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Item 6C - Traffic StudyTRAFFIC IMPACT ANALYSIS FOR Tommy's Express Car Wash Southlake, Texas DECEMBER 22, 2023 Westwood December 22, 2023 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 STEVE E. STONER 84828 �CENSF •''�� Page i I Traffic Impact Analysis Tommy's Express Car Wash—Southlake Westwood December 22, 2023 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. END 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. 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(701) 281-9500 FAX (701) 281-9501 4609 33RD AVE. S. SUITE 400 FARGO, ND 58104 DESIGN RESOURCES GROUP SHEET DESCRIPTION: SITE PLAN Sheet A090 A C D E G H T7 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Westwood December 22, 2023 TABLE OF CONTENTS EXECUTIVE SUMMARY.......................................................................................... ii PreliminarySite Plan..................................................................................................................iii TABLE OF CONTENTS............................................................................................iv INTRODUCTION..................................................................................................... 1 Purpose...................................................................................................................................... 1 ProjectDescription.................................................................................................................... 1 TRAFFIC IMPACT ANALYSIS................................................................................... 2 Approach................................................................................................................................... 2 StudyParameters...................................................................................................................... 3 StudyArea................................................................................................................................. 3 Background Traffic Volume Data.............................................................................................. 4 ExistingVolumes......................................................................................................................................................4 Projected Background Traffic Volumes....................................................................................................................4 Site -Related Traffic.................................................................................................................... 5 TripGeneration and Mode Split...............................................................................................................................5 Trip Distribution and Assignment.............................................................................................................................6 Site -Generated Traffic Volumes...............................................................................................................................6 AnalysisTraffic Volumes..........................................................................................................................................6 Traffic Operational Analysis Roadway Intersections............................................................ 7 Description...............................................................................................................................................................7 Summaryof Results.................................................................................................................................................8 SUPPLEMENTAL ANALYSES................................................................................. 10 Internal Stacking Analysis........................................................................................................ 10 CONCLUSIONS..................................................................................................... 11 Page iv I Traffic Impact Analysis Tommy's Express Car Wash—Southlake Westwood December 22, 2023 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 S. 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 Page v I Traffic Impact Analysis Tommy's Express Car Wash—Southlake Westwood December 22, 2023 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 ioi 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 Description 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 Pagel I Traffic Impact Analysis Tommy's Express Car Wash—Southlake Westwood December 22, 2023 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 6,906 SF (Hypothetical) 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 parry's behalf. Page 2 1 Traffic Impact Analysis Tommy's Express Car Wash—Southlake Westwood December 22, 2023 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 9.0o AM and 4.3o 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) Page 3 1 Traffic Impact Analysis Tommy's Express Car Wash—Southlake Westwood December 22, 2023 • 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. Page 4 1 Traffic Impact Analysis Tommy's Express Car Wash—Southlake Westwood December 22, 2023 Table 2. Historical Daily Traffic Volume Data HISTORICAL DAILY ANNUAL GROWTH ROADWAY SEGMENT VOLUME (DATE) RATE W Southlake Boulevard, west 31,315 (119)A of Randoll Mill Avenue 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 (i.o) 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 (iith 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 g 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. Page 5 1 Traffic Impact Analysis Tommy's Express Car Wash—Southlake Westwood December 22, 2023 Table 3. Projected Trip Generation Summary AM PEAK HOUR PM PEAK HOUR PM PEAK HOUR DAILY TRIP TRIP ENDS TRIP ENDS TRIP ENDS SCENARIO ENDS (ADJACENT STREET (ADJACENT STREET (ADJACENT STREET (WEEKDAY) PEAK) PEAK) PEAK) Total (In/Out) Total (In/Out) Total (In/Out) Automated Carwash 1 Tunnel 1,912 89 (45/43) 149 (64/85) 339 (165/174) (independent study)* Retail Building 6,906 SF 521 23 (14/9) 60 (30/30) 45 (23/22) ITE LUC #822 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 g) by the corresponding traffic assignments (from APPENDIX Q. 