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Item 6C - Traffic Study PREPARED BY: PROJECT R0044060.00 TRAFFIC IMPACT ANALYSIS FOR Tommy’s Express Car Wash Southlake, Texas DECEMBER 22, 2023 December 22, 2023 Page i | Traffic Impact Analysis Tommy’s Express Car Wash—Southlake Traffic Impact Analysis For: Tommy’s Express Car Wash Southlake, Texas Commissioned By: Christianson Companies For Submittal To: Town of Southlake Reference: ___________________ Prepared By: Steve E. Stoner, P.E., PTOE Westwood Professional Services, Inc. 7557 Rambler Road, Suite 1400 Dallas, Texas 75231-2388 (972) 235-3031 westwoodps.com TBPELS Firm #10074301, Firm #11756 December 22, 2023 Page ii | Traffic Impact Analysis Tommy’s Express Car Wash—Southlake EXECUTIVE SUMMARY The services of Westwood Professional Services were retained to prepare a Traffic Impact Analysis (TIA) for the proposed automated car wash development located at 101 N Pearson Lane in the Town of Southlake, Tarrant County, Texas. The Project is referred to herein as Tommy’s Express Car Wash—Southlake. A reference copy of the proposed site plan—provided by Christianson Companies and provided to Westwood for use in the study—is included on the following pages. The purpose of this report is to estimate the incremental impact on the background traffic operational conditions caused by the proposed development within a specific study area as determined by standardized engineering analyses. The study parameters used in this TIA are based upon the requirements of Approving Agency and are consistent with the standard industry practices used in similar studies. Based upon the analyses performed herein, Westwood developed the following findings and recommendations. FINDING: Trip generation from the proposed development of an automated car wash is anticipated to vary significantly by season and time of day. Peak trip generation is anticipated to occur during the noon/early-afternoon period on typical Saturdays. However, trip generation during the traditional weekday peak hour periods, when traffic on the adjacent streets is highest (i.e., when ‘traffic impact’ is typically measured) is much lower. Based on the monthly number of washes historically, the highest amount of traffic is expected to occur during the month of August. However, most other months are generally 25% or more less than trip generation in August. [NOTE: The results contained in this analysis are based on the projected peak-month conditions and include traffic from a potential retail building on the remainder of the site.] FINDING: During the weekday AM and PM peak hour periods, the adjacent intersection of W Southlake Boulevard and N Pearson Road generally operates at Levels of Service C, which is good for urban corridors. The addition of site- generated traffic is anticipated to result in very slight increase in average delays, although no appreciable change in Level of Service is anticipated. FINDING: An study of vehicle queuing was conducted at an existing Tommy’s Express Car Wash site in Euless, Texas. During the highest hours of site- generated traffic, a maximum of six vehicles were observed in queue (measured from the pay position) during the month of December. Factoring this peak queue to the highest month (August), a projected maximum queue of twelve (12) vehicles is anticipated. The site plan depicts an internal staging area for sixteen (16) vehicles without interfering with the internal access easement. Therefore, no spillback of carwash customer vehicles onto W Southlake Boulevard is anticipated. END 50'30'ACCESSEASEMENTDRAINAGE EASEMENT50' BUILDINGLINEPROP. BUILDING 5,243 sf G G G G G G CO CO CO FP G 130'30'130'387.9'6'ACCESSEASEMENT25.1'24'24' RETAILCENTER6,909 S.F.BUFFER YARD 10'W SOUTHLAKE BLVD.N PEARSON LN NORTHK8SCALE: 1" = 20'16KABCDEFGHJ15141312111098765432116151413121110987654321KABCDEHJSHEET DESCRIPTION:SheetREVISIONS:CHECKED BY:PROJECT NO:DRAWN BY:DATE:GDESIGN RESOURCES GROUPADDENDUMS:Southlake, TX W Southlake Blvd & N Pearson Ln TOMMY'S EXPRESS CAR WASHFARGO, ND 58104SUITE 4004609 33RD AVE. S.FAX (701) 281-9501PH. (701) 281-9500CHRISTIANSONC O M P A N I E SSITE PLAN A090SITE PLAN December 22, 2023 Page iv | Traffic Impact Analysis Tommy’s Express Car Wash—Southlake TABLE OF CONTENTS EXECUTIVE SUMMARY .......................................................................................... ii Preliminary Site Plan ..................................................................................................................iii TABLE OF CONTENTS ............................................................................................ iv INTRODUCTION ..................................................................................................... 1 Purpose ...................................................................................................................................... 1 Project Description .................................................................................................................... 1 TRAFFIC IMPACT ANALYSIS ................................................................................... 2 Approach ................................................................................................................................... 2 Study Parameters ...................................................................................................................... 3 Study Area ................................................................................................................................. 3 Background Traffic Volume Data .............................................................................................. 4 Existing Volumes ...................................................................................................................................................... 4 Projected Background Traffic Volumes .................................................................................................................... 4 Site-Related Traffic .................................................................................................................... 5 Trip Generation and Mode Split ............................................................................................................................... 5 Trip Distribution and Assignment ............................................................................................................................. 6 Site-Generated Traffic Volumes ............................................................................................................................... 6 Analysis Traffic Volumes .......................................................................................................................................... 6 Traffic Operational Analysis ¾ Roadway Intersections ............................................................ 7 Description ............................................................................................................................................................... 7 Summary of Results ................................................................................................................................................. 8 SUPPLEMENTAL ANALYSES ................................................................................. 10 Internal Stacking Analysis ........................................................................................................ 10 CONCLUSIONS ..................................................................................................... 11 December 22, 2023 Page v | Traffic Impact Analysis Tommy’s Express Car Wash—Southlake LIST OF TABLES: Table 1. Development Program Summary Table 2. Historical Daily Traffic Volume Data Table 3. Projected Trip Generation Summary Table 4. Peak Hour Intersection Capacity Analysis Results Summary (Signalized Intersections) Table 5. Peak Hour Intersection Capacity Analysis Results Summary (Unsignalized Intersections) Table 6. Internal Car Wash Stacking Evaluation LIST OF EXHIBITS: Exhibit 1. Site Location and Study Area Map LIST OF APPENDICES: APPENDIX A. Traffic Volumes Exhibits APPENDIX B. Detailed Traffic Volume Data APPENDIX C. Site-Generated Traffic Supplement APPENDIX D. Detailed Intersection Capacity Analysis Results December 22, 2023 Page 1 | Traffic Impact Analysis Tommy’s Express Car Wash—Southlake INTRODUCTION The services of Westwood Professional Services (“Westwood”) were retained by Christianson Companies on behalf of Tommy’s Express Car Wash (the “Applicant”) to prepare a Traffic Impact Analysis for a proposed automated car wash development located at 101 N Pearson Lane—the northeast corner of the intersection of W Southlake Boulevard and N Pearson Lane—in Southlake, Texas. The Project is referred to herein as Tommy’s Express Car Wash-Southlake (the “Project”). A proposed site plan for the Project, provided by Christianson Companies, that was provided to Westwood for use as the basis for this study, is included after the Executive Summary section of this report. In order to facilitate development of the Project, the Applicant has made a request to the Town of Southlake (the “Approving Agency”) for rezoning of the subject property. As part of the application process for this request, submittal of a TIA, commissioned by the Applicant, is required for the Approving Agency’s review. This study was prepared by traffic engineers at Westwood (the “Engineer”) in accordance with industry and local standards. Westwood is a licensed engineering firm that provides professional engineering and related services. Purpose A Traffic Impact Analysis (TIA) is an engineering study used to project and analyze the impacts on the operations of public, transportation facilities anticipated to be generated by a specific Project. In some instances, those Project-related impacts can be sufficiently accommodated by the existing transportation network without resulting in undue conditions; while in other cases, mitigation measures may be necessary to achieve desired conditions. The purpose of the TIA is to provide relevant information to the Applicant and Approving Agency for consideration in determining mitigation or other requirements. Commissioning a TIA may be required by an Approving Agency when an Applicant is seeking approvals or entitlements for the Project. A TIA should be prepared by a licensed Engineer skilled in the principles of traffic and transportation engineering and planning. The general methodologies, processes, and guidelines used in a TIA are