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Item 7A TIA - Crescent HeightsTRAFFIC IMPACT ANALYSIS FOR CRESCENT GREEN SOUTHLAKE, TEXAS DeShazo Project No. 17042 Prepared for: Hat Creek Development P.O Box 92747 Southlake, TX 76092 Prepared by: DeShazo Group, Inc. Texas Registered Engineering Firm F-3199 400 South Houston Street, Suite 330 Dallas, Texas 75202 214.748.6740 i�P�E. OF TFC\\(I ...:.....................:.. / J. MARK MATHIS / ............ .......... May 3, 2017 /�� ssoos ;��,; —7%; DeShazo Group DeShazo Group, Inc. April 4, 2017 Traffic Impact Analysis for Crescent Green DeShazo Project No. 17042 - Table of Contents EXECUTIVESUMMARY......................................................................................................................... i PRELIMINARY SITE PLAN .................................................................................................................... 111 INTRODUCTION.....................................................................................................................................1 Purpose.............................................................................................................................................................1 ProjectDescription........................................................................................................................................... 2 StudyParameters.............................................................................................................................................2 StudyArea......................................................................................................................................................... 2 TRAFFIC IMPACT ANALYSIS................................................................................................................ 3 Approach........................................................................................................................................................... 3 Background Traffic Volume Data....................................................................................................................3 ExistingVolumes............................................................................................................................................3 Projected Background Traffic Volumes..........................................................................................................4 Site -Related Traffic...........................................................................................................................................4 TripGeneration..............................................................................................................................................4 Trip Distribution and Assignment...................................................................................................................5 Site -Generated Traffic Volumes.....................................................................................................................5 Traffic Operational Analysis —Roadway Intersections............................................................................... 5 Description.....................................................................................................................................................5 AnalysisTraffic Volumes................................................................................................................................6 Summaryof Results.......................................................................................................................................7 Traffic Operational Analysis —Roadway Links............................................................................................ 9 Description.....................................................................................................................................................9 Summaryof Results.....................................................................................................................................10 SITE ACCESS REVIEW.......................................................................................................................10 DrivewaySpacing...........................................................................................................................................10 Deceleration Lane Analysis...........................................................................................................................11 IntersectionSight Distance...........................................................................................................................11 SUMMARY OF FINDINGS AND RECOMMENDATIONS.....................................................................11 Crescent Green Traffic Impact Analysis Table of Contents DeShazo Group, Inc. April 4, 2017 LIST OF TABLES: Table 1. Development Program Summary Table 2. Historical Daily Traffic Volume Growth Trend Table 3. Projected Trip Generation Summary Table 4. Preliminary Traffic Signal Warrant Analysis Results Summary Table 5. Peak Hour Intersection Capacity Analysis Results Summary (Signalized Intersections) Table 6. Peak Hour Intersection Capacity Analysis Results Summary (Unsignalized Intersections) Table 7. Roadway Link Capacity Analysis Results Summary Table 8. Median Spacing Summary Table 9. Driveway Spacing Summary I IST OF FXHIRITS- Exhibit 1. Site Location and Study Area Map Exhibit 2. Existing Roadway Geometry and Traffic Control Exhibit 3. Sight Distance Analysis LIST OF APPENDICES: Appendix A. Traffic Volume Exhibits Appendix B. Detailed Traffic Volume Data Appendix C. Site -Generated Traffic Supplement Appendix D. Detailed Intersection Capacity Analysis Results Appendix E. Site Access Review Supplement Crescent Green Traffic Impact Analysis Table of Contents DeShazo Group, Inc. April 4, 2017 EXECUTIVE SUMMARY The services of DeShazo Group, Inc. (DeShazo) were retained by Hat Creek Development to conduct a Traffic Impact Analysis (TIA) for the proposed Crescent Green residential development ("the Project") located at northwest corner of Southlake Boulevard (FM 1709) and Shady Oak Drive in Southlake, Texas. The Project will consist of 57 single-family lots. Buildout of the Project is estimated to occur in 2020. A TIA is required by the City of Southlake for zoning and site plan as part of the Project's approval process. The purpose of this report is to summarize the traffic operational characteristics of the background conditions within a specific study area and to measure the projected incremental impact related to the Project as determined by standardized engineering analyses. The study parameters used in this TIA are based upon the requirements of the City of Southlake and the Texas Department of Transportation (TxDOT) and are consistent with the standard industry practices used in similar studies. The following findings and recommendations are based upon buildout of the subject property in accordance with the development scenario outlined in the Project Description section of this report. FINDING 1: The signalized intersection of Southlake Boulevard (FM 1709) and Shady Oak Drive is currently operating at an acceptable LOS during the analyzed peak hours. It is expected to continue to operate at an acceptable LOS under both Site Plan A and Site Plan B buildout conditions. FINDING 2: The unsignalized intersection of Shady Oaks Drive and Unity Way is currently operating at acceptable LOS during the analyzed peak hours. It is expected to continue to operate at an acceptable LOS under Site Plan A and Site Plan B buildout conditions. FINDING 3: The unsignalized intersection of Southlake Boulevard (FM 1709) and Timber Lake Place is currently operating at LOS F due to the difficulty northbound left -turning vehicles encounter on Southlake Boulevard (FM 1709) during the AM and PM peak hours. When Driveway 2 is added to the intersection at Site Plan A buildout, the southbound left -turn vehicles are expected to have difficulty finding adequate gaps to turn left into Southlake Boulevard (FM 1709) during the peak hours due to heavy traffic. Therefore, traffic wanting to go eastbound on Southlake Boulevard (FM 1709) out of Driveway 2 during the peak hours are expected to use Driveway 1 on Shady Oak Drive. ❖ RECOMMENDATION: A traffic signal warrant analysis maybe performed to determine if the installation of a traffic signal is warranted at this location for Site Plan A. FINDING 4: The unsignalized intersection of Driveway 1 and Shady Oak Drive is currently operating at an acceptable LOS during the analyzed peak hours. It is expected to continue to operate at an acceptable LOS under Site Plan A and Site Plan B buildout conditions. Crescent Green Traffic Impact Analysis Page DeShazo Group, Inc. April 4, 2017 FINDING 5: Based upon the auxiliary lane thresholds for the City of Southlake and TxDOT, no right - turn lanes are warranted for Driveway 1 on Shady Oak Drive at Site Plan A and Site Plan B buildout conditions and for Driveway 2 on Southlake Boulevard (FM 1709) Site Plan A buildout conditions. END Crescent Green Traffic Impact Analysis Table of Contents Site Data Summary Chan _ ,s •r' , r,,T �+" „f.,e�di- �1'' i f - ' Hgoenum eL 66 4Mti 7B 99 dc. open Space 14.7296 11.43x. j�a H.O.W. 13.86% 8-03 ac. +f +:9f'i���, f•ra65. Arae lOQ.D09a 57.93 ac. �' - f •.l �,� - ,,., _ 1•, _ `. ,� • a4. ^V T uxs 57 Duty_A L i ,�� •` =. � 1 �, ,%� -"'- rte, ai .'st ' � _.. Nv ' v- •, Engineer. 