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. Page 6 1 Traffic Impact Analysis Tommy's Express Car Wash—Southlake Westwood December 22, 2023 Traffic Operational Analysis —Roadway Intersections 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 6o-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. Page 7 1 Traffic Impact Analysis Tommy's Express Car Wash—Southlake Westwood December 22, 2023 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) LOSA <10 <10 LOSB >10-<20 >10-<15 LOSC >20-<35 >15-<25 LOSD >35-<55 >25-<35 LOSE >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. Page 8 1 Traffic Impact Analysis Tommy's Express Car Wash—Southlake 1212212023 Table 4. Peak Hour Intersection Capacity Analysis Results Summary (Signalized Intersections) INTERSECTION EXISTING CONDITIONS NO BUILD CONDITIONS BUILD CONDITIONS AM PM Saturday AM PM Saturday AM PM Saturday LOS delay LOS delay LOS delay LOS delay LOS delay LOS delay LOS delay LOS delay LOS delay Highway 55 @ Sportsmanship Way 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) EBL B B B C B D A (12.6) (17.1) (12.0) (32.3) (17.8) (45.2) 1 (5.2) B D D B C D A (13.4) (36.0) (35.7) (19.9) (22.1) (50.8) (0.2) B C B C B D A (12.9) (28.6) (13.4) (23.3) (13.8) (41.5) (0.1) B B B C B D A (13.2) (16.6) (11.6) (32.1) (18.7) (48.0) (s.b) B D D B C D A (13.6) (36.8) (36.3) (19.9) (23.1) (52.1) (0.2) B C B C B D A (12.9) (28.8) (13.6) (23.5) (13.7) 1 (41.7) (0.1) B B B D B D A (19.9) (17.5) (12.4) (35.3) (18.2) (49.1) (6.6) B D D C B D A (17.0) (38.7) (37.5) (25.3) (19.1) (50.4) (8.6) C C B D B D 1 A (23.0) (31.8) (19.6) (38.9) (14.3) (40.6) 1 (1.6) EBTR WBL WBTR NBLTR SBLT SBR 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. Table 5. Peak Hour Intersection Capacity Analysis Results Summary (Unsignalized Intersections) INTERSECTION TRAFFIC MANEUVER EXISTING CONDITIONS NO BUILD CONDITIONS BUILD CONDITIONS AM PM Saturday AM PM Saturday AM PM Saturday LOS delay LOS delay LOS delay LOS delay LOS delay LOS delay LOS delay LOS delay LOS delay N Pearson Lane @ Private Driveway/Site Driveway (# 1) NBLTR A A A A (0.0) (0.0) (0.0) (0.0) A A A A (0.0) (0.0) (0.0) (0.0) A A A A (0.0) (0.0) (0.0) (0.0) A A A A (0.0) (0.0) (0.0) (0.0) A A A A (0.0) (0.0) (0.0) (0.0) A A A A (0.0) (0.0) (0.0) (0.0) A A B A (0.0) (0.0) (14.5) (8.0) A A B A (0.0) (0.0) (13.4) (7.8) A A B A (0.0) (0.0) (13.7) (7.9) EBLTR W B LTR SBLTR W Southlake Boulevard @ Site Driveway (#2) EBT A A A (0.0) (0.0) (0.0) A A A (0.0) (0.0) (0.0) A A A (0.0) (0.0) (0.0) A A A (0.0) (0.0) (0.0) A A A (0.0) (0.0) (0.0) A A A (0.0) (0.0) (0.0) A A D (0.0) (0.0) (33.3) A A C (0.0) (0.0) (19.3) A A C (0.0) (0.0) (22.1) WBTR SBR 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 Page 9 1 Traffic Impact Analysis TCRG Multifamily Westwood December 22, 2023 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 PROJECTED ACTUAL OBSERVED HIGHEST HOUR MAXIMUM QUEUE QUEUE (VEHICLES)* (VEHICLES)* 12:00PM-1:00PM 4 8 (Saturday) 1:00PM-2:00PM 6 12 (Saturday) 2:00PM-3:00PM 3 6 (Saturday) * Measured from pay position. Page 10 1 Traffic Impact Analysis Tommy's Express Car Wash—Southlake Westwood December 22, 2023 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 Page 11 1 Traffic Impact Analysis Tommy's Express Car Wash—Southlake Westwood December 22, 2023 APPENDIX A. Traffic Volumes Exhibits APPENDIX I Traffic Impact Analysis Tommy's Express Car Wash—Southlake Appendix Ala - Existing Roadway Lane Geometry and Traffic Control Private Driveway Keller Pkwy 11 ng TA N IN N .L 0 CO - - - - - - - - - - W Southlake Blvd North ^ Not to Scale 0044060.00 12/21/2023 DJG Westwood Appendix Alb - Proposed Roadway Lane Geometry and Traffic Control J 0 O Ca N IZ Z Site Driveway #1 • • Private Driveway o � Keller Pkwy > I 17 TZ W Southlake Blvd North ^ Not to Scale 0044060.00 12/21/2023 DJG Westwood North ^ Not to Scale 0044060.00 12/21/2023 DJG Westwood Appendix A2a - Existing AM Peak Hour Traffic Volumes Private Driveway J O C6 N IZ Z N OCn 0a� T 0� ti N R229 + y �4-1835 x-67 Keller Pkwy 18-0 453-> 5-A C) i N N I-- 724� T rn v O r CV M a) .L 0 a� U) L31 T- W Southlake Blvd North ^ Not to Scale 0044060.00 12/21/2023 DJG Westwood Appendix A2b - Existing PM Peak Hour Traffic Volumes Private Driveway Keller Pkwy 41-f 1861-> 13-A 0044060.00 DJG Ong Vi T 00 0 N R131 4-1094 0-119 0 i M OOM 2105� N O rn v O r LR F1344 T- W Southlake Blvd North ^ Not to Scale 12/21/2023 Westwood Appendix A2c - Existing Saturday Peak Hour Traffic Volumes Private Driveway Keller Pkwy 21-0 1117-> 10-A 0044060.00 DJG Ong R136 F1151 x-78 • R, ti 1292-)- CO rn v O r L65 T- W Southlake Blvd North ^ Not to Scale 12/21/2023 Westwood Appendix A3a - No Build AM Peak Hour Traffic Volumes Private Driveway J O C6 N a- Z N O O 0 T 6� o00 N R234 F1872 x-68 Keller Pkwy 18-0 462-> 5-A 0 i N N � 739� T rn v O r CV M a) .L 0 a� U) L74 T- W Southlake Blvd North ^ Not to Scale 0044060.00 12/21/2023 DJG Westwood Appendix A3b - No Build PM Peak Hour Traffic Volumes J O C6 N 0- Z N O N ;• 00- Private Driveway o0 N R134 � 4-1116 ------�+ 121 Keller Pkwy 42'' + 1898- N 13-A Cn (D v I� O r 0044060.00 DJG 0 i CV M a) .L 0 a� U) LR F1371 T- 2147-3- W Southlake Blvd North ^ Not to Scale 12/21/2023 Westwood Appendix AR - No Build Saturday Peak Hour Traffic Volumes Private Driveway Keller Pkwy 21-0 1139-> 10-A 0044060.00 DJG Ong R139 F1174 r80 • �0 1318� TA rn v O r L92 T- W Southlake Blvd North ^ Not to Scale 12/21/2023 Westwood Appendix A4a - Site Generated AM Peak Hour Traffic Volumes North ^ Not to Scale J O L Ca N a- N Z R3 c� CD y y • r31 Site Driveway # - Private Driveway 0* ooCD �L aD 0� � RO N *- R i y L , r0 • -07 - - _ Keller Pkwy 20� oMo 0� W Southlake Blvd 0- T rn v O r 0044060.00 12/21/2023 DJG Westwood Appendix A4b - Site Generated PM Peak Hour Traffic Volumes North ^ Not to Scale J O L Ca N a- CV Z Rg c� y y • ; 69 Site Driveway # - Private Driveway 0. 0' oo� �L 0� v� RO 4h. FO 'k-42 y L ,�r0 • -0 - - _ Keller Pkwy 40-> W Southlake Blvd o�0 0- T rn v O r 0044060.00 12/21/2023 DJG Westwood Appendix A4c - Site Generated Saturday Peak Hour Traffic Volumes 0� North ^ Not to Scale R10 M y [. �1118 Site Driveway # • Private Driveway 0, �" oo� L 0-* G7 0 CD CO RO FO *-85 y L r0 • FO Keller Pkwy 80� o�0 0� W Southlake Blvd 0� TZ rn v O r 0044060.00 12/21/2023 DJG Westwood Appendix A5a - Build AM Peak Hour Traffic Volumes J O L Ca a) a_ Z R3 ooc� + L E0 •r31 Private Driveway 000 ri00o f� M oy CV rl', R234 CO CO CO F1872 ,r68 - Keller Pkwy 45'' 462-> c'4 cN 00 5� Cn (D v O r 0044060.00 DJG Site Driveway #1 00 • 739-)- N M a) �L 0 U) R27 -2174 W Southlake Blvd North ^ Not to Scale 12/21/2023 Westwood Appendix A5b - Build PM Peak Hour Traffic Volumes North ^ Not to Scale J O L Ca N 0- CV Z R6 c� y � ; 69 Site Driveway # �L Private Drivewa=no-�0� N 0�, IR134 4h. �� *-1116 � R42 1W + y .�r121 • 4-1371 Keller Pkwy 1898� �?