3030.2500.6000.5680.000-0.6330.401Motorcycles0000-00000-00000-00000-00% Motorcycles0.0-0.0--0.00.00.00.0--0.00.00.00.0--0.00.00.00.0--0.00.0Cars & Light Goods20060-26639110-83921100-121112250-38268% Cars & LightGoods100.0-100.0--100.0100.0100.0100.0--100.0100.0100.0100.0--100.0100.0100.0100.0--100.0100.0Buses0000-00000-00000-00000-00% Buses0.0-0.0--0.00.00.00.0--0.00.00.00.0--0.00.00.00.0--0.00.0Single-Unit Trucks0000-00000-00000-00000-00% Single-UnitTrucks0.0-0.0--0.00.00.00.0--0.00.00.00.0--0.00.00.00.0--0.00.0Articulated Trucks0000-00000-00000-00000-00% ArticulatedTrucks0.0-0.0--0.00.00.00.0--0.00.00.00.0--0.00.00.00.0--0.00.0Bicycles onCrosswalk----0-----0-----0-----0--% Bicycles onCrosswalk----0.0-----------------0.0--Pedestrians----4-----0-----0-----103--% Pedestrians----100.0-----------------100.0-- GRAM Traffic NTX Inc.1120 W. Lovers LaneArlington, Texas, United States 76013817.265.8968Count Name: VILLAGE CENTER DR @ S DWY- TUESSite Code:Start Date: 05/23/2023Page No: 8Peak Hour Data05/23/2023 3:15 PMEnding At05/23/2023 4:15 PMMotorcyclesCars & Light GoodsBusesSingle-Unit TrucksOtherS DWY [SB]OutInTotal00014264000000000014264000000602000000000000000004602004RTLUP142 0 0 0 142 0 Out 83 0 0 0 83 0 In 225 0 0 0 225 0 Total VILLAGE CENTER DR [WB R 11 0 0 0 11 0 T 9 0 0 0 9 0 L 63 0 0 0 63 0 U 0 0 0 0 0 0 P 0 0 0 0 0 0 0008812120900000000088121209OutInTotalSCHOOL DWY [NB]ULTRP0000009211000000000000000000921100VILLAGE CENTER DR [EB]Total06200062In03800038Out02400024000000U010001L01200012T02500025R0000103103PTurning Movement Peak Hour Data Plot (3:15 PM) 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 Site Code Trucks and Buses Study Name KIMBALL AVE @ NE DWY - MON - EB APPROACH Start Date 05/22/2023 Start Time 12:00 AM 12:15 PM 0 1 1 12:30 PM 1 0 1 12:45 PM 0 0 0 1:00 PM 0 0 0 1:15 PM 2 0 2 1:30 PM 0 0 0 1:45 PM 0 1 1 2:00 PM 1 0 1 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 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 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 8 8 16 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 Site Code Study Name KIMBALL AVE @ NE DWY - MON - NB APPROACH Start Date 05/22/2023 Start Time 12:00 AM 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 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 Site Code Trucks and Buses Study Name KIMBALL AVE @ NE DWY - MON - SB APPROACH Start Date 05/22/2023 Start Time 12:00 AM 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 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 Site Code Trucks and Buses Study Name KIMBALL AVE @ NE DWY - MON - WB APPROACH Start Date 05/22/2023 Start Time 12:00 AM 12:15 PM 1 1 2 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 1 1 1:45 PM 1 0 1 2:00 PM 0 0 0 2:15 PM 1 0 1 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 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 10 11 21 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 Site Code Trucks and Buses Study Name KIMBALL AVE @ NE DWY - TUES - EB APPROACH Start Date 05/23/2023 Start Time 12:00 AM 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 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 1 1 3:00 PM 1 0 1 3:15 PM 0 0 0 3:30 PM 1 0 1 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 1 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 8 6 14 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 Site Code Trucks and Buses Study Name KIMBALL AVE @ NE DWY - TUES - NB APPROACH Start Date 05/23/2023 Start Time 12:00 AM 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 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 Site Code Trucks and Buses Study Name KIMBALL AVE @ NE DWY - TUES - SB APPROACH Start Date 05/23/2023 Start Time 12:00 AM 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 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 Site Code Trucks and Buses Study Name KIMBALL AVE @ NE DWY - TUES - WB APPROACH Start Date 05/23/2023 Start Time 12:00 AM 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 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 Site Code Trucks and Buses Study Name KIMBALL AVE @ NE DWY - WED - EB APPROACH Start Date 05/24/2023 Start Time 12:00 AM 12:15 PM 0 0 0 12:30 PM 0 0 0 12:45 PM 0 1 1 1:00 PM 1 1 2 1:15 PM 1 0 1 1:30 PM 0 0 0 1:45 PM 0 1 1 2:00 PM 0 0 0 2:15 PM 1 0 1 2:30 PM 1 0 1 2:45 PM 0 0 0 3:00 PM 0 0 0 3:15 PM 1 0 1 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 1 1 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 7 14 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 Site Code Trucks and Buses Study Name KIMBALL AVE @ NE DWY - WED - NB APPROACH Start Date 05/24/2023 Start Time 12:00 AM 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 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 Site Code Trucks and Buses Study Name KIMBALL AVE @ NE DWY - WED - SB APPROACH Start Date 05/24/2023 Start Time 12:00 AM 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 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 Site Code Trucks and Buses Study Name KIMBALL AVE @ NE DWY - WED - WB APPROACH Start Date 05/24/2023 Start Time 12:00 AM 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 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 Site Code Trucks and Buses Study Name VILLAGE CENTER DR @ S DWY - MON - EB APPROACH Start Date 05/22/2023 Start Time 12:00 AM 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 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 Site Code Trucks and Buses Study Name VILLAGE CENTER DR @ S DWY - MON - NB APPROACH Start Date 05/22/2023 Start Time 12:00 AM 12:15 PM 0 0 0 12:30 PM 0 0 0 12:45 PM 0 1 1 1:00 PM 1 0 1 1:15 PM 0 0 0 1:30 PM 0 1 1 1:45 PM 0 0 0 2:00 PM 1 0 1 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 2 4 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 Site Code Trucks and Buses Study Name VILLAGE CENTER DR @ S DWY - MON - SB APPROACH Start Date 05/22/2023 Start Time 12:00 AM 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 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 Site Code Trucks and Buses Study Name VILLAGE CENTER DR @ S DWY - MON - WB APPROACH Start Date 05/22/2023 Start Time 12:00 AM 12:15 PM 0 0 0 12:30 PM 0 1 1 12:45 PM 1 0 1 1:00 PM 0 1 1 1:15 PM 0 0 0 1:30 PM 1 0 1 1:45 PM 0 0 0 2:00 PM 0 1 1 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 5 8 13 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 Site Code Trucks and Buses Study Name VILLAGE CENTER DR @ S DWY - TUES - EB APPROACH Start Date 05/23/2023 Start Time 12:00 AM 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 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 Site Code Trucks and Buses Study Name VILLAGE CENTER DR @ S DWY - TUES - NB APPROACH Start Date 05/23/2023 Start Time 12:00 AM 12:15 PM 0 0 0 12:30 PM 0 0 0 12:45 PM 1 0 1 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 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 Site Code Trucks and Buses Study Name VILLAGE CENTER DR @ S DWY - TUES - SB APPROACH Start Date 05/23/2023 Start Time 12:00 AM 12:15 PM 0 0 0 12:30 PM 1 1 2 12:45 PM 0 0 0 1:00 PM 0 1 1 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 1 1 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 3 4 7 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 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 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 0 0 0 12:00 PM 0 0 0 Site Code Trucks and Buses Study Name VILLAGE CENTER DR @ S DWY - TUES - WB APPROACH Start Date 05/23/2023 Start Time 12:00 AM 12:15 PM 0 0 0 12:30 PM 1 1 2 12:45 PM 0 1 1 1:00 PM 0 0 0 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 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 1 0 1 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 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 7 11 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 Site Code Trucks and Buses Study Name VILLAGE CENTER DR @ S DWY - WED - EB APPROACH Start Date 05/24/2023 Start Time 12:00 AM 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 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 1 0 1 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 5 0 5 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 Site Code Trucks and Buses Study Name VILLAGE CENTER DR @ S DWY - WED - NB APPROACH Start Date 05/24/2023 Start Time 12:00 AM 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 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 Site Code Trucks and Buses Study Name VILLAGE CENTER DR @ S DWY - WED - SB APPROACH Start Date 05/24/2023 Start Time 12:00 AM 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 1 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 2 1 3 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 5 6 11 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 Site Code Trucks and Buses Study Name VILLAGE CENTER DR @ S DWY - WED - WB APPROACH Start Date 05/24/2023 Start Time 12:00 AM 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 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 2 2 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 8 12 20 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 Site Code Trucks and Buses Study Name VILLAGE CENTER DR @ W DWY - MON - NB APPROACH Start Date 05/22/2023 Start Time 12:00 AM 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 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 Site Code Trucks and Buses Study Name VILLAGE CENTER DR @ W DWY - MON - SB APPROACH Start Date 05/22/2023 Start Time 12:00 AM 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 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 Site Code Trucks and Buses Study Name VILLAGE CENTER DR @ W DWY - MON - WB APPROACH Start Date 05/22/2023 Start Time 12:00 AM 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 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 Site Code Trucks and Buses Study Name VILLAGE CENTER DR @ W DWY - TUES - NB APPROACH Start Date 05/23/2023 Start Time 12:00 AM 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 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 Site Code Trucks and Buses Study Name VILLAGE CENTER DR @ W DWY - TUES - SB APPROACH Start Date 05/23/2023 Start Time 12:00 AM 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 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 Site Code Trucks and Buses Study Name VILLAGE CENTER DR @ W DWY - TUES - WB APPROACH Start Date 05/23/2023 Start Time 12:00 AM 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 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 Site Code Trucks and Buses Study Name VILLAGE CENTER DR @ W DWY - WED - NB APPROACH Start Date 05/24/2023 Start Time 12:00 AM 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 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 1 1 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 5 5 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 Site Code Trucks and Buses Study Name VILLAGE CENTER DR @ W DWY - WED - SB APPROACH Start Date 05/24/2023 Start Time 12:00 AM 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 1 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 1 0 1 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 3 2 5 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 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 2 0 2 9:45 AM 0 0 0 10:00 AM 0 0 0 10:15 AM 0 0 0 10:30 AM 1 1 2 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 Site Code Trucks and Buses Study Name VILLAGE CENTER DR @ W DWY - WED - WB APPROACH Start Date 05/24/2023 Start Time 12:00 AM 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 July 26, 2023 FM 1709 / Kimball Avenue AVO 54063 Southlake, Texas - C - Appendix C – Turning Movement Traffic Volume Exhibits DEVELOPMENT SITE FLOOR & DECOR RETAILRD RETNEC EGALLIVRD DOOWTSEWRD DOOWTSAEEVA LLABMIK .SNL DEKOOR CRD NOCI LISRD NELON .SEVA LLABMIK .NNL YDAHSNL YRREHCRD RETNEC EGALLIV )DVLB EKALHTUOS( 9071 MF Sheet Number Sheet Title Checked By: Drawn By: Project No.: Issued: Scale: 7/26/2023MURILLO-4154RCH...