8241 Hamlllm 0^, PC- 'd. ncrcaas-d'xlao Hath WcManH, h, T%.76182 Tel 817-266-04D8 'r w y Cmtact. 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Skar�W,INC 1" r' `, +,mM oa9, .ase No. Zt417- 19 AN 17 ANhde. torr 740®7 Stacy 1w 200' Site Plan Pedestrian Access Plan - n4opertv Southlake, Tarrant County, Texas Sake Data Summary Chart nerid Area owq-p 88x5 1335% 17.74 Ulm � 13394E 7.74 Ga Ari 1W.00% 51.93 K. ae 1ar 57 {• I L Dana4y .9$Iac U ,'\ Ell Engineer: HarnhamINd G p.Y -.. y`- t r MAeft- z Rath attchland Why T%.76182 „ — � fir' _�.� �— Tel817-m 6908 concoct: Wtn Hanft n _ _ j • `E ,_ - ', r ■ Applicant: w raac [eek ue dupme r11 r F r P.Q. .O 94x92747-1-, southWx• Tx 75092 Y.I }',•. , n aaMI 3111 s DEVELOPMENT V �"� :T rr T �� ld w->! o i Planner. Skar�W,INC 1" r' `, +,mM oa9, .ase No. Zt417- 19 AN 17 ANhde. torr 740®7 Stacy 1w 200' Site Plan Pedestrian Access Plan - n4opertv Southlake, Tarrant County, Texas DeShazo Group, Inc. April 4, 2017 Technical Memorandum To: Mr. Kosse Maykus —Hat Creek Development From: Mark Mathis, P.E.—DeShazo Group, Inc. Date: April 4, 2017 Re: Traffic Impact Analysis for Crescent Green in Southlake, Texas DeShazo Project Number 17042 INTRODUCTION The services of DeShazo Group, Inc. (DeShazo) were retained by Hat Creek Development to conduct a Traffic Impact Analysis (TIA) for the proposed Crescent Creek residential development ("the Project") located at northwest corner of Southlake Boulevard (FM 1709) and Shady Oak Drive in Southlake, Texas. A site location map is provided for reference in Exhibit 1. Hat Creek Development is seeking a zoning and site plan approval from the City of Southlake to facilitate development of the Project. Submittal of a TIA, prepared by a registered professional engineer experienced and skilled in the field of traffic/transportation engineering, is one of the requirements of the City of Southlake as part of the Project's approval process. This TIA was prepared in accordance with industry and local standards by registered professional engineers employed by DeShazo. DeShazo is a licensed engineering firm based in Dallas, Texas, that provides professional services in traffic engineering, transportation planning, and related fields. Purpose The purpose of a TIA is to determine if any improvements to the adjacent transportation system are needed to maintain a satisfactory level of service, an acceptable level of safety, and appropriate access for a proposed development. A TIA is site specific investigation of traffic conditions in a localized area and is not a substitute for area -wide or regional transportation planning, which are responsibilities of the local and regional government agencies. To achieve this objective, this report summarizes the traffic operational characteristics of the background conditions within a designated study area and the projected incremental impact of the Project as determined through standardized engineering analyses. Based upon the results of this analysis, DeShazo may recommend measures to mitigate traffic impacts that excessively or unduly effect safety or operational efficiency. Some mitigation may be attributable, in part or in whole, to the proposed development. It is intended that the findings and recommendations presented in this study provide information to the public and the governing agency regarding potential transportation improvements that may be warranted. But, also, this study is intended to provide a credible basis upon which the governing agency may determine whether some actions may be required as a condition of the Project's approval. Crescent Green Traffic Impact Analysis Page 1 DeShazo Group, Inc. April 4, 2017 Project Description The Project will consist of 57 single-family residential lots and will be built in one phase. Buildout of the Project is estimated to occur in 2020. There are two site plan options for the proposed development: Plan A and Plan B. Site Plan A will have two access connections: one across from Timber Lake Place off Southlake Boulevard (FM 1709) and one off Shady Oak Drive. Site Plan B will have only one public access connection off Shady Oak Drive. An emergency vehicle only driveway is also provided off Southlake Boulevard. A summary of the proposed development program, by phase, is provided in Table 1. Preliminary site plans for both options for the Project as prepared by Sage Group, Inc. are attached following the Executive Summary. Table 1. Development Program Summary NOTE: The development program provided above is based upon the most current and complete information available at the time of this study publication. Study Parameters The study parameters used in this TIA are based upon the requirements of the City of Southlake and TxDOT and are consistent with the standard industry practices used in similar studies. This TIA analyzed the day-to-day traffic operations at time periods that were considered representative of the overall most critical conditions on the public roadway system with some effect from the proposed Project. Based upon the prevailing background traffic conditions and the trip generation characteristics of the proposed development, the following periods were analyzed: Typical weekday AM and PM peak hours and Saturday (special event) of adjacent street traffic at: • 2017 Existing Conditions • 2020 Background Conditions (Without site -generated traffic) • 2020 Project Buildout Conditions (Background plus site -generated traffic) • 2025 Horizon Year Project Buildout Conditions The following technical assumption was also made in this analysis: At the request of the City Engineer for the City of Southlake, a peak hour between 7 PM and 9 PM on Saturday during a typical event at The Marq Southlake was included in this analysis. 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. Crescent Green Traffic Impact Analysis Page 2 210 Single Family Detached Housing 57 DU NOTE: The development program provided above is based upon the most current and complete information available at the time of this study publication. Study Parameters The study parameters used in this TIA are based upon the requirements of the City of Southlake and TxDOT and are consistent with the standard industry practices used in similar studies. This TIA analyzed the day-to-day traffic operations at time periods that were considered representative of the overall most critical conditions on the public roadway system with some effect from the proposed Project. Based upon the prevailing background traffic conditions and the trip generation characteristics of the proposed development, the following periods were analyzed: Typical weekday AM and PM peak hours and Saturday (special event) of adjacent street traffic at: • 2017 Existing Conditions • 2020 Background Conditions (Without site -generated traffic) • 2020 Project Buildout Conditions (Background plus site -generated traffic) • 2025 Horizon Year Project Buildout Conditions The following technical assumption was also made in this analysis: At the request of the City Engineer for the City of Southlake, a peak hour between 7 PM and 9 PM on Saturday during a typical event at The Marq Southlake was included in this analysis. 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. Crescent Green Traffic Impact Analysis Page 2 DeShazo Group, Inc. April 4, 2017 Intersections: (a) Southlake Boulevard (FM 1709) and Shady Oak Drive: Traffic -signal controlled (b) Timber Lake Place and Southlake Boulevard (FM 1709): STOP -controlled on minorstreet (c) Shady Oak Drive and Unity Way: STOP -controlled on minorstreet (d) Shady Oak Drive and Driveway 1: Stop -controlled on Driveway 1 (e) Southlake Boulevard (FM 1709) and Driveway 2: STOP -controlled on Driveway 2 Roadway Links: (A) Southlake Boulevard (FM 1709) east of Timber Lake Place ❑ Functional Classification: Principal Arterial ❑ Existing operation and cross-section: six lanes, two-way operation, median - divided ❑ Existing Posted Speed Limit: 45 mph ❑ Current Daily Traffic Volume: 52,319 (03/23/2017) (B) Shady Oak Drive north of Southlake Boulevard (FM 1709) ❑ Functional Classification: Major Collector ❑ Existing operation and cross-section: two lanes, two-way operation, undivided ❑ Existing Posted Speed Limit: 30 mph ❑ Current Daily Traffic Volume: 4, 276 (03/23/2017) TRAFFIC IMPACT ANALYSIS Submittal of a Traffic Impact Analysis to the City of Southlake is required as part of the application process for the Project. The study is provided to the Staff for technical review. Approval of any recommendations made in this study are also subject to approval of the respective governing agency. Approach The TIA presented in this report analyzed the operational conditions for the peak hours and study area as defined above using standardized analytical methodologies where applicable. Current (or recent) traffic volume data were