established by industry standards that are maintained by technical organizations such as the Institute of Transportation Engineers (ITE) and others; although, the project-specific parameters of each study (e.g., study locations, analysis scenarios, analytical assumptions, etc.) may be established by local ordinances or technical staff of the Approving Agency. NOTE: It is not the intent of this TIA to provide site plan review, validate design standards, nor substitute for local or regional transportation planning. The findings of this report should be considered informational. Project Descrip8on The Project is proposed to consist of an automated car wash use with self-serve vacuums. Customers may pay per use or through a membership. The car wash will occupy the December 22, 2023 Page 2 | Traffic Impact Analysis Tommy’s Express Car Wash—Southlake eastern portion of the 2.326-acre site. The western portion of the site is not immediately planned to be developed; however, a commercial (retail) building was assumed in order to account for full buildout potential of the property. Table 1 provides a summary of the land uses considered in this analysis. Table 1. Development Program Summary USE FUTURE AMOUNT Automated Carwash 1 tunnel Retail Building (Hypothetical) 6,906 SF NOTE: The development program provided above is based upon the most current and complete information available at the time of this study publication. Buildout years are estimated and may change based on market or other conditions. The development is proposed to be served by two driveways: · One existing driveway on W Southlake Boulevard that will be shared with the existing municipal utility property located at 3200 W Southlake Boulevard · One proposed driveway on N Pearson Lane The property is currently zoned C-2 (Commercial) and is undeveloped. TRAFFIC IMPACT ANALYSIS The following is a description of the analyses performed as part of this Traffic Impact Analysis. Approach The TIA presented in this report analyzed the operational conditions within a pre- determined study area at relevant, typical peak hours using standardized analytical methodologies, where applicable. Actual traffic volumes were collected to represent baseline traffic conditions, and background traffic growth was estimated based on a review of historical traffic volumes. Then, traffic generated by the proposed development was calculated using the industry-standard four-step approach of trip generation, mode split, trip distribution, and traffic assignment. Adding the site-generated traffic to the background traffic results in projected site buildout conditions. By analyzing traffic operations within the study area with and without site-generated traffic the Projects “impact” can be measured. The study may also include other analysis scenarios that do not directly relate to impact of the Project. For any analysis scenario, the Engineer may identify or recommend measures to mitigate undue operational conditions that may or may not relate to Project impact. However, any mitigation measures provided by the Engineer are only intended for the consideration of the Approving Agency and the Applicant and are not intended to represent a mandate nor an offered action on any party’s behalf. December 22, 2023 Page 3 | Traffic Impact Analysis Tommy’s Express Car Wash—Southlake Study Parameters The study parameters used in this TIA are based upon industry standard practices and requirements of the Town of Southlake, where applicable. Project-specific study parameters were reviewed with Town staff at the outset of the study. This study contains an analysis of traffic operations on the surrounding public roadways system for a representative one-hour peak traffic volume during the weekday AM and the weekday PM. Although the circumstances of each project may differ, weekday peak hours generally occur between 7.00 and 9.00 AM and 4.30 and 6.30 PM. The analysis scenarios addressed in this study include the following: · at existing conditions (“Existing” scenario) · at site buildout year: o without site-generated traffic (“No Build” scenario) o with site-generated traffic (“Build” scenario) NOTE: The analysis results for all future conditions or scenarios require assumptions, projections, and estimations and should be considered approximate. All such cases are based on the professional judgment of the Engineer and consider the best available technical data were available. The Institute of Transportation Engineers states that natural changes in traffic patterns inevitably occur over time, so the margin of error for projected traffic volumes proportionately increases as the time period is extended. For example, it should be noted that projected hourly turning movement volumes beyond five years inherently contain significant assumptions. A specially requested scope item was to evaluate the anticipate queuing of customers to assess whether the site provides sufficient stacking space to avoid spillback onto W Southlake Boulevard. Study Area The study area for a TIA is typically defined to allow an assessment of the most relevant traffic impacts to the local area. The extent of the study area is discretionary but is generally commensurate with the scale of the proposed development. Special localized factors may also be considered. The specific locations included in the study area of this TIA are listed below and depicted in Exhibit 1. Traffic-Signal-Controlled Study Intersections: a) W Southlake Boulevard and N Pearson Lane Roadways Adjacent To Site: 1) W Southlake Boulevard (FM 1709), east of N Pearson Lane a) Existing operation and cross-section: · six lanes · two-way operation (east/west) · median-divided b) Designations: · Southlake 2035 Master Thoroughfare Plan: A6D-130’ to 140’ (Arterial) December 22, 2023 Page 4 | Traffic Impact Analysis Tommy’s Express Car Wash—Southlake · Southlake 2035 Official Pathways Map: Existing Multi-Use c) Current Daily Traffic Volume: 29,721 (Wednesday, April 17, 2019, source: TxDOT Traffic Count Database System) d) Posted Speed Limit: 45 MPH 2) N Pearson Lane, north of W Southlake Boulevard a) Existing operation and cross-section: · two lanes · two-way operation (north/south) · undivided b) Designations: · Southlake 2035 Master Thoroughfare Plan: A3U-70’ (Arterial) · Southlake 2035 Official Pathways Map: Tier 3 Priority Segment c) Current Daily Traffic Volume: 5,433 (Wednesday, April 17, 2019, source: TxDOT Traffic Count Database System) d) Posted Speed Limit: 35 MPH Background Traffic Volume Data Existing Volumes Current traffic volumes were collected during the analysis periods at the study area intersection on Thursday, December 14, and Saturday, December, 16, 2023. Traffic volumes are graphically summarized in APPENDIX A; detailed data sheets are provided in APPENDIX B. Projected Background Traffic Volumes Projected background traffic volumes are the estimated study area traffic volumes that are projected to exist at the Project buildout year, excluding traffic generated by the Project. If justified, background traffic volumes may incorporate a background growth rate to account for normal growth expected to occur over time due to factors such as population increases, property development/redevelopment, etc. An estimated average growth rate applied to current traffic volumes is a common method used to project the background traffic volumes. A review of historical traffic volume data can provide an indication of such trends. Table 2 provides a summary of prior traffic volumes in the vicinity of the Project that WESTWOOD considered to calculate an estimated growth rate used in this study. December 22, 2023 Page 5 | Traffic Impact Analysis Tommy’s Express Car Wash—Southlake Table 2. Historical Daily Traffic Volume Data ROADWAY SEGMENT HISTORICAL DAILY VOLUME (DATE) ANNUAL GROWTH RATE W Southlake Boulevard, west of Randoll Mill Avenue 31,315 (’19)A 37,628 (’14)A -3.61% Data Source: A = TxDOT Traffic Count Database System According to these data, traffic volumes in the vicinity of the subject site are generally decreasing. Although no positive growth is evident, Westwood assumed a growth rate of one (1.0) percent per year for purposes of this study in order to estimate future background traffic volumes. By applying the assumed growth rate(s) described previously, future background traffic volumes at the Project buildout year were calculated for the study area intersections. These volumes are graphically summarized in APPENDIX A. Site-Related Traffic Trip Generation and Mode Split Trip generation is calculated in terms of trip ends – a trip end is a one-way vehicular trip entering or exiting a site driveway (i.e., a single vehicle entering and exiting a site represents two trip ends). Trip generation is often calculated using the Institute of Transportation Engineers (ITE) Trip Generation manual (11th Edition). ITE Trip Generation is a compilation of actual, vehicular traffic volume generation data and statistics by land use as collected over several decades by creditable sources across the country. Using the ITE equations and rates is an accepted methodology to calculate the projected site-generated traffic volumes for many land uses (though engineering judgment is strongly advised). The base trip generation data from ITE generally reflect average conditions for a standalone use on a typical day. However, in some cases, the Engineer may judge that other factors may be of sufficient significance to warrant adjusting the base ITE calculations in order to more accurately reflect Project-specific conditions. For this analysis ITE was used to calculate trip generation for the standalone retail building; however, for the carwash use, the ITE data was considered to be outdated, and an independent trip generation study of a similar site was conducted. Mode split refers to the consideration of trip generation by all modes of transportation. However, for this analysis no special mode split factors that warranted adjustments to trip generation were applicable. Table 3 provides a summary of the calculated trip ends generated by the project. Supplemental information used in the trip generation calculations is provided in APPENDIX C. December 22, 2023 Page 6 | Traffic Impact Analysis Tommy’s Express Car Wash—Southlake Table 3. Projected Trip Generation Summary SCENARIO DAILY TRIP ENDS (WEEKDAY) AM PEAK HOUR TRIP ENDS (ADJACENT STREET PEAK) PM PEAK HOUR TRIP ENDS (ADJACENT STREET PEAK) PM PEAK HOUR TRIP ENDS (ADJACENT STREET PEAK) Total (In/Out) Total (In/Out) Total (In/Out) Automated Carwash 1 Tunnel (independent study)* 1,912 89 (45/43) 