\HALFF_CLR_PENTABLE.TBLPDF_2D_CLR_FW_MR_300.pltSheetA:\54000s\54063\001\TRANS\500 CADD\Sheets\TR-EXH-FIG3-54063.dgnHALFFah317910:53:22 AM7/26/2023CM SM 1" = 400' 54063(214) 346-6200RICHARDSON, TX 75081-22751201 NORTH BOWSER ROADFLOOR & DECORRETAIL DEVELOPMENTSOUTHLAKE, TEXASN 0 200 400 600 800 SCALE: 1"=400' LEGEND FIGURE 3 STUDY INTERSECTIONS EXISTING AND PROPOSED CONTROL INTERSECTION EXISTING TWO-WAY STOP CONTROL INTERSECTION EXISTING SIGNALIZED DEVELOPMENT SITE FLOOR & DECOR RETAIL 1 5 2 34RD RETNEC EGALLIVRD DOOWTSEWRD DOOWTSAEEVA LLABMIK .SNL DEKOOR CRD NOCI LISRD NELON .SEVA LLABMIK .NNL YDAHSNL YRREHCRD RETNEC EGALLIV )DVLB EKALHTUOS( 9071 MF Sheet Number Sheet Title Checked By: Drawn By: Project No.: Issued: Scale: 7/26/2023MURILLO-4154RCH...\HALFF_CLR_PENTABLE.TBLPDF_2D_CLR_FW_MR_300.pltSheetA:\54000s\54063\001\TRANS\500 CADD\Sheets\TR-EXH-FIG4-54063.dgnHALFFah317910:53:24 AM7/26/2023CM SM 1" = 400' 54063(214) 346-6200RICHARDSON, TX 75081-22751201 NORTH BOWSER ROADFLOOR & DECORRETAIL DEVELOPMENTSOUTHLAKE, TEXASN 0 200 400 600 800 SCALE: 1"=400' LEGEND X FIGURE 4 TRAFFIC CONTROLS LANE ASSIGNMENTS AND EXISTING AND PROPOSED INTERSECTION NODE NUMBER CONFIGURATION EXISTING LANE CONTROL APPROACH EXISTING STOP DEVELOPMENT SITE FLOOR & DECOR RETAIL 1 5 2 34RD RETNEC EGALLIVRD DOOWTSEWRD DOOWTSAEEVA LLABMIK .SNL DEKOOR CRD NOCI LISRD NELON .SEVA LLABMIK .NNL YDAHSNL YRREHCRD RETNEC EGALLIV )DVLB EKALHTUOS( 9071 MF X Sheet Number Sheet Title Checked By: Drawn By: Project No.: Issued: Scale: 7/26/2023MURILLO-4154RCH...\HALFF_CLR_PENTABLE.TBLPDF_2D_CLR_FW_MR_300.pltSheetA:\54000s\54063\001\TRANS\500 CADD\Sheets\TR-EXH-FIG5-54063.dgnHALFFah317910:53:25 AM7/26/2023CM SM 1" = 400' 54063(214) 346-6200RICHARDSON, TX 75081-22751201 NORTH BOWSER ROADFLOOR & DECORRETAIL DEVELOPMENTSOUTHLAKE, TEXASN 44 15 14 3 2930822004 33 14 5 55 48006143317426264 1 60 44 164040 13 1 27 12 0 1 1 0 9942033001 0 0 10 0 69 120000002060000 7 0 1 2 06000 0 7 0 61 67 0 84 0 4908226444209 5 0 59 0 0 5 7 0 0 4080171300 0 10 49 0 0 3 2611442923224886 0 0 16 56 4816383 43 0 0 9 2 07117 73 2 95120 3 26 0 200 400 600 800 SCALE: 1"=400'190279573190265476211 1,510 252 428491669365447127 208138 116 1,190 1,951 131 2341,183 252142245466 238 1,185 179 405377109108 3843871201,817 1,455 158 253381100116 1,493 297157226528 270 1,393 102 524133183671202,170 1,510 100 109 230988560LEGEND FIGURE 5 APPROACH MOVEMENTS INTERSECTION NODE NUMBER VOLUMES 2023 EXISTINGXXXXXXXXXXXXHOUR VOLUMES SCHOOL PM PEAK HOUR VOLUMES COMMUTER PM PEAK HOUR VOLUMES AM PEAK DEVELOPMENT SITE FLOOR & DECOR RETAIL 1 5 2 34RD RETNEC EGALLIVRD DOOWTSEWRD DOOWTSAEEVA LLABMIK .SNL DEKOOR CRD NOCI LISRD NELON .SEVA LLABMIK .NNL YDAHSNL YRREHCRD RETNEC EGALLIV )DVLB EKALHTUOS( 9071 MF X Sheet Number Sheet Title Checked By: Drawn By: Project No.: Issued: Scale: 7/26/2023MURILLO-4154RCH...\HALFF_CLR_PENTABLE.TBLPDF_2D_CLR_FW_MR_300.pltSheetA:\54000s\54063\001\TRANS\500 CADD\Sheets\TR-EXH-FIG6-54063.dgnHALFFah317910:53:27 AM7/26/2023CM SM 1" = 400' 54063(214) 346-6200RICHARDSON, TX 75081-22751201 NORTH BOWSER ROADFLOOR & DECORRETAIL DEVELOPMENTSOUTHLAKE, TEXASN 45 15 14 3 3030822004 34 14 5 56 49006143317526265 1 61 45 164041 13 1 12 0 1 1 0 9962034001 0 0 10 0 70 120000002060000 7 0 1 2 06000 0 7 0 62 68 0 0 50084265452809 5 0 60 0 0 5 7 0 0 410171300 0 10 50 0 0 3 271145302322134988 0 0 16 57 4916385 44 0 0 9 2 07217 74 2120 3 26 0 200 400 600 800 SCALE: 1"=400'194285584 111194270486 215 1,540 257 43750166937245686 130 1,214 1,990 134 212141 118 2352391001,207 257 97145250475243 1,209 183 4138385111110 39539228122 1,853 1,484 161 258389102118 1,523 303160231539 275 1,421 104 5343245713741222,213 1,540 102 LEGEND VOLUMES 2024 NO BUILD FIGURE 6XXXXXXXXXXXXAPPROACH MOVEMENTS INTERSECTION NODE NUMBER HOUR VOLUMES SCHOOL PM PEAK HOUR VOLUMES COMMUTER PM PEAK HOUR VOLUMES AM PEAK DEVELOPMENT SITE FLOOR & DECOR RETAIL 1 5 2 34RD RETNEC EGALLIVRD DOOWTSEWRD DOOWTSAEEVA LLABMIK .SNL DEKOOR CRD NOCI LISRD NELON .SEVA LLABMIK .NNL YDAHSNL YRREHCRD RETNEC EGALLIV )DVLB EKALHTUOS( 9071 MF X Sheet Number Sheet Title Checked By: Drawn By: Project No.: Issued: Scale: 7/26/2023MURILLO-4154RCH...\HALFF_CLR_PENTABLE.TBLPDF_2D_CLR_FW_MR_300.pltSheetA:\54000s\54063\001\TRANS\500 CADD\Sheets\TR-EXH-FIG7-54063.dgnHALFFah317910:53:29 AM7/26/2023CM SM 1" = 400' 54063(214) 346-6200RICHARDSON, TX 75081-22751201 NORTH BOWSER ROADFLOOR & DECORRETAIL DEVELOPMENTSOUTHLAKE, TEXASN 3 1650 17 1670083335 37 16 54 6 30332590062172272 50 1 68 501845 15 0 1 30 1 0 00007000 1 0 14 11 0 20103701 078230000 2 8 0 1 70000 8 0 0 0 95 75 69 0 7250055922206 10 0 0 6 866 0 0 3350120 11 0 55 29 0 0 9045151900 325971554 63 0 0 18 1835448 0 93 0 210 128 82 2 080103 27 0 200 400 600 800 SCALE: 1"=400'7710214314645 123214298536 238 1,701 284 482553411503143 234155 131 1,340 2,197 148 259264110107 1,332 284160276525 268 1,335 202 45626425122 43643210614135 2,046 1,639 178 285429113131 1,681 334177255595 304 1,569 115 59035896314131352,444 1,701 113 123LEGEND FIGURE 7 VOLUMES 2029 (NO BUILD + 5 YEARS)XXXXXXXXXAPPROACH MOVEMENTS INTERSECTION NODE NUMBER HOUR VOLUMES SCHOOL PM PEAK HOUR VOLUMES COMMUTER PM PEAK HOUR VOLUMES AM PEAK XXX DEVELOPMENT SITE FLOOR & DECOR RETAIL 1 5 2 34RD RETNEC EGALLIVRD DOOWTSEWRD DOOWTSAEEVA LLABMIK .SNL DEKOOR CRD NOCI LISRD NELON .SEVA LLABMIK .NNL YDAHSNL YRREHCRD RETNEC EGALLIV )DVLB EKALHTUOS( 9071 MF Sheet Number Sheet Title Checked By: Drawn By: Project No.: Issued: Scale: 7/26/2023MURILLO-4154RCH...\HALFF_CLR_PENTABLE.TBLPDF_2D_CLR_FW_MR_300.pltSheetA:\54000s\54063\001\TRANS\500 CADD\Sheets\TR-EXH-FIG8-54063.dgnHALFFah317910:53:31 AM7/26/2023CM SM 1" = 400' 54063(214) 346-6200RICHARDSON, TX 75081-22751201 NORTH BOWSER ROADFLOOR & DECORRETAIL DEVELOPMENTSOUTHLAKE, TEXASN 000030 0 0 0 0 0 0 50000 00000 0 0 0 0 5 0 00000 050 0 0 00000200 0 0 0 0 0 0 04000000000 0 0 0 0 5 0 2002000 0 200 400 600 800 SCALE: 1"=400'020LEGEND INBOUND PERCENTAGES FIGURE 8 X XXXINTERSECTION NODE NUMBER APPROACH MOVEMENTS FLOOR & DECOR PERCENTAGES - INBOUND TRIP DISTRIBUTION DEVELOPMENT SITE FLOOR & DECOR RETAIL 1 5 2 34RD RETNEC EGALLIVRD DOOWTSEWRD DOOWTSAEEVA LLABMIK .SNL DEKOOR CRD NOCI LISRD NELON .SEVA LLABMIK .NNL YDAHSNL YRREHCRD RETNEC EGALLIV )DVLB EKALHTUOS( 9071 MF Sheet Number Sheet Title Checked By: Drawn By: Project No.: Issued: Scale: 7/26/2023MURILLO-4154RCH...\HALFF_CLR_PENTABLE.TBLPDF_2D_CLR_FW_MR_300.pltSheetA:\54000s\54063\001\TRANS\500 CADD\Sheets\TR-EXH-FIG9-54063.dgnHALFFah317910:53:34 AM7/26/2023CM SM 1" = 400' 54063(214) 346-6200RICHARDSON, TX 75081-22751201 NORTH BOWSER ROADFLOOR & DECORRETAIL DEVELOPMENTSOUTHLAKE, TEXASN 500300 0 0 0 0 0 0 00000 00000 5 0 0 0 0 0 00000 005 0 0 020000020 0 40 0 0 0 0 000002020000 5 0 0 0 0 0 00000 0 200 400 600 800 SCALE: 1"=400'00LEGEND FIGURE 9 X XXXINTERSECTION NODE NUMBER APPROACH MOVEMENTS FLOOR & DECOR PERCENTAGES - OUTBOUND TRIP DISTRIBUTION OUTBOUND PERCENTAGES DEVELOPMENT SITE FLOOR & DECOR RETAIL 1 5 2 34RD RETNEC EGALLIVRD DOOWTSEWRD DOOWTSAEEVA LLABMIK .SNL DEKOOR CRD NOCI LISRD NELON .SEVA LLABMIK .NNL YDAHSNL YRREHCRD RETNEC EGALLIV )DVLB EKALHTUOS( 9071 MF X Sheet Number Sheet Title Checked By: Drawn By: Project No.: Issued: Scale: 7/26/2023MURILLO-4154RCH...\HALFF_CLR_PENTABLE.TBLPDF_2D_CLR_FW_MR_300.pltSheetA:\54000s\54063\001\TRANS\500 CADD\Sheets\TR-EXH-FIG10-54063.dgnHALFFah317910:53:36 AM7/26/2023CM SM 1" = 400' 54063(214) 346-6200RICHARDSON, TX 75081-22751201 NORTH BOWSER ROADFLOOR & DECORRETAIL DEVELOPMENTSOUTHLAKE, TEXASN 0 0 1317 0 0 0 00000000 2 0 0 0 0 0 3002121100 03 000000 0 0 3 3002117 0 0 0 0 0 00 3 0 0 00000000 0 2 0 0 3 0 00000002 00 000000 3 0 0 00000 3 0 0 0 0 23 0 0 00801401103209014011033 0 0 0 16 814 0 28 0 1800022000 0 0 0 0 0 0 000110900 00 0220000 0 0 0 0001114 0 28 0 0 0 00 3 0 0 000901100 9 2 0 0 3 0 1414008002 011 8011000 3 0 11 1414000 3 0 0 0 200 400 600 800 SCALE: 1"=400' LEGEND FIGURE 10 FLOOR & DECOR DEVELOPMENT TRIPS -XXXXXXXXXXXXAPPROACH MOVEMENTS INTERSECTION NODE NUMBER HOUR VOLUMES SCHOOL PM PEAK HOUR VOLUMES COMMUTER PM PEAK HOUR VOLUMES AM PEAK DEVELOPMENT SITE FLOOR & DECOR RETAIL 1 5 2 34RD RETNEC EGALLIVRD DOOWTSEWRD DOOWTSAEEVA LLABMIK .SNL DEKOOR CRD NOCI LISRD NELON .SEVA LLABMIK .NNL YDAHSNL YRREHCRD RETNEC EGALLIV )DVLB EKALHTUOS( 9071 MF X Sheet Number Sheet Title Checked By: Drawn By: Project No.: Issued: Scale: 7/26/2023MURILLO-4154RCH...\HALFF_CLR_PENTABLE.TBLPDF_2D_CLR_FW_MR_300.pltSheetA:\54000s\54063\001\TRANS\500 CADD\Sheets\TR-EXH-FIG11-54063.dgnHALFFah317910:53:38 AM7/26/2023CM SM 1" = 400' 54063(214) 346-6200RICHARDSON, TX 75081-22751201 NORTH BOWSER ROADFLOOR & DECORRETAIL DEVELOPMENTSOUTHLAKE, TEXASN 0 200 400 600 800 SCALE: 1"=400' 4 36 241900146143 14 147 1194292807 83 587 11111942794862 215 257 264371310 0 501145501470 21 0 15 28638186 131 646465340212141 3 0 1 3 118503126 5 59 490015 45 178 108 257 235252114221452614759 243 183 05241383 0 2723223851340 138 0 74 05340664054562 72 929670 13 12000 1 16 280374126 1 64 45317536226513 41 119 22584021163 130 30301602425396 275 104 3605341616 5713493241100 112 0 58 11582938829 9 61 10 2620 11 1,209 1,526 1,5421,2121,424 1,214 1,853 2,213 1,540 1,484 1,990 000 0 000 00000000 0 0000 0 0 0 0 00 00 0 0 00 LEGEND FIGURE 11 VOLUMES 2024 BUILDXXXXXXXXXXXXAPPROACH MOVEMENTS INTERSECTION NODE NUMBER HOUR VOLUMES SCHOOL PM PEAK HOUR VOLUMES COMMUTER PM PEAK HOUR VOLUMES AM PEAK DEVELOPMENT SITE FLOOR & DECOR RETAIL 1 5 2 34RD RETNEC EGALLIVRD DOOWTSEWRD DOOWTSAEEVA LLABMIK .SNL DEKOOR CRD NOCI LISRD NELON .SEVA LLABMIK .NNL YDAHSNL YRREHCRD RETNEC EGALLIV )DVLB EKALHTUOS( 9071 MF X Sheet Number Sheet Title Checked By: Drawn By: Project No.: Issued: Scale: 7/26/2023MURILLO-4154RCH...\HALFF_CLR_PENTABLE.TBLPDF_2D_CLR_FW_MR_300.pltSheetA:\54000s\54063\001\TRANS\500 CADD\Sheets\TR-EXH-FIG12-54063.dgnHALFFah317910:53:41 AM7/26/2023CM SM 1" = 400' 54063(214) 346-6200RICHARDSON, TX 75081-22751201 NORTH BOWSER ROADFLOOR & DECORRETAIL DEVELOPMENTSOUTHLAKE, TEXASN 165 050 17 16 3 5330202705 39 16 6 5400716338322772 70 1 50 395045 15 3 2378 01 30 17 0 1 0 10203703 0 0 14 0 1400000070000 1 11 0 2 07000 0 11 0 69 79 0 95 0 5809527250212010 9 0 0 253 80 0 0 21 16 0 5690281500 0 11 55 0 0 29125050265415 18 0 0 63 6518362 0 0 10 2 08818 91 2120 3 27 0 200 400 600 800 SCALE: 1"=400'7710214322647 123214307536 238 1,702 284 482553420511145 234155 131 1,340 2,197 161 259277124118 1,335 284160287525 268 1,338 202 456425145149 4474461061392,046 1,639 195 285443126142 1,684 334177266595 304 1,572 115 590358119121 6424271392,444 1,701 129 LEGEND FIGURE 12 VOLUMES 2029 (BUILD + 5 YEARS)XXXXXXXXXXXXAPPROACH MOVEMENTS INTERSECTION NODE NUMBER HOUR VOLUMES SCHOOL PM PEAK HOUR VOLUMES COMMUTER PM PEAK HOUR VOLUMES AM PEAK Floor and Decor July 26, 2023 FM 1709 / Kimball Avenue AVO 54063 Southlake, Texas - D - Appendix D – Synchro Report Sheets Lanes, Volumes, Timings 2023 Existing AM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 1 Lane Group EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations 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 Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+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 Cl+Ex Cl+Ex Cl+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 Lanes, Volumes, Timings 2023 Existing AM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 2 Lane Group SBU SBL SBT SBR Lane Configurations 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 Cl+Ex Cl+Ex Cl+Ex Cl+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 Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 Turn Type Prot Prot NA Perm Protected Phases 7 7 4 Permitted Phases 4 Lanes, Volumes, Timings 2023 Existing AM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 3 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 Lanes, Volumes, Timings 2023 