� 2147� W Southlake Blvd 13� rn v O r 0044060.00 12/21/2023 DJG Westwood Appendix A5c - Build Saturday Peak Hour Traffic Volumes 0� 0044060.00 DJG N R10 M y [. �1118 Site Driveway # • L Private Driveway 0�o�� y, ° R139 NJ CO CO F1174 R85 .x-80 <-l392 109 CO 1318� Keller Pkwy Southlake Blvd 1139- N 10� TZ T rn v O r North ^ Not to Scale 12/21/2023 Westwood Westwood December 22, 2023 APPENDIX B. Detailed Traffic Volume Data APPENDIX I Traffic Impact Analysis Tommy's Express Car Wash—Southlake Leg N Pearson Lane W Southlake Boulevard S Pearson Lane W Southlake Boulevard Direction Southbound Westbound Northbound Eastbound Start Time Right Thru Left U-Tum App Total Peds CW Peds CCW Right Thru Left U-Tum App Total Peds CW Peds CCW Right Thru Left U-Tum App Total Peds CW Peds CCW Right Thru Left U-Tum App Total Peds CW Ped: Iot Total 2023-12-14 07:00:OC 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 0 552 2023-12-14 07:15:OC 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 I. 774 2023-12-1407:30:OC 61 10 12 0 83 0 0 5 135 1 0 141 0 0 9 6 20 0 35 0 a 18 464 91 0 573 832 2023-12-14 07:45:OC 64 10 13 0 87 0 0 6 156 4 0 186 0 0 7 8 29 0 44 0 0 18 446 72 1 537 834 2023-12-1408:00:OC 66 6 6 0 78 0 a 7 186 2 1 198 0 0 7 11 44 0 62 0 0 22 439 33 0 494 832 2023-12-14 08:15:OC 55 5 6 0 88 0 0 1 161 1 1 164 0 0 3 4 36 0 43 0 0 21 448 29 1 499 772 2023-12-1408:30:OC 25 5 6 0 36 0 0 5 165 1 1 172 0 0 5 5 11 0 21 0 0 24 450 31 2 507 736 2023-12-14 08:45:OC 32 5 13 0 50 0 0 6 183 2 0 191 0 0 4 8 24 0 34 0 0 31 461 37 0 529 804 2023-12-14 16:30:OC 28 7 7 0 42 0 0 8 4fi0 4 4 476 0 0 5 14 20 0 39 0 a 28 249 34 0 311 86a 2023-12-14 16:45:OC 47 6 12 0 65 0 0 9 407 3 4 423 0 0 7 9 25 0 41 0 0 25 291 24 0 340 869 2023-12-14 17:00:OC 26 12 8 0 46 0 0 17 487 0 4 508 0 0 8 3 31 0 42 0 0 33 278 46 0 357 953 2023-12-14 17:15:OC 52 3 9 0 64 0 0 11 487 2 1 501 0 0 2 10 25 0 37 0 0 26 324 32 0 382 984 2023-12-14 17:30:OC 32 11 10 0 63 0 0 4 464 5 0 473 0 0 2 6 28 0 36 0 0 25 273 18 0 316 878 2023-12-14 17:45:OC 25 4 6 0 35 0 0 9 423 6 0 438 0 0 7 9 25 0 41 0 0 35 219 35 0 289 803 2023-12-14 18:00:OC 33 10 7 0 50 0 0 2 378 9 0 389 0 0 4 5 33 0 42 0 0 20 249 26 0 296 776 2023-12-14 1815:OC 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 II 682 Grand Total 627 109 125 0 $61 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% 61.8% 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 Truck 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 Truck: 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% Lsg Pearson Lane Southlake Boulevard Pearson Lane Southlake Boulevard Direction Southbound WeWound Northbound Eastbound StartTims Righl Thru Left U-Tum App Total Peds CW Peds CCW Righl Thru Left U-Tum App Total Peds CW Peds CCW Righl Thru Left U-Tum App Total Peds CW Peds CCW Righl Thru Left U-Tum App Total Peds CW Peds CCW Int Total 2023-12-16 11:00:OC 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:OC 25 8 4 0 37 0 0 5 260 2 1 288 0 0 3 5 12 0 20 0 0 16 299 31 0 346 0 0 671 2023-12-16 11:30:OC 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:OC 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 0 885 2023-12-16 12:00:OC 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 2023-12-1612:15:OC 33 3 10 0 46 0 0 5 284 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:OC 27 8 8 0 43 0 0 7 250 4 0 261 1 6 18 0 25 0 0 17 296 33 0 348 0 0 677 2023-12-16 12:45:OC 29 10 11 0 50 0 0 8 252 10 0 270 3 3 26 0 32 0 0 25 307 17 0 349 0 0 701 2023-12-16 13:00:OC 21 1 3 0 25 0 0 6 264 2 3 275 4 1 19 0 24 0 0 16 295 33 1 345 0 0 669 2023-12-1613:15:OC 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:OC 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:OC 34 4 5 0 43 I1 0 6 294 4 4 308 0 0 1 6 17 0 24 0 0 21 317 29 0 3fi7 0 0 742 2023-12-16 14:00:OC 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 6" 2023-12-6 14: 2023-12-1614:30:OC 30:OC 19 29 3 2 6 7 ' 0 38 0 0 i6 274 2 1 283 0 0 2 2 ' 16 0 20 0 18 279 31 ' 1 3295 0_p 670 2023-12-16 14A5:OC 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 6" 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 5488 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 Truck 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 Truck: 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% Westwood December 22, 2023 APPENDIX C. Site -Generated Traffic Supplement APPENDIX I Traffic Impact Analysis Tommy's Express Car Wash—Southlake TOMMY'S EXPRESS CAR WASH TRAFFIC ASSIGNMENT SOUTHLAKE. TX APPENDIX C - INBOUND 5% 4/1 7M, r-T 55% 152, L.l I I I L tj ------ 45% SDuTHWE EILVO A mr, lw 5% C TOMMY'S EXPRESS CAR WASH TRAFFIC ASSIGNMENT SOUTHLAKE. TX � APPENDIX C — OUTBOUND 4, b . LL 65 0 pt 1 a =�_ --- r 35 0 i. i�C�� - _ EAsEMGNC ' 45% s AL AL 09, +--�f 450 r,- WIV I rg 5% I 50 40 30 20 10 rel Exhitibit A - Trip Generation Tommy's Express Car Wash, Euless TX ■ Entering ■ Exiting Thursday, December 7, 2023 Saturday, December 9, 2023 P a a a a a a a a a a a a d d a a d d a a a d d a a a a a a a a a a a a O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O C O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O C N . A N M Vl W n M M O .4 N 11 N M Ln W r, W M O �--� N cA N M V U1 W r� W M O ti r-i r-i r-i r-i e-i r-i r-i e 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 LOCA1250 Euless Blvd, Euless, TX 76040 HOURS OF OPERATIOP 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 Westwood December 22, 2023 APPENDIX D. Detailed Intersection Capacity Analysis Results APPENDIX I Traffic Impact Analysis Tommy's Express Car Wash—Southlake 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd Existing 0044060.00 Timing Plan: AM -1, F T '- 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations ►j ++'. ) }+T+ 4 4 � Traffic Volume (vph) 18 453 5 67 1835 229 23 26 79 192 30 33 Future Volume (vph) 18 453 5 67 1835 229 23 26 79 192 30 33 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 20 503 6 74 2039 254 26 29 88 213 33 37 Shared Lane Traffic (%) -a Lane Group Flow (vph) 20 509 0 74 2293 0 0 143 0 0 246 37 Turn Type pm+pt NA pm+pt NA Perm NA Perm NA Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 2 6 6 Minimum Split (a) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.8 71.6 10.2 72.0 48.2 48.2 48.2 48.2 48.2 Total Split(%) 7.5% 55.1% 7.8% 55.4% 37.1% 37.1% 37.1% 37.1% 37.1% Yellow Time (a) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (a) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Act Effct Green (s) 72.4 67.1 73.2 67.5 43.7 43.7 43.7 Actuated g/C Ratio 0.56 0.52 0.56 0.52 0.34 0.34 0.34 v/c Ratio 0.16 0.19 0.15 0.88 0.25 0.64 0.07 Control Delay 13.6 17.1 12.0 32.3 17.8 45.2 5.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.6 17.1 12.0 32.3 17.8 45.2 5.2 LOS B _ B B C B D A Approach Delay 16.9 31.7 17.8 40.0 Approach LOS B C B D Queue Length 50th (ft) 7 81 25 601 45 175 0 Queue Length 95th (ft) 18 104 47 676 97 273 18 Internal Link Dist (ft) 763 459 339 222 Turn Bay Length (ft) 225 325 Base Capacity (vph) 129 2620 496 2607 570 387 565 Starvation Cap Reductn 0 0 0 0 0 0 00 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn � 0 -IW0 0 0 dW 0.11111W Reduced v/c Ratio 0.16 0.19 0.15 0.88 0.25 0.64 0.07 Intersection Summary Cycle Length: 130 Actuated Cycle Length:130 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 80 Control Type: Pretimed Maximum v/c Ratio: 0.88 Intersection Signal Delay: 29.5 Intersection LOS: C Intersection Capacity Utilization 74.9% ICU Level of Service D Analysis Period (min)15 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd Existing 0044060.00 Timing Plan: AM Splits and Phases: 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd T02'R'- ■ 03 -404 4s. z s ■ 0" 'R' F 07 03 48.2 s 930 12/21/2023 