149 (64/85) 339 (165/174) Retail Building 6,906 SF ITE LUC #822 521 23 (14/9) 60 (30/30) 45 (23/22) TOTAL 2,433 112 (59/52) 209 (94/115) 384 (188/196) * Study conducted at: Tommy’s Express Car Wash, 250 Euless Boulevard, Euless, TX 76040 on Thursday, December 7 & Saturday, December 9, 2023. Hours of operation: seven days/week, 7:00 AM-9:00 PM. Includes peak-month adjustment factor based on corporate data. Trip Distribution and Assignment The distribution and assignment of site-generated trip ends to the surrounding roadway system is determined by proportionally estimating the orientation of travel via various travel routes. This is a subjective exercise based upon professional judgment considering such factors as directional characteristics of existing local traffic, trip attributes (e.g., trip purpose, trip length, travel time, etc.), roadway features (e.g., capacity, operational conditions, character of environment), regional demographics, etc. Traffic for the proposed redevelopment was distributed and assigned to the study area roadway network based upon consideration of the factors listed above. Detailed trip distribution and traffic assignment calculations and results are summarized in APPENDIX C. Site-Generated Traffic Volumes Site-generated traffic is calculated by multiplying the trip generation value (from Table 3) by the corresponding traffic assignments (from APPENDIX C). The resulting cumulative (for all uses) peak period site-generated traffic volumes at buildout of the Project are graphically summarized in APPENDIX A. Analysis Traffic Volumes The addition of site-generated traffic and background (“No Build”) volumes yield the projected “Build” scenario volumes (also graphically summarized in APPENDIX A) from which the traffic impact of the Project can be measured. A conceptual depiction of study area intersection geometry and traffic control devices is also graphically summarized in APPENDIX A. December 22, 2023 Page 7 | Traffic Impact Analysis Tommy’s Express Car Wash—Southlake Traffic Opera8onal Analysis ¾ Roadway Intersec8ons Description The level of performance of civil infrastructure can often be measured through an analysis of volume and capacity that considers various physical and operational characteristics of the system. For vehicular traffic an operational analysis of roadway intersection capacity over a 60-minute period is the most detailed type of analysis. An industry-standardized methodology for this type of analysis was developed by the Transportation Research Board and is presented in the Highway Capacity Manual (HCM). HCM uses the term “Level of Service” (or, LOS) to qualitatively describe the efficiency using a letter grade of A through F. Generally, LOS can be described as follows: LOS A = free, unobstructed flow LOS B = reasonably free flow LOS C = stable flow LOS D = approaching unstable flow LOS E = unstable flow, operating at design capacity LOS F = operating over design capacity Traffic operational analysis is typically measured in one-hour periods during day-to-day peak conditions. In most urban settings, LOS C, or better, is desirable, although LOS D is generally considered “acceptable”. LOS E indicates a facility or maneuver is approaching capacity, while LOS F is theoretically an over-capacity condition. For high- volume transportation facilities in urban setting, LOS E or F conditions during peak periods is not uncommon. In some cases measures to increase capacity, either through operational changes or physical improvements, can be identified to improve efficiency and sometimes improve Level of Service. Intersection LOS is determined based upon the calculated average seconds of delay per vehicle. For intersections controlled by a traffic signal (i.e., “signalized intersections”) the average delay per vehicle can be effectively calculated by movement, by approach, or averaged for the entire intersection. Traffic control at intersections without a traffic signal (i.e., “unsignalized intersections”), include all-way STOP-sign-control or minor- street STOP-sign-control. Average delay at unsignalized intersections is only calculated for movements that must stop or yield right-of-way. So, for minor-street STOP-control intersections, the major street maneuvers with right-of-way have no delay; therefore, Level of Service is only calculated for the stopping or yielding maneuvers (not the entire intersection). NOTE: The HCM unsignalized intersection analysis methodology was developed and calibrated for low-to-moderate volume intersections. When applied to minor-street STOP-controlled intersections with a high-volume major street, the average delay per vehicle on the minor street approaches often have high average delays resulting in low (poor) Level of Service, regardless of the volume. Such conditions are common but cannot be analytically mitigated unless a traffic signal is installed. However, traffic signal installation requires satisfaction of one or more established Traffic Signal Warrants per the Manual of Uniform Traffic Control Devices AND approval of the responsible agency. Neither Level of Service nor vehicle delay is justification for traffic signal installation. December 22, 2023 Page 8 | Traffic Impact Analysis Tommy’s Express Car Wash—Southlake The following table summarizes the LOS criteria for signalized and unsignalized intersections as defined in the latest edition of the Highway Capacity Manual. Signalized Intersection (Average Delay per Vehicle) Unsignalized Intersection (Average Delay per Vehicle) LOS A < 10 < 10 LOS B > 10 - < 20 > 10 - < 15 LOS C > 20 - < 35 > 15 - < 25 LOS D > 35 - < 55 > 25 - < 35 LOS E > 55 - < 80 > 35 - < 50 LOS F > 80 > 50 Summary of Results Intersection capacity analyses presented in this study were performed using the Synchro software package. Table 4 and Table 5 provide a summary of the peak period intersection operational conditions under the analysis conditions presented previously. Detailed software output is provided in APPENDIX D. NOTE: Traffic signal operational parameters used in this analysis were based upon actual, existing traffic signal operational characteristics observed in the field at the time of traffic data collection. 12/22/2023 INTERSECTION LOS delay LOS delay LOS delay LOS delay LOS delay LOS delay LOS delay LOS delay LOS delay 1 Highway 55 Overall C (29.5)C (30.0)C (25.4)C (29.5)C (30.6)C (25.6)C (31.9)C (33.3)C (33.9) @ Sportsmanship Way EBL B (12.6)B (13.4)B (12.9)B (13.2)B (13.6)B (12.9)B (19.9)B (17.0)C (23.0) EBTR B (17.1)D (36.0)C (28.6)B (16.6)D (36.8)C (28.8)B (17.5)D (38.7)C (31.8) WBL B (12.0)D (35.7)B (13.4)B (11.6)D (36.3)B (13.6)B (12.4)D (37.5)B (19.6) WBTR C (32.3)B (19.9)C (23.3)C (32.1)B (19.9)C (23.5)D (35.3)C (25.3)D (38.9) NBLTR B (17.8)C (22.1)B (13.8)B (18.7)C (23.1)B (13.7)B (18.2)B (19.1)B (14.3) SBLT D (45.2)D (50.8)D (41.5)D (48.0)D (52.1)D (41.7)D (49.1)D (50.4)D (40.6) SBR A (5.2)A (0.2)A (0.1)A (5.6)A (0.2)A (0.1)A (6.6)A (8.6)A (1.6) LOS delay LOS delay LOS delay LOS delay LOS delay LOS delay LOS delay LOS delay LOS delay 2 N Pearson Lane NBLTR A (0.0)A (0.0)A (0.0)A (0.0)A (0.0)A (0.0)A (0.0)A (0.0)A (0.0) @ Private Driveway/Site Driveway (#1) EBLTR A (0.0)A (0.0)A (0.0)A (0.0)A (0.0)A (0.0)A (0.0)A (0.0)A (0.0) WBLTR A (0.0)A (0.0)A (0.0)A (0.0)A (0.0)A (0.0)B (14.5)B (13.4)B (13.7) SBLTR A (0.0)A (0.0)A (0.0)A (0.0)A (0.0)A (0.0)A (8.0)A (7.8)A (7.9) 3 W Southlake Boulevard EBT A (0.0)A (0.0)A (0.0)A (0.0)A (0.0)A (0.0)A (0.0)A (0.0)A (0.0) @ Site Driveway (#2) WBTR A (0.0)A (0.0)A (0.0)A (0.0)A (0.0)A (0.0)A (0.0)A (0.0)A (0.0) SBR A (0.0)A (0.0)A (0.0)A (0.0)A (0.0)A (0.0)D (33.3)C (19.3)C (22.1)A 0 A 0 KEY : A, B, C, D, E, F = Level-of-Service NB-, SB-, EB-, WB- = intersection approach; -L, -T, -R = left-turn, through, right-turn maneuver AM = AM Peak Hour of Adjacent Street PM = PM Peak Hour of Adjacent Street Table 4. Peak Hour Intersection Capacity Analysis Results Summary (Signalized Intersections) AMAMAMPM EXISTING CONDITIONS NO BUILD CONDITIONS BUILD CONDITIONS Table 5. Peak Hour Intersection Capacity Analysis Results Summary (Unsignalized Intersections) NOTE: Traffic signal operational parameters for the existing traffic signal used in this analysis were based on existing conditions observed in the field at the time of the traffic counts. Traffic signal operational parameters for hypothetical conditions were optimized using the Synchro software. INTERSECTION TRAFFIC MANEUVER Saturday Saturday Saturday PM PM PM EXISTING CONDITIONS Saturday BUILD CONDITIONS Saturday NO BUILD CONDITIONS Saturday AM PM PMAM AM Page 9 | Traffic Impact Analysis TCRG Multifamily December 22, 2023 Page 10 | Traffic Impact Analysis Tommy’s Express Car Wash—Southlake SUPPLEMENTAL ANALYSES The following supplemental analyses were requested by the Town staff during the scoping confirmation. Internal Stacking Analysis Town staff requested an analysis to ensure the proposed site provides adequate internal space to accommodate waiting vehicles without causing spillback onto W Southlake Boulevard. As shown on the proposed site plan, the site can accommodate approximately sixteen (16) vehicles from the pay position to the internal access easement (additional vehicles can be accommodated elsewhere within the site). To evaluate the anticipated vehicle queue, Westwood conducted observations (by video) of the queuing at the Euless Tommy’s Express Car Wash site concurrent with the trip generation study. Video of the queuing was observed during the highest hours of trip generation, which occurred during the early noon period on Saturday. The maximum queues were then factored by the same peak month factor applied to the trip generation. The results of the study are shown in Table 6. Table 6. Internal Car Wash Stacking Evaluation HIGHEST HOUR ACTUAL OBSERVED QUEUE (VEHICLES)* PROJECTED MAXIMUM QUEUE (VEHICLES)* 12:00 PM – 1:00 PM (Saturday) 4 8 1:00 PM – 2:00 PM (Saturday) 6 12 2:00 PM – 3:00 PM (Saturday) 3 6 * Measured from pay position. December 22, 2023 Page 11 | Traffic Impact Analysis Tommy’s Express Car Wash—Southlake CONCLUSIONS NOTE: Recommendations presented in this report reflect the opinion of Westwood based solely upon technical analysis and professional judgment but are not intended to infer mandates or funding responsibility. Any proposed improvements in the public right-of-way are subject to approval of the responsible agency(-ies). Should the approving agency determine that any off-site improvements are required for approval of the Project, legal precedents apply with regard to jurisdiction and funding allocation. The following