Existing AM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 4 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 Lanes, Volumes, Timings 2023 Existing AM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 5 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. Splits and Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 Timing Report, Sorted By Phase 2023 Existing AM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 6 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 Splits and Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 HCM 6th TWSC 2023 Existing AM Peak Hour 2: S. Kimball Avenue & Kimball Oaks Drwy/Primrose School Drwy 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 1 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT SBR Lane Configurations 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 Minor1 Major1 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 SB HCM Control Delay, s 17.7 13.7 0.3 0.9 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 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 - - HCM 6th TWSC 2023 Existing AM Peak Hour 3: S. Kimball Avenue & Village Center Drive 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 2 Intersection Int Delay, s/veh 6.2 Movement EBL EBR NBU NBL NBT SBU SBT SBR Lane Configurations 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 Major1 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 - - HCM 6th TWSC 2023 Existing AM Peak Hour 4: Kimball Oaks Drwy/Southlake Corners Drwy & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 3 Intersection Int Delay, s/veh 2.1 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 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 Major1 Major2 Minor1 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 SB HCM Control Delay, s 0.1 1.8 119.7 61.1 HCM LOS F F Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 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 HCM 6th TWSC 2023 Existing AM Peak Hour 5: Dawson MS Drwy/Kimball Oaks Drwy & Village Center Drive 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 4 Intersection Int Delay, s/veh 10.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 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 Major1 Major2 Minor1 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 SB 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 - - - Lanes, Volumes, Timings 2023 Existing School PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 1 Lane Group EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBU Lane Configurations 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 Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+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 Cl+Ex Cl+Ex Cl+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 Lanes, Volumes, Timings 2023 Existing School PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 2 Lane Group SBL SBT SBR Lane Configurations 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 Cl+Ex Cl+Ex Cl+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 Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 Turn Type Prot NA Perm Protected Phases 7 4 Permitted Phases 4 Lanes, Volumes, Timings 2023 Existing School PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 3 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 Lanes, Volumes, Timings 2023 Existing School PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 4 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 Lanes, Volumes, Timings 2023 Existing School PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 5 Cycle Length: 150 Actuated Cycle Length: 150 Offset: 5 (3%), 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. Splits and Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 Timing Report, Sorted By Phase 2023 Existing School PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 6 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 Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 HCM 6th TWSC 2023 Existing School PM Peak Hour 2: S. Kimball Avenue & Kimball Oaks Drwy/Primrose School Drwy 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 1 Intersection Int Delay, s/veh 8.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT SBR Lane Configurations 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 Minor1 Major1 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 SB HCM Control Delay, s 54.5 12.3 0.8 0.8 HCM LOS F B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 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 - - HCM 6th TWSC 2023 Existing School PM Peak Hour 3: S. Kimball Avenue & Village Center Drive 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 2 Intersection Int Delay, s/veh 3.6 Movement EBL EBR NBL NBT SBU SBT SBR Lane Configurations 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 Major1 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 SB 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 - - HCM 6th TWSC 2023 Existing School PM Peak Hour 4: Kimball Oaks Drwy/Southlake Corners Drwy & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 3 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 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 Major1 Major2 Minor1 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 - Approach EB WB NB SB HCM Control Delay, s 1.9 1.1 HCM LOS - - Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 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 HCM 6th TWSC 2023 Existing School PM Peak Hour 5: Dawson MS Drwy/Kimball Oaks Drwy & Village Center Drive 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 4 Intersection Int Delay, s/veh 8.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 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 Major1 Major2 Minor1 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 SB 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 Lanes, Volumes, Timings 2023 Existing Commuter PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 1 Lane Group EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations 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 Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+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 Cl+Ex Cl+Ex Cl+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 Lanes, Volumes, Timings 2023 Existing Commuter PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 2 Lane Group SBL SBT SBR Lane Configurations 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 Cl+Ex Cl+Ex Cl+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 Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 Turn Type Prot NA Perm Protected Phases 7 4 Permitted Phases 4 Lanes, Volumes, Timings 2023 Existing Commuter PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 3 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 Lanes, Volumes, Timings 2023 Existing Commuter PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 4 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 Lanes, Volumes, Timings 2023 Existing Commuter PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 5 Cycle Length: 150 Actuated Cycle Length: 150 Offset: 5 (3%), 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. Splits and Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 Timing Report, Sorted By Phase 2023 Existing Commuter PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 6 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 Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 HCM 6th TWSC 2023 Existing Commuter PM Peak Hour 2: S. Kimball Avenue & Kimball Oaks Drwy/Primrose School Drwy 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 1 Intersection Int Delay, s/veh 4.5 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations 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 Minor1 Major1 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 EBLn2WBLn1 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 - - HCM 6th TWSC 2023 Existing Commuter PM Peak Hour 3: S. Kimball Avenue & Village Center Drive 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 2 Intersection Int Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBU SBT SBR Lane Configurations 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 Major1 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 SB 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 - - HCM 6th TWSC 2023 Existing Commuter PM Peak Hour 4: Kimball Oaks Drwy/Southlake Corners Drwy & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 3 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 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 Major1 Major2 Minor1 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 SB HCM Control Delay, s 3 1 $ 423.3 237.4 HCM LOS F F Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 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 HCM 6th TWSC 2023 Existing Commuter PM Peak Hour 5: Dawson MS Drwy/Kimball Oaks Drwy & Village Center Drive 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 4 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 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 Major1 Major2 Minor1 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 SB HCM Control Delay, s 0 0.7 8.4 0 HCM LOS A A Minor Lane/Major 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 - - - Lanes, Volumes, Timings 2024 No Build AM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 1 Lane Group EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations 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 Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+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 Cl+Ex Cl+Ex Cl+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 Lanes, Volumes, Timings 2024 No Build AM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 2 Lane Group SBU SBL SBT SBR Lane Configurations 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 Cl+Ex Cl+Ex Cl+Ex Cl+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 Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 Turn Type Prot Prot NA Perm Protected Phases 7 7 4 Permitted Phases 4 Lanes, Volumes, Timings 2024 No Build AM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 3 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 Lanes, Volumes, Timings 2024 No Build AM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 4 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 Lanes, Volumes, Timings 2024 No Build AM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 5 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. Splits and Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 Timing Report, Sorted By Phase 2024 No Build AM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 6 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 Splits and Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 HCM 6th TWSC 2024 No Build AM Peak Hour 2: S. Kimball Avenue & Kimball Oaks Drwy/Primrose School Drwy 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 1 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT SBR Lane Configurations 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 Minor1 Major1 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 SB HCM Control Delay, s 18.1 13.9 0.3 0.9 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 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 - - HCM 6th TWSC 2024 No Build AM Peak Hour 3: S. Kimball Avenue & Village Center Drive 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 2 Intersection Int Delay, s/veh 6.9 Movement EBL EBR NBU NBL NBT SBU SBT SBR Lane Configurations 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 Major1 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 - - HCM 6th TWSC 2024 No Build AM Peak Hour 4: Kimball Oaks Drwy/Southlake Corners Drwy & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 3 Intersection Int Delay, s/veh 2.4 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 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 Major1 Major2 Minor1 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 SB HCM Control Delay, s 0.1 1.9 139.9 68.6 HCM LOS F F Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 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 HCM 6th TWSC 2024 No Build AM Peak Hour 5: Dawson MS Drwy/Kimball Oaks Drwy & Village Center Drive 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 4 Intersection Int Delay, s/veh 10.