collected on a typical day throughout the study area to represent existing traffic conditions. Where applicable, growth factors were applied to the existing volumes to project future background traffic at the site buildout year conditions. Then, traffic generated by the proposed development was projected using the standard three-step approach: Trip Generation, Trip Distribution, and Traffic Assignment. By adding the site -generated traffic to the background traffic, the resulting site -plus -background traffic impact to operational conditions may be assessed from which approach mitigation measures may be recommended, if needed. Background Traffic Volume Data Existing Volumes Current traffic volumes were collected during the analysis periods at the study area intersections on Saturday, March 25, 2017 and Thursday, March 23, 2017. Traffic volumes are graphically summarized in Appendix A; detailed data sheets are provided in Appendix B. Crescent Green Traffic Impact Analysis Page 3 DeShazo Group, Inc. April 4, 2017 Protected Background Traffic Volumes Background traffic growth is defined as the normal growth of traffic that is not directly related to the subject development of this study. A review of historical traffic volume data can provide an indication of the local traffic growth patterns. Table 2 provides a comparison of recent traffic volumes with prior traffic volumes in the vicinity of the subject site, from which DeShazo calculated an annual growth rate. Table 2. Historical Daily Traffic Volume Growth Trend Roadway Segment Year Volume Annual Growth Rate Southlake Blvd (FM 1709) between White Chapel Blvd and Byron Nelson Pkwy 2015 43776 6.64% 2014 41051 -1.21% 2013 41554 1.35% 2012 41000 5.13% 2011 39000 -4.88% 2010 41000 - Data Source: A =TxDOT Traffic Count Database System Average Growth Rate: 1.41% Based upon the historical traffic volumes in the vicinity and the resulting annual growth rates, DeShazo applied an annual growth rate of two percent (2%) to determine background traffic growth. By applying the assumed growth rate(s) described previously, future background traffic volumes at the Project buildout year (2020) were calculated for the study area intersections. These volumes are graphically summarized in Appendix A. Site -Related Traffic Trip Generation 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 for this Project was calculated using the Institute of Transportation Engineers (ITE) Trip Generation manual (9t" 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). Table 3 provides a summary of the calculated net increase in trip ends generated by the project. Supplemental information used in the trip generation calculations is provided in Appendix C. Crescent Green Traffic Impact Analysis Page 4 DeShazo Group, Inc. April 4, 2017 Table 3. Projected Trip Generation Summary 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. A global trip distribution was calculated based on the traffic volumes on TxDOT's Traffic Count Database. 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 development was distributed and assigned to the study area roadway network based upon consideration of the factors listed above. Separate traffic assignments were generated for each site plan option. 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. 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 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 e = 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 Crescent Green Traffic Impact Analysis Page 5 DeShazo Group, Inc. April 4, 2017 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 considered to be acceptable. Nevertheless, periods of LOS Eor Fconditions are not uncommon for brief periods of time at major transportation facilities. In some cases measures to add more capacity, either through operational changes and/or physical improvements, can be identified to increase efficiency and sometimes raise Level of Service. For traffic -signal -controlled ("signalized") intersections and STOP -controlled ("unsignalized") intersections, LOS is determined based upon the calculated average seconds of delay per vehicle. For signalized intersections the average delay per vehicle can be effectively calculated for the entire intersection; however, for unsignalized intersections the average delay per vehicle is calculated only by approach or by individual traffic maneuvers that must stop or yield right-of- way. For unsignalized intersections of a minor street or driveway and a major roadway, the analysis methodology often breaks down and yields low Levels of Service (often, LOS F) than cannot be mitigated unless a traffic signal is installed. However, for a traffic signal to be installed, the responsible agency that governs the right-of-way must issue their approval subject to very specific warrant criteria being met and several other operational considerations being satisfied. Neither Level -of -Service nor delay is considered a criterion for traffic signal installation. The following table summarizes the LOS criteria for signalized and unsignalized intersections as defined in the latest edition of the Highway Capacity Manual. Table 4. HCM Level -of -Service Criteria L"OS Signalized Intersection Unsignalized Intersection (Average Delay per Vehicle) (Average Delay per vehicle) • < 10 • • >10 :• :• >50 Analysis Traffic Volumes Determination of the traffic impact associated with the Project is measured by comparing the incremental change in operational conditions during peak periods with and without site -related traffic. Appendix A provides exhibits summarizing the following: • Existing traffic volumes during study peak hours • Projected Background traffic volumes at the Site Buildout Year during study peak hours • Projected Site -Generated traffic volumes during study peak hours • Projected Background -plus -Site -Generated traffic volumes at the Site Buildout Year during study peak hours Crescent Green Traffic Impact Analysis Page 6 DeShazo Group, Inc. April 4, 2017 • Projected Horizon Year 2025 traffic volumes, including Site -Generated traffic during study peak hours A summary of the existing intersection/roadway geometry and traffic control devices is shown in Exhibit 2. Summary of Results Intersection capacity analyses presented in this study were performed using the Synchro software package. Table 5 and Table 6 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. Crescent Green Traffic Impact Analysis Page 7 DeShazo Group, Inc. April 4, 2017 Table 5. Peak Hour Intersection Capacity Analysis Results for Signalized Intersections Signalized Existin¢ 2020 Background SITE PLAN A 2020 Buildout 2025 Horizon Year SITE PLAN 2020 Buildout 2025 Horizon Year Intersections AM PM Sat AM PM Sat AM PM Sat AM PM Sat AM PM Sat AM PM Sat Southlake Boulevard at e 2025 Horizon Year -.11e, 2020 Buildout 2025 Horizon Year Shady Oak Drive B (10.5) B (15.4) A (6.4) B (12.9) B (17.1) A (7.0) B (13.2) B (17.5) A (7.3) B (17.5) C (24.0) A (76) B (13.2) B (17.9) A (7.3) B (176) C (24.3) A (Z6) Table 6. Peak Hour Intersection Capacity Analysis Results for Unsignalized Intersections Unsignalized Traffic Existing 2020 Background 2020 Buildout e 2025 Horizon Year -.11e, 2020 Buildout 2025 Horizon Year Intersections Movement AM PM Sat AM PM Sat AM PM Sat AM PM Sat AM PM Sat AM PM Sat Southlake Boulevard at Timber Lake Place/Driveway 2 EBL A (0.0) A (0.0) A (0.0) A (0.0) A (0.0) A (0.0) C (18.2) F (164.5) C (22.9) C (20.4) F (171.3) D (26.7) A (0.0) A (0.0) A (0.0) A (0.0) A (0.0) 4(0.0) WBL F (>100) E (43.3) C (15.9) F (>100) F (55.0) C (170) F (>I00) F (55.0) C (170) F (>100) F (94.0) C (19.1) F (>100) F (56.3) C (17.2) F (>100) F (97.5) C (19.3) NEIL F (>I00) F (>100) E (37.1) F(>100) F (>100) E (42.4) F (>100) F (>100) F (63.8) F (>100) F (>I00) F (88.1) F(>100) F(>100) F (60.2) F (>100) F (>100) F (81.1) NBR F (>100) C (23.1) B (14.4) F (>100) D (25.2) B (14.9) - - - - - - - - - - - - - - - - - - - - - - - - NBTR - - - - - - - - - - - - F (>100) D (25.3) B (14.9) F (>100) D (29.5) C (15,9) F (>100) D (25.5) B (15.0) F (>100) D (29.7) C (16.0) SBLTR - - - - - - - - - - - - C (15.6) F (50.1) C (17.7) C (16.7) F (65.2) C (19.3) - - - - - - - - - - - - Shady Oak Drive at Unity Way WBL B (13.3) B (11.8) A (9.3) B (13.7) B (12.1) A (9.3) B (13.9) B (12.2) A (9.4) B (14.8) B (12.8) A (9.5) C (15.1) B (12.9) A (9.6) C (16.3) B (13.7) A (9.7) WBR B (10.7) A (9.4) A (8.7) B (10.9) A (9.5) A (8.7) B (11.0) A (9.6) A (8.8) B (11.4) A (9.7) A (8.8) B (11.0) A (9.6) A (8.8) B (11.4) A (9.7) A (8.8) SBL A (8.2) A (7.7) A (74) A (8.2) A (7.7) A (7.4) A (8.3) A (77) A (7.4) A (8.4) A (78) A (74) A (8.3) A (77) A (7.4) A (8.4) A (78) A(7-4) Shady Oak Drive at Driveway 1 EBLR - - - - - - - - - - - - B (10.6) B (10.2) A (9.0) B (10.5) B (10.4) A (74) B (10.3) B (10.3) A (9.1) B (10.6) B (10.6) A(9.2) NEIL - - - - - - - - - - - - A (7.6) A (7.7) A (Z4) A (7.6) A (7.8) A (9.1) A (7.6) A (78) A (7.4) A (7.6) A (7.8) A (Z4) KEY: A, B, C, D, E, F = Level -of -Service far each intersection approach NB, SB, EB, WB = North-, South-, East-, Westbound approach L, T, R = Left Through, Right Approach turning movement AM = AM Peak Hour of Adjacent Street PM = PM Peak Hour of Adjacent