findings and, if applicable, recommendations were based upon an analysis of the anticipated traffic impact generated by the proposed development scenario outlined in the Project Description section of this report. FINDING: Trip generation from the proposed development of an automated car wash is anticipated to vary significantly by season and time of day. Peak trip generation is anticipated to occur during the noon/early-afternoon period on typical Saturdays. However, trip generation during the traditional weekday peak hour periods, when traffic on the adjacent streets is highest (i.e., when ‘traffic impact’ is typically measured) is much lower. Based on the monthly number of washes historically, the highest amount of traffic is expected to occur during the month of August. However, most other months are generally 25% or more less than trip generation in August. [NOTE: The results contained in this analysis are based on the projected peak-month conditions and include traffic from a potential retail building on the remainder of the site.] FINDING: During the weekday AM and PM peak hour periods, the adjacent intersection of W Southlake Boulevard and N Pearson Road generally operates at Levels of Service C, which is good for urban corridors. The addition of site- generated traffic is anticipated to result in very slight increase in average delays, although no appreciable change in Level of Service is anticipated. FINDING: An study of vehicle queuing was conducted at an existing Tommy’s Express Car Wash site in Euless, Texas. During the highest hours of site- generated traffic, a maximum of six vehicles were observed in queue (measured from the pay position) during the month of December. Factoring this peak queue to the highest month (August), a projected maximum queue of twelve (12) vehicles is anticipated. The site plan depicts an internal staging area for sixteen (16) vehicles without interfering with the internal access easement. Therefore, no spillback of carwash customer vehicles onto W Southlake Boulevard is anticipated. END OF MEMO December 22, 2023 APPENDIX | Traffic Impact Analysis Tommy’s Express Car Wash—Southlake APPENDIX A. Traffic Volumes Exhibits Appendix A1a - Existing Roadway Lane Geometry and Traffic ControlNorth ^Not to Scale0044060.0012/21/2023DJGWestwoodS Pearson Ln Keller PkwyPrivate DrivewayN Pearson LnW Southlake BlvdSite Driveway #2 Appendix A1b - Proposed Roadway Lane Geometry and Traffic Control North ^ Not to Scale 0044060.00 12/21/2023 DJG WestwoodS Pearson LnKeller Pkwy Private Driveway Site Driveway #1N Pearson LnW Southlake BlvdSite Driveway #2 Appendix A2a - Existing AM Peak Hour Traffic Volumes North ^ Not to Scale 0044060.00 12/21/2023 DJG WestwoodS Pearson Ln232679Keller Pkwy 18 453 5 67 1835 229 19230330273Private Driveway 0 0 N Pearson Ln2550724 W Southlake Blvd 2131 0Site Driveway #20 Appendix A2b - Existing PM Peak Hour Traffic Volumes North ^ Not to Scale 0044060.00 12/21/2023 DJG WestwoodS Pearson Ln1928109Keller Pkwy 41 1861 13 119 1094 131 13530330200Private Driveway 0 0 N Pearson Ln19802105 W Southlake Blvd 1344 0Site Driveway #20 Appendix A2c - Existing Saturday Peak Hour Traffic Volumes North ^ Not to Scale 0044060.00 12/21/2023 DJG WestwoodS Pearson Ln131769Keller Pkwy 21 1117 10 78 1151 136 10619220174Private Driveway 0 0 N Pearson Ln14701292 W Southlake Blvd 1365 0Site Driveway #20 Appendix A3a - No Build AM Peak Hour Traffic Volumes North ^ Not to Scale 0044060.00 12/21/2023 DJG WestwoodS Pearson Ln232781Keller Pkwy 18 462 5 68 1872 234 19631340278Private Driveway 0 0 N Pearson Ln2600739 W Southlake Blvd 2174 0Site Driveway #20 Appendix A3b - No Build PM Peak Hour Traffic Volumes North ^ Not to Scale 0044060.00 12/21/2023 DJG WestwoodS Pearson Ln1929111Keller Pkwy 42 1898 13 121 1116 134 13831340204Private Driveway 0 0 N Pearson Ln20202147 W Southlake Blvd 1371 0Site Driveway #20 Appendix A3c - No Build Saturday Peak Hour Traffic Volumes North ^ Not to Scale 0044060.00 12/21/2023 DJG WestwoodS Pearson Ln131770Keller Pkwy 21 1139 10 80 1174 139 10819220177Private Driveway 0 0 N Pearson Ln15001318 W Southlake Blvd 1392 0Site Driveway #20 Appendix A4a - Site Generated AM Peak Hour Traffic Volumes North ^ Not to Scale 0044060.00 12/21/2023 DJG WestwoodS Pearson Ln030Keller Pkwy 27 0 0 0 0 0 23350030Private Driveway 0 0 0 Site Driveway #131 0 3N Pearson Ln3000 W Southlake Blvd 0 27Site Driveway #218 Appendix A4b - Site Generated PM Peak Hour Traffic Volumes North ^ Not to Scale 0044060.00 12/21/2023 DJG WestwoodS Pearson Ln050Keller Pkwy 42 0 0 0 0 0 526120047Private Driveway 0 0 0 Site Driveway #169 0 6N Pearson Ln5000 W Southlake Blvd 0 42Site Driveway #240 Appendix A4c - Site Generated Saturday Peak Hour Traffic Volumes North ^ Not to Scale 0044060.00 12/21/2023 DJG WestwoodS Pearson Ln090Keller Pkwy 85 0 0 0 0 0 8810200094Private Driveway 0 0 0 Site Driveway #1118 0 10N Pearson Ln9000 W Southlake Blvd 0 85Site Driveway #269 Appendix A5a - Build AM Peak Hour Traffic Volumes North ^ Not to Scale 0044060.00 12/21/2023 DJG WestwoodS Pearson Ln232981Keller Pkwy 45 462 5 68 1872 234 2193339027830Private Driveway 0 0 0 Site Driveway #131 0 3N Pearson Ln32600739 W Southlake Blvd 2174 27Site Driveway #218 Appendix A5b - Build PM Peak Hour Traffic Volumes North ^ Not to Scale 0044060.00 12/21/2023 DJG WestwoodS Pearson Ln1933111Keller Pkwy 84 1898 13 121 1116 134 1893645020447Private Driveway 0 0 0 Site Driveway #169 0 6N Pearson Ln520202147 W Southlake Blvd 1371 42Site Driveway #240 Appendix A5c - Build Saturday Peak Hour Traffic Volumes North ^ Not to Scale 0044060.00 12/21/2023 DJG WestwoodS Pearson Ln132770Keller Pkwy 106 1139 10 80 1174 139 1962942017794Private Driveway 0 0 0 Site Driveway #1118 0 10N Pearson Ln915001318 W Southlake Blvd 1392 85Site Driveway #269 December 22, 2023 APPENDIX | Traffic Impact Analysis Tommy’s Express Car Wash—Southlake APPENDIX B. Detailed Traffic Volume Data Leg Direction Start Time Right Thru Left U-Turn App Total Peds CW Peds CCW Right Thru Left U-Turn App Total Peds CW Peds CCW Right Thru Left U-Turn App Total Peds CW Peds CCW Right Thru Left U-Turn App Total Peds CW Peds CCW Int Total 2023-12-14 07:00:00 28 6 2 0 36 0 0 2 76 0 0 78 0 0 3 5 16 0 24 0 0 10 383 20 1 414 0 0 552 2023-12-14 07:15:00 39 4 6 0 49 0 0 5 86 0 0 91 0 0 4 7 14 0 25 0 0 21 542 46 0 609 0 0 774 2023-12-14 07:30:00 61 10 12 0 83 0 0 5 135 1 0 141 0 0 9 6 20 0 35 0 0 18 464 91 0 573 0 0 832 2023-12-14 07:45:00 64 10 13 0 87 0 0 6 156 4 0 166 0 0 7 8 29 0 44 0 0 18 446 72 1 537 0 0 834 2023-12-14 08:00:00 66 6 6 0 78 0 0 7 188 2 1 198 0 0 7 11 44 0 62 0 0 22 439 33 0 494 0 0 832 2023-12-14 08:15:00 55 5 6 0 66 0 0 1 161 1 1 164 0 0 3 4 36 0 43 0 0 21 448 29 1 499 0 0 772 2023-12-14 08:30:00 25 5 6 0 36 0 0 5 165 1 1 172 0 0 5 5 11 0 21 0 0 24 450 31 2 507 0 0 736 2023-12-14 08:45:00 32 5 13 0 50 0 0 6 183 2 0 191 0 0 4 6 24 0 34 0 0 31 461 37 0 529 0 0 804 2023-12-14 16:30:00 28 7 7 0 42 0 0 8 460 4 4 476 0 0 5 14 20 0 39 0 0 28 249 34 0 311 0 0 868 2023-12-14 16:45:00 47 6 12 0 65 0 0 9 407 3 4 423 0 0 7 9 25 0 41 0 0 25 291 24 0 340 0 0 869 2023-12-14 17:00:00 26 12 8 0 46 0 0 17 487 0 4 508 0 0 8 3 31 0 42 0 0 33 278 46 0 357 0 0 953 2023-12-14 17:15:00 52 3 9 0 64 0 0 11 487 2 1 501 0 0 2 10 25 0 37 0 0 26 324 32 0 382 0 0 984 2023-12-14 17:30:00 32 11 10 0 53 0 0 4 464 5 0 473 0 0 2 6 28 0 36 0 0 25 273 18 0 316 0 0 878 2023-12-14 17:45:00 25 4 6 0 35 0 0 9 423 6 0 438 0 0 7 9 25 0 41 0 0 35 219 35 0 289 0 0 803 2023-12-14 18:00:00 33 10 7 0 50 0 0 2 378 9 0 389 0 0 4 5 33 0 42 0 0 20 249 26 0 295 0 0 776 2023-12-14 18:15:00 14 5 2 0 21 0 0 7 365 6 0 378 0 0 2 6 24 0 32 0 0 13 209 29 0 251 0 0 682 Grand Total 627 109 125 0 861 0 0 104 4621 46 16 4787 0 0 79 114 405 0 598 0 0 370 5725 603 5 6703 0 0 12949 % Approach 72.8%12.7%14.5%0.0%2.2%96.5%1.0%0.3%13.2%19.1%67.7%0.0%5.5%85.4%9.0%0.1% % Total 4.8%0.8%1.0%0.0%6.6%0.8%35.7%0.4%0.1%37.0%0.6%0.9%3.1%0.0%4.6%2.9%44.2%4.7%0.0%51.8% Lights 615 105 122 0 842 101 4573 46 16 4736 78 114 400 0 592 367 5672 585 5 6629 12799 % Lights 98.1%96.3%97.6%0.0%97.8%97.1%99.0%100.0%100.0%98.9%98.7%100.0%98.8%0.0%99.0%99.2%99.1%97.0%100.0%98.9%98.8% Articulated Trucks 0 1 0 0 1 0 7 0 0 7 0 0 0 0 0 0 12 2 0 14 22 % Articulated Trucks 0.0%0.9%0.0%0.0%0.1%0.0%0.2%0.0%0.0%0.1%0.0%0.0%0.0%0.0%0.0%0.0%0.2%0.3%0.0%0.2%0.2% Buses and Single-Unit Trucks 12 3 3 0 18 3 41 0 0 44 1 0 5 0 6 3 41 16 0 60 128 % Buses and Single-Unit Trucks 1.9%2.8%2.4%0.0%2.1%2.9%0.9%0.0%0.0%0.9%1.3%0.0%1.2%0.0%1.0%0.8%0.7%2.7%0.0%0.9%1.0% Pedestrians 0 0 0 0 0 0 0 0 % Pedestrians 0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% Bicycles on Crosswalk 0 0 0 0 0 0 0 0 % Bicycles on Crosswalk 0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% N Pearson Lane W Southlake Boulevard S Pearson Lane W Southlake Boulevard Southbound Westbound Northbound Eastbound Leg Direction Start Time Right Thru Left U-Turn App Total Peds CW Peds CCW Right Thru Left U-Turn App Total Peds CW Peds CCW Right Thru Left U-Turn App Total Peds CW Peds CCW Right Thru Left U-Turn App Total Peds CW Peds CCW Int Total 2023-12-16 11:00:00 36 7 2 0 45 0 0 2 212 2 0 216 0 0 4 5 17 0 26 0 0 15 282 23 0 320 0 0 607 2023-12-16 11:15:00 25 8 4 0 37 0 0 5 260 2 1 268 0 0 3 5 12 0 20 0 0 16 299 31 0 346 0 0 671 2023-12-16 11:30:00 33 7 3 0 43 0 0 8 197 3 0 208 0 0 4 3 25 0 32 0 0 22 364 32 1 419 0 0 702 2023-12-16 11:45:00 28 5 9 0 42 0 0 7 261 2 5 275 0 0 9 3 21 0 33 0 0 19 260 36 0 315 0 0 665 2023-12-16 12:00:00 31 3 12 0 46 0 0 5 218 0 0 223 0 0 1 0 19 0 20 0 0 22 287 24 0 333 0 0 622 2023-12-16 12:15:00 33 3 10 0 46 0 0 5 264 4 0 273 0 0 2 5 28 0 35 0 0 28 341 31 0 400 0 0 754 2023-12-16 12:30:00 27 8 8 0 43 0 0 7 250 4 0 261 0 0 1 6 18 0 25 0 0 17 298 33 0 348 0 0 677 2023-12-16 12:45:00 29 10 11 0 50 0 0 8 252 10 0 270 0 0 3 3 26 0 32 0 0 25 307 17 0 349 0 0 701 2023-12-16 13:00:00 21 1 3 0 25 0 0 6 264 2 3 275 0 0 4 1 19 0 24 0 0 16 295 33 1 345 0 0 669 2023-12-16 13:15:00 22 7 8 0 37 0 0 6 279 1 1 287 0 0 4 6 15 0 25 0 0 25 290 42 1 358 0 0 707 2023-12-16 13:30:00 29 7 6 0 42 0 0 3 280 3 1 287 0 0 4 4 18 0 26 0 0 16 249 32 1 298 0 0 653 2023-12-16 13:45:00 34 4 5 0 43 0 0 6 294 4 4 308 0 0 1 6 17 0 24 0 0 21 317 29 0 367 0 0 742 2023-12-16 14:00:00 22 5 8 0 35 0 0 3 255 1 1 260 0 1 5 5 21 0 31 0 0 19 273 26 0 318 0 0 644 2023-12-16 14:15:00 19 3 6 0 28 0 0 14 307 2 3 326 0 0 6 1 16 0 23 0 0 14 331 30 0 375 0 0 752 2023-12-16 14:30:00 29 2 7 0 38 0 0 6 274 2 1 283 0 0 2 2 16 0 20 0 0 18 279 31 1 329 0 0 670 2023-12-16 14:45:00 26 6 12 0 44 0 0 6 313 3 0 322 0 0 6 2 19 0 27 0 0 16 244 23 1 284 0 0 677 Grand Total 444 86 114 0 644 0 