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 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 Major1 Major2 Minor1 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 NBLn1 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 - - - Lanes, Volumes, Timings 2024 No Build School PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 1 Lane Group EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBU Lane Configurations 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 Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+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 Cl+Ex Cl+Ex Cl+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 Lanes, Volumes, Timings 2024 No Build School PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 2 Lane Group SBL SBT SBR Lane Configurations 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 Cl+Ex Cl+Ex Cl+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 Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 Turn Type Prot NA Perm Protected Phases 7 4 Permitted Phases 4 Lanes, Volumes, Timings 2024 No Build School PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 3 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 Lanes, Volumes, Timings 2024 No Build School PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 4 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 Lanes, Volumes, Timings 2024 No Build School PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 5 Cycle Length: 150 Actuated Cycle Length: 150 Offset: 5 (3%), 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. Splits and Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 Timing Report, Sorted By Phase 2024 No Build School PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 6 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 Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 HCM 6th TWSC 2024 No Build School PM Peak Hour 2: S. Kimball Avenue & Kimball Oaks Drwy/Primrose School Drwy 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 1 Intersection Int Delay, s/veh 9.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT SBR Lane Configurations 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 Minor1 Major1 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 SB HCM Control Delay, s 61.1 12.4 0.8 0.8 HCM LOS F B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 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 - - HCM 6th TWSC 2024 No Build School PM Peak Hour 3: S. Kimball Avenue & Village Center Drive 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 2 Intersection Int Delay, s/veh 3.7 Movement EBL EBR NBL NBT SBU SBT SBR Lane Configurations 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 Major1 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 SB 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 - - HCM 6th TWSC 2024 No Build School PM Peak Hour 4: Kimball Oaks Drwy/Southlake Corners Drwy & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 3 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 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 Major1 Major2 Minor1 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 - Approach EB WB NB SB HCM Control Delay, s 2 1.2 HCM LOS - - Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 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 HCM 6th TWSC 2024 No Build School PM Peak Hour 5: Dawson MS Drwy/Kimball Oaks Drwy & Village Center Drive 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 4 Intersection Int Delay, s/veh 8.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 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 Major1 Major2 Minor1 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 SB 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 Lanes, Volumes, Timings 2024 No Build Commuter PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 1 Lane Group EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations 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 Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+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 Cl+Ex Cl+Ex Cl+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 Lanes, Volumes, Timings 2024 No Build Commuter PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 2 Lane Group SBL SBT SBR Lane Configurations 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 Cl+Ex Cl+Ex Cl+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 Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 Turn Type Prot NA Perm Protected Phases 7 4 Permitted Phases 4 Lanes, Volumes, Timings 2024 No Build Commuter PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 3 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 Lanes, Volumes, Timings 2024 No Build Commuter PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 4 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 Lanes, Volumes, Timings 2024 No Build Commuter PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 5 Cycle Length: 150 Actuated Cycle Length: 150 Offset: 5 (3%), 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. Splits and Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 Timing Report, Sorted By Phase 2024 No Build Commuter PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 6 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 Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 HCM 6th TWSC 2024 No Build Commuter PM Peak Hour 2: S. Kimball Avenue & Kimball Oaks Drwy/Primrose School Drwy 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 1 Intersection Int Delay, s/veh 4.7 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations 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 Minor1 Major1 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 EBLn1 EBLn2WBLn1 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 - - HCM 6th TWSC 2024 No Build Commuter PM Peak Hour 3: S. Kimball Avenue & Village Center Drive 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 2 Intersection Int Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBU SBT SBR Lane Configurations 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 Major1 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 SB 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 - - HCM 6th TWSC 2024 No Build Commuter PM Peak Hour 4: Kimball Oaks Drwy/Southlake Corners Drwy & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 3 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 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 Major1 Major2 Minor1 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 SB HCM Control Delay, s 3.5 1 $ 529.3 237.1 HCM LOS F F Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 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 HCM 6th TWSC 2024 No Build Commuter PM Peak Hour 5: Dawson MS Drwy/Kimball Oaks Drwy & Village Center Drive 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 4 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 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 Major1 Major2 Minor1 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 SB HCM Control Delay, s 0 0.7 8.4 0 HCM LOS A A Minor Lane/Major 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 - - - Lanes, Volumes, Timings 2029 (No Build + 5 Years) AM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 1 Lane Group EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations 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 Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+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 Cl+Ex Cl+Ex Cl+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 Lanes, Volumes, Timings 2029 (No Build + 5 Years) AM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 2 Lane Group SBU SBL SBT SBR Lane Configurations 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 Cl+Ex Cl+Ex Cl+Ex Cl+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 Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 Turn Type Prot Prot NA Perm Protected Phases 7 7 4 Permitted Phases 4 Lanes, Volumes, Timings 2029 (No Build + 5 Years) AM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 3 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 Lanes, Volumes, Timings 2029 (No Build + 5 Years) AM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 4 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 Lanes, Volumes, Timings 2029 (No Build + 5 Years) AM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 5 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 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 Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 6 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 Splits and Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 HCM 6th TWSC 2029 (No Build + 5 Years) AM Peak Hour 2: S. Kimball Avenue & Kimball Oaks Drwy/Primrose School Drwy 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 1 Intersection Int Delay, s/veh 1.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT SBR Lane Configurations 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 Minor1 Major1 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 EBLn1 EBLn2WBLn1 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 - - HCM 6th TWSC 2029 (No Build + 5 Years) AM Peak Hour 3: S. Kimball Avenue & Village Center Drive 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 2 Intersection Int Delay, s/veh 11.4 Movement EBL EBR NBU NBL NBT SBU SBT SBR Lane Configurations 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 Major1 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 - - HCM 6th TWSC 2029 (No Build + 5 Years) AM Peak Hour 4: Kimball Oaks Drwy/Southlake Corners Drwy & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 3 Intersection Int Delay, s/veh 5.1 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 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 Major1 Major2 Minor1 Minor2 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 SB HCM Control Delay, s 0.2 3.2 $ 331.7 140.9 HCM LOS F F Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 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 HCM 6th TWSC 2029 (No Build + 5 Years) AM Peak Hour 5: Dawson MS Drwy/Kimball Oaks Drwy & Village Center Drive 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 4 Intersection Int Delay, s/veh 13.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 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 Major1 Major2 Minor1 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 NBLn1 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 - - - Lanes, Volumes, Timings 2029 (No Build + 5 Years) School PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 1 Lane Group EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBU Lane Configurations 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 Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+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 Cl+Ex Cl+Ex Cl+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 Lanes, Volumes, Timings 2029 (No Build + 5 Years) School PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 2 Lane Group SBL SBT SBR Lane Configurations 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 Cl+Ex Cl+Ex Cl+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 Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 Turn Type Prot NA Perm Protected Phases 7 4 Permitted Phases 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 Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 3 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 Lanes, Volumes, Timings 2029 (No Build + 5 Years) School PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 4 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 Lanes, Volumes, Timings 2029 (No Build + 5 Years) School PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 5 Cycle Length: 150 Actuated Cycle Length: 150 Offset: 5 (3%), 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. Splits and Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 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 Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 6 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 Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 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 Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 1 Intersection Int Delay, s/veh 18.