Street Sat = Saturday Peak Hour of Adjacent Street NOTE: Signalized intersection operational parameters and operational results were obtained directly from the optimized software output and may differ slightly from actual traffic signal operations. Crescent Green Traffic Impact Analysis Page 8 Deshazo Group, Inc. April 4, 2017 See specific recommendations in the Summary of Findings and Recommendations section of this report. Traffic Operational Analysis —Roadway Links Description A roadway link is a segment of roadway between two intersections. Roadway link capacity analysis is a comparison of actual or forecasted traffic volumes to the available roadway capacity. The capacity of the roadway link is predominantly a function of the roadway's cross-section (i.e., number of lanes, lane widths, type of center divider, etc.). Generally, roadway link capacity is less critical than intersection capacity; however, it can provide a gage of the utilization of given roadway. A specific industry standard for roadway link capacity does not exist, but the typical concept is derived from a base saturation flow rate (i.e., the maximum theoretical rate of continuous flow under ideal, unobstructed conditions -- in the traffic engineering industry, this value is generally considered to range between 1,900-2,100 vehicles per lane per hour). A series of adjustment factors are then applied to the saturation flow rate to reflect the characteristics of a given location. The North Central Texas Council of Governments (NCTCOG) — the metropolitan planning agency for the Dallas -Fort Worth region — has derived internal "hourly service volume" guidelines used for transportation modelling purposes. The NCTCOG values were based upon the principals presented in the Highway Capacity Manual with "regional calibration" factors applied. Though these per -lane capacities, or "Service Volumes" (summarized in the table below), are intended for modelling purposes, they do provide a reasonable estimate of the roadway capacity. To determine the utilization of a roadway, the volume -to -capacity ratio v/c can be calculated — a v/c ratio of less than 1.0 indicates that the roadway is operating under capacity. NCTCOG's Level of Service denominations are as follows: Crescent Green Traffic Impact Analysis Page 9 Deshazo Group, Inc. April 4, 2017 e ®. v Conditions I Hourly Volume Functional Classification PLANA PLAN B <_ 45% A/B > 45%:5 65% C >65%<_80% D > 80%:5 100% E > 100% F Summary of Results For roadways adjacent to or in the vicinity of the subject site, the volume/capacity ratio was calculated for existing and site buildout conditions. A summary of the link capacity analysis is provided in Table 7. See specific recommendations in the Recommendations section of this report. Table 7. Roadway Link Capacity Analysis Results Summary Roadway I- Conditions I Hourly Volume Functional Classification PLANA PLAN B Capacity V/C PLAN A PLAN 8 LOS PLAN A PLAN B Principal Arterial Southlake Blvd Existing 4,601 4,601 6 -Lanes - Divided Two Way) 5,550 0.83 0.83 E E Principal Arterial between Timber Lake Buildout 4,896 4,656 5,550 0.88 0.84 E F PI and Shady Oak 6 -Lanes - Divided Two Way) Drive Horizon Principal Arterial Year 5,368 5,128 6 -Lanes -Divided Two Way) 5,550 0.97 0.92 E E Existing 462 462 Major Collector 1050 0.44 0.44 A/B A/B Shady Oak Dr I 2 -Lane - Undivided two way) between Southlake Buildout 541 490 Major Collector 1050 0.52 0.47 C C 2 -Lane - Undivided two way) Blvd and Unity Way Horizon Major Collector Year 552 552 2 -Lane - Undivided two wa 1050 0.53 0.53 C D 'The hourly volume represents the highest peak hour volume during a 24-hour period. Based upon the link analysis results above, Southlake Blvd (FM 1709) is expected to operate at an acceptable LOS even though the roadway capacity is projected to be near roadway capacity during the weekday and Saturday peak hours. Shady Oak Drive is expected to operate below roadway capacity and at an acceptable LOS during the weekday and Saturday peak hours. SITE ACCESS REVIEW The site access review portion of this study examined spacing requirements for proposed driveways, the need for auxiliary lanes, and sight distance from proposed driveways along the existing roadways. Driveway Spacing TxDOT controls access connection on Southlake Boulevard (FM 1709) and the City of Southlake controls access connection on Shady Oak Drive. The TxDOTAccess Management Manual provides guidelines for new driveways along State Highways based upon the posted speed limit. For a posted speed limit of 45 mph, the minimum distance between access connections is 360 feet (refer to TxDOT Table 2-2 in Appendix E). TxDOT considers the spacing between access points as inside -edge -(of driveway pavement) -to -inside -edge. The City of Southlake's Driveway Ordinance 634 Section 5.1 Design Standards (Table One) require a minimum centerline spacing of 150 feet for access connections on collector roads such as Shady Crescent Green Traffic Impact Analysis Page 10 DeShazo Group, Inc. April 4, 2017 Oak Drive. Exhibit 3 depicts the approximate location for each proposed access connection on Southlake Boulevard and Shady Oak Drive. Table 8 summarizes the driveway spacing analysis. Table 8. Drivewav Spacing Summary Note: Site Plans A and B have Driveway 1 in the same location on Shady Oak Drive. Based upon the driveway spacing summary above, proposed Driveway 1 (Site Plans A and B) on Shady Oak Drive meets the City of Southlake's minimum centerline driveway spacing requirements. Proposed Driveway 2 (Site Plan A) also meets TxDOT's meets the minimum connection spacing requirement along Southlake Boulevard (FM 1709). Deceleration Lane Analysis The TxDOT criteria for providing right -turn deceleration auxiliary lanes are outlined in Table 2-3 (Appendix E) of the Access Management Manual. The threshold for roadways with a posted speed limit less than or equal to 45 MPH is greater than 60 vehicles per hour. Since the existing posted speed limit is 45 mph on Southlake Boulevard (FM 1709) and the right - turn volumes into Driveway 2 (Site Plan A) do not exceed 60 vehicles during the AM, PM, and Saturday peak hours, a right -turn lane is not warranted. Since an exclusive eastbound left -turn lane into the proposed Driveway 2 already exists on Southlake Boulevard (FM 1709), ingress left -turn volumes do not need to be evaluated for an additional left -turn lane. The City of Southlake's Ordinance 634 Section 5.4 Auxiliary Lanes requires that turn lanes be provided for any driveway located on an arterial street if the ingress volume exceeds 50 vehicles in the peak hour. If the existing speed limit on the street facility exceeds 40 mph, a deceleration lane may be required if 40 right -turn ingress vehicles occur in the peak hour. Since the existing posted speed limit is less than 40 mph (30 mph) on Shady Oak Drive and the right -turn ingress volumes into Driveway 1 (Site Plan A and B) do not exceed 40 vehicles during the AM, PM, and Saturday peak hours, a right -turn lane is not warranted. Intersection Sight Distance Sight Distance is the metric used to describe the ability of a motorist to physically see, via a direct line of sight, objects and/or other vehicles to a degree sufficient to allow safe and efficient use a roadway in the intended manner. Standardized intersection sight distance criteria are outlined in the current edition of the American Association of State Highway and Transportation Officials (AASHTO) A Policy on Geometric Design of Highways and Streets (a.k.a., the "Green Book"). An assessment of the proposed site Driveways 1 and 2 on Southlake Boulevard (FM 1709) and Shady Oak Drive shows unobstructed sight distance beyond the minimum required visibility. Crescent Green Traffic Impact Analysis Page 11 Required Available (ft) • e moit�14 Driveway 1 and Residential Driveway to the south 150 280 YES Driveway 1 and Love Henry Ct 150 1700 YES Driveway 2 and Residential Driveway to the east 360 660 YES Driveway 2 and Ginger Ct 360 1420 YES Note: Site Plans A and B have Driveway 1 in the same location on Shady Oak Drive. Based upon the driveway spacing summary above, proposed Driveway 1 (Site Plans A and B) on Shady Oak Drive meets the City of Southlake's minimum centerline driveway spacing requirements. Proposed Driveway 2 (Site Plan A) also meets TxDOT's meets the minimum connection spacing requirement along Southlake Boulevard (FM 1709). Deceleration Lane Analysis The TxDOT criteria for providing right -turn deceleration auxiliary lanes are outlined in Table 2-3 (Appendix E) of the Access Management Manual. The threshold for roadways with a posted speed limit less than or equal to 45 MPH is greater than 60 vehicles per hour. Since the existing posted speed limit is 45 mph on Southlake Boulevard (FM 1709) and the right - turn volumes into Driveway 2 (Site Plan A) do not exceed 60 vehicles during the AM, PM, and Saturday peak hours, a right -turn lane is not warranted. Since an exclusive eastbound left -turn lane into the proposed Driveway 2 already exists on Southlake Boulevard (FM 1709), ingress left -turn volumes do not need to be evaluated for an additional left -turn lane. The City of Southlake's Ordinance 634 