0 97 4180 45 20 4342 0 1 59 57 307 0 423 0 0 309 4716 473 6 5504 0 0 10913 % Approach 68.9%13.4%17.7%0.0%2.2%96.3%1.0%0.5%13.9%13.5%72.6%0.0%5.6%85.7%8.6%0.1% % Total 4.1%0.8%1.0%0.0%5.9%0.9%38.3%0.4%0.2%39.8%0.5%0.5%2.8%0.0%3.9%2.8%43.2%4.3%0.1%50.4% Lights 442 83 114 0 639 97 4172 44 20 4333 56 57 305 0 418 308 4700 472 6 5486 10876 % Lights 99.5%96.5%100.0%0.0%99.2%100.0%99.8%97.8%100.0%99.8%94.9%100.0%99.3%0.0%98.8%99.7%99.7%99.8%100.0%99.7%99.7% Articulated Trucks 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 6 0 0 6 7 % Articulated Trucks 0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.1%0.0%0.0%0.1%0.1% Buses and Single-Unit Trucks 2 3 0 0 5 0 7 1 0 8 3 0 2 0 5 1 10 1 0 12 30 % Buses and Single-Unit Trucks 0.5%3.5%0.0%0.0%0.8%0.0%0.2%2.2%0.0%0.2%5.1%0.0%0.7%0.0%1.2%0.3%0.2%0.2%0.0%0.2%0.3% Pedestrians 0 0 0 1 0 0 0 0 % Pedestrians 0.0%0.0%0.0%100.0%0.0%0.0%0.0%0.0% Bicycles on Crosswalk 0 0 0 0 0 0 0 0 % Bicycles on Crosswalk 0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% Pearson Lane Southlake Boulevard Pearson Lane Southlake Boulevard Southbound Westbound Northbound Eastbound December 22, 2023 APPENDIX | Traffic Impact Analysis Tommy’s Express Car Wash—Southlake APPENDIX C. Site-Generated Traffic Supplement 5% 5% 45% 45% 55% 45% TOMMY'S EXPRESS CAR WASH TRAFFIC ASSIGNMENT SOUTHLAKE, TX APPENDIX C - INBOUND 5% 5% 45% 45% 65% 35% TOMMY'S EXPRESS CAR WASH TRAFFIC ASSIGNMENT SOUTHLAKE, TX APPENDIX C - OUTBOUND 0 10 20 30 40 50 60 70 80 90 12:00 AM1:00 AM2:00 AM3:00 AM4:00 AM5:00 AM6:00 AM7:00 AM8:00 AM9:00 AM10:00 AM11:00 AM12:00 PM1:00 PM2:00 PM3:00 PM4:00 PM5:00 PM6:00 PM7:00 PM8:00 PM9:00 PM10:00 PM11:00 PM12:00 AM1:00 AM2:00 AM3:00 AM4:00 AM5:00 AM6:00 AM7:00 AM8:00 AM9:00 AM10:00 AM11:00 AM12:00 PM1:00 PM2:00 PM3:00 PM4:00 PM5:00 PM6:00 PM7:00 PM8:00 PM9:00 PM10:00 PM11:00 PMExhitibit A - Trip Generation Tommy's Express Car Wash, Euless TX Entering Exiting Thursday, December 7, 2023 Saturday, December 9, 2023 Monthly Variation monthly factor to factor to max washes avg month peak month JAN 5418 0.88 0.57 FEB 5844 0.94 0.62 MARCH 6910 1.12 0.73 APRIL 6597 1.07 0.69 MAY 5766 0.93 0.61 JUNE 6381 1.03 0.67 JULY 6844 1.11 0.72 AUG 9494 1.53 1.00 SEPT 7141 1.15 0.75 OCT 5592 0.90 0.59 NOV 3676 0.59 0.39 DEC 4593 0.74 0.48 AVG 6188 MAX 9494 SITE LOCATION:250 Euless Blvd, Euless, TX 76040 HOURS OF OPERATION:7:00 AM-9:00 PM (7 DAYS/WEEK) AM Peak Hour of Adj St PM Peak Hour of Adj St Peak Hour of Generator DEC Daily in out total in out total in out total Weekday (non-Friday)925.00 22 21 43 31 41 72 49 54 103 Saturday 1452.00 0 0 80 84 164 AM Peak Hour of Adj St PM Peak Hour of Adj St Peak Hour of Generator AVG MONTH Daily in out total in out total in out total Weekday (non-Friday)1246 30 28 58 42 55 97 66 73 139 Saturday 1956 0 0 108 113 221 AM Peak Hour of Adj St PM Peak Hour of Adj St Peak Hour of Generator PEAK MONTH Daily in out total in out total in out total Weekday (non-Friday)1912 45 43 89 64 85 149 101 112 213 Saturday 3001 0 0 165 174 339 December 22, 2023 APPENDIX | Traffic Impact Analysis Tommy’s Express Car Wash—Southlake APPENDIX D. Detailed Intersec8on Capacity Analysis Results 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd Existing0044060.00Timing Plan: AM12/21/2023Synchro 11 ReportDJGPage 1Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 18 453 5 67 1835 229 23 26 79 192 30 33Future Volume (vph) 18 453 5 67 1835 229 23 26 79 192 30 33Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Adj. Flow (vph) 20 503 6 74 2039 254 26 29 88 213 33 37Shared Lane Traffic (%)Lane Group Flow (vph) 20 509 0 74 2293 0 0 143 0 0 246 37Turn Type pm+pt NA pm+pt NA Perm NA Perm NA PermProtected Phases 7 4 3 8 2 6Permitted Phases 4 8 2 6 6Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5Total Split (s) 9.8 71.6 10.2 72.0 48.2 48.2 48.2 48.2 48.2Total Split (%) 7.5% 55.1% 7.8% 55.4% 37.1% 37.1% 37.1% 37.1% 37.1%Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lead/Lag Lead Lag Lead LagLead-Lag Optimize? Yes Yes Yes YesAct Effct Green (s) 72.4 67.1 73.2 67.5 43.7 43.7 43.7Actuated g/C Ratio 0.56 0.52 0.56 0.52 0.34 0.34 0.34v/c Ratio 0.16 0.19 0.15 0.88 0.25 0.64 0.07Control Delay 13.6 17.1 12.0 32.3 17.8 45.2 5.2Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 13.6 17.1 12.0 32.3 17.8 45.2 5.2LOS B B B C B D AApproach Delay 16.9 31.7 17.8 40.0Approach LOS B C B DQueue Length 50th (ft) 7 81 25 601 45 175 0Queue Length 95th (ft) 18 104 47 676 97 273 18Internal Link Dist (ft) 763 459 339 222Turn Bay Length (ft) 225 325Base Capacity (vph) 129 2620 496 2607 570 387 565Starvation Cap Reductn 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 0.16 0.19 0.15 0.88 0.25 0.64 0.07Intersection SummaryCycle Length: 130Actuated Cycle Length: 130Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of GreenNatural Cycle: 80Control Type: PretimedMaximum v/c Ratio: 0.88Intersection Signal Delay: 29.5 Intersection LOS: CIntersection Capacity Utilization 74.9% ICU Level of Service DAnalysis Period (min) 151: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd Existing0044060.00Timing Plan: AM12/21/2023Synchro 11 ReportDJGPage 2Splits and Phases: 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd 2: N Pearson Ln & Private DrivewayExisting0044060.00Timing Plan: AM12/21/2023Synchro 11 ReportDJGPage 1IntersectionInt Delay, s/veh 0Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Vol, veh/h 0 0 0 273 255 0Future Vol, veh/h 0 0 0 273 255 0Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 - - - - -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 90 90 90 90 90 90Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0 0 0 303 283 0 Major/Minor Minor2 Major1 Major2Conflicting Flow All 586 283 283 0 - 0 Stage 1 283 - - - - - Stage 2 303 - - - - -Critical Hdwy 6.42 6.22 4.12 - - -Critical Hdwy Stg 1 5.42 - - - - -Critical Hdwy Stg 2 5.42 - - - - -Follow-up Hdwy 3.518 3.318 2.218 - - -Pot Cap-1 Maneuver 473 756 1279 - - - Stage 1 765 - - - - - Stage 2 749 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 473 756 1279 - - -Mov Cap-2 Maneuver 473 - - - - - Stage 1 765 - - - - - Stage 2 749 - - - - - Approach EB NB SBHCM Control Delay, s 0 0 0HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBRCapacity (veh/h) 1279 - - - -HCM Lane V/C Ratio - - - - -HCM Control Delay (s) 0 - 0 - -HCM Lane LOS A - A - -HCM 95th %tile Q(veh) 0 - - - -3: W Southlake Blvd & Site Driveway #2Existing0044060.00Timing Plan: AM12/21/2023Synchro 11 ReportDJGPage 2IntersectionInt Delay, s/veh 0Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Vol, veh/h 0 724 2131 0 0 0Future Vol, veh/h 0 724 2131 0 0 0Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - - - - 0Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 90 90 90 90 90 90Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0 804 2368 0 0 0 Major/Minor Major1 Major2 Minor2Conflicting Flow All - 0 - 0 - 1184 Stage 1 - - - - - - Stage 2 - - - - - -Critical Hdwy - - - - - 7.14Critical Hdwy Stg 1 - - - - - -Critical Hdwy Stg 2 - - - - - -Follow-up Hdwy - - - - - 3.92Pot Cap-1 Maneuver 0 - - - 0 156 Stage 1 0 - - - 0 - Stage 2 0 - - - 0 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - - - - 156Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB SBHCM Control Delay, s 0 0 0HCM LOSA Minor Lane/Major Mvmt EBT WBT WBRSBLn1Capacity (veh/h) - - - -HCM Lane V/C Ratio - - - -HCM Control Delay (s) - - - 0HCM Lane LOS - - - AHCM 95th %tile Q(veh) - - - - 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd Existing0044060.00Timing Plan: PM12/21/2023Synchro 11 ReportDJGPage 1Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 41 1861 13 119 1094 131 19 28 109 135 30 33Future Volume (vph) 41 1861 13 119 1094 131 19 28 109 135 30 33Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 45 2023 14 129 1189 142 21 30 118 147 33 36Shared Lane Traffic (%)Lane Group Flow (vph) 45 2037 0 129 1331 0 0 169 0 0 180 36Turn Type pm+pt NA pm+pt NA Perm NA Perm NA PermProtected Phases 7 4 3 8 2 6Permitted Phases 4 8 2 6 6Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5Total Split (s) 10.6 78.0 21.4 88.8 50.6 50.6 50.6 50.6 50.6Total Split (%) 7.1% 52.0% 14.3% 59.2% 33.7% 33.7% 33.7% 33.7% 33.7%Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lead/Lag Lead Lag Lead LagLead-Lag Optimize? Yes Yes Yes YesAct Effct Green (s) 79.6 73.5 94.9 84.3 46.1 46.1 46.1Actuated g/C Ratio 0.53 0.49 0.63 0.56 0.31 0.31 0.31v/c Ratio 0.20 0.82 0.52 0.47 0.31 0.55 0.07Control Delay 13.4 36.0 35.7 19.9 22.1 50.8 0.2Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 13.4 36.0 35.7 19.9 22.1 50.8 0.2LOS B D D B C D AApproach Delay 35.5 21.3 22.1 42.4Approach LOS D C C DQueue Length 50th (ft) 16 609 67 270 64 147 0Queue Length 95th (ft) 32 674 140 309 130 232 0Internal Link Dist (ft) 763 459 339 222Turn Bay Length (ft) 225 325Base Capacity (vph) 227 2489 248 2821 548 328 539Starvation Cap Reductn 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 0.20 0.82 0.52 0.47 0.31 0.55 0.07Intersection SummaryCycle Length: 150Actuated Cycle Length: 150Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of GreenNatural Cycle: 65Control Type: PretimedMaximum v/c Ratio: 0.82Intersection Signal Delay: 30.0 Intersection LOS: CIntersection Capacity Utilization 76.1% ICU Level of Service DAnalysis Period (min) 151: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd Existing0044060.00Timing Plan: PM12/21/2023Synchro 11 ReportDJGPage 2Splits and Phases: 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd 2: N Pearson Ln & Private DrivewayExisting0044060.00Timing Plan: PM12/21/2023Synchro 11 ReportDJGPage 1IntersectionInt Delay, s/veh 0Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Vol, veh/h 0 0 0 200 198 0Future Vol, veh/h 0 0 0 200 198 0Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 - - - - -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0 0 0 217 215 0 Major/Minor Minor2 Major1 Major2Conflicting Flow All 432 215 215 0 - 0 Stage 1 215 - - - - - Stage 2 217 - - - - -Critical Hdwy 6.42 6.22 4.12 - - -Critical Hdwy Stg 1 5.42 - - - - -Critical Hdwy Stg 2 5.42 - - - - -Follow-up Hdwy 3.518 3.318 2.218 - - -Pot Cap-1 Maneuver 581 825 1355 - - - Stage 1 821 - - - - - Stage 2 819 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 581 825 1355 - - -Mov Cap-2 Maneuver 581 - - - - - Stage 1 821 - - - - - Stage 2 819 - - - - - Approach EB NB SBHCM Control Delay, s 0 0 0HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBRCapacity (veh/h) 1355 - - - -HCM Lane V/C Ratio - - - - -HCM Control Delay (s) 0 - 0 - -HCM Lane LOS A - A - -HCM 95th %tile Q(veh) 0 - - - -3: W Southlake Blvd & Site Driveway #2Existing0044060.00Timing Plan: PM12/21/2023Synchro 11 ReportDJGPage 2IntersectionInt Delay, s/veh 0Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Vol, veh/h 0 2105 1344 0 0 0Future Vol, veh/h 0 2105 1344 0 0 0Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - - - - 0Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0 2288 1461 0 0 0 Major/Minor Major1 Major2 Minor2Conflicting Flow All - 0 - 0 - 731 Stage 1 - - - - - - Stage 2 - - - - - -Critical Hdwy - - - - - 7.14Critical Hdwy Stg 1 - - - - - -Critical Hdwy Stg 2 - - - - - -Follow-up Hdwy - - - - - 3.92Pot Cap-1 Maneuver 0 - - - 0 312 Stage 1 0 - - - 0 - Stage 2 0 - - - 0 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - - - - 312Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB SBHCM Control Delay, s 0 0 0HCM LOSA Minor Lane/Major Mvmt EBT WBT WBRSBLn1Capacity (veh/h) - - - -HCM Lane V/C Ratio - - - -HCM Control Delay (s) - - - 0HCM Lane LOS - - - AHCM 95th %tile Q(veh) - - - - 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd Existing0044060.00Timing Plan: Sat.ExistingSynchro 11 ReportDJGPage 1Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 21 1117 10 78 1151 136 13 17 69 106 19 22Future Volume (vph) 21 1117 10 78 1151 136 13 17 69 106 19 22Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Adj. Flow (vph) 23 1201 11 84 1238 146 14 18 74 114 20 24Shared Lane Traffic (%)Lane Group Flow (vph) 23 1212 0 84 1384 0 0 106 0 0 134 24Turn Type pm+pt NA pm+pt NA Perm NA Perm NA PermProtected Phases 7 4 3 8 2 6Permitted Phases 4 8 2 6 6Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5Total Split (s) 13.0 75.0 22.0 84.0 53.0 53.0 53.0 53.0 53.0Total Split (%) 8.7% 50.0% 14.7% 56.0% 35.3% 35.3% 35.3% 35.3% 35.3%Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lead/Lag Lead Lag Lead LagLead-Lag Optimize? Yes Yes Yes YesAct Effct Green (s) 79.0 70.5 92.5 79.5 48.5 48.5 48.5Actuated g/C Ratio 0.53 0.47 0.62 0.53 0.32 0.32 0.32v/c Ratio 0.10 0.51 0.25 0.52 0.18 0.34 0.04Control Delay 12.9 28.6 13.4 23.3 13.8 41.5 0.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 12.9 28.6 13.4 23.3 13.8 41.5 0.1LOS B C B C B D AApproach Delay 28.3 22.8 13.8 35.2Approach LOS C C B DQueue Length 50th (ft) 8 297 32 308 22 100 0Queue Length 95th (ft) 21 341 55 351 68 162 0Internal Link Dist (ft) 763 459 339 222Turn Bay Length (ft) 225 325Base Capacity (vph) 229 2388 340 2661 573 399 563Starvation Cap Reductn 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 0.10 0.51 0.25 0.52 0.18 0.34 0.04Intersection SummaryCycle Length: 150Actuated Cycle Length: 150Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of GreenNatural Cycle: 55Control Type: PretimedMaximum v/c Ratio: 0.52Intersection Signal Delay: 25.4 Intersection LOS: CIntersection Capacity Utilization 54.2% ICU Level of Service AAnalysis Period (min) 151: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd Existing0044060.00Timing Plan: Sat.ExistingSynchro 11 ReportDJGPage 2Splits and Phases: 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd 2: N Pearson Ln & Private DrivewayExisting0044060.00Timing Plan: Sat.ExistingSynchro 11 ReportDJGPage 1IntersectionInt Delay, s/veh 0Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Vol, veh/h 0 0 0 174 147 0Future Vol, veh/h 0 0 0 174 147 0Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 - - - - -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 93 93 93 93 93 93Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0 0 0 187 158 0 Major/Minor Minor2 Major1 Major2Conflicting Flow All 345 158 158 0 - 0 Stage 1 158 - - - - - Stage 2 187 - - - - -Critical Hdwy 6.42 6.22 4.12 - - -Critical Hdwy Stg 1 5.42 - - - - -Critical Hdwy Stg 2 5.42 - - - - -Follow-up Hdwy 3.518 3.318 2.218 - - -Pot Cap-1 Maneuver 652 887 1422 - - - Stage 1 871 - - - - - Stage 2 845 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 652 887 1422 - - -Mov Cap-2 Maneuver 652 - - - - - Stage 1 871 - - - - - Stage 2 845 - - - - - Approach EB NB SBHCM Control Delay, s 0 0 0HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBRCapacity (veh/h) 1422 - - - -HCM Lane V/C Ratio - - - - -HCM Control Delay (s) 0 - 0 - -HCM Lane LOS A - A - -HCM 95th %tile Q(veh) 0 - - - -3: W Southlake Blvd & Site Driveway #2Existing0044060.00Timing Plan: Sat.ExistingSynchro 11 ReportDJGPage 2IntersectionInt Delay, s/veh 0Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Vol, veh/h 0 1292 1365 0 0 0Future Vol, veh/h 0 1292 1365 0 0 0Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - - - - 0Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 93 93 93 93 93 93Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0 1389 1468 0 0 0 Major/Minor Major1 Major2 Minor2Conflicting Flow All - 0 - 0 - 734 Stage 1 - - - - - - Stage 2 - - - - - -Critical Hdwy - - - - - 7.14Critical Hdwy Stg 1 - - - - - -Critical Hdwy Stg 2 - - - - - -Follow-up Hdwy - - - - - 3.92Pot Cap-1 Maneuver 0 - - - 0 311 Stage 1 0 - - - 0 - Stage 2 0 - - - 0 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - - - - 311Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB SBHCM Control Delay, s 0 0 0HCM LOSA Minor Lane/Major Mvmt EBT WBT WBRSBLn1Capacity (veh/h) - - - -HCM Lane V/C Ratio - - - -HCM Control Delay (s) - - - 0HCM Lane LOS - - - AHCM 95th %tile Q(veh) - - - - 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd No-Build0044060.00Timing Plan: AM12/21/2023Synchro 11 ReportDJGPage 1Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 18 462 5 68 1872 234 23 27 81 196 31 34Future Volume (vph) 18 462 5 68 1872 234 23 27 81 196 31 34Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Adj. Flow (vph) 20 513 6 76 2080 260 26 30 90 218 34 38Shared Lane Traffic (%)Lane Group Flow (vph) 20 519 0 76 2340 0 0 146 0 0 252 38Turn Type pm+pt NA pm+pt NA Perm NA Perm NA PermProtected Phases 7 4 3 8 2 6Permitted Phases 4 8 2 6 6Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5Total Split (s) 9.8 72.6 10.2 73.0 47.2 47.2 47.2 47.2 47.2Total Split (%) 7.5% 55.8% 7.8% 56.2% 36.3% 36.3% 36.3% 36.3% 36.3%Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lead/Lag Lead Lag Lead LagLead-Lag Optimize? Yes Yes Yes YesAct Effct Green (s) 73.4 68.1 74.2 68.5 42.7 42.7 42.7Actuated g/C Ratio 0.56 0.52 0.57 0.53 0.33 0.33 0.33v/c Ratio 0.16 0.20 0.15 0.88 0.26 0.67 0.07Control Delay 13.2 16.6 11.6 32.1 18.7 48.0 5.6Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 13.2 16.6 11.6 32.1 18.7 48.0 5.6LOS B B B C B D AApproach Delay 16.5 31.4 18.7 42.5Approach LOS B C B DQueue Length 50th (ft) 6 82 25 614 48 183 0Queue Length 95th (ft) 17 104 47 689 102 285 18Internal Link Dist (ft) 763 459 339 222Turn Bay Length (ft) 225 325Base Capacity (vph) 129 2659 498 2645 558 375 553Starvation Cap Reductn 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 0.16 0.20 0.15 0.88 0.26 0.67 0.07Intersection SummaryCycle Length: 130Actuated Cycle Length: 130Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of GreenNatural Cycle: 80Control Type: PretimedMaximum v/c Ratio: 0.88Intersection Signal Delay: 29.5 Intersection LOS: CIntersection Capacity Utilization 76.0% ICU Level of Service DAnalysis Period (min) 151: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd No-Build0044060.00Timing Plan: AM12/21/2023Synchro 11 ReportDJGPage 2Splits and Phases: 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd 2: N Pearson Ln & Private DrivewayNo-Build0044060.00Timing Plan: AM12/21/2023Synchro 11 ReportDJGPage 1IntersectionInt Delay, s/veh 0Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Vol, veh/h 0 0 0 278 260 0Future Vol, veh/h 0 0 0 278 260 0Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 - - - - -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 90 90 90 90 90 90Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0 0 0 309 289 0 Major/Minor Minor2 Major1 Major2Conflicting Flow All 598 289 289 0 - 0 Stage 1 289 - - - - - Stage 2 309 - - - - -Critical Hdwy 6.42 6.22 4.12 - - -Critical Hdwy Stg 1 5.42 - - - - -Critical Hdwy Stg 2 5.42 - - - - -Follow-up Hdwy 3.518 3.318 2.218 - - -Pot Cap-1 Maneuver 465 750 1273 - - - Stage 1 760 - - - - - Stage 2 745 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 465 750 1273 - - -Mov Cap-2 Maneuver 465 - - - - - Stage 1 760 - - - - - Stage 2 745 - - - - - Approach EB NB SBHCM Control Delay, s 0 0 0HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBRCapacity (veh/h) 1273 - - - -HCM Lane V/C Ratio - - - - -HCM Control Delay (s) 0 - 0 - -HCM Lane LOS A - A - -HCM 95th %tile Q(veh) 0 - - - -3: W Southlake Blvd & Site Driveway #2No-Build0044060.00Timing Plan: AM12/21/2023Synchro 11 ReportDJGPage 2IntersectionInt Delay, s/veh 0Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Vol, veh/h 0 739 2174 0 0 0Future Vol, veh/h 0 739 2174 0 0 0Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - - - - 0Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 90 90 90 90 90 90Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0 821 2416 0 0 0 Major/Minor Major1 Major2 Minor2Conflicting Flow All - 0 - 0 - 1208 Stage 1 - - - - - - Stage 2 - - - - - -Critical Hdwy - - - - - 7.14Critical Hdwy Stg 1 - - - - - -Critical Hdwy Stg 2 - - - - - -Follow-up Hdwy - - - - - 3.92Pot Cap-1 Maneuver 0 - - - 0 150 Stage 1 0 - - - 0 - Stage 2 0 - - - 0 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - - - - 150Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB SBHCM Control Delay, s 0 0 0HCM LOSA Minor Lane/Major Mvmt EBT WBT WBRSBLn1Capacity (veh/h) - - - -HCM Lane V/C Ratio - - - -HCM Control Delay (s) - - - 0HCM Lane LOS - - - AHCM 95th %tile Q(veh) - - - - 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd No-Build0044060.00Timing Plan: PM12/22/2023Synchro 11 ReportDJGPage 1Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 42 1898 13 121 1116 134 19 29 111 138 31 34Future Volume (vph) 42 1898 13 121 1116 134 19 29 111 138 31 34Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 46 2063 14 132 1213 146 21 32 121 150 34 37Shared Lane Traffic (%)Lane Group Flow (vph) 46 2077 0 132 1359 0 0 174 0 0 184 37Turn Type pm+pt NA pm+pt NA Perm NA Perm NA PermProtected Phases 7 4 3 8 2 6Permitted Phases 4 8 2 6 6Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5Total Split (s) 10.6 78.0 21.6 89.0 50.4 50.4 50.4 50.4 50.4Total Split (%) 7.1% 52.0% 14.4% 59.3% 33.6% 33.6% 33.6% 33.6% 33.6%Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lead/Lag Lead Lag Lead LagLead-Lag Optimize? Yes Yes Yes YesAct Effct Green (s) 79.6 73.5 95.1 84.5 45.9 45.9 45.9Actuated g/C Ratio 0.53 0.49 0.63 0.56 0.31 0.31 0.31v/c Ratio 0.21 0.83 0.53 0.48 0.32 0.57 0.07Control Delay 13.6 36.8 36.3 19.9 23.1 52.1 0.2Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 