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT SBR Lane Configurations 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 Minor1 Major1 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 EBLn1 EBLn2WBLn1 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 HCM 6th TWSC 2029 (No Build + 5 Years) School PM Peak Hour 3: S. Kimball Avenue & Village Center Drive 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 2 Intersection Int Delay, s/veh 5.3 Movement EBL EBR NBL NBT SBU SBT SBR Lane Configurations 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 Major1 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 SB 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 - - HCM 6th TWSC 2029 (No Build + 5 Years) School PM Peak Hour 4: Kimball Oaks Drwy/Southlake Corners Drwy & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 3 Intersection Int Delay, s/veh 107 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBU SBL SBT SBR Lane Configurations 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 Major1 Major2 Minor1 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 SB HCM Control Delay, s 3.8 1.8 $ 2442.9 $ 366 HCM LOS F F Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 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 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 Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 4 Intersection Int Delay, s/veh 8.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 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 Major1 Major2 Minor1 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 Lanes, Volumes, Timings 2029 (No Build + 5 Years) Commuter PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 1 Lane Group EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations 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 Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+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 Cl+Ex Cl+Ex Cl+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 Lanes, Volumes, Timings 2029 (No Build + 5 Years) Commuter PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 2 Lane Group SBL SBT SBR Lane Configurations 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 Cl+Ex Cl+Ex Cl+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 Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 Turn Type Prot NA Perm Protected Phases 7 4 Permitted Phases 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 Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 3 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 Lanes, Volumes, Timings 2029 (No Build + 5 Years) Commuter PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 4 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 Lanes, Volumes, Timings 2029 (No Build + 5 Years) Commuter PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 5 Cycle Length: 150 Actuated Cycle Length: 150 Offset: 5 (3%), 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. Splits and Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 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 Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 6 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 Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 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 Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 1 Intersection Int Delay, s/veh 6.2 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations 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 Minor1 Major1 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 EBLn1 EBLn2WBLn1 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 - - HCM 6th TWSC 2029 (No Build + 5 Years) Commuter PM Peak Hour 3: S. Kimball Avenue & Village Center Drive 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 2 Intersection Int Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBU SBT SBR Lane Configurations 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 Major1 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 SB 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 - - HCM 6th TWSC 2029 (No Build + 5 Years) Commuter PM Peak Hour 4: Kimball Oaks Drwy/Southlake Corners Drwy & FM 1709 07/25/2023 Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 3 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 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 Major1 Major2 Minor1 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 - Approach EB WB NB SB HCM Control Delay, s 7.8 1.5 HCM LOS - - Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 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 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 Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 4 Intersection Int Delay, s/veh 2.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 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 Major1 Major2 Minor1 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 SB HCM Control Delay, s 0 0.7 8.4 0 HCM LOS A A Minor Lane/Major 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 - - - Lanes, Volumes, Timings 2024 Build AM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 1 Lane Group EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations 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 Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+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 Cl+Ex Cl+Ex Cl+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 Lanes, Volumes, Timings 2024 Build AM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 2 Lane Group SBU SBL SBT SBR Lane Configurations 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 Cl+Ex Cl+Ex Cl+Ex Cl+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 Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 Turn Type Prot Prot NA Perm Protected Phases 7 7 4 Permitted Phases 4 Lanes, Volumes, Timings 2024 Build AM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 3 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 Lanes, Volumes, Timings 2024 Build AM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 4 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 Lanes, Volumes, Timings 2024 Build AM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 5 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. Splits and Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 Timing Report, Sorted By Phase 2024 Build AM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 6 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 Splits and Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 HCM 6th TWSC 2024 Build AM Peak Hour 2: S. Kimball Avenue & Kimball Oaks Drwy/Primrose School Drwy 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 1 Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT SBR Lane Configurations 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 Minor1 Major1 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 SB HCM Control Delay, s 24.3 14.2 0.5 0.8 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 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 - - HCM 6th TWSC 2024 Build AM Peak Hour 3: S. Kimball Avenue & Village Center Drive 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 2 Intersection Int Delay, s/veh 7.2 Movement EBL EBR NBU NBL NBT SBU SBT SBR Lane Configurations 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 Major1 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 - - HCM 6th TWSC 2024 Build AM Peak Hour 4: Kimball Oaks Drwy/Southlake Corners Drwy & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 3 Intersection Int Delay, s/veh 6.1 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 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 Major1 Major2 Minor1 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 SB HCM Control Delay, s 0.1 2.1 $ 393.9 71.5 HCM LOS F F Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 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 HCM 6th TWSC 2024 Build AM Peak Hour 5: Dawson MS Drwy/Kimball Oaks Drwy & Village Center Drive 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 4 Intersection Int Delay, s/veh 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 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 Major1 Major2 Minor1 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 SB HCM Control Delay, s 0.1 8.2 18 0 HCM LOS C A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 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 - - - Lanes, Volumes, Timings 2024 Build School PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 1 Lane Group EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBU Lane Configurations 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 Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+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 Cl+Ex Cl+Ex Cl+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 Lanes, Volumes, Timings 2024 Build School PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 2 Lane Group SBL SBT SBR Lane Configurations 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 Cl+Ex Cl+Ex Cl+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 Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 Turn Type Prot NA Perm Protected Phases 7 4 Permitted Phases 4 Lanes, Volumes, Timings 2024 Build School PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 3 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 Lanes, Volumes, Timings 2024 Build School PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 4 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 Lanes, Volumes, Timings 2024 Build School PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 5 Cycle Length: 150 Actuated Cycle Length: 150 Offset: 5 (3%), 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. Splits and Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 Timing Report, Sorted By Phase 2024 Build School PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 6 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 Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 HCM 6th TWSC 2024 Build School PM Peak Hour 2: S. Kimball Avenue & Kimball Oaks Drwy/Primrose School Drwy 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 1 Intersection Int Delay, s/veh 20.