Section 5.4 Auxiliary Lanes requires that turn lanes be provided for any driveway located on an arterial street if the ingress volume exceeds 50 vehicles in the peak hour. If the existing speed limit on the street facility exceeds 40 mph, a deceleration lane may be required if 40 right -turn ingress vehicles occur in the peak hour. Since the existing posted speed limit is less than 40 mph (30 mph) on Shady Oak Drive and the right -turn ingress volumes into Driveway 1 (Site Plan A and B) do not exceed 40 vehicles during the AM, PM, and Saturday peak hours, a right -turn lane is not warranted. Intersection Sight Distance Sight Distance is the metric used to describe the ability of a motorist to physically see, via a direct line of sight, objects and/or other vehicles to a degree sufficient to allow safe and efficient use a roadway in the intended manner. Standardized intersection sight distance criteria are outlined in the current edition of the American Association of State Highway and Transportation Officials (AASHTO) A Policy on Geometric Design of Highways and Streets (a.k.a., the "Green Book"). An assessment of the proposed site Driveways 1 and 2 on Southlake Boulevard (FM 1709) and Shady Oak Drive shows unobstructed sight distance beyond the minimum required visibility. Crescent Green Traffic Impact Analysis Page 11 Deshazo Group, Inc. April 4, 2017 Consideration of clear sight triangles is recommended in the design phase of the proposed driveway. SUMMARY OF FINDINGS AND RECOMMENDATIONS SITE PLAN A FINDING 1: The signalized intersection of Southlake Boulevard (FM 1709) and Shady Oak Drive is currently operating at an acceptable LOS during the analyzed peak hours. It is expected to continue to operate at an acceptable LOS at Site Plan A buildout conditions. FINDING 2: The unsignalized intersection of Shady Oaks Drive and Unity Way is currently operating at acceptable LOS during the analyzed peak hours. It is expected to continue to operate at an acceptable LOS at Site Plan A buildout conditions. FINDING 3: The unsignalized intersection of Southlake Boulevard (FM 1709) and Timber Lake Place is currently operating at LOS F due to the difficulty northbound left -turning vehicles encounter on Southlake Boulevard (FM 1709) during the AM and PM peak hours. When Driveway 2 is added to the intersection, the southbound left -turn vehicles are expected to be extremely difficult during the peak hours due to the heavy traffic on Southlake Boulevard (FM 179). Therefore, Driveway 2 is expected to operate at low LOS during the peak hours. ❖ RECOMMENDATION: A traffic signal warrant analysis may be performed to determine if the installation of a traffic signal is warranted at this location. FINDING 4: The unsignalized intersection of Driveway 1 and Shady Oak Drive is currently operating at an acceptable LOS during the analyzed peak hours. It is expected to continue to operate at an acceptable LOS at Site Plan A buildout conditions. FINDING 5: Based upon the auxiliary lane thresholds for the City of Southlake and TxDOT, no right - turn lanes are warranted for Driveway 1 on Shady Oak Drive and Driveway 2 on Southlake Boulevard (FM 1709). C.ITF PI AN R FINDING 1: The signalized intersection of Southlake Boulevard (FM 1709) and Shady Oak Drive is currently operating at an acceptable LOS during the analyzed peak hours. It is expected to continue to operate at an acceptable LOS at Site Plan B buildout conditions. FINDING 2: The unsignalized intersection of Shady Oaks Drive and Unity Way is currently operating at acceptable LOS during the analyzed peak hours. It is expected to continue to operate at an acceptable LOS at Site Plan B buildout conditions. FINDING 3: The unsignalized intersection of Southlake Boulevard (FM 1709) and Timber Lake Place is currently operating at LOS F due to the difficulty northbound left -turning vehicles encounter on Southlake Boulevard (FM 1709) during the AM and PM peak hours. FINDING 4: The unsignalized intersection of Driveway 1 and Shady Oak Drive is currently operating at an acceptable LOS during the analyzed peak hours. It is expected to continue to operate at an acceptable LOS at Site Plan B buildout conditions. Crescent Green Traffic Impact Analysis Page 12 DeShazo Group, Inc. April 4, 2017 FINDING 5: Based upon the auxiliary lane thresholds for the City of Southlake, no right -turn lane is warranted for Driveway 1 on Shady Oak Drive. END OF MEMO Crescent Green Traffic Impact Analysis Page 13 Exhibits DeShazo Group, Inc. Shopping Center Traffic Impact Analysis Exhibits w •�����' � s N.T ` I V 4 _ - J 'tYwaY �. �_ - - LEGEND: l am d� E `-'P ; + �' ` • STUDY INTERSECTIONS „ 24-HOUR ROAD TUBE COUNTS Southlake-—�: • EXISTING TRAFFIC SIGNAL PROJECT SITE LOCATION j =N000%Mm Group 3 i IR � e r I . r RESIDENTIP I 9W 660' Driveway Spacing for Site Plan A TIA for Crescent Green in South lake,Texas. m 0 a bin4 E 1 J 14 Lw�.g .RIF 6A, L. i ' 1 EF'r B J 4 EXHIBIT PROJECT #17042 3 A 0;QDeShazo Group Driveway Spacing for Site Plan B TIA for Crescent Green in South lake,Texas. PROJECT #17042 EXHIBIT 3B Appendix A. Traffic Volume Exhibits DeShazo Group, Inc. April 4, 2017 Crescent Green Traffic Impact Analysis Appendix A Al. Existing AM Peak Hour Traffic Volumes ^ North Not to Scale TIA for Crescent Green in Southlake, Texas Deshazo Group MI A2. Existing PM Peak Hour Traffic Volumes ^ North Not to Scale TIA for Crescent Green in Southlake, Texas Deshazo Group MO A3. Existing Saturday Peak Hour Traffic Volumes ^ North Not to Scale TIA for Crescent Green in Southlake, Texas Deshazo Group MI A4. Background AM Peak Hour Traffic Volumes ^ North Not to Scale TIA for Crescent Green in Southlake, Texas Deshazo Group MI AS. Background PM Peak Hour Traffic Volumes ^ North Not to Scale TIA for Crescent Green in Southlake, Texas Deshazo Group milli A6. Background Saturday Peak Hour Traffic Volumes ^ North Not to Scale TIA for Crescent Green in Southlake, Texas Deshazo Group MI A7. Site Generated AM Peak Hour Traffic Volumes - Plan A ^ North Not to Scale TIA for Crescent Green in Southlake, Texas Deshazo Group M-Ul A8. Site Generated PM Peak Hour Traffic Volumes - Plan A ^ North Not to Scale TIA for Crescent Green in Southlake, Texas Deshazo Group M -D A9. Site Generated Saturday Peak Hour Traffic Volumes - Plan A ^ North Not to Scale TIA for Crescent Green in Southlake, Texas Deshazo Group M-Ul A10. 2020 Background Plus Site Generated AM Peak Hour Traffic Volumes - Plan A ^ North Not to Scale TIA for Crescent Green in Southlake, Texas Deshazo Group 41YL1 All. 2020 Background Plus Site Generated PM Peak Hour Traffic Volumes - Plan A ^ North Not to Scale TIA for Crescent Green in Southlake, Texas Deshazo Group 41YL1 Al2. 2020 Background Plus Site Generated Saturday Peak Hour Volumes - Plan A ^ North Not to Scale TIA for Crescent Green in Southlake, Texas Deshazo Group M -D A13. 2025 Horizon Plus Site Generated AM Peak Hour Traffic Volumes - Plan A ^ North Not to Scale TIA for Crescent Green in Southlake, Texas Deshazo Group 4iD A14. 2025 Horizon Plus Site Generated PM Peak Hour Traffic Volumes - Plan A ^ North Not to Scale TIA for Crescent Green in Southlake, Texas Deshazo Group Mul A15. 2025 Horizon Plus Site Generated Saturday Peak Hour Traffic Volumes - Plan A ^ North Not to Scale TIA for Crescent Green in Southlake, Texas Deshazo Group 41YL1 A16. Site Generated AM Peak Hour Traffic Volumes - Plan B ^ North Not to Scale TIA for Crescent Green in Southlake, Texas Deshazo Group 4.10 A17. Site Generated PM Peak Hour Traffic Volumes - Plan B ^ North Not to Scale TIA for Crescent Green in Southlake, Texas Deshazo Group MO A18. Site Generated Saturday Peak Hour Traffic Volumes - Plan B ^ North Not to Scale TIA for Crescent Green in Southlake, Texas Deshazo Group MALI A19. 2020 Background Plus Site Generated AM Peak Hour Traffic Volumes - Plan B ^ North Not to Scale TIA for Crescent Green in Southlake, Texas Deshazo Group 41YL1 A20. 2020 Background Plus Site Generated PM Peak Hour Traffic Volumes - Plan B ^ North Not to Scale TIA for Crescent Green in Southlake, Texas Deshazo Group 41YL1 A21. 2020 Background Plus Site Generated Saturday Peak Hour Volumes - Plan B ^ North Not to Scale TIA for Crescent Green in Southlake, Texas Deshazo Group M-Ul A22. 2025 Horizon Plus Site Generated AM Peak Hour Traffic Volumes - Plan B ^ North Not to Scale TIA for Crescent Green in Southlake, Texas Deshazo Group M-0 A23. 2025 Horizon Plus Site Generated PM Peak Hour Traffic Volumes - Plan B ^ North Not to Scale TIA for Crescent Green in Southlake, Texas Deshazo Group M -D A24. 