13.6 36.8 36.3 19.9 23.1 52.1 0.2LOS B D D B C D AApproach Delay 36.3 21.4 23.1 43.4Approach LOS D C C DQueue Length 50th (ft) 16 630 70 277 69 152 0Queue Length 95th (ft) 33 696 144 315 136 240 1Internal Link Dist (ft) 763 459 339 222Turn Bay Length (ft) 225 325Base Capacity (vph) 221 2489 251 2828 546 322 537Starvation Cap Reductn 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 0.21 0.83 0.53 0.48 0.32 0.57 0.07Intersection SummaryCycle Length: 150Actuated Cycle Length: 150Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of GreenNatural Cycle: 65Control Type: PretimedMaximum v/c Ratio: 0.83Intersection Signal Delay: 30.6 Intersection LOS: CIntersection Capacity Utilization 77.3% ICU Level of Service DAnalysis Period (min) 151: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd No-Build0044060.00Timing Plan: PM12/22/2023Synchro 11 ReportDJGPage 2Splits and Phases: 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd 2: N Pearson Ln & Private DrivewayNo-Build0044060.00Timing Plan: PM12/21/2023Synchro 11 ReportDJGPage 1IntersectionInt Delay, s/veh 0Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Vol, veh/h 0 0 0 204 202 0Future Vol, veh/h 0 0 0 204 202 0Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 - - - - -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0 0 0 222 220 0 Major/Minor Minor2 Major1 Major2Conflicting Flow All 442 220 220 0 - 0 Stage 1 220 - - - - - Stage 2 222 - - - - -Critical Hdwy 6.42 6.22 4.12 - - -Critical Hdwy Stg 1 5.42 - - - - -Critical Hdwy Stg 2 5.42 - - - - -Follow-up Hdwy 3.518 3.318 2.218 - - -Pot Cap-1 Maneuver 573 820 1349 - - - Stage 1 817 - - - - - Stage 2 815 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 573 820 1349 - - -Mov Cap-2 Maneuver 573 - - - - - Stage 1 817 - - - - - Stage 2 815 - - - - - Approach EB NB SBHCM Control Delay, s 0 0 0HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBRCapacity (veh/h) 1349 - - - -HCM Lane V/C Ratio - - - - -HCM Control Delay (s) 0 - 0 - -HCM Lane LOS A - A - -HCM 95th %tile Q(veh) 0 - - - -3: W Southlake Blvd & Site Driveway #2No-Build0044060.00Timing Plan: PM12/21/2023Synchro 11 ReportDJGPage 2IntersectionInt Delay, s/veh 0Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Vol, veh/h 0 2147 1371 0 0 0Future Vol, veh/h 0 2147 1371 0 0 0Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - - - - 0Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0 2334 1490 0 0 0 Major/Minor Major1 Major2 Minor2Conflicting Flow All - 0 - 0 - 745 Stage 1 - - - - - - Stage 2 - - - - - -Critical Hdwy - - - - - 7.14Critical Hdwy Stg 1 - - - - - -Critical Hdwy Stg 2 - - - - - -Follow-up Hdwy - - - - - 3.92Pot Cap-1 Maneuver 0 - - - 0 306 Stage 1 0 - - - 0 - Stage 2 0 - - - 0 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - - - - 306Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB SBHCM Control Delay, s 0 0 0HCM LOSA Minor Lane/Major Mvmt EBT WBT WBRSBLn1Capacity (veh/h) - - - -HCM Lane V/C Ratio - - - -HCM Control Delay (s) - - - 0HCM Lane LOS - - - AHCM 95th %tile Q(veh) - - - - 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd No-Build0044060.00Timing Plan: Sat.12/21/2023Synchro 11 ReportDJGPage 1Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 21 1139 10 80 1174 139 13 17 70 108 19 22Future Volume (vph) 21 1139 10 80 1174 139 13 17 70 108 19 22Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Adj. Flow (vph) 23 1225 11 86 1262 149 14 18 75 116 20 24Shared Lane Traffic (%)Lane Group Flow (vph) 23 1236 0 86 1411 0 0 107 0 0 136 24Turn Type pm+pt NA pm+pt NA Perm NA Perm NA PermProtected Phases 7 4 3 8 2 6Permitted Phases 4 8 2 6 6Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5Total Split (s) 13.0 75.0 22.0 84.0 53.0 53.0 53.0 53.0 53.0Total Split (%) 8.7% 50.0% 14.7% 56.0% 35.3% 35.3% 35.3% 35.3% 35.3%Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lead/Lag Lead Lag Lead LagLead-Lag Optimize? Yes Yes Yes YesAct Effct Green (s) 79.0 70.5 92.5 79.5 48.5 48.5 48.5Actuated g/C Ratio 0.53 0.47 0.62 0.53 0.32 0.32 0.32v/c Ratio 0.10 0.52 0.26 0.53 0.19 0.34 0.04Control Delay 12.9 28.8 13.6 23.5 13.7 41.7 0.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 12.9 28.8 13.6 23.5 13.7 41.7 0.1LOS B C B C B D AApproach Delay 28.5 23.0 13.7 35.4Approach LOS C C B DQueue Length 50th (ft) 8 305 32 317 22 102 0Queue Length 95th (ft) 21 349 57 361 68 165 0Internal Link Dist (ft) 763 459 339 222Turn Bay Length (ft) 225 325Base Capacity (vph) 223 2388 335 2661 574 397 563Starvation Cap Reductn 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 0.10 0.52 0.26 0.53 0.19 0.34 0.04Intersection SummaryCycle Length: 150Actuated Cycle Length: 150Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of GreenNatural Cycle: 55Control Type: PretimedMaximum v/c Ratio: 0.53Intersection Signal Delay: 25.6 Intersection LOS: CIntersection Capacity Utilization 54.8% ICU Level of Service AAnalysis Period (min) 151: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd No-Build0044060.00Timing Plan: Sat.12/21/2023Synchro 11 ReportDJGPage 2Splits and Phases: 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd 2: N Pearson Ln & Private DrivewayNo-Build0044060.00Timing Plan: Sat.12/21/2023Synchro 11 ReportDJGPage 1IntersectionInt Delay, s/veh 0Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Vol, veh/h 0 0 0 177 150 0Future Vol, veh/h 0 0 0 177 150 0Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 - - - - -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 93 93 93 93 93 93Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0 0 0 190 161 0 Major/Minor Minor2 Major1 Major2Conflicting Flow All 351 161 161 0 - 0 Stage 1 161 - - - - - Stage 2 190 - - - - -Critical Hdwy 6.42 6.22 4.12 - - -Critical Hdwy Stg 1 5.42 - - - - -Critical Hdwy Stg 2 5.42 - - - - -Follow-up Hdwy 3.518 3.318 2.218 - - -Pot Cap-1 Maneuver 646 884 1418 - - - Stage 1 868 - - - - - Stage 2 842 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 646 884 1418 - - -Mov Cap-2 Maneuver 646 - - - - - Stage 1 868 - - - - - Stage 2 842 - - - - - Approach EB NB SBHCM Control Delay, s 0 0 0HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBRCapacity (veh/h) 1418 - - - -HCM Lane V/C Ratio - - - - -HCM Control Delay (s) 0 - 0 - -HCM Lane LOS A - A - -HCM 95th %tile Q(veh) 0 - - - -3: W Southlake Blvd & Site Driveway #2No-Build0044060.00Timing Plan: Sat.12/21/2023Synchro 11 ReportDJGPage 2IntersectionInt Delay, s/veh 0Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Vol, veh/h 0 1318 1392 0 0 0Future Vol, veh/h 0 1318 1392 0 0 0Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - - - - 0Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 93 93 93 93 93 93Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0 1417 1497 0 0 0 Major/Minor Major1 Major2 Minor2Conflicting Flow All - 0 - 0 - 749 Stage 1 - - - - - - Stage 2 - - - - - -Critical Hdwy - - - - - 7.14Critical Hdwy Stg 1 - - - - - -Critical Hdwy Stg 2 - - - - - -Follow-up Hdwy - - - - - 3.92Pot Cap-1 Maneuver 0 - - - 0 304 Stage 1 0 - - - 0 - Stage 2 0 - - - 0 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - - - - 304Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB SBHCM Control Delay, s 0 0 0HCM LOSA Minor Lane/Major Mvmt EBT WBT WBRSBLn1Capacity (veh/h) - - - -HCM Lane V/C Ratio - - - -HCM Control Delay (s) - - - 0HCM Lane LOS - - - AHCM 95th %tile Q(veh) - - - - 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd Build0044060.00Timing Plan: AM12/21/2023Synchro 11 ReportDJGPage 1Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 45 462 5 68 1872 234 23 29 81 219 33 39Future Volume (vph) 45 462 5 68 1872 234 23 29 81 219 33 39Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Adj. Flow (vph) 50 513 6 76 2080 260 26 32 90 243 37 43Shared Lane Traffic (%)Lane Group Flow (vph) 50 519 0 76 2340 0 0 148 0 0 280 43Turn Type pm+pt NA pm+pt NA Perm NA Perm NA PermProtected Phases 7 4 3 8 2 6Permitted Phases 4 8 2 6 6Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5Total Split (s) 10.0 70.9 10.1 71.0 49.0 49.0 49.0 49.0 49.0Total Split (%) 7.7% 54.5% 7.8% 54.6% 37.7% 37.7% 37.7% 37.7% 37.7%Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lead/Lag Lead Lag Lead LagLead-Lag Optimize? Yes Yes Yes YesAct Effct Green (s) 71.9 66.4 72.1 66.5 44.5 44.5 44.5Actuated g/C Ratio 0.55 0.51 0.55 0.51 0.34 0.34 0.34v/c Ratio 0.38 0.20 0.16 0.91 0.26 0.72 0.07Control Delay 19.9 17.5 12.4 35.3 18.2 49.1 6.6Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 19.9 17.5 12.4 35.3 18.2 49.1 6.6LOS B B B D B D AApproach Delay 17.7 34.5 18.2 43.5Approach LOS B C B DQueue Length 50th (ft) 17 84 26 636 48 205 0Queue Length 95th (ft) 35 107 49 714 102 318 23Internal Link Dist (ft) 763 459 339 222Turn Bay Length (ft) 225 325Base Capacity (vph) 132 2593 484 2569 577 391 574Starvation Cap Reductn 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 0.38 0.20 0.16 0.91 0.26 0.72 0.07Intersection SummaryCycle Length: 130Actuated Cycle Length: 130Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of GreenNatural Cycle: 80Control Type: PretimedMaximum v/c Ratio: 0.91Intersection Signal Delay: 31.9 Intersection LOS: CIntersection Capacity Utilization 77.3% ICU Level of Service DAnalysis Period (min) 151: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd Build0044060.00Timing Plan: AM12/21/2023Synchro 11 ReportDJGPage 2Splits and Phases: 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd 2: N Pearson Ln & Private Driveway/Site Driveway #1 Build0044060.00Timing Plan: AM12/21/2023Synchro 11 ReportDJGPage 1IntersectionInt Delay, s/veh 0.9Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 0 0 0 31 0 3 0 278 30 3 260 0Future Vol, veh/h 0 0 0 31 0 3 0 278 30 3 260 0Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - - - - - - - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2Mvmt Flow 0 0 0 34 0 3 0 309 33 3 289 0 Major/Minor Minor2 Minor1 Major1 Major2Conflicting Flow All 622 637 289 621 621 326 289 0 0 342 0 0 Stage 1 295 295 - 326 326 - - - - - - - Stage 2 327 342 - 295 295 - - - - - - -Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - -Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - -Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - -Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - -Pot Cap-1 Maneuver 399 395 750 400 403 715 1273 - - 1217 - - Stage 1 713 669 - 687 648 - - - - - - - Stage 2 686 638 - 713 669 - - - - - - -Platoon blocked, %- - - -Mov Cap-1 Maneuver 396 394 750 399 402 715 1273 - - 1217 - -Mov Cap-2 Maneuver 396 394 - 399 402 - - - - - - - Stage 1 713 667 - 687 648 - - - - - - - Stage 2 683 638 - 711 667 - - - - - - - Approach EB WB NB SBHCM Control Delay, s 0 