Synchro 11 Report 12/21/2023 Synchro 11 Report DJG Page 1 DJG Page 2 2: N Pearson Ln & Private Driveway Existing 0044060.00 Timing Plan: AM Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y rj 'y Traffic Vol, veh/h 0 0 0 273 255 0 _ Future Vol, veh/h 0 0 0 273 255 0 Conflicting Peds, #/hr 0 0 0 0 0 0 _ Sign Control Stop Stop Free Free Free Free RT Channelized - None None None _ Storage Length 0 Veh in Median Storage, # 0 0 0 _ Grade, % 0 0 0 Peak Hour Factor 90 90 90 90 90 90 _ Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 0 303 283 0 _ Major/Minor Minot Majorl Mal - Conflicting Flow All 586 283 283 0 - 0 Stage 1 283 - - - - - _ Stage 2 303 - Crilical Hdwy 6.42 6.22 4.12 _ Critical Hdwy Stg 1 5.42 - Crilical 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 SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLnl SBT SBR Capacity (veil 1279 HCM Lane V/C Ratio - HCM Control Delay (s) 0 0 HCM Lane LOS A A HCM 951h %tile Q(veh) 0 - - - - _ 12/21/2023 Synchro 11 Report DJG Page 1 3: W Southlake Blvd & Site Driveway #2 Existing 0044060.00 Timing Plan: AM Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ttt ttT+ r Traffic Vol, veh/h 0 724 2131 0 0 0 Future Vol, veh/h 0 724 2131 0 0 0 Conflicting Peds, Whr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None None Storage Length - 0 Veh in Median Storage, # - 0 0 0 - Grade, % 0 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 804 2368 0 0 0 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 0 0 1184 Stage 1 - - - Stage 2 - Critical Hdwy 7.14 Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - Follow-up Hdwy 3.92 Pot Cap-1 Maneuver 0 0 156 Stage 1 0 0 - Stage 2 0 0 - Platoon blocked, Mov Cap-1 Maneuver - - 156 Mov Cap-2 Maneuver Stage 1 Stage 2 Approach EB WB SIB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBT WBT WBR SBLnl Capacity (veh/h) - - - - HCM Lane V/C Ratio HCM Control Delay (a) 0 HCM Lane LOS A HCM 95th %tile Q(veh) 12/21/2023 DJG Synchro 11 Report Page 2 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd Existing 0044060.00 Timing Plan: PM -1, F T '- 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT R Lane Configurations ►j ++'. ) }+T+ 4 4 ?1 Traffic Volume (vph) 41 1861 13 119 1094 131 19 28 109 135 30 33 Future Volume (vph) 41 1861 13 119 1094 131 19 28 109 135 30 33 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 45 2023 14 129 1189 142 21 30 118 147 33 36 Shared Lane Traffic (%) Lane Group Flow (vph) 45 2037 0 129 1331 0 0 169 0 0 180 36 Turn Type pm+pt NA pm+pt NA Perm NA Perm NA Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 2 6 6 Minimum Split (a) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 10.6 78.0 21.4 88.8 50.6 50.6 50.6 50.6 50.6 Total Split (%) 7.1 % 52.0% 14.3% 59.2 % 33.7% 33.7% 33.7% 33.7% 33.7% Yellow Time (a) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (a) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Act Effct Green (s) 79.6 73.5 94.9 84.3 46.1 46.1 46.1 Actuated g/C Ratio 0.53 0.49 0.63 0.56 0.31 0.31 0.31 v/c Ratio 0.20 0.82 0.52 0.47 0.31 0.55 0.07 Control Delay 13.4 36.0 35.7 19.9 22.1 50.8 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.4 36.0 35.7 19.9 22.1 50.8 0.2 LOS B D D B C D A Approach Delay 35.5 21.3 22.1 42.4 Approach LOS D C C D Queue Length 50th (ft) 16 609 67 270 64 147 0 Queue Length 95th (ft) 32 674 140 309 130 232 0 Internal Link Dist (ft) 763 459 339 222 Turn Bay Length (ft) 225 325 Base Capacity (vph) 227 2489 248 2821 548 328 539 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn J� 0 ;0 0 0 0.1111M Reduced v/c Ratio 0.20 0.82 0.52 0.47 0.31 0.55 0.07 Cycle Length: 150 Actuated Cycle Length:150 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 65 Control Type: Pretimed Maximum v/c Ratio: 0.82 Intersection Signal Delay: 30.0 Intersection LOS: C Intersection Capacity Utilization 76.1% ICU Level of Service D Analysis Period (min)15 12/21/2023 Synchro 11 Report DJG Page 1 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd Existing 0044060.00 Timing Plan: PM Splits and Phases: 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd T02'R- I f,o3 -1`04 50.6s 2L4s Tds F 03 50.6s in.6 I, a8.as 12/21/2023 DJG Synchro 11 Report Page 2 2: N Pearson Ln & Private Driveway Existing 0044060.00 Timing Plan: PM Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y rj 'y Traffic Vol, veh/h 0 0 0 200 198 0 Future Vol, veh/h 0 0 0 200 198 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 0 217 215 0 Major/Minor Minot Majorl Majorl Conflicting Flow All 432 215 215 0 0 Stage 1 215 - - - - Stage 2 217 - Crilical Hdwy 6.42 6.22 4.12 Critical Hdwy Stg 1 5.42 - Crilical 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 SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLnl SBT SBR Capacity (veil 1355 HCM Lane V/C Ratio - HCM Control Delay (s) 0 0 HCM Lane LOS A A HCM 951h %tile Q(veh) 0 - - - - _ 12/21/2023 Synchro 11 Report DJG Page 1 3: W Southlake Blvd & Site Driveway #2 Existing 0044060.00 Timing Plan: PM Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ttt ttT+ r Traffic Vol, veh/h 0 2105 1344 0 0 0 Future Vol, veh/h 0 2105 1344 0 0 0 Conflicting Peds, Whr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None None - Storage Length - 0 Veh in Median Storage, # - 0 0 0 - - Grade, % 0 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 2288 1461 0 0 0 - Major/Minor Majorl Major2 Minor2 Conflicting Flow All 0 0 731 Stage 1 - - - Stage 2 - Critical Hdwy 7.14 Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - Follow-up Hdwy 3.92 Pot Cap-1 Maneuver 0 0 312 Stage 1 0 0 - Stage 2 0 0 - Platoon blocked, Mov Cap-1 Maneuver - - 312 Mov Cap-2 Maneuver Stage 1 Stage 2 Approach EB WB SIB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBT WBT WBR SBLnl Capacity (veh/h) - - - - HCM Lane V/C Ratio HCM Control Delay (a) 0 HCM Lane LOS A HCM 95th %tile Q(veh) 12/21/2023 DJG Synchro 11 Report Page 2 1: S Pearson Li Pearson Ln & Keller Pkwy/W Southlake Blvd Existing 0044060.00 Timing Plan: Sat. -1, F T '- 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations ►i ++'. ) ++1+ 4� 4 � Traffic Volume (vph) 21 1117 10 78 1151 136 13 17 69 106 19 22 Future Volume (vph) 21 1117 10 78 1151 136 13 17 69 106 19 22 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 23 1201 11 84 1238 146 14 18 74 114 20 24 Shared Lane Traffic (%) Lane Group Flow (vph) 23 1212 0 84 1384 0 0 106 0 0 134 24 Turn Type pni NA pm+pt NA Perm NA Perm NA Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 2 6 6 Minimum Split (a) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 13.0 75.0 22.0 84.0 53.0 53.0 53.0 53.0 53.0 Total Split(% 8.7% 50.0% 14.7% 56.0% 35.3% 35.3% 35.3% 35.3% 35.3% Yellow Time (a) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (a) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Act Effct Green (s) 79.0 70.5 92.5 79.5 48.5 48.5 48.5 Actuated g/C Ratio 0.53 0.47 0.62 0.53 0.32 0.32 0.32 v/c Ratio 0.10 0.51 0.25 0.52 0.18 0.34 0.04 Control Delay 12.9 28.6 13.4 23.3 13.8 