2025 Horizon Plus Site Generated Saturday Peak Hour Traffic Volumes - Plan B ^ North Not to Scale TIA for Crescent Green in Southlake, Texas Deshazo Group 41YL1 Appendix B. Detailed Traffic Volume Data DeShazo Group, Inc. April 4, 2017 Crescent Green Traffic Impact Analysis Appendix 8 Page I of 3 Intersection Traffic Movements 4:15 PM 0 1 0 14 DeShazo Group, Inc. Location: Southlake Boulevard (FM 1709) at Timber Lake Place 0 0 0 0 City/State: Southlake, Texas 5 0 Data Collector(s): Camera 0 4:15 PM 4:30 PM Day/Date: Thursday, March 23, 2017 2 0 Weather Conditions: Mild/Normal Conditions 0 Project -ID #: 17042 0 0 Traffic Control: Unsignalized 3 0 12 638 Data Source: CJ-Hensch 4:30 PM 4:45 PM Description: Minor -Street STOP Controlled 0 Time of Northbound on Southbound on Eastbound on Westbound on Count Timber Lake Place Timber Lake Place Southlake Boulevard Southlake Boulevard Begin End U L T R U L T R U L T R U L T R 7:00 AM 7:15 AM 0 2 0 11 0 0 0 0 0 0 788 0 0 1 147 0 7:15 AM 7.30 AM 0 5 0 21 0 0 0 0 0 0 815 4 0 9 236 0 7:30 AM 7.45 AM 0 3 0 34 0 0 0 0 0 0 826 3 0 2 305 0 7:45 AM 8:00 AM 0 2 0 21 0 0 0 0 0 0 732 12 0 7 299 0 8:00 AM 8:15 AM 0 1 0 21 0 0 0 0 0 0 718 3 0 15 315 0 8:15 AM 8:30 AM 0 1 0 19 0 0 0 0 0 0 635 6 0 2 235 0 8:30 AM 8:45 AM 0 1 0 23 0 0 0 0 0 0 605 4 0 4 208 0 8:45 AM 9:00 AM 0 2 0 10 0 0 0 0 0 0 615 4 0 5 211 0 Intersection PHV: 0 11 0 97 0 0 0 0 0 0 3,091 22 0 33 1,155 0 PHF: 0.00 0.55 0.00 0.71 0.00 0.00 0.00 0.00 0.00 0.00 0.94 0.46 0.00 0.55 0.92 0.00 Intersection Peak Hour 7.• 15 AM - 8:15 AM 0 0 1,660 29 0 Intersection PHF.- 0.94 Study Area PHV: 0 11 0 97 0 0 00 0 0 3,091 22 0 33 1,155 0 PHF: 0.00 0.55 0.00 0.71 0.00 0.00 0.00 0.00 0.00 0.00 0.94 0.46 0.00 0.55 0.92 0.00 F --Study Peak Hour: 7:15 AM - 8:15 AM Peak Hour 5:00 PM - 6:00 PM Study Area PHF: 0.94 4:00 PM 4:15 PM 0 1 0 14 0 0 0 0 0 0 317 5 0 18 667 0 4:15 PM 4:30 PM 0 2 0 14 0 0 0 0 0 0 436 3 0 12 638 0 4:30 PM 4:45 PM 0 3 0 10 0 0 0 0 0 0 391 6 0 8 638 0 4:45 PM 5:00 PM 0 1 0 14 0 0 0 0 0 0 404 3 0 17 653 0 5:00 PM 5:15 PM 0 2 0 16 0 0 0 0 0 0 374 9 0 18 738 0 5:15 PM 5:30 PM 0 0 0 12 0 0 0 0 0 0 435 4 0 20 675 0 5:30 PM 5:45 PM 0 2 0 13 0 0 0 0 0 0 446 5 0 19 724 0 5:45 PM 6:00 PM 0 1 0 9 0 0 0 0 0 0 405 11 0 14 683 0 Intersection PHV: 0 5 0 50 0 0 0 0 0 0 1,660 29 0 71 2,820 0 PHF: 0.00 0.63 0.00 0.78 0.00 0.00 0.00 0.00 0.00 0.00 0.93 0.66 0.00 0.89 0.96 0.00 Intersection Peak Hour 5:00 PM - 6:00 PM Intersection PHF.- 0.96 Study Area PHV: 0 5 0 50 0 0 0 0 0 0 1,660 29 0 71 2,820 0 PHF: 0.00 0.63 0.00 0.78 0.00 0.00 0.00 0.00 0.00 0.00 0.93 0.66 0.00 0.89 0.96 0.00 r --Study Peak Hour: 5:00 PM - 6:00 PM Study Area PHF: 0.96 Observations: File: C2X3HRS - 4L&12Mv Peds.XLS Page 2 o f 3 Intersection Traffic Movements 4:15 PM 0 2 1 9 0 24 DeShazo Group, Inc. Location: Southlake Boulevard (FM 1709) at Shady Oak Drive 0 17 300 2 16 3 634 City/State: Southlake, Texas 4:15 PM 4:30 PM 0 Data Collector(s): Camera 3 0 22 0 Day/Date: Thursday, March 23, 2017 17 406 Weather conditions: Mild/Normal Conditions 0 633 19 Project -ID #: 17042 4:45 PM 0 3 Traffic Control: Signalized 15 1 27 0 Data Source: CJ-Hensch 400 1 9 2 638 16 4:45 PM 5:00 PM 0 6 3 Time of Northbound on Southbound on Eastbound on Westbound on Count Driveway 12 Shady Oak Drive 42 Southlake Blvd 30 378 Southlake Blvd 12 Begin End U L T R U L T R U L T R U L T R 7:00 AM 7:15 AM 0 1 0 2 0 3 0 7 0 19 774 1 3 2 137 5 7:15 AM 7.30 AM 0 0 0 0 0 11 2 10 0 36 760 0 1 1 237 12 7:30 AM 7.45 AM 0 2 0 0 0 17 0 19 0 62 794 8 5 3 276 14 7:45 AM 8:00 AM 0 1 0 1 0 20 1 21 0 79 655 3 5 3 292 36 8:00 AM 8:15 AM 0 1 0 0 0 25 1 24 0 68 690 1 8 2 312 26 8:15 AM 8:30 AM 0 1 0 1 0 11 0 16 0 49 657 6 3 1 218 20 8:30 AM 8:45 AM 0 0 0 2 0 14 1 20 0 28 555 6 3 3 202 19 8:45 AM 9:00 AM 0 1 0 5 0 18 1 11 0 16 607 5 4 8 204 11 Intersection PHV: 0 4 0 1 0 73 4 74 0 245 2,899 12 19 9 1,117 88 PHF: 0.00 0.50 0.00 0.25 0.00 0.73 0.50 0.77 0.00 0.78 0.91 0.38 0.59 0.75 0.90 0.61 Intersection Peak Hour 7:15 AM - 8:15 AM 0.00 0.44 0.50 0.56 0.00 0.79 0.25 Intersection PHF.- 0.95 Study Area PHV:0 4 0 1 0 73 4 74 0 245 2,899 12 19 9 1,117 88 PHF: 0.00 0.50 0.00 0.25 0.00 0.73 0.50 0.77 0.00 0.78 0.91 0.38 L 0.59 0.75 0.90 0.61 Study Peak Hour: 7:15 AM - 8:15 AM Study Area PHF: 0.95 4:00 PM 4:15 PM 0 2 1 9 0 24 1 53 0 17 300 2 16 3 634 19 4:15 PM 4:30 PM 0 3 0 3 0 22 0 29 0 17 406 0 7 0 633 19 4:30 PM 4:45 PM 0 3 2 2 0 15 1 27 0 14 400 1 9 2 638 16 4:45 PM 5:00 PM 0 6 3 5 0 12 1 42 0 30 378 0 12 0 637 24 5:00 PM 5:15 PM 0 4 1 4 0 27 0 32 0 15 378 0 10 2 736 18 5:15 PM 5:30 PM 0 1 1 3 0 22 0 37 0 25 419 0 10 1 650 28 5:30 PM 5:45 PM 0 1 0 1 0 14 1 32 0 36 416 1 7 0 725 26 5:45 PM 6:00 PM 0 1 2 1 0 22 0 29 0 17 396 0 9 1 668 14 Intersection PHV: 0 7 4 9 0 85 1 130 0 93 1,609 1 36 4 2,779 86 PHF: 0.00 0.44 0.50 0.56 0.00 0.79 0.25 0.88 0.00 0.65 0.96 0.25 0.90 0.50 0.94 0.77 Intersection Peak Hour 5:00 PM - 6:00 PM Intersection PHF.- 0.96 Study Area PHV: 0 7 4 9 0 85 1 1300 93 1,609 1 36 4 2,779 86 PHF: 0.00 0.44 0.50 0.56 0.00 0.79 0.25 0.88 0.00 0.65 0.96 0.25 0.90 0.50 0.94 0.77 Study Peak Hour: 5:00 PM - 6:00 PM Study Area PHF: 0.96 Observations: File: C2X3HRS - 4L&12Mv Peds.XLS Page 3 o f 3 Intersection Traffic Movements 4:15 PM 0 0 33 2 DeShazo Group, Inc. Location: Shady Oak Drive at Unity Way 66 0 0 0 0 0 0 City/State: Southlake, Texas 8 4:15 PM 4:30 PM Data Collector(s): Camera 0 34 2 0 Day/Date: Thursday, March 23, 2017 42 0 Weather conditions: Mild/Normal Conditions 0 0 Project -ID #: 17042 1 0 4 4:30 PM Traffic Control: Unsignalized 0 0 23 3 Data Source: CJ-Hensch 12 43 0 Description: Minor -Street STOP Controlled 0 Time of Northbound on Southbound on Eastbound on Westbound on Count Shady Oak Drive Shady Oak Drive Unity Way 4 4:45 PM Unity Way 0 Begin End U L T R U L T R U L T R U L T R 7:00 AM 7:15 AM 0 0 19 2 0 2 13 0 0 0 0 0 0 0 0 0 7:15 AM 7:30 AM 0 0 41 2 0 2 21 0 0 0 0 0 0 0 0 4 7:30 AM 7.45 AM 0 0 60 11 0 5 36 0 0 0 0 0 0 0 0 13 7:45 AM 8:00 AM 0 0 91 10 0 10 45 0 0 0 0 0 0 1 0 9 8:00 AM 8:15 AM 0 0 80 12 0 7 50 0 0 0 0 0 0 2 0 12 8:15 AM 8:30 AM 0 0 50 5 0 4 30 0 0 0 0 0 0 1 0 5 8:30 AM 8:45 AM 0 0 28 2 0 5 41 0 0 0 0 0 0 2 0 4 8:45 AM 9:00 AM 0 0 10 7 0 4 30 0 0 0 0 0 0 0 0 2 Intersection PHV: 0 0 281 38 0 26 161 0 0 0 0 0 0 4 0 39 PHF: 0.00 0.00 0.77 0.79 0.00 0.65 0.81 0.00 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.75 Intersection Peak Hour 7.•30 AM - 8:30 AM Intersection PHF: 0.92 Study Area PHV: Intersection PHF.- 0.83 Study Area PHV: 0 0 272 35 0 24 152 0 0 0 0 0 0 3 0 38 PHF: 0.00 0.00 0.75 0.73 0.00 0.60 0.76 0.00 0.00 0.00 0.00 0.00 0.00 0.38 0.00 0.73 F --Study Peak Hour: 7:15 AM - 8:15 AM 0.00 0.00 0.00 0.00 Study Area PHF: 0.79 4:00 PM 4:15 PM 0 0 33 2 0 5 66 0 0 0 0 0 0 3 0 8 4:15 PM 4:30 PM 0 0 34 2 0 7 42 0 0 0 0 0 0 1 0 4 4:30 PM 4:45 PM 0 0 23 3 0 12 43 0 0 0 0 0 0 4 0 4 4:45 PM 5:00 PM 0 0 42 10 0 9 41 0 0 0 0 0 0 7 0 7 5:00 PM 5:15 PM 0 0 33 4 0 3 43 0 0 0 0 0 0 5 0 8 5:15 PM 5:30 PM 0 0 46 3 0 7 52 0 0 0 0 0 0 5 0 4 5:30 PM 5:45 PM 0 0 58 11 0 4 31 0 0 0 0 0 0 5 0 14 5:45 PM 6:00 PM 0 0 23 7 0 9 41 0 0 0 0 0 0 12 0 4 Intersection PHV: 0 0 179 28 0 23 167 0 0 0 0 0 0 22 0 33 PHF: 0.00 0.00 0.77 0.64 0.00 0.64 0.80 0.00 0.00 0.00 0.00 0.00 0.00 0.79 0.00 0.59 Intersection Peak Hour 4:45 PM - 5:45 PM Intersection PHF: 0.92 Study Area PHV: 0 0 160 25 0 23 167 0 0 0 0 00 27 0 30 PHF: 0.00 0.00 0.69 0.57 0.00 0.64 0.80 0.00 0.00 0.00 0.00 0.00 0.00 0.56 0.00 0.54 Study Peak Hour: 5:00 PM - 6:00 PM Study Area PHF: 0.88 Observations: File: C2X3HRS - 4L&12Mv Peds.XLS Page l qf3 Intersection Traffic Movements DeShazo Group, Inc. Location: Southlake Boulevard (FM 1709) at Timber Lake Place City/State: Southlake, Texas Data Collector(s): Camera Day/Date: Saturday, March 25, 2017 Weather Conditions: Mild/Normal Conditions Project -ID #: 17042-01 Traffic Control: UnSignalized Data Source: CJ-Hensch Description: Minor -Street STOP Controlled Time of Northbound on Southbound on Eastbound on Westbound on Count Timber Lake Place Timber Lake Place Southlake Blvd Southlake Blvd Begin End L T R L T R L T R L T R 7:00 PM- 7:15 PM 2 0 12 0 0 0 0 214 1 6 325 0 7:15 PM- 7:30 PM 1 0 6 0 0 0 0 282 2 10 349 0 7:30 PM- 7:45 PM 2 0 8 0 0 0 0 199 0 9 264 0 7:45 PM- 8:00 PM 2 0 7 0 0 0 0 250 1 6 352 0 8:00 PM- 8:15 PM 0 0 4 0 0 0 0 160 2 10 265 0 8:15 PM- 8:30 PM 1 0 3 0 0 0 0 150 2 9 284 0 8:30 PM- 8:45 PM 1 0 2 0 0 0 0 157 2 5 297 0 8:45 PM- 9:00 PM 2 0 2 0 0 0 0 144 0 9 248 0 Intersection PHV 7 0 33 0 0 0 0 945 4 31 1,290 0 FO PHF: 0.88 0.00 0.69 0.00 0.00 0.00 0.00 0.84 0.50 .78 0.92 0.00 Intersection Peak Hour.' 7:00 PM - 8:00 PM Intersection PHF. 0.89 Study Area PHV: 7 0 33 0 0 0 0 945 4 31 1,290 0 PHF: 0.88 0.00 0.69 0.00 0.000-00 11 0.00 0.84 0.50 0.78 0.92 0.00 Studv Peak Hour: 7:00 PM - 8:00 PM Studv Area PHF: 0.89 Observations: File: C1X5HRS - 4L&12Mv. Page 2 qf3 Intersection Traffic Movements DeShazo Group, Inc. Location: Southlake Boulevard (FM 1709) at Shady Oak Drive City/State: Southlake, Texas Data Collector(s): Camera Day/Date: Saturday, March 25, 2017 Weather Conditions: Mild/Normal Conditions Project -ID #: 17042-02 Traffic Control: Signalized Data Source: CJ-Hensch Time of Northbound on Southbound on Eastbound on Westbound on Count Driveway Shady Oak Drive Southlake Blvd Southlake Blvd Begin End L T R L T R L T R L T R 7:00 PM- 7:15 PM 0 0 3 12 0 9 7 225 0 1 329 8 7:15 PM- 7:30 PM 0 0 1 10 0 12 4 266 0 1 348 8 7:30 PM- 7:45 PM 0 0 1 10 0 1 3 216 0 1 273 12 7:45 PM- 8:00 PM 0 0 0 6 0 5 5 253 0 0 356 9 8:00 PM- 8:15 PM 0 0 0 7 0 10 4 160 0 0 265 9 8:15 PM- 8:30 PM 0 0 0 5 0 3 3 154 0 0 296 13 8:30 PM- 8:45 PM 0 0 0 10 0 6 4 154 0 0 303 10 8:45 PM- 9:00 PM 0 0 0 2 0 8 7 132 0 0 256 8 Intersection PHV: 0 0 5 38 0 27 19 9600 3 1,306 37 PHF: 0.00 0.00 0.42 0.79 0.00 0.56 0.68 0.90 0.00 0.75 0.92 0.77 Intersection Peak Hour.' 7:00 PM - 8:00 PM Intersection PHF. 0.92 Study Area PHV: 0 0 5 38 0 27 19 960 0 3 1,306 37 PHF: 0.00 0.00 0.42 0.79 0.00 0.56 j 0.68 0.90 0.00 0.75 0.92 0.77 Studv Peak Hour: 7:00 PM - 8:00 PM Studv Area PHF: 0.92 Observations: File: C1X5HRS - 4L&12Mv. Page 3 qf3 Intersection Traffic Movements DeShazo Group, Inc. Location: Shady Oak Drive at Unity Way City/State: Southlake, Texas Data Collector(s): Camera Day/Date: Saturday, March 25, 2017 Weather Conditions: Mild/Normal Conditions Project -ID #: 17042-03 Traffic Control: UnsignaliZed Data Source: CJ-Hensch Description: Minor -Street STOP Controlled Time of Northbound on Southbound on Eastbound on Westbound on Count Shady Oak Drive Shady Oak Drive Driveway Unity Way Begin End L T R L T R L T R L T R 7:00 PM- 7:15 PM 0 13 0 2 10 0 0 0 0 5 0 5 7:15 PM- 7:30 PM 0 10 2 1 15 0 0 0 0 8 0 5 7:30 PM- 7:45 PM 0 18 2 0 10 0 0 0 0 1 0 5 7:45 PM- 8:00 PM 0 12 0 0 8 0 0 0 0 2 0 1 8:00 PM- 8:15 PM 0 14 1 0 13 0 0 0 0 0 0 2 8:15 PM- 8:30 PM 0 15 1 0 5 0 0 0 0 0 0 2 8:30 PM- 8:45 PM 0 16 0 0 8 0 0 0 0 4 0 0 8:45 PM- 9:00 PM 0 11 2 0 6 0 0 0 0 1 0 3 Intersection PHV.