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT SBR Lane Configurations 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 Minor1 Major1 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 SB HCM Control Delay, s 115.7 12.7 1 0.7 HCM LOS F B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 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 HCM 6th TWSC 2024 Build School PM Peak Hour 3: S. Kimball Avenue & Village Center Drive 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 2 Intersection Int Delay, s/veh 4 Movement EBL EBR NBL NBT SBU SBT SBR Lane Configurations 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 Major1 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 SB 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 - - HCM 6th TWSC 2024 Build School PM Peak Hour 4: Kimball Oaks Drwy/Southlake Corners Drwy & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 3 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 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 Major1 Major2 Minor1 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 - Approach EB WB NB SB HCM Control Delay, s 2 1.3 HCM LOS - - Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 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 HCM 6th TWSC 2024 Build School PM Peak Hour 5: Dawson MS Drwy/Kimball Oaks Drwy & Village Center Drive 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 4 Intersection Int Delay, s/veh 8.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 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 Major1 Major2 Minor1 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 Lanes, Volumes, Timings 2024 Build Commuter PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 1 Lane Group EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations 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 Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+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 Cl+Ex Cl+Ex Cl+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 Lanes, Volumes, Timings 2024 Build Commuter PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 2 Lane Group SBL SBT SBR Lane Configurations 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 Cl+Ex Cl+Ex Cl+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 Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 Turn Type Prot NA Perm Protected Phases 7 4 Permitted Phases 4 Lanes, Volumes, Timings 2024 Build Commuter PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 3 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 Lanes, Volumes, Timings 2024 Build Commuter PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 4 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 Lanes, Volumes, Timings 2024 Build Commuter PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 5 Cycle Length: 150 Actuated Cycle Length: 150 Offset: 5 (3%), 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. Splits and Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 Timing Report, Sorted By Phase 2024 Build Commuter PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 6 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 Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 HCM 6th TWSC 2024 Build Commuter PM Peak Hour 2: S. Kimball Avenue & Kimball Oaks Drwy/Primrose School Drwy 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 1 Intersection Int Delay, s/veh 6.8 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations 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 Minor1 Major1 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 EBLn1 EBLn2WBLn1 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 - - HCM 6th TWSC 2024 Build Commuter PM Peak Hour 3: S. Kimball Avenue & Village Center Drive 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 2 Intersection Int Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBU SBT SBR Lane Configurations 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 Major1 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 - - HCM 6th TWSC 2024 Build Commuter PM Peak Hour 4: Kimball Oaks Drwy/Southlake Corners Drwy & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 3 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 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 Major1 Major2 Minor1 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 SB HCM Control Delay, s 3.4 1.1 $ 1517.7 237.1 HCM LOS F F Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 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 HCM 6th TWSC 2024 Build Commuter PM Peak Hour 5: Dawson MS Drwy/Kimball Oaks Drwy & Village Center Drive 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 4 Intersection Int Delay, s/veh 1.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 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 Major1 Major2 Minor1 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 SB HCM Control Delay, s 0 0.6 8.4 0 HCM LOS A A Minor Lane/Major 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 - - - Lanes, Volumes, Timings 2029 (Build + 5 Years) AM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 1 Lane Group EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations 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 Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+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 Cl+Ex Cl+Ex Cl+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 Lanes, Volumes, Timings 2029 (Build + 5 Years) AM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 2 Lane Group SBU SBL SBT SBR Lane Configurations 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 Cl+Ex Cl+Ex Cl+Ex Cl+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 Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 Turn Type Prot Prot NA Perm Protected Phases 7 7 4 Permitted Phases 4 Lanes, Volumes, Timings 2029 (Build + 5 Years) AM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 3 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 Lanes, Volumes, Timings 2029 (Build + 5 Years) AM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 4 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 Lanes, Volumes, Timings 2029 (Build + 5 Years) AM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 5 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 Timing Report, Sorted By Phase 2029 (Build + 5 Years) AM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 6 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 Splits and Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 HCM 6th TWSC 2029 (Build + 5 Years) AM Peak Hour 2: S. Kimball Avenue & Kimball Oaks Drwy/Primrose School Drwy 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 1 Intersection Int Delay, s/veh 2.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT SBR Lane Configurations 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 Minor1 Major1 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 EBLn1 EBLn2WBLn1 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 - - HCM 6th TWSC 2029 (Build + 5 Years) AM Peak Hour 3: S. Kimball Avenue & Village Center Drive 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 2 Intersection Int Delay, s/veh 12.4 Movement EBL EBR NBU NBL NBT SBU SBT SBR Lane Configurations 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 Major1 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 HCM 6th TWSC 2029 (Build + 5 Years) AM Peak Hour 4: Kimball Oaks Drwy/Southlake Corners Drwy & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 3 Intersection Int Delay, s/veh 14.6 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 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 Major1 Major2 Minor1 Minor2 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 SB HCM Control Delay, s 0.2 3.5 $ 995.1 169.7 HCM LOS F F Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 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 HCM 6th TWSC 2029 (Build + 5 Years) AM Peak Hour 5: Dawson MS Drwy/Kimball Oaks Drwy & Village Center Drive 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report AM Peak Hour starts at 7:45 am Page 4 Intersection Int Delay, s/veh 13.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 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 Major1 Major2 Minor1 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 - - - Lanes, Volumes, Timings 2030 (Build + 5 Years) School PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 1 Lane Group EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBU Lane Configurations 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 Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+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 Cl+Ex Cl+Ex Cl+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 Lanes, Volumes, Timings 2030 (Build + 5 Years) School PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 2 Lane Group SBL SBT SBR Lane Configurations 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 Cl+Ex Cl+Ex Cl+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 Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 Turn Type Prot NA Perm Protected Phases 7 4 Permitted Phases 4 Lanes, Volumes, Timings 2030 (Build + 5 Years) School PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 3 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 Lanes, Volumes, Timings 2030 (Build + 5 Years) School PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 4 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 Lanes, Volumes, Timings 2030 (Build + 5 Years) School PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 5 Cycle Length: 150 Actuated Cycle Length: 150 Offset: 5 (3%), 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. Splits and Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 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 Southlake Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 6 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 Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 HCM 6th TWSC 2030 (Build + 5 Years) School PM Peak Hour 2: S. Kimball Avenue & Kimball Oaks Drwy/Primrose School Drwy 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 1 Intersection Int Delay, s/veh 36.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT SBR Lane Configurations 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 Minor1 Major1 Major2 Conflicting Flow All 1129 1441 280 1156 1626 306 750 0 0 612 612 0 0 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 - - 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 ~ 158 130 714 150 100 687 848 - - 584 956 - - 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 - - 720 720 - - Mov Cap-2 Maneuver ~ 130 109 - 112 84 - - - - - - - - Stage 1 369 408 - 333 377 - - - - - - - - Stage 2 480 374 - 463 333 - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 215.6 13.5 1 0.8 HCM LOS F B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 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 HCM 6th TWSC 2030 (Build + 5 Years) School PM Peak Hour 3: S. Kimball Avenue & Village Center Drive 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 2 Intersection Int Delay, s/veh 5.8 Movement EBL EBR NBL NBT SBU SBT SBR Lane Configurations 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 Major1 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 SB 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 - - HCM 6th TWSC 2030 (Build + 5 Years) School PM Peak Hour 4: Kimball Oaks Drwy/Southlake Corners Drwy & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 3 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 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 Major1 Major2 Minor1 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 SB HCM Control Delay, s 3.8 2 $ 4698.3 $ 366 HCM LOS F F Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 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 HCM 6th TWSC 2030 (Build + 5 Years) School PM Peak Hour 5: Dawson MS Drwy/Kimball Oaks Drwy & Village Center Drive 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report School PM Peak Hour starts at 3:00 pm Page 4 Intersection Int Delay, s/veh 8.