41.5 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.9 28.6 13.4 23.3 13.8 41.5 0.1 LOS B C B C B D A Approach Delay 28.3 22.8 13.8 35.2 Approach LOS C C B D Queue Length 50th (ft) 8 297 32 308 22 100 0 Queue Length 95th (ft) 21 341 55 351 68 162 0 Internal Link Dist (ft) 763 459 339 222 Turn Bay Length (ft) 225 325 Base Capacity (vph) 229 2388 340 2661 573 399 563 Starvation Cap Reductn 0 0 0 0 0 0 =0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn AMELL 0 M0 0 0 OAQ Reduced v/c Ratio 0.10 0.51 0.25 0.52 0.18 0.34 0.04 Cycle Length: 150 Actuated Cycle Length:150 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 55 Control Type: Pretimed Maximum v/c Ratio: 0.52 Intersection Signal Delay: 25.4 Intersection LOS: C Intersection Capacity Utilization 54.2% ICU Level of Service A Analysis Period (min)15 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd Existing 0044060.00 Timing Plan: Sat. Splits and Phases: 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd t02.'R' ■ 03 �V�4 06 IR'• F Existing Synchro 11 Report Existing Synchro 11 Report DJG Page 1 DJG Page 2 2: N Pearson Ln & Private Driveway Existing 0044060.00 Timing Plan: Sat. Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y rj 'y Traffic Vol, veh/h 0 0 0 174 147 0 Future Vol, veh/h 0 0 0 174 147 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 0 187 158 0 Major/Minor Minot Majorl Majorl Conflicting Flow All 345 158 158 0 0 Stage 1 158 - - - - Stage 2 187 - Crilical Hdwy 6.42 6.22 4.12 Critical Hdwy Stg 1 5.42 - Crilical 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 SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLnl SBT SBR Capacity (veil 1422 - - - - HCM Lane V/C Ratio - HCM Control Delay (s) 0 0 HCM Lane LOS A A HCM 951h %tile Q(veh) 0 - - - - _ Existing Synchro 11 Report DJG Page 1 3: W Southlake Blvd & Site Driveway #2 Existing 0044060.00 Timing Plan: Sat. Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ttt ttT+ r Traffic Vol, veh/h 0 1292 1365 0 0 0 Future Vol, veh/h 0 1292 1365 0 0 0 Conflicting Peds, Whr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None None Storage Length - 0 Veh in Median Storage, # - 0 0 0 - Grade, % 0 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 1389 1468 0 0 0 Major/Minor Majorl Major2 Minot Conflicting Flow All 0 0 734 Stage 1 - - - Stage 2 - Critical Hdwy 7.14 Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - Follow-up Hdwy 3.92 Pot Cap-1 Maneuver 0 0 311 Stage 1 0 0 - Stage 2 0 0 - Platoon blocked, Mov Cap-1 Maneuver - - 311 Mov Cap-2 Maneuver Stage 1 Stage 2 Approach EB WB SIB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBT WBT WBR SEW Capacity (veh/h) - - - - HCM Lane V/C Ratio HCM Control Delay (a) 0 HCM Lane LOS A HCM 95th %tile Q(veh) Existing DJG Synchro 11 Report Page 2 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd No -Build 0044060.00 Timing Plan: AM -1, F T '- 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ►j ++'. ) }+T+ 4 4 ?1 Traffic Volume (vph) 18 462 5 68 1872 234 23 27 81 196 31 34 Future Volume (vph) 18 462 5 68 1872 234 23 27 81 196 31 34 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 20 513 6 76 2080 260 26 30 90 218 34 38 Shared Lane Traffic (%) Lane Group Flow (vph) 20 519 0 76 2340 0 0 146 0 0 252 38 Turn Type pm+pt NA pm+pt NA Perm NA Perm NA Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 2 6 6 Minimum Split (a) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.8 72.6 10.2 73.0 47.2 47.2 -'OM 47.2 47.2 47.2 Total Split(%) 7.5% 55.8% 7.8% 56.2% 36.3% 36.3% 36.3% 36.3% 36.3% Yellow Time (a) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (a) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Act Effct Green (s) 73.4 68.1 74.2 68.5 42.7 = 42.7 42.7 Actuated g/C Ratio 0.56 0.52 0.57 0.53 0.33 0.33 0.33 v/c Ratio 0.16 0.20 0.15 0.88 0.26 0.67 0.07 Control Delay 13.2 16.6 11.6 32.1 18.7 48.0 5.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.2 16.6 11.6 32.1 18.7 48.0 5.6 LOS B _ B B C B D A Approach Delay 16.5 31.4 18.7 42.5 Approach LOS B C B D Queue Length 50th (ft) 6 82 25 614 48 183 0 Queue Length 95th (ft) 17 104 47 689 102 285 18 Internal Link Dist (ft) 763 459 339 222 Turn Bay Length (ft) 225 325 Base Capacity (vph) 129 2659 498 2645 558 375 553 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn � 0 #O 0 0 =L OAQ Reduced v/c Ratio 0.16 0.20 0.15 0.88 0.26 0.67 0.07 Intersection Summary Cycle Length: 130 Actuated Cycle Length:130 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 80 Control Type: Pretimed Maximum v/c Ratio: 0.88 Intersection Signal Delay: 29.5 Intersection LOS: C Intersection Capacity Utilization 76.0% ICU Level of Service D Analysis Period (min)15 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd No -Build 0044060.00 Timing Plan: AM Splits and Phases: 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd T02'R'- '('03 47.2 s ]A.2 Td.6 s 0• R', F 0; 08 47.2s 9.8s 73s 12/21/2023 Synchro 11 Report 12/21/2023 Synchro 11 Report DJG Page 1 DJG Page 2 2: N Pearson Ln & Private Driveway No -Build 0044060.00 Timing Plan: AM Intersection Int Delay, s/veh 0 Movement EBL El NBL NBT SBT SBR Lane Configurations Y rj 'y Traffic Vol, veh/h 0 0 0 278 260 0 _ Future Vol, veh/h 0 0 0 278 260 0 Conflicting Peds, #/hr 0 0 0 0 0 0 _ Sign Control Stop Stop Free Free Free Free RT Channelized - None None None _ Storage Length 0 Veh in Median Storage, # 0 0 0 _ Grade, % 0 0 0 Peak Hour Factor 90 90 90 90 90 90 _ Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 0 309 289 0 _ Major/Minor Minot Majorl Mal - Conflicting Flow All 598 289 289 0 - 0 Stage 1 289 - - - - - _ Stage 2 309 - Crilical Hdwy 6.42 6.22 4.12 _ Critical Hdwy Stg 1 5.42 - Crilical 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 SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT El SBT SBR Capacity (veh/h) 1273 HCM Lane V/C Ratio - HCM Control Delay (s) 0 0 HCM Lane LOS A A HCM 951h %tile Q(veh) 0 - - - - _ 12/21/2023 Synchro 11 Report DJG Page 1 3: W Southlake Blvd & Site Driveway #2 No -Build 0044060.00 Timing Plan: AM Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ttt ttT+ r Traffic Vol, veh/h 0 739 2174 0 0 0 Future Vol, veh/h 0 739 2174 0 0 0 Conflicting Peds, Whr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None None Storage Length - 0 Veh in Median Storage, # - 0 0 0 - Grade, % 0 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 821 2416 0 0 0 Major/Minor Majorl Major2 Conflicting Flow All 0 0 1208 Stage 1 - - - Stage 2 - Critical Hdwy 7.14 Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - Follow-up Hdwy 3.92 Pot Cap-1 Maneuver 0 0 150 Stage 1 0 0 - Stage 2 0 0 - Platoon blocked, Mov Cap-1 Maneuver - - 150 Mov Cap-2 Maneuver Stage 1 Stage 2 Approach EB WB SIB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity (veh/h) - - - - HCM Lane V/C Ratio HCM Control Delay (a) 0 HCM Lane LOS A HCM 95th %tile Q(veh) 12/21/2023 DJG Synchro 11 Report Page 2 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd No -Build 0044060.00 