- 0 53 4 3 43 0 0 0 0 0 1PHF: FO'5 0.00 0.74 0.50 0.38 0.72 0.00 0.00 0.00 0.00 0 0.00 0.80 Intersection Peak Hour.' 7:00 PM - 8:00 PM Intersection PHF. 0.82 Study Area PHV: 0 53 4 3 43 0 0 0 0 16 0 16 PHF: 0.00 0.74 0.50 0.38 0.72 0.00 j 0.00 0.00 0.00 0.50 0.00 0.80 Studv Peak Hour: 7:00 PM - 8:00 PM Studv Area PHF: 0.82 Observations: File: C1X5HRS - 4L&12Mv. Date Began: 3/23/2017 3500 3000 2500 2000 w 2 D J >1500 1000 500 0 EB Southlake Boulevard East of Timber Lake Place TIME 0:00 0:15 0:30 0:45 TOTAL 0:00 16 10 14 10 50 1:00 6 4 8 6 24 2:00 4 11 8 10 33 3:00 3 17 17 20 57 4:00 31 46 58 90 225 5:00 96 144 184 241 665 6:00 319 458 550 660 1987 7:00 787 812 844 768 3211 8:00 734 613 674 610 2631 9:00 527 496 478 460 1961 10:00 372 325 370 411 1478 11:00 344 392 396 379 1511 12:00 358 362 362 396 1478 13:00 480 435 384 378 1677 14:00 388 374 367 336 1465 15:00 337 389 417 361 1504 16:00 320 438 406 412 1576 17:00 379 437 448 410 1674 18:00 373 366 316 352 1407 19:00 276 252 231 239 998 20:00 178 159 162 148 647 21:00 114 112 101 72 399 22:00 60 52 54 56 222 23:00 36 54 56 22 168 TOTAL: 27048 The A.M. peak hour from 7:00 to 8:00 is 3211 The P.M. peak hour from 16:45 to 17:45 is 1676 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0) 00 00 (p Q0 00 0) 00 00 0. TIME Date Began: 3/23/2017 3500 3000 2500 2000 w 2 D J >1500 1000 500 0 WB Southlake Boulevard East of Timber Lake Place TIME 0:00 0:15 0:30 0:45 TOTAL 0:00 36 29 15 21 101 1:00 24 12 10 4 50 2:00 7 10 7 4 28 3:00 7 8 16 6 37 4:00 5 12 10 18 45 5:00 13 32 50 45 140 6:00 50 94 98 113 355 7:00 144 243 299 300 986 8:00 321 226 210 211 968 9:00 253 258 293 220 1024 10:00 251 252 300 280 1083 11:00 292 331 312 301 1236 12:00 358 347 359 328 1392 13:00 386 378 416 502 1682 14:00 444 410 423 428 1705 15:00 451 492 464 530 1937 16:00 663 632 640 654 2589 17:00 786 679 727 678 2870 18:00 624 580 541 518 2263 19:00 454 426 391 349 1620 20:00 394 368 284 286 1332 21:00 258 275 268 176 977 22:00 167 140 129 104 540 23:00 102 82 71 56 311 TOTAL: 25271 The A.M. peak hour from 7:15 to 8:15 is 1163 The P.M. peak hour from 17:00 to 18:00 is 2870 00 00 00 00 00 00 00 00 00 00 00 00 000. 00 00 00 00 00 00 00 00 00 00 00 TIME Date Began: 3/23/2017 300 250 200 w 150 J O 100 50 0 NB Shady Oak Drive South of Unity Way TIME 0:00 0:15 0:30 0:45 TOTAL 0:00 1 0 0 0 1 1:00 0 0 1 0 1 2:00 0 0 0 0 0 3:00 0 0 0 2 2 4:00 0 0 2 0 2 5:00 1 0 1 3 5 6:00 3 6 20 20 49 7:00 20 44 74 107 245 8:00 92 57 36 22 207 9:00 32 30 24 35 121 10:00 26 30 40 42 138 11:00 30 30 27 29 116 12:00 23 21 39 29 112 13:00 44 46 29 24 143 14:00 41 24 25 22 112 15:00 47 65 52 34 198 16:00 38 36 27 60 161 17:00 34 53 63 34 184 18:00 34 28 44 38 144 19:00 27 31 24 29 111 20:00 22 13 12 15 62 21:00 20 8 8 2 38 22:00 3 3 5 3 14 23:00 3 2 2 3 10 TOTAL: 2176 The A.M. peak hour from 7:30 to 8:30 is 330 The P.M. peak hour from 16:45 to 17:45 is 210 00 00 00 00 00 Q0 00 00 00 00 00 00 00 00 00 0) 00 00 00 Q0 00 0) 00 00 TIME Date Began: 3/23/2017 250 200 150 w 2 D J 0 100 50 0 SB Shady Oak Drive South of Unity Way TIME 0:00 0:15 0:30 0:45 TOTAL TOTAL: 2100 The A.M. peak hour from 7:45 to 8:45 is 176 The P.M. peak hour from 15:30 to 16:30 is 258 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 TIME Appendix C. Site -Generated Traffic Supplement DeShazo Group, Inc. April 4, 2017 Crescent Green Traffic Impact Analysis Appendix C =N000%Mw Group I— I-- — 31 L 17 Of e �CD CDRIVEW AY iMi 1 K E _ r souTHi AKE BLVD (— oe �-: q �L Y . Global Traffic Distribution TIA for Crescent Green in South lake,Texas. YI b�E1�6eF�d—G�1f PROJECT #17042 t Y@ 4) EXHIBIT C Appendix D. Detailed Intersection Capacity Analysis Results DeShazo Group, Inc. April 4, 2017 Crescent Green Traffic Impact Analysis Appendix D 2: Shady Oak Dr & Southlake Blvd (FM 1709) Existing TIA for Crescent Green in Southlake, TX Timing Plan: AM -,,, , -,* F t T l Lane Grout' nL EBT EBR WBL WBT WBR NBL NBT NBR SBL S9 SBR Lane Configurations ►j ttT+ ) ttt ?I Vi f+ i % Traffic Volume (vph) 245 2899 12 9 1117 88 4 0 1 73 0 74 Future Volume (vph) 245 2899 12 9 1117 88 4 0 1 73 0 74 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 258 3052 13 9 1176 93 4 0 1 77 0 78 Shared Lane Traffic (%) Lane Group Flow (vph) 258 3065 0 9 1176 93 4 1 0 77 78 0 Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 8 2 6 Detector Phase 7 4 3 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 15.0 110.5 15.0 110.5 110.5 24.5 24.5 24.5 24.5 Total Split (%) 10.0% 73.7% 10.0% 73.7% 73.7% 16.3% 16.3% 16.3% 16.3% Yellow Time (s) 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 (s) 0.0 0.0 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 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None C -Max None C -Max C -Max Max Max Max Max Act Effct Green (s) 121.0 118.9 112.3 106.7 106.7 20.0 20.0 20.0 20.0 Actuated g/C Ratio 0.81 0.79 0.75 0.71 0.71 0.13 0.13 0.13 0.13 v/c Ratio 0.66 0.76 0.08 0.33 0.08 0.02 0.00 0.41 0.20 Control Delay 11.7 10.2 4.6 8.5 1.4 57.2 0.0 66.9 1.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.7 10.2 4.6 8.5 1.4 57.2 0.0 66.9 1.1 LOS B B A A A E A E A Approach Delay 10.4 7.9 45.8 33.8 Approach LOS B A D C Queue Length 50th (ft) 48 452 1 147 0 3 0 70 0 Queue Length 95th (ft) 69 710 5 170 17 16 0 126 0 Internal Link Dist (ft) 954 695 219 264 Turn Bay Length (ft) 350 320 140 100 Base Capacity (vph) 398 4027 172 3615 1152 163 298 188 391 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.65 0.76 0.05 0.33 0.08 0.02 0.00 0.41 0.20 Intersection Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset: 50.2 (33%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.76 2: Shady Oak Dr & Southlake Blvd (FM 1709) Existing TIA for Crescent Green in Southlake, TX Timing Plan: AM Intersection Signal Delay: 10.5 Intersection LOS: B Intersection Capacity Utilization 82.4% ICU Level of Service E Analysis Period (min)15 iplits and Phases: 2: Sha dy Oak Dr & Southlake Blvd (FM 1709) t02 --04 24.5s 170.5 F 1 06 Oa 4.Ss MS Synchro 9 Report MS Synchro 9 Report Page 1 Page 2 1: Timber Lake PI & Southlake Blvd (FM 1709) Existing TIA for Crescent Green in Southlake, TX Timing Plan: AM Int Delay, s/veh 3.9 Movement EBLI -EB1�BR WBL WBT NBL NBR Lane Configurations A ftT+ I ?TT I F Traffic Vol, veh/h 0 3091 22 33 1155 11 97 Future Vol, veh/h 0 3091 22 33 1155 11 97 Conflicting Peds, #Ihr 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 380 Platoon blocked, % 340 - 130 0 Veh in Median Storage, # - 0 - 0 0 - Grade, % - 0 - 0 0 - Peak Hour Factor 92 94 94 94 94 94 94 Heavy Vehicles,% 2 2 2 2 2 2 2 Mvmt Flow 0 3288 23 35 1229 12 103 Major/Minor Map Major2 Minorl Capacity (veh/h) Conflicting Flow All 0 0 3312 0 3862 1656 Stage 1 - - - - 3300 - Stage 2 - 562 - Critical Hdwy 5.64 5.34 5.74 7.14 Critical Hdwy Stg 1 - 6.64 - Critical Hdwy Stg 2 - - 6.04 - Follow-up Hdwy 2.32 3.12 3.82 3.92 Pot Cap -1 Maneuver - -26 -8 -74 Stage 1 - -8 - Stage 2 - 487 - Platoon blocked, % 0 0 0 Mov Cap -1 Maneuver -26 0 -74 Mov Cap -2 Maneuver - 0 Free Stage 1 - -8 Stage 2 766 0 Storage Length Approach EB WB NB HCM Control Delay, s 0 14.5 Veh in Median Storage, # 0 HCM LOS 0 0 1.1 Minor Lane/Major Mvmt NBLnt NBLn2 EBU EBT EBR WBL WBT Capacity (veh/h) 74 -26 HCM Lane V/C Ratio 1.394 1.35 HCM Control Delay (s) -$338.4 0 -$522.8 HCM Lane LOS F A F HCM 95th %tile Q(veh) 8.3 4.2 Notes' 4.12 Critical Hdwy Stg 1 -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined ': All major volume in platoon 4: Shady Oak Dr & Unity Way Existing TIA for Crescent Green in Southlake, TX Timing Plan: AM Intersection Minorl Majorl Major2 Conflicting Flow All 619 366 Int Delay, s/veh 1.2 Stage 1 366 - - - - - Stage 2 253 Movement ISL Critical Hdwy 6.42 6.22 4.12 Critical Hdwy Stg 1 Lane Configurations ►j - j. 5.42 - rj Traffic Vol, veh/h 3 38 272 35 24 152 Future Vol, veh/h 3 38 272 35 24 152 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None 766 None Storage Length 0 0 Approach - Veh in Median Storage, # 0 - 0 0 1.1 0 Grade, % 0 - 0 0 Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 4 48 344 44 30 192 Major/Minor Minorl Majorl Major2 Conflicting Flow All 619 366 0 0 389 0 Stage 1 366 - - - - - Stage 2 253 - - 