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 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 Major1 Major2 Minor1 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 Lanes, Volumes, Timings 2029 (Build + 5 Years) Commuter PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 1 Lane Group EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations 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 Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+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 Cl+Ex Cl+Ex Cl+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 Lanes, Volumes, Timings 2029 (Build + 5 Years) Commuter PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 2 Lane Group SBL SBT SBR Lane Configurations 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 Cl+Ex Cl+Ex Cl+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 Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 Turn Type Prot NA Perm Protected Phases 7 4 Permitted Phases 4 Lanes, Volumes, Timings 2029 (Build + 5 Years) Commuter PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 3 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 Lanes, Volumes, Timings 2029 (Build + 5 Years) Commuter PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 4 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 Lanes, Volumes, Timings 2029 (Build + 5 Years) Commuter PM Peak Hour 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 5 Cycle Length: 150 Actuated Cycle Length: 150 Offset: 5 (3%), 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. Splits and Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 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 Southlake Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 6 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 Phases: 1: S. Kimball Avenue/N. Kimball Avenue & FM 1709 HCM 6th TWSC 2029 (Build + 5 Years) Commuter PM Peak Hour 2: S. Kimball Avenue & Kimball Oaks Drwy/Primrose School Drwy 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 1 Intersection Int Delay, s/veh 10.4 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations 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 Minor1 Major1 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 EBLn1 EBLn2WBLn1 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 - - HCM 6th TWSC 2029 (Build + 5 Years) Commuter PM Peak Hour 3: S. Kimball Avenue & Village Center Drive 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 2 Intersection Int Delay, s/veh 0.5 Movement EBL EBR NBL NBT SBU SBT SBR Lane Configurations 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 Major1 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 SB 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 - - HCM 6th TWSC 2029 (Build + 5 Years) Commuter PM Peak Hour 4: Kimball Oaks Drwy/Southlake Corners Drwy & FM 1709 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 3 Intersection Int Delay, s/veh 4 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBU SBL SBT SBR Lane Configurations 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 Major1 Major2 Minor1 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 - Approach EB WB NB SB HCM Control Delay, s 7.7 1.6 HCM LOS - - Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 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 HCM 6th TWSC 2029 (Build + 5 Years) Commuter PM Peak Hour 5: Dawson MS Drwy/Kimball Oaks Drwy & Village Center Drive 07/25/2023 Southlake Floor & Decor Development TIA Report Synchro 11 Report Commuter PM Peak Hour starts at 4:45 pm Page 4 Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 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 Major1 Major2 Minor1 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 SB HCM Control Delay, s 0 0.5 8.4 0 HCM LOS A A Minor Lane/Major 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 - - - Floor and Decor July 26, 2023 FM 1709 / Kimball Avenue AVO 54063 Southlake, Texas - E - Appendix E – Existing Signal Timing Sheets 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 IP 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 Scoot Default Data Spat Data VEHICLE AND PEDESTRIAN TIMES Phase Data Bank 1: Vehicle Basic Timings Misc Timings Pedestrian Timings Phase Min Green Passage Max1 Max2 DMAX DSTP/10 Yel/10 Red/10 Green Delay Yellow Delay Walk Offset Time Walk Offset Mode Bike Green Bike Psg Walk Ped Clr Alt Walk Alt Ped Clr Flash Walk Ext Ped Clr Actuated Rest in 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 Green Passage Max1 Max2 DMAX DSTP/10 Yel/10 Red/10 Green Delay Yellow Delay Walk Offset Time Walk Offset Mode Bike Green Bike Psg Walk Ped Clr Alt Walk Alt Ped Clr Flash Walk Ext Ped Clr Actuated Rest in 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 Green Passage Max1 Max2 DMAX DSTP/10 Yel/10 Red/10 Green Delay Yellow Delay Walk Offset Time Walk Offset Mode Bike Green Bike Psg Walk Ped Clr Alt Walk Alt Ped Clr Flash Walk Ext Ped Clr Actuated Rest in 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 Port Baud Rate Data Bits Parity CTS DCD RTS 2 0 0 0 False False False 3 0 0 0 False False False Default Data 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 Green Passage Max1 Max2 DMAX DSTP/10 Yel/10 Red/10 Green Delay Yellow Delay Walk Offset Time Walk Offset Mode Bike Green Bike Psg Walk Ped Clr Alt Walk Alt Ped Clr Flash Walk Ext Ped Clr Actuated Rest in 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 Initial Max Initial Time B4 Redu Car B4 Redu Time to Redu Min Gap Non-Act Response Veh Recall Recall Delay Ped Recall Ped Recall Delay Non Lock Dual Entr y Last Car Pass Condit Ser vice No Simu Gap Out Omit Minus Yel Omit Call 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 Initial Max Initial Time B4 Redu Car B4 Redu Time to Redu Min Gap Non-Act Response Veh Recall Recall Delay Ped Recall Ped Recall Delay Non Lock Dual Entr y Last Car Pass Condit Ser vice No Simu Gap Out Omit Minus Yel Omit Call 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 Initial Max Initial Time B4 Redu Car B4 Redu Time to Redu Min Gap Non-Act Response Veh Recall Recall Delay Ped Recall Ped Recall Delay Non Lock Dual Entr y Last Car Pass Condit Ser vice No Simu Gap Out Omit Minus Yel Omit Call 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 Initial Max Initial Time B4 Redu Car B4 Redu Time to Redu Min Gap Non-Act Response Veh Recall Recall Delay Ped Recall Ped Recall Delay Non Lock Dual Entr y Last Car Pass Condit Ser vice No Simu Gap Out Omit Minus Yel Omit Call 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 Detector Bank: 1 Detector Bank: 2 Detector Bank: 3 Detector Bank: 4 Startup & Misc Vehicle Detector Pedestrian Detector Special Detector Veh Det Assign Phase Mode Switch Phase Extend Delay 1 1 0 0 0.0 0 8 8 0 0 0.0 0 10 2 4 0 0.0 0 12 4 0 0 0.0 0 14 6 4 0 0.0 0 7 7 0 0 0.0 0 6 6 4 0 0.0 0 5 5 0 0 0.0 0 4 4 0 0 0.0 0 3 3 0 0 0.0 0 2 2 4 0 0.0 0 16 8 0 0 0.0 0 18 2 0 0 0.0 0 22 6 0 0 0.0 0 26 2 0 0 0.0 0 30 6 0 0 0.0 0 Vehicle Detector Phase Assignment Ped Det Assign Phase Mode Switch Phase Extend Delay 1 1 1 0 0.0 0 2 2 1 0 0.0 0 3 3 1 0 0.0 0 4 4 1 0 0.0 0 5 5 1 0 0.0 0 6 6 1 0 0.0 0 7 7 1 0 0.0 0 8 8 1 0 0.0 0 Pedestrian Detector Spc Det Assign Phase Mode Switch Phase Extend Delay Special Detector Phase Assignment Veh Det Assign Phase Mode Switch Phase Extend Delay Vehicle Detector Phase Assignment Ped Det Assign Phase Mode Switch Phase Extend Delay Pedestrian Detector Spc Det Assign Phase Mode Switch Phase Extend Delay Special Detector Phase Assignment Veh Det Assign Phase Mode Switch Phase Extend Delay Vehicle Detector Phase Assignment Ped Det Assign Phase Mode Switch Phase Extend Delay Pedestrian Detector Spc Det Assign Phase Mode Switch Phase Extend Delay Special Detector Phase Assignment Veh Det Assign Phase Mode Switch Phase Extend Delay Vehicle Detector Phase Assignment Ped Det Assign Phase Mode Switch Phase Extend Delay Pedestrian Detector Spc Det Assign Phase Mode Switch Phase Extend Delay Special Detector Phase Assignment Startup Time 7 Time In Seconds Remote Flash Overlap Special Ring Output Mapping Configuration Load Switch Red Mode Yellow Mode Green Mode FIO 1 Phase Vehicle 1 Red Phase Vehicle 1 Yellow Phase Vehicle 1 Green 1 2 Phase Vehicle 2 Red Phase Vehicle 2 Yellow Phase Vehicle 2 Green 2 3 Phase Vehicle 3 Red Phase Vehicle 3 Yellow Phase Vehicle 3 Green 3 4 Phase Vehicle 4 Red Phase Vehicle 4 Yellow Phase Vehicle 4 Green 4 5 Phase Vehicle 5 Red Phase Vehicle 5 Yellow Phase Vehicle 5 Green 5 6 Phase Vehicle 6 Red Phase Vehicle 6 Yellow Phase Vehicle 6 Green 6 7 Phase Vehicle 7 Red Phase Vehicle 7 Yellow Phase Vehicle 7 Green 7 Startup State All Red Red Revert 40.0 Time in Tenth Second Auto Pedestrian Clear 0 0-No 1-Yes Stop Time Reset 0 0-No 1-Yes Alternate Sequence 1 00-18 Alt Sequence ## Special Sequence 0 LoadSwitch Flash Alt 1 Red 0 2 Red 1 3 Red 0 4 Red 1 5 Red 0 6 Red 1 7 Red 0 8 Red 1 13 Red 0 14 Red 1 15 Red 0 16 Red 1 Remote Flash Phase Entr y Exit 2 True True 6 True True Flash Entry/Exit Phases Standard FYA Default Data Standard Default Data FYA PED PRI Default Data PED Default Data PRI Phase Ring Next Phase Concur Phases 1 1 2 1, 5, 6 2 1 3 2, 5, 6 3 1 4 3, 7, 8 4 1 1 4, 7, 8 5 2 6 1, 2, 5 6 2 7 1, 2, 6 7 2 8 3, 4, 7 8 2 5 3, 4, 8 8 Phase Vehicle 8 Red Phase Vehicle 8 Yellow Phase Vehicle 8 Green 8 9 Phase Pedestrian 2 Dont Walk Phase Pedestrian 2 Ped Clear Phase Pedestrian 2 Walk 9 10 Phase Pedestrian 4 Dont Walk Phase Pedestrian 4 Ped Clear Phase Pedestrian 4 Walk 10 11 Phase Pedestrian 6 Dont Walk Phase Pedestrian 6 Ped Clear Phase Pedestrian 6 Walk 11 12 Phase Pedestrian 8 Dont Walk Phase Pedestrian 8 Ped Clear Phase Pedestrian 8 Walk 12 13 Overlap A Red Overlap A Yellow Overlap A Green 13 14 Overlap B Red Overlap B Yellow Overlap B Green 14 15 Overlap C Red Overlap C Yellow Overlap C Green 15 16 Overlap D Red Overlap D Yellow Overlap D Green 16 17 Phase Pedestrian 1 Dont Walk Phase Pedestrian 1 Ped Clear Phase Pedestrian 1 Walk 17 18 Phase Pedestrian 3 Dont Walk Phase Pedestrian 3 Ped Clear Phase Pedestrian 3 Walk 18 19 Phase Pedestrian 5 Dont Walk Phase Pedestrian 5 Ped Clear Phase Pedestrian 5 Walk 19 20 Phase Pedestrian 7 Dont Walk Phase Pedestrian 7 Ped Clear Phase Pedestrian 7 Walk 20 21 None None None None None None 21 22 None None None None None None 22 23 None None None None None None 23 24 None None None None None None 24 25 None None None None None None 25 26 None None None None None None 26 27 None None None None None None 27 28 None None None None None None 28 29 None None None None None None 29 30 None None None None None None 30 31 None None None None None None 31 32 None None None None None None 32 Sequence Data Sequence 1 Deafult Data Sequence 2 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 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 2 Sequence 3 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 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 3 Sequence 4 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 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 12 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 13 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 14 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 Sequence 15 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 16 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 I/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 P.RED.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P.EXT 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 P.RED.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P.EXT 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 P.RED.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P.EXT 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 P.RED.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P.EXT 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 P.RED.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P.EXT 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 P.RED.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P.EXT 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 P.RED.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P.EXT 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 P.RED.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P.EXT 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 P.RED.