Timing Plan: PM -1, F T '- 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT �R Lane Configurations ►j ++'. ) }+T+ 4 4 � Traffic Volume (vph) 42 1898 13 121 1116 134 19 29 111 138 31 34 Future Volume (vph) 42 1898 13 121 1116 134 19 29 111 138 31 34 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 46 2063 14 132 1213 146 21 32 121 150 34 37 Shared Lane Traffic (%) Lane Group Flow (vph) 46 2077 0 132 1359 0 0 174 0 0 184 37 Turn Type pm+pt NA pm+pt NA Perm NA Perm NA Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 2 6 6 Minimum Split (a) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 10.6 78.0 21.6 89.0 50.4 50.4 50.4 50.4 50.4 Total Split (%) 7.1 % 52.0% 14.4% 59.3 % 33.6% 33.6% 33.6% 33.6% 33.6% Yellow Time (a) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (a) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Act Effct Green (s) 79.6 73.5 95.1 84.5 45.9 45.9 45.9 Actuated g/C Ratio 0.53 0.49 0.63 0.56 0.31 0.31 0.31 v/c Ratio 0.21 0.83 0.53 0.48 0.32 0.57 0.07 Control Delay 13.6 36.8 36.3 19.9 23.1 52.1 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.6 36.8 36.3 19.9 23.1 52.1 0.2 LOS B D D B C D A Approach Delay 36.3 21.4 23.1 43.4 Approach LOS D C C D Queue Length 50th (ft) 16 630 70 277 69 152 0 Queue Length 95th (it) 33 696 144 315 136 240 1 Internal Link Dist (ft) 763 459 339 222 Turn Bay Length (it) 225 325 Base Capacity (vph) 221 2489 251 2828 546 322 537 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn AEEL- 0 AW0 0 0 OAQ Reduced v/c Ratio 0.21 0.83 0.53 0.48 0.32 0.57 0.07 Cycle Length: 150 Actuated Cycle Length: 150 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 65 Control Type: Pretimed Maximum v/c Ratio: 0.83 Intersection Signal Delay: 30.6 Intersection LOS: C Intersection Capacity Utilization 77.3% ICU Level of Service D Analysis Period (min)15 12/22/2023 Synchro 11 Report DJG Page 1 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd No -Build 0044060.00 Timing Plan: PM Splits and Phases: 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd T02'R' f,o3 -1`04 50.4s 2L6s Tds � F 03 50.4 s 10.6 89 s 12/22/2023 DJG Synchro 11 Report Page 2 2: N Pearson Ln & Private Driveway No -Build 0044060.00 Timing Plan: PM Intersection Int Delay, s/veh 0 Movement EBL El NBL NBT SBT SBR Lane Configurations Y rj 'y Traffic Vol, veh/h 0 0 0 204 202 0 Future Vol, veh/h 0 0 0 204 202 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 0 222 220 0 Major/Minor Minot Majorl Majorl Conflicting Flow All 442 220 220 0 0 Stage 1 220 - - - - Stage 2 222 - Crilical Hdwy 6.42 6.22 4.12 Critical Hdwy Stg 1 5.42 - Crilical 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 SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT El SBT SBR Capacity (veh/h) 1349 HCM Lane V/C Ratio - HCM Control Delay (s) 0 0 HCM Lane LOS A A HCM 951h %tile Q(veh) 0 - - - - _ 12/21/2023 Synchro 11 Report DJG Page 1 3: W Southlake Blvd & Site Driveway #2 No -Build 0044060.00 Timing Plan: PM Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ttt ttT+ r Traffic Vol, veh/h 0 2147 1371 0 0 0 Future Vol, veh/h 0 2147 1371 0 0 0 Conflicting Peds, Whr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None None Storage Length - 0 Veh in Median Storage, # - 0 0 0 - _ Grade, % 0 0 0 - Peak Hour Factor 92 92 92 92 92 92 _ Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 2334 1490 0 0 0 _ Major/Minor Majorl Major2 Mino Conflicting Flow All 0 0 745 Stage 1 - - - - Stage 2 - Critical Hdwy 7.14 - Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - - Follow-up Hdwy 3.92 Pot Cap-1 Maneuver 0 0 306 Stage 1 0 0 - Stage 2 0 0 - Platoon blocked, Mov Cap-1 Maneuver - - 306 Mov Cap-2 Maneuver Stage 1 Stage 2 Approach EB WB SIB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity (veh/h) - - - - HCM Lane V/C Ratio HCM Control Delay (a) 0 HCM Lane LOS A HCM 95th %tile Q(veh) 12/21/2023 DJG Synchro 11 Report Page 2 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd No -Build 0044060.00 Timing Plan: Sat. -1, F T '- 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations ►j ++'. ) }+T+ 4 4 � Traffic Volume (vph) 21 1139 10 80 1174 139 13 17 70 108 19 22 Future Volume (vph) 21 1139 10 80 1174 139 13 17 70 108 19 22 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 23 1225 11 86 1262 149 14 18 75 116 20 24 Shared Lane Traffic (%) Lane Group Flow (vph) 23 1236 0 86 1411 0 0 107 0 0 136 24 Turn Type pm+pt NA pm+pt NA Perm NA Perm NA Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 2 6 6 Minimum Split (a) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 13.0 75.0 22.0 84.0 53.0 53.0 53.0 53.0 53.0 Total Split(%) 8.7% 50.0% 14.7% 56.0% 35.3% 35.3% 35.3% 35.3% 35.3% Yellow Time (a) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (a) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Act Effct Green (s) 79.0 70.5 92.5 79.5 48.5 48.5 48.5 Actuated g/C Ratio 0.53 0.47 0.62 0.53 0.32 0.32 0.32 v/c Ratio 0.10 0.52 0.26 0.53 0.19 0.34 0.04 Control Delay 12.9 28.8 13.6 23.5 13.7 41.7 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.9 28.8 13.6 23.5 13.7 41.7 0.1 LOS B C B C B D A Approach Delay 28.5 23.0 13.7 35.4 Approach LOS C C B D Queue Length 50th (ft) 8 305 32 317 22 102 0 Queue Length 95th (ft) 21 349 57 361 68 165 0 Internal Link Dist (ft) 763 459 339 222 Turn Bay Length (ft) 225 325 Base Capacity (vph) 223 2388 335 2661 574 397 563 Starvation Cap Reductn 0 0 0 0 0 0 =0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn AMELL 0 �W0 0 0 Mk 0.1111M Reduced v/c Ratio 0.10 0.52 0.26 0.53 0.19 0.34 0.04 Cycle Length: 150 Actuated Cycle Length:150 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 55 Control Type: Pretimed Maximum v/c Ratio: 0.53 Intersection Signal Delay: 25.6 Intersection LOS: C Intersection Capacity Utilization 54.8% ICU Level of Service A Analysis Period (min)15 12/21/2023 Synchro 11 Report DJG Page 1 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd No -Build 0044060.00 Timing Plan: Sat. Splits and Phases: 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd t02.'R' ■ 03 1 1�04 06 1x'• F 12/21/2023 DJG Synchro 11 Report Page 2 2: N Pearson Ln & Private Driveway No -Build 0044060.00 Timing Plan: Sat. Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y rj 'y Traffic Vol, veh/h 0 0 0 177 150 0 Future Vol, veh/h 0 0 0 177 150 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 0 190 161 0 Major/Minor Minot Majorl Mal Conflicting Flow All 351 161 161 0 0 Stage 1 161 - - - - Stage 2 190 - Crilical Hdwy 6.42 6.22 4.12 Critical Hdwy Stg 1 5.42 - Crilical 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 INS SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT El SBT SBR Capacity (veh/h) 1418 HCM Lane V/C Ratio - HCM Control Delay (s) 0 0 HCM Lane LOS A A HCM 951h %tile Q(veh) 0 - - - - _ 12/21/2023 Synchro 11 Report DJG Page 1 3: W Southlake Blvd & Site Driveway #2 No -Build 0044060.00 Timing Plan: Sat. Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ttt ttT+ r Traffic Vol, veh/h 0 1318 1392 0 0 0 Future Vol, veh/h 0 1318 1392 0 0 0 Conflicting Peds, Whr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None None Storage Length - 0 Veh in Median Storage, # - 0 0 0 - Grade, % 0 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 1417 1497 0 0 0 Major/Minor Conflicting Flow All 0 0 749 Stage 1 - - - Stage 2 - Critical Hdwy 7.14 Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - Follow-up Hdwy 3.92 Pot Cap-1 Maneuver 0 0 304 Stage 1 0 0 - Stage 2 0 0 - Platoon blocked, Mov Cap-1 Maneuver - - 304 Mov Cap-2 Maneuver Stage 1 Stage 2 Approach EB WB SIB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity (veh/h) - - - - HCM Lane V/C Ratio HCM Control Delay (a) 0 HCM Lane LOS A HCM 95th %tile Q(veh) 12/21/2023 DJG Synchro 11 Report Page 2 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd Build 0044060.00 Timing Plan: AM -1, F T '- 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT _4W Lane Configurations ►j ++'. ) }+T+ 4 4 ?1 Traffic Volume (vph) 45 462 5 68 1872 234 23 29 81 219 33 39 Future Volume (vph) 45 462 5 68 1872 234 23 29 81 219 33 39 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 50 513 6 76 2080 260 26 32 90 243 37 43 Shared Lane Traffic (%) Lane Group Flow (vph) 50 519 0 76 2340 0 0 148 0 0 280 43 Turn Type pm+pt NA pm+pt NA Perm NA Perm NA Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 2 6 6 Minimum Split (a) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 10.0 70.9 10.1 71.0 49.0 49.0 49.0 49.0 49.0 Total Split(%) 7.7% 54.5% 7.8% 54.6% 37.7% 37.7% 37.7% 37.7% 37.7% Yellow Time (a) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (a) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Act Effct Green (s) 71.9 66.4 72.1 66.5 44.5 44.5 44.5 Actuated g/C Ratio 0.55 0.51 0.55 0.51 0.34 0.34 0.34 v/c Ratio 0.38 0.20 0.16 0.91 0.26 0.72 0.07 Control Delay 19.9 17.5 12.4 35.3 18.2 49.1 6.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.9 17.5 12.4 35.3 18.2 49.1 6.6 LOS B _ B B D B D A Approach Delay 17.7 34.5 18.2 43.5 Approach LOS B C B D Queue Length 50th (ft) 17 84 26 636 48 205 0 Queue Length 95th (ft) 35 107 49 714 102 318 23 Internal Link Dist (ft) 763 459 339 222 Turn Bay Length (ft) 225 325 Base Capacity (vph) 132 2593 484 2569 577 391 574 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn ]ME& 0 J Q 0 0 AM 0AW0 Reduced v/c Ratio 0.38 0.20 0.16 0.91 0.26 0.72 0.07 Intersection Summary Cycle Length: 130 Actuated Cycle Length:130 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 80 Control Type: Pretimed Maximum v/c Ratio: 0.91 Intersection Signal Delay: 31.9 Intersection LOS: C Intersection Capacity Utilization 77.3% ' ICU Level of Service D Analysis Period (min)15 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd Build 0044060.00 Timing Plan: AM iplits and Phases: 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd 02 PO ■ 03 1�04 ►- 12/21/2023 Synchro 11 Report 12/21/2023 Synchro 11 Report DJG Page 1 DJG Page 2 2: N Pearson Ln & Private Driveway/Site Driveway #1 Build 0044060.00 Timing Plan: AM Intersection Int Delay, s/veh 0.9 Moveme EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR - Lane Configurations 4+ 4� 4� 4� Traffic Vol, vehlh 0 0 0 31 0 3 0 278 30 3 260 0 ' Future Vol, veh/h 0 0 0 31 0 3 0 278 30 3 260 0 Conflicting Peds, Whr 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 RT Channelized None None None None Storage 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 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 34 0 3 0 309 33 3 289 0 Major/Minor Minot Minorl Majorl Conflicting Flow All 622 637 289 621 621 326 289 Stage 1 295 295 - 326 326 - - Stage 2 327 342 - 295 295 - - Crilical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - Crilical 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 Pot Cap-1 Maneuver 399 395 750 400 403 715 1273 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 Mov Cap-2 Maneuver 396 394 - 399 402 - - Stage 1 713 667 687 648 Stage 2 683 638 711 667 3: W Southlake Blvd & Site Driveway #2 Build 0044060.00 Timing Plan: AM Int Delay, s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ttt ttT+ r Traffic Vol, veh/h 0 739 2174 27 0 18 Future Vol, veh/h 0 739 2174 27 0 18 Conflicting Peds, Whr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None None Storage Length - 0 Veh in Median Storage, # - 0 0 0 - Grade, % 0 0 0 - Peak Hour Factor 90 90 90 90 90 90 - Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 821 2416 30 0 20 - Major2 0 0 342 0 0 Major/Minor Majorl Major2 Minor2 - Conflicting Flow All 0 0 1223 - - - - - Stage 1 - - - - Stage 2 - 4.12 Critical Hdwy 7.14 - Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - 2.218 Follow-up Hdwy 3.92 1217 Pot Cap-1 Maneuver 0 0 147 - Stage 1 0 0 - - Stage 2 0 0 - Platoon blocked, 1217 Mov Cap-1 Maneuver - - 147 - Mov Cap-2 Maneuver Stage 1 Stage 2 Approach EB WB NB SB HCM Control Delay, s 0 14.5 0 0.1 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLnlWBLnl SBL SBT SBR Capacity (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 951h %tile Q(veh) 0 - 0.3 0 - 12/21/2023 Synchro 11 Report DJG Page 1 Approach EB WB SIB HCM Control Delay, s 0 0 33.3 HCM LOS D Minor Lane/Major Mvmt EBT WBT WBR SBLnl Capacity (veh/h) - - - 147 HCM Lane V/C Ratio 0.136 HCM Control Delay (s) 33.3 HCM Lane LOS D HCM 95th %tile Q(veh) 0.5 12/21/2023 Synchro 11 Report DJG Page 2 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd Build 0044060.00 Timing Plan: PM -1, F T '- 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT 'WR Lane Configurations ►j ++'. ) }+T+ 4 4 ?1 Traffic Volume (vph) 84 1898 13 121 1116 134 19 33 111 189 36 45 Future Volume (vph) 84 1898 13 121 1116 134 19 33 111 189 36 45 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 91 2063 14 132 1213 146 21 36 121 205 39 49 Shared Lane Traffic (%) Lane Group Flow (vph) 91 2077 0 132 1359 0 0 178 0 0 244 49 Turn Type pm+pt NA pm+pt NA Perm NA Perm NA Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 2 6 6 Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 14.6 70.0 18.0 73.4 52.0 52.0 52.0 52.0 52.0 Total Split (%) 10.4 % 50.0% 12.9% 52.4 % 37.1 % 37.1 % 37.1 % 37.1 % 37.1 % Yellow Time (a) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (a) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Act Effct Green (s) 75.6 65.5 82.4 68.9 47.5 47.5 47.5 Actuated g/C Ratio 0.54 0.47 0.59 0.49 0.34 0.34 0.34 v/c Ratio 0.37 0.87 0.59 0.55 0.30 0.67 0.09 Control Delay 17.0 38.7 37.5 25.3 19.1 50.4 8.