14.5 0 0.1HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBRCapacity (veh/h) 1273 - - - 415 1217 - -HCM Lane V/C Ratio - - - - 0.091 0.003 - -HCM Control Delay (s) 0 - - 0 14.5 8 0 -HCM Lane LOS A - - A B A A -HCM 95th %tile Q(veh) 0 - - - 0.3 0 - -3: W Southlake Blvd & Site Driveway #2Build0044060.00Timing Plan: AM12/21/2023Synchro 11 ReportDJGPage 2IntersectionInt Delay, s/veh 0.2Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Vol, veh/h 0 739 2174 27 0 18Future Vol, veh/h 0 739 2174 27 0 18Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - - - - 0Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 90 90 90 90 90 90Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0 821 2416 30 0 20 Major/Minor Major1 Major2 Minor2Conflicting Flow All - 0 - 0 - 1223 Stage 1 - - - - - - Stage 2 - - - - - -Critical Hdwy - - - - - 7.14Critical Hdwy Stg 1 - - - - - -Critical Hdwy Stg 2 - - - - - -Follow-up Hdwy - - - - - 3.92Pot Cap-1 Maneuver 0 - - - 0 147 Stage 1 0 - - - 0 - Stage 2 0 - - - 0 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - - - - 147Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB SBHCM Control Delay, s 0 0 33.3HCM LOSD Minor Lane/Major Mvmt EBT WBT WBRSBLn1Capacity (veh/h) - - - 147HCM Lane V/C Ratio - - - 0.136HCM Control Delay (s) - - - 33.3HCM Lane LOS - - - DHCM 95th %tile Q(veh) - - - 0.5 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd Build0044060.00Timing Plan: PM12/22/2023Synchro 11 ReportDJGPage 1Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 84 1898 13 121 1116 134 19 33 111 189 36 45Future Volume (vph) 84 1898 13 121 1116 134 19 33 111 189 36 45Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 91 2063 14 132 1213 146 21 36 121 205 39 49Shared Lane Traffic (%)Lane Group Flow (vph) 91 2077 0 132 1359 0 0 178 0 0 244 49Turn Type pm+pt NA pm+pt NA Perm NA Perm NA PermProtected Phases 7 4 3 8 2 6Permitted Phases 4 8 2 6 6Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5Total Split (s) 14.6 70.0 18.0 73.4 52.0 52.0 52.0 52.0 52.0Total Split (%) 10.4% 50.0% 12.9% 52.4% 37.1% 37.1% 37.1% 37.1% 37.1%Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lead/Lag Lead Lag Lead LagLead-Lag Optimize? Yes Yes Yes YesAct Effct Green (s) 75.6 65.5 82.4 68.9 47.5 47.5 47.5Actuated g/C Ratio 0.54 0.47 0.59 0.49 0.34 0.34 0.34v/c Ratio 0.37 0.87 0.59 0.55 0.30 0.67 0.09Control Delay 17.0 38.7 37.5 25.3 19.1 50.4 8.6Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 17.0 38.7 37.5 25.3 19.1 50.4 8.6LOS B D D C B D AApproach Delay 37.8 26.4 19.1 43.4Approach LOS D C B DQueue Length 50th (ft) 34 612 64 303 61 190 0Queue Length 95th (ft) 59 681 136 349 123 295 29Internal Link Dist (ft) 763 459 339 222Turn Bay Length (ft) 225 325Base Capacity (vph) 243 2377 223 2473 598 363 569Starvation Cap Reductn 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 0.37 0.87 0.59 0.55 0.30 0.67 0.09Intersection SummaryCycle Length: 140Actuated Cycle Length: 140Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of GreenNatural Cycle: 70Control Type: PretimedMaximum v/c Ratio: 0.87Intersection Signal Delay: 33.3 Intersection LOS: CIntersection Capacity Utilization 80.6% ICU Level of Service DAnalysis Period (min) 151: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd Build0044060.00Timing Plan: PM12/22/2023Synchro 11 ReportDJGPage 2Splits and Phases: 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd 2: N Pearson Ln & Private Driveway/Site Driveway #1 Build0044060.00Timing Plan: PM12/21/2023Synchro 11 ReportDJGPage 1IntersectionInt Delay, s/veh 2Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 0 0 0 69 0 6 0 204 47 5 202 0Future Vol, veh/h 0 0 0 69 0 6 0 204 47 5 202 0Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - - - - - - - - - - -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 92Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2Mvmt Flow 0 0 0 75 0 7 0 222 51 5 220 0 Major/Minor Minor2 Minor1 Major1 Major2Conflicting Flow All 481 503 220 478 478 248 220 0 0 273 0 0 Stage 1 230 230 - 248 248 - - - - - - - Stage 2 251 273 - 230 230 - - - - - - -Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - -Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - -Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - -Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - -Pot Cap-1 Maneuver 495 471 820 498 486 791 1349 - - 1290 - - Stage 1 773 714 - 756 701 - - - - - - - Stage 2 753 684 - 773 714 - - - - - - -Platoon blocked, %- - - -Mov Cap-1 Maneuver 490 469 820 497 484 791 1349 - - 1290 - -Mov Cap-2 Maneuver 490 469 - 497 484 - - - - - - - Stage 1 773 711 - 756 701 - - - - - - - Stage 2 747 684 - 770 711 - - - - - - - Approach EB WB NB SBHCM Control Delay, s 0 13.4 0 0.2HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBRCapacity (veh/h) 1349 - - - 512 1290 - -HCM Lane V/C Ratio - - - - 0.159 0.004 - -HCM Control Delay (s) 0 - - 0 13.4 7.8 0 -HCM Lane LOS A - - A B A A -HCM 95th %tile Q(veh) 0 - - - 0.6 0 - -3: W Southlake Blvd & Site Driveway #2Build0044060.00Timing Plan: PM12/21/2023Synchro 11 ReportDJGPage 2IntersectionInt Delay, s/veh 0.2Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Vol, veh/h 0 2147 1371 42 0 40Future Vol, veh/h 0 2147 1371 42 0 40Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - - - - 0Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0 2334 1490 46 0 43 Major/Minor Major1 Major2 Minor2Conflicting Flow All - 0 - 0 - 768 Stage 1 - - - - - - Stage 2 - - - - - -Critical Hdwy - - - - - 7.14Critical Hdwy Stg 1 - - - - - -Critical Hdwy Stg 2 - - - - - -Follow-up Hdwy - - - - - 3.92Pot Cap-1 Maneuver 0 - - - 0 295 Stage 1 0 - - - 0 - Stage 2 0 - - - 0 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - - - - 295Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB SBHCM Control Delay, s 0 0 19.3HCM LOSC Minor Lane/Major Mvmt EBT WBT WBRSBLn1Capacity (veh/h) - - - 295HCM Lane V/C Ratio - - - 0.147HCM Control Delay (s) - - - 19.3HCM Lane LOS - - - CHCM 95th %tile Q(veh) - - - 0.5 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd Build0044060.00Timing Plan: Sat.12/21/2023Synchro 11 ReportDJGPage 1Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 106 1139 10 80 1174 139 13 27 70 196 29 42Future Volume (vph) 106 1139 10 80 1174 139 13 27 70 196 29 42Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Adj. Flow (vph) 114 1225 11 86 1262 149 14 29 75 211 31 45Shared Lane Traffic (%)Lane Group Flow (vph) 114 1236 0 86 1411 0 0 118 0 0 242 45Turn Type pm+pt NA pm+pt NA Perm NA Perm NA PermProtected Phases 7 4 3 8 2 6Permitted Phases 4 8 2 6 6Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5Total Split (s) 23.0 71.0 17.0 65.0 62.0 62.0 62.0 62.0 62.0Total Split (%) 15.3% 47.3% 11.3% 43.3% 41.3% 41.3% 41.3% 41.3% 41.3%Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lead/Lag Lead Lag Lead LagLead-Lag Optimize? Yes Yes Yes YesAct Effct Green (s) 83.5 66.5 73.0 60.5 57.5 57.5 57.5Actuated g/C Ratio 0.56 0.44 0.49 0.40 0.38 0.38 0.38v/c Ratio 0.40 0.55 0.33 0.70 0.18 0.52 0.07Control Delay 23.0 31.8 19.6 38.9 14.3 40.6 1.6Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 23.0 31.8 19.6 38.9 14.3 40.6 1.6LOS C C B D B D AApproach Delay 31.1 37.8 14.3 34.5Approach LOS C D B CQueue Length 50th (ft) 51 321 38 412 31 182 0Queue Length 95th (ft) 101 368 66 468 76 273 8Internal Link Dist (ft) 763 459 339 222Turn Bay Length (ft) 225 325Base Capacity (vph) 282 2252 261 2027 665 464 653Starvation Cap Reductn 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 0.40 0.55 0.33 0.70 0.18 0.52 0.07Intersection SummaryCycle Length: 150Actuated Cycle Length: 150Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of GreenNatural Cycle: 55Control Type: PretimedMaximum v/c Ratio: 0.70Intersection Signal Delay: 33.9 Intersection LOS: CIntersection Capacity Utilization 61.9% ICU Level of Service BAnalysis Period (min) 151: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd Build0044060.00Timing Plan: Sat.12/21/2023Synchro 11 ReportDJGPage 2Splits and Phases: 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd 2: N Pearson Ln & Private Driveway/Site Driveway #1 Build0044060.00Timing Plan: Sat.12/21/2023Synchro 11 ReportDJGPage 1IntersectionInt Delay, s/veh 3.3Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 0 0 0 118 0 10 0 177 94 9 150 0Future Vol, veh/h 0 0 0 118 0 10 0 177 94 9 150 0Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - - - - - - - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2Mvmt Flow 0 0 0 127 0 11 0 190 101 10 161 0 Major/Minor Minor2 Minor1 Major1 Major2Conflicting Flow All 427 472 161 422 422 241 161 0 0 291 0 0 Stage 1 181 181 - 241 241 - - - - - - - Stage 2 246 291 - 181 181 - - - - - - -Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - -Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - -Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - -Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - -Pot Cap-1 Maneuver 538 490 884 542 523 798 1418 - - 1271 - - Stage 1 821 750 - 762 706 - - - - - - - Stage 2 758 672 - 821 750 - - - - - - -Platoon blocked, %- - - -Mov Cap-1 Maneuver 527 486 884 538 518 798 1418 - - 1271 - -Mov Cap-2 Maneuver 527 486 - 538 518 - - - - - - - Stage 1 821 743 - 762 706 - - - - - - - Stage 2 748 672 - 814 743 - - - - - - - Approach EB WB NB SBHCM Control Delay, s 0 13.7 0 0.4HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBRCapacity (veh/h) 1418 - - - 552 1271 - -HCM Lane V/C Ratio - - - - 0.249 0.008 - -HCM Control Delay (s) 0 - - 0 13.7 7.9 0 -HCM Lane LOS A - - A B A A -HCM 95th %tile Q(veh) 0 - - - 1 0 - -3: W Southlake Blvd & Site Driveway #2Build0044060.00Timing Plan: Sat.12/21/2023Synchro 11 ReportDJGPage 2IntersectionInt Delay, s/veh 0.5Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Vol, veh/h 0 1318 1392 85 0 69Future Vol, veh/h 0 1318 1392 85 0 69Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - - - - 0Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 93 93 93 93 93 93Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0 1417 1497 91 0 74 Major/Minor Major1 Major2 Minor2Conflicting Flow All - 0 - 0 - 794 Stage 1 - - - - - - Stage 2 - - - - - -Critical Hdwy - - - - - 7.14Critical Hdwy Stg 1 - - - - - -Critical Hdwy Stg 2 - - - - - -Follow-up Hdwy - - - - - 3.92Pot Cap-1 Maneuver 0 - - - 0 284 Stage 1 0 - - - 0 - Stage 2 0 - - - 0 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - - - - 284Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB SBHCM Control Delay, s 0 0 22.1HCM LOSC Minor Lane/Major Mvmt EBT WBT WBRSBLn1Capacity (veh/h) - - - 284HCM Lane V/C Ratio - - - 0.261HCM Control Delay (s) - - - 22.1HCM Lane LOS - - - CHCM 95th %tile Q(veh) - - - 1