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P.EXT 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 P.RED.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P.EXT 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 P.RED.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P.EXT 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 P.RED.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P.EXT 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 P.RED.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P.EXT 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 P.RED.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P.EXT 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 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 P.RED.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P.EXT 0 0 0 0 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 Number Begin Month Begin Occurrences Begin Day Of Week Begin Day Of Month Begin Seconds To Transition End Month End Occurrences End Day Of Week End Day Of Month End Seconds To Transition Seconds To 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 Actions Action Pattern Aux1 Aux2 Aux3 SP1 SP2 SP3 SP4 SP5 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 Dimming 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 Special Function Maps Default Data Special Function Maps 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 R2C 248 0 90 0 0 0 0 0 0 0 0 0 Miscellaneous Inter val Timings MIN GRN MIN WLK DWL GRN EXT PED SEL PED CLR SEL YEL/10 SEL RED/10 TRK GRN TRK PED CLR TRK YEL/10 TRK RED/10 RET PED CLR RET YEL/10 RET RED/10 0 0 5 0 7 40 20 5 0 40 20 0 40 20 Interval Timings Preempt 2 Data Miscellaneous DET DELAY MXCAL DB/10 NLOCK EXTND L OUT SRMOD LINK#DURAT GATE R2C 249 0 90 0 0 0 0 0 0 0 0 0 Miscellaneous Inter val Timings MIN GRN MIN WLK DWL GRN EXT PED SEL PED CLR SEL YEL/10 SEL RED/10 TRK GRN TRK PED CLR TRK YEL/10 TRK RED/10 RET PED CLR RET YEL/10 RET RED/10 0 0 5 0 7 40 20 5 0 40 20 0 40 20 Exit/Calls Phase Exit Calls 2 1 1 6 1 1 Exit/Calls Vehicle Data Phase Track Green DWELL Cycle 1 1 1 0 6 1 1 0 Vehicle Data Pedestrian Data Phase Track Green DWELL Cycle 1 0 0 0 3 0 0 0 5 0 0 0 7 0 0 0 9 0 0 0 10 0 0 0 11 0 0 0 12 0 0 0 13 0 0 0 14 0 0 0 15 0 0 0 16 0 0 0 Pedestrian Data Overlap Data Phase Track Green DWELL Cycle Trail 1 5 5 0 0 2 0 0 0 0 3 0 0 0 0 4 0 0 0 0 5 0 0 0 0 6 0 0 0 0 7 0 0 0 0 8 0 0 0 0 9 0 0 0 0 10 0 0 0 0 11 0 0 0 0 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 Interval Timings 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 Inter val Timings MIN GRN MIN WLK DWL GRN EXT PED SEL PED CLR SEL YEL/10 SEL RED/10 TRK GRN TRK PED CLR TRK YEL/10 TRK RED/10 RET PED CLR RET YEL/10 RET RED/10 0 0 5 0 7 40 20 5 0 40 20 0 40 20 Interval Timings Exit/Calls Phase Exit Calls 2 1 1 6 1 1 Exit/Calls Vehicle Data Phase Track Green DWELL Cycle 2 1 1 0 5 1 1 0 Vehicle Data Pedestrian Data Phase Track Green DWELL Cycle 1 0 0 0 3 0 0 0 5 0 0 0 7 0 0 0 9 0 0 0 10 0 0 0 11 0 0 0 12 0 0 0 13 0 0 0 14 0 0 0 15 0 0 0 16 0 0 0 Pedestrian Data Overlap Data Phase Track Green DWELL Cycle Trail 1 0 0 0 0 2 0 0 0 0 3 5 5 0 0 4 0 0 0 0 5 0 0 0 0 6 0 0 0 0 7 0 0 0 0 8 0 0 0 0 9 0 0 0 0 10 0 0 0 0 11 0 0 0 0 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 Exit/Calls Phase Exit Calls 2 1 1 6 1 1 Exit/Calls Vehicle Data Phase Track Green DWELL Cycle 4 1 1 0 7 1 1 0 Vehicle Data Pedestrian Data Phase Track Green DWELL Cycle 1 0 0 0 3 0 0 0 5 0 0 0 7 0 0 0 9 0 0 0 10 0 0 0 11 0 0 0 12 0 0 0 13 0 0 0 14 0 0 0 15 0 0 0 16 0 0 0 Pedestrian Data Overlap Data Phase Track Green DWELL Cycle Trail 1 0 0 0 0 2 0 0 0 0 3 0 0 0 0 4 0 0 0 0 5 0 0 0 0 6 0 0 0 0 7 0 0 0 0 8 0 0 0 0 9 0 0 0 0 10 0 0 0 0 11 0 0 0 0 12 0 0 0 0 13 0 0 0 0 14 0 0 0 0 15 0 0 0 0 Preempt 4 Data Miscellaneous DET DELAY MXCAL DB/10 NLOCK EXTND L OUT SRMOD LINK#DURAT GATE R2C 251 0 90 0 0 0 0 0 0 0 0 0 Miscellaneous Inter val Timings MIN GRN MIN WLK DWL GRN EXT PED SEL PED CLR SEL YEL/10 SEL RED/10 TRK GRN TRK PED CLR TRK YEL/10 TRK RED/10 RET PED CLR RET YEL/10 RET RED/10 0 0 5 0 7 40 20 5 0 40 20 0 40 20 Interval Timings Preempt 5 Data Miscellaneous DET DELAY MXCAL DB/10 NLOCK EXTND L OUT SRMOD LINK#DURAT GATE R2C 252 0 0 0 0 0 0 0 0 0 0 0 Miscellaneous Inter val Timings MIN GRN MIN WLK DWL GRN EXT PED SEL PED CLR SEL YEL/10 SEL RED/10 TRK GRN TRK PED CLR TRK YEL/10 TRK RED/10 RET PED CLR RET YEL/10 RET RED/10 0 0 0 0 0 40 20 0 0 40 20 0 40 20 Interval Timings 16 0 0 0 0 Overlap Data Exit/Calls Phase Exit Calls 2 1 1 6 1 1 Exit/Calls Vehicle Data Phase Track Green DWELL Cycle 3 1 1 0 8 1 1 0 Vehicle Data Pedestrian Data Phase Track Green DWELL Cycle 1 0 0 0 3 0 0 0 5 0 0 0 7 0 0 0 9 0 0 0 10 0 0 0 11 0 0 0 12 0 0 0 13 0 0 0 14 0 0 0 15 0 0 0 16 0 0 0 Pedestrian Data Overlap Data Phase Track Green DWELL Cycle Trail 1 0 0 0 0 2 0 0 0 0 3 0 0 0 0 4 0 0 0 0 5 0 0 0 0 6 0 0 0 0 7 0 0 0 0 8 0 0 0 0 9 0 0 0 0 10 0 0 0 0 11 0 0 0 0 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 Exit/Calls Default Data Exit/Calls Vehicle Data Default Data Vehicle Data Pedestrian Data Phase Track Green DWELL Cycle 1 0 0 0 3 0 0 0 5 0 0 0 7 0 0 0 9 0 0 0 Overlap Data Phase Track Green DWELL Cycle Trail 1 0 0 0 0 2 0 0 0 0 3 0 0 0 0 4 0 0 0 0 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 Inter val Timings MIN GRN MIN WLK DWL GRN EXT PED SEL PED CLR SEL YEL/10 SEL RED/10 TRK GRN TRK PED CLR TRK YEL/10 TRK RED/10 RET PED CLR RET YEL/10 RET RED/10 0 0 0 0 0 40 20 0 0 40 20 0 40 20 Interval Timings Preempt 7 Data Default Data Preempt 8 Data Default Data Preempt 9 Data Default Data Preempt 10 Data 10 0 0 0 11 0 0 0 12 0 0 0 13 0 0 0 14 0 0 0 15 0 0 0 16 0 0 0 Pedestrian Data 5 0 0 0 0 6 0 0 0 0 7 0 0 0 0 8 0 0 0 0 9 0 0 0 0 10 0 0 0 0 11 0 0 0 0 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 Exit/Calls Default Data Exit/Calls Vehicle Data Default Data Vehicle Data Pedestrian Data Phase Track Green DWELL Cycle 1 0 0 0 3 0 0 0 5 0 0 0 7 0 0 0 9 0 0 0 10 0 0 0 11 0 0 0 12 0 0 0 13 0 0 0 14 0 0 0 15 0 0 0 16 0 0 0 Pedestrian Data Overlap Data Phase Track Green DWELL Cycle Trail 1 0 0 0 0 2 0 0 0 0 3 0 0 0 0 4 0 0 0 0 5 0 0 0 0 6 0 0 0 0 7 0 0 0 0 8 0 0 0 0 9 0 0 0 0 10 0 0 0 0 11 0 0 0 0 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 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 IP Address: 10.217.131.121:1000 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 System/Detector Data - Detector Diagnostics System Data - Speed Measurement: 0 System Data - Speed Ranges/Pattern Vehicle Detector Diagnostics Value: 0 Default Data Vehicle Detector Diagnostics Value: 0 Vehicle Detector Diagnostics Value: 1 Default Data Vehicle Detector Diagnostics Value: 1 Pedestrian Detector Value: 0 Default Data Pedestrian Detector Value: 0 Pedestrian Detector Value: 1 Default Data Pedestrian Detector Value: 1 Special Detector Diagnostics Value: 0 Default Data Special Detector Diagnostics Value: 0 Special Detector Diagnostics Value: 1 Default Data Special Detector Diagnostics Value: 1 Speed Trap 1 Default Data Speed Trap 1 Speed Trap 2 Default Data Speed Trap 2 Pattern Speed Trap Low Threshold Speed Trap High Threshold Default Data Floor and Decor July 26, 2023 FM 1709 / Kimball Avenue AVO 54063 Southlake, Texas - F - Appendix F – Floor & Decor Trip Generation and Parking Study Excerpts 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 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 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 Floor & Decor Parking and Trip Generation Study Page i February 2023 TABLE OF CONTENTS Page Introduction .................................................................................................................................1 Data Collection............................................................................................................................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 Floor & Decor Parking and Trip Generation Study Page ii February 2023 LIST OF TABLES Page 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 Floor & Decor Parking and Trip Generation Study Page 1 February 2023 Introduction Centerpoint Integrated Solutions, L LC 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 f or 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 a s the stores anticipated to have the highest parking and trip generation rates, representing a “worst -case” scenario. The store locations are as follows: 1. 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 Floor & Decor Parking and Trip Generation Study Page 2 February 2023 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, No vember 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 cond itions. 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 ten ants, 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 quant ified 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. N STORE LOCATION WOODLAND HILLS, CA 91367 22840 VICTORY BLVD WOODLAND HILLS STORE: AND TRIP GENERATION STUDY FLOOR & DECOR PARKING FIGURE 5FALLBROOK AVEVICTORY BLVD Floor & Decor Parking and Trip Generation Study Page 12 February 2023 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 0.4 8 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 ra te 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). Floor & Decor Parking and Trip Generation Study Page 14 February 2023 Table 2: Peak Hour Trip Generation Summary 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 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% 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% 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% 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% 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% 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% 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% 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% 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 Weekday PM 5:00 PM to 6:00 PM 27 34 61 0.68 44%56% Average AM Peak Hour Trip Generation Rate and Inbound/Outbound Percentage 0.80 Average PM Peak Hour Trip Generation Rate and Inbound/Outbound Percentage 0.77 (53% in, 47% out) (46% in, 54% out) Doral, FL Store Location and Size Alexandria, VA Pompano Beach, FL Farmingdale, NY Woodland Hills, CA North Charleston, SC Cypress, TX Avon, MA Tuckwila, WA Floor & Decor Parking and Trip Generation Study Page 15 February 2023 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 h ighest Saturday parking rate observed for the nine stores. Table 3: Average Parking and Trip Generation Rates Table 4: Highest Parking and Trip Generation Rates Time Period Average Peak Parking Rate (Occupied Spaces per 1,000 SF GLA) Average Peak Hour Trip Generation Rate (Trips Per Hour Per 1,000 SF GLA) Average Peak Hour Inbound Trip Percentage Average Peak Hour Outbound Trip Percentage AM Peak 0.47 0.80 53%47% PM Peak 0.48 0.77 46%54% Saturday Peak 0.64 - AM Peak 0.60 Alexandria 1.10 Woodland Hills 53%47% PM Peak 0.84 Woodland Hills 1.67 Woodland Hills 45%55% Saturday Peak 1.03 Woodland Hills - Location of Store with Highest Parking Rate Location of Store with Highest Trip Generation Rate Highest Parking Rate (Occupied Spaces per 1,000 SF GLA) Highest Trip Generation Rate (Trips Per Hour Per 1,000 SF GLA) Time Period Inbound Trip Percentage at Store with Highest Trip Generation Outbound Trip Percentage at Store with Highest Trip Generation Floor & Decor Parking and Trip Generation Study Appendix A: Sample Parking and Trip Generation Data Collection Sheets Floor & Decor Parking and Trip Generation Study Appendix C: Trip Generation Data Collection Location: Woodland Hills, CA 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 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 88 Trips Weekday AM Trip Generation Wednesday, November 30, 2022 Total 58 Trips Weekday PM Trip Generation Wednesday, November 30, 2022