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.0 38.7 37.5 25.3 19.1 50.4 8.6 LOS B D D C B D A Approach Delay 37.8 26.4 19.1 43.4 Approach LOS D C B D Queue Length 50th (ft) 34 612 64 303 61 190 0 Queue Length 95th (ft) 59 681 136 349 123 295 29 Internal Link Dist (ft) 763 459 339 222 Turn Bay Length (ft) 225 325 Base Capacity (vph) 243 2377 223 2473 598 363 569 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn AEEL- 0 M0 0 0 =L OAQ Reduced v/c Ratio 0.37 0.87 0.59 0.55 0.30 0.67 0.09 Cycle Length: 140 Actuated Cycle Length:140 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 70 Control Type: Pretimed Maximum v/c Ratio: 0.87 Intersection Signal Delay: 33.3 Intersection LOS: C Intersection Capacity Utilization 80.6% ICU Level of Service D Analysis Period (min)15 12/22/2023 Synchro 11 Report DJG Page 1 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd Build 0044060.00 Timing Plan: PM iplits and Phases: 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd t02'R'- ■ 03 -414 i2 s O" 'R'. F03 its arl4s 12/22/2023 DJG Synchro 11 Report Page 2 2: N Pearson Ln & Private Driveway/Site Driveway #1 Build 0044060.00 Timing Plan: PM Intersection Int Delay, s/veh 2 Moveme EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR - Lane Configurations 4 4� 4� 4� Traffic Vol, vehlh 0 0 0 69 0 6 0 204 47 5 202 0 Future Vol, veh/h 0 0 0 69 0 6 0 204 47 5 202 0 Conflicting Peds, Whr 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 RT Channelized None None None None Storage 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 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 75 0 7 0 222 51 5 220 0 Major/Minor Minot Minorl Majorl Major2 - Conflicting 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 - - - Crilical 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 - - - Crilical 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 SIB HCM Control Delay, s 0 13.4 0 0.2 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLnlWBLnl SBL SBT SBR Capacity (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 951h %tile Q(veh) 0 - 0.6 0 - 12/21/2023 Synchro 11 Report DJG Page 1 3: W Southlake Blvd & Site Driveway #2 Build 0044060.00 Timing Plan: PM Int Delay, s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ttt ttT+ r Traffic Vol, veh/h 0 2147 1371 42 0 40 Future Vol, veh/h 0 2147 1371 42 0 40 Conflicting Peds, Whr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None None Storage Length - 0 Veh in Median Storage, # - 0 0 0 - Grade, % 0 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 2334 1490 46 0 43 - Major/Minor Majorl Major2 Minor2 - Conflicting Flow All 0 0 768 Stage 1 - - - Stage 2 - Critical Hdwy 7.14 Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - Follow-up Hdwy 3.92 Pot Cap-1 Maneuver 0 0 295 Stage 1 0 0 - Stage 2 0 0 - Platoon blocked, Mov Cap-1 Maneuver - - 295 Mov Cap-2 Maneuver Stage 1 Stage 2 Approach EB WB SIB HCM Control Delay, s 0 0 19.3 HCM LOS C Minor Lane/Major Mvmt EBT WBT WBR SBLnl Capacity (veh/h) 295 HCM Lane V/C Ratio 0.147 HCM Control Delay (a) 19.3 HCM Lane LOS C HCM 95th %tile Q(veh) 0.5 12/21/2023 DJG Synchro 11 Report Page 2 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd Build 0044060.00 Timing Plan: Sat. -1, F T '- 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT _4W Lane Configurations ►j ++'. ) }+T+ 4 4 ?1 Traffic Volume (vph) 106 1139 10 80 1174 139 13 27 70 196 29 42 Future Volume (vph) 106 1139 10 80 1174 139 13 27 70 196 29 42 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 114 1225 11 86 1262 149 14 29 75 211 31 45 Shared Lane Traffic (%) Lane Group Flow (vph) 114 1236 0 86 1411 0 0 118 0 0 242 45 Turn Type pm+pt NA pm+pt NA Perm NA Perm NA Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 2 6 6 Minimum Split (a) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 23.0 71.0 17.0 65.0 62.0 62.0 62.0 62.0 62.0 Total Split(%) 15.3% 47.3% 11.3% 43.3% 41.3% 41.3% 41.3% 41.3% 41.3% Yellow Time (a) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (a) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Act Effct Green (s) 83.5 66.5 73.0 60.5 57.5 57.5 57.5 Actuated g/C Ratio 0.56 0.44 0.49 0.40 0.38 0.38 0.38 v/c Ratio 0.40 0.55 0.33 0.70 0.18 0.52 0.07 Control Delay 23.0 31.8 19.6 38.9 14.3 40.6 1.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.0 31.8 19.6 38.9 14.3 40.6 1.6 LOS C C B D B D A Approach Delay 31.1 37.8 14.3 34.5 Approach LOS C D B C Queue Length 50th (ft) 51 321 38 412 31 182 0 Queue Length 95th (ft) 101 368 66 468 76 273 8 Internal Link Dist (ft) 763 459 339 222 Turn Bay Length (ft) 225 325 Base Capacity (vph) 282 2252 261 2027 665 464 653 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn AEEL- 0 AM 0 0 -do&- -0im Reduced v/c Ratio 0.40 0.55 0.33 0.70 0.18 0.52 0.07 Cycle Length: 150 Actuated Cycle Length:150 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 55 Control Type: Pretimed Maximum v/c Ratio: 0.70 Intersection Signal Delay: 33.9 Intersection LOS: C Intersection Capacity Utilization 61.9% ICU Level of Service B Analysis Period (min)15 12/21/2023 Synchro 11 Report DJG Page 1 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd Build 0044060.00 Timing Plan: Sat. Splits and Phases: 1: S Pearson Ln/N Pearson Ln & Keller Pkwy/W Southlake Blvd t02.'R'- ■ O -OD4 iZul 4_ 71s i 4-S3" R:• 47? 03 12/21/2023 DJG Synchro 11 Report Page 2 2: N Pearson Ln & Private Driveway/Site Driveway #1 Build 0044060.00 Timing Plan: Sat. Intersection Int Delay, s/veh 3.3 Moveme EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR - Lane Configurations 4+ 4� 4� 4� Traffic Vol, vehlh 0 0 0 118 0 10 0 177 94 9 150 0 Future Vol, veh/h 0 0 0 118 0 10 0 177 94 9 150 0 Conflicting Peds, Whr 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 RT Channelized None None None None Storage 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 93 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 127 0 11 0 190 101 10 161 0 Major/Minor Minot Minorl Majorl Majo2 Conflicting 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 - - - Crilical 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 - - - Crilical 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 SB HCM Control Delay, s 0 13.7 0 0.4 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLnlWBLnl SBL SBT SBR Capacity (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 951h %tile Q(veh) 0 - 1 0 - 12/21/2023 Synchro 11 Report DJG Page 1 3: W Southlake Blvd & Site Driveway #2 Build 0044060.00 Timing Plan: Sat. Int Delay, s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ttt ttT+ r Traffic Vol, veh/h 0 1318 1392 85 0 69 _ Future Vol, veh/h 0 1318 1392 85 0 69 Conflicting Peds, Whr 0 0 0 0 0 0 _ Sign Control Free Free Free Free Stop Stop RT Channelized None None None _ Storage Length - 0 Veh in Median Storage, # - 0 0 0 - _ Grade, % 0 0 0 - Peak Hour Factor 93 93 93 93 93 93 _ Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 1417 1497 91 0 74 _ Major/Minor Majorl Majo2 Minot Conflicting Flow All 0 0 794 Stage 1 - - - _ Stage 2 - Critical Hdwy - - - - - 7.14 _ Critical Hdwy Stg 1 Critical Hdwy Stg 2 _ Follow-up Hdwy - - 3.92 Pot Cap-1 Maneuver 0 0 284 Stage 1 0 0 - Stage 2 0 0 - Platoon blocked, Mov Cap-1 Maneuver - - 284 Mov Cap-2 Maneuver Stage 1 Stage 2 Approach EB WB SIB HCM Control Delay, s 0 0 22.1 HCM LOS C Minor Lane/Major Mvmt EBT WBT WBR SBLnl Capacity (veh/h) - - - 284 HCM Lane V/C Ratio 0.261 HCM Control Delay (a) 22.1 HCM Lane LOS C HCM 95th %tile Q(veh) 1 12/21/2023 DJG Synchro 11 Report Page 2