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 452 679 1170 Stage 1 702 - - Stage 2 789 - - Platoon blocked, % Mov Cap -1 Maneuver 439 679 1170 Mov Cap -2 Maneuver 439 - - Stage 1 702 Stage 2 766 Approach WB NB SB HCM Control Delay, s 10.9 0 1.1 HCM LOS B Minor Lane/MajorMvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) 439 679 1170 HCM Lane V/C Ratio 0.009 0.071 0.026 HCM Control Delay (s) 13.3 10.7 8.2 0 HCM Lane LOS B B A A HCM 95th %tile Q(veh) 0 0.2 0.1 - MS Synchro 9 Report MS Synchro 9 Report Page 1 Page 2 2: Shady Oak Dr & Southlake Blvd (FM 1709) Existing TIA for Crescent Green in Southlake, TX Timing Plan: PM -,,, , -,* F t T l Lane Grouo-'EBL 2: Shady Oak Dr & Southlake Blvd (HM 1709) EBT EBR WBL WBT WBR NBL NBT NBR 16 s 99 s Lane Configurations ►j t}'p ) ttt ?I Vi f+ f+ Traffic Volume (vph) 93 1609 1 4 2779 86 7 4 9 85 1 130 Future Volume (vph) 93 1609 1 4 2779 86 7 4 9 85 1 130 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 97 1676 1 4 2895 90 7 4 9 89 1 135 Shared Lane Traffic (%) Lane Group Flow (vph) 97 1677 0 4 2895 90 7 13 0 89 136 0 Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 8 2 6 Detector Phase 7 4 3 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 15.0 99.0 15.0 99.0 99.0 26.0 26.0 26.0 26.0 Total Split (%) 10.7% 70.7% 10.7% 70.7% 70.7% 18.6% 18.6% 18.6% 18.6% Yellow Time (s) 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 (s) 0.0 0.0 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 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None C -Max None C -Max C -Max Max Max Max Max Act Effct Green (s) 109.5 107.5 102.1 96.6 96.6 21.5 21.5 21.5 21.5 Actuated g/C Ratio 0.78 0.77 0.73 0.69 0.69 0.15 0.15 0.15 0.15 v/c Ratio 0.61 0.43 0.02 0.83 0.08 0.05 0.05 0.42 0.40 Control Delay 38.8 6.3 3.8 18.6 4.1 51.7 30.8 60.3 17.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.8 6.3 3.8 18.6 4.1 51.7 30.8 60.3 17.5 LOS D A A B A D C E B Approach Delay 8.1 18.1 38.1 34.4 Approach LOS A B D C Queue Length 50th (ft) 34 156 1 639 11 6 3 74 19 Queue Length 95th (ft) 95 249 3 742 31 21 24 132 83 Internal Link Dist (ft) 954 695 219 264 Turn Bay Length (ft) 350 320 140 100 Base Capacity (vph) 185 3903 293 3507 1106 145 263 214 338 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.52 0.43 0.01 0.83 0.08 0.05 0.05 0.42 0.40 Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.83 2: Shady Oak Dr & Southlake Blvd (FM 1709) Existing TIA for Crescent Green in Southlake, TX Timing Plan: PM Intersection Signal Delay: 15.4 Intersection LOS: B Intersection Capacity Utilization 81.5% ICU Level of Service D Analysis Period (min)15 Splits and Phases: 2: Shady Oak Dr & Southlake Blvd (HM 1709) t02 '(1`1013 X04 26s 15 s. 99s 06 F 07 08 rrrl 26 16 s 99 s MS Synchro 9 Report MS Synchro 9 Report Page 1 Page 2 1: Timber Lake PI & Southlake Blvd (FM 1709) Existing TIA for Crescent Green in Southlake, TX Timing Plan: PM Int Delay, s/veh 1.4 Movement EBU -EB1�BR WBL WBT NBL NBR' Lane Configurations A Tt'p I ?TT I F Traffic Vol, veh/h 0 1660 29 71 2820 5 50 Future Vol, veh/h 0 1660 29 71 2820 5 50 Conflicting Peds, #Ihr 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Stop Stop RT Channelized 30 None - None - None Storage Length 380 0 340 - 130 0 Veh in Median Storage, # - 0 - 0 0 - Grade, % - 0 - 0 0 - Peak Hour Factor 92 96 96 96 96 96 96 Heavy Vehicles,% 2 2 2 2 2 2 2 Mvmt Flow 0 1729 30 74 2938 5 52 Major/Minor Majc Major2 Minorl Conflicting Flow All 0 0 1759 0 3067 880 Stage 1 - - - - 1744 - Stage 2 - 1323 - Critical Hdwy 5.64 5.34 5.74 7.14 Critical Hdwy Stg 1 - 6.64 - Critical Hdwy Stg 2 - - 6.04 - Follow-up Hdwy 2.32 3.12 3.82 3.92 Pot Cap -1 Maneuver - 165 24 249 Stage 1 - 83 - Stage 2 160 191 Platoon blocked, % 4: Shady Oak Dr Existing TIA for Crescent Green in Southlake, TX Timing Plan: PM Intersection Minorl Majorl Major2 Conflicting Flow All 438 196 0 0 210 0 Stage 1 Int Delay, s/veh 1.8 - - - - Stage 2 242 - - Critical Hdwy 6.42 6.22 Movement WBL WBR NBT NBR SBL SBT Lane Configurations I if S3 576 845 1361 + Traffic Vol, veh/h 27 30 160 25 23 167 Future Vol, veh/h 27 30 160 25 23 167 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 0 - Veh in Median Storage, # 0 - 0 0 Grade, % 0 - 0 0 Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 31 34 182 28 26 190 Major/Minor Minorl Majorl Major2 Conflicting Flow All 438 196 0 0 210 0 Stage 1 196 - - - - - Stage 2 242 - - 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 576 845 1361 Stage 1 837 - - Stage 2 798 Platoon blocked, % Mov Cap -1 Maneuver 165 13 249 Mov Cap -1 Maneuver 564 845 1361 Mov Cap -2 Maneuver - 13 Mov Cap -2 Maneuver 564 - - Stage 1 83 Stage 1 837 Stage 2 105 Stage 2 781 Approach EB WB Approach WB NB SB HCM Control Delay, s 0 1.1 58.2 HCM Control Delay, s 10.5 0 0.9 HCM LOS Minor Lane/Major Mvmt NBLnl NBLn2 EBU EBT EBR WBL WBT Capacity (veh/h) 13 249 165 HCM Lane V/C Ratio 0.401 0.209 0.448 HCM Control Delay (s) $ 408.1 23.2 0 43.4 HCM Lane LOS F C A E HCM 95th %tile Q(veh) 1 0.8 - 2.1 HCM LOS Minor Lane/MajorMvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) 564 845 1361 HCM Lane V/C Ratio 0.054 0.04 0.019 HCM Control Delay (s) 11.8 9.4 7.7 0 HCM Lane LOS B A A A HCM 95th %tile Q(veh) 0.2 0.1 0.1 - MS Synchro 9 Report MS Page 1 Synchro 9 Report Page 2 2: Shady Oak Dr & Southlake Blvd (FM 1709) 2020 Background TIA for Crescent Green in Southlake, TX Timing Plan: AM Lane Grout' nL EBT EBR WBL WBT WBR NBL NBT NBR SBL S9 SBR Lane Configurations V1 ttT+ ) ttt ?I V1 f+ i % Traffic Volume (vph) 260 3076 13 10 1185 93 4 0 1 77 0 79 Future Volume (vph) 260 3076 13 10 1185 93 4 0 1 77 0 79 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 274 3238 14 11 1247 98 4 0 1 81 0 83 Shared Lane Traffic (%) Lane Group Flow (vph) 274 3252 0 11 1247 98 4 1 0 81 83 0 Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 8 2 6 Detector Phase 7 4 3 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 15.0 110.5 15.0 110.5 110.5 24.5 24.5 24.5 24.5 Total Split (%) 10.0% 73.7% 10.0% 73.7% 73.7% 16.3% 16.3% 16.3% 16.3% Yellow Time (s) 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 (s) 0.0 0.0 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 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None C -Max None C -Max C -Max Max Max Max Max Act Effct Green (s) 121.0 116.8 112.2 106.5 106.5 20.0 20.0 20.0 20.0 Actuated g/C Ratio 0.81 0.78 0.75 0.71 0.71 0.13 0.13 0.13 0.13 v/c Ratio 0.74 0.82 0.09 0.35 0.09 0.03 0.00 0.43 0.22 Control Delay 17.5 13.4 4.9 8.7 1.3 57.2 0.0 67.7 1.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.5 13.4 4.9 8.7 1.3 57.2 0.0 67.7 1.3 LOS B B A A A E A E A Approach Delay 13.7 8.1 45.8 34.1 Approach LOS B A D C Queue Length 50th (ft) 52 529 2 159 0 3 0 74 0 Queue Length 95th (ft) 96 832 6 182 17 16 0 133 0 Internal Link Dist (ft) 954 695 219 264 Turn Bay Length (ft) 350 320 140 100 Base Capacity (vph) 376 3957 174 3610 1152 158 297 188 379 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.73 0.82 0.06 0.35 0.09 0.03 0.00 0.43 0.22 Intersection Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset: 50.2 (33%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 100 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.82 2: Shady Oak Dr & Southlake Blvd (FM 1709) 2020 Background TIA for Crescent Green in Southlake, TX Timing Plan: AM Intersection Signal Delay: 12.9 Intersection LOS: B Intersection Capacity Utilization 86.1% ICU Level of Service E Analysis Period (min)15 iplits and Phases: 2: Sha dy Oak Dr & Southlake Blvd (FM 1709) t02 --04 24.5s 170.5 F 1 06 Oa 4.Ss MS Synchro 9 Report MS Synchro 9 Report Page 1 Page 2 1: Timber Lake PI & Southlake Blvd (FM 1709) 2020 Background TIA for Crescent Green in Southlake, TX Timing Plan: AM Int Delay, s/veh 6.1 Movement EBLI -EB1�BR WBL WBT NBL NBR' Lane Configurations A ftT+ I ?TT I F Traffic Vol, veh/h 0 3280 22 35 1226 11 97 Future Vol, veh/h 0 3280 22 35 1226 11 97 Conflicting Peds, #Ihr 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 380 Platoon blocked, % 340 - 130 0 Veh in Median Storage, # - 0 - 0 0 - Grade, % - 0 - 0 0 - Peak Hour Factor 92 94 94 94 94 94 94 Heavy Vehicles,% 2 2 2 2 2 2 2 Mvmt Flow 0 3489 23 37 1304 12 103 Major/Minor Major1 Major2 Minorl Capacity (veh/h) Conflicting Flow All 0 0 3513 0 4097 1756 Stage 1 - - - - 3501 - Stage 2 - 596 - Critical Hdwy 5.64 5.34 5.74 7.14 Critical Hdwy Stg 1 - 6.64 - Critical Hdwy Stg 2 - - 6.04 - Follow-up Hdwy 2.32 3.12 3.82 3.92 Pot Cap -1 Maneuver - -20 -6 -63 Stage 1 - -6 - Stage 2 - 468 - Platoon blocked, % 0 0 0 Mov Cap -1 Maneuver -20 0 -63 Mov Cap -2 Maneuver - 0 Free Stage 1 - -6 Stage 2 754 0 Storage Length Approach EB WB HCM Control Delay, s 0 22.6 Veh in Median Storage, # 0 HCM LOS 0 0 1.1 Minor Lane/Major Mvmt NBLnt NBLn2 EBU EBT EBR WBL WBT Capacity (veh/h) 63 -20 HCM Lane V/C Ratio 1.638 1.862 HCM Control Delay (s) -$456.1 0 -$812.9 HCM Lane LOS F A F HCM 95th %tile Q(veh) 9.2 5 Notes' 4.12 Critical Hdwy Stg 1 -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined ': All major volume in platoon 4: Shady Oak Dr & Unity Way 2020 Background TIA for Crescent Green in Southlake, TX Timing Plan: AM Intersection Minorl Majorl Major2 Conflicting Flow All 656 389 Int Delay, s/veh 1.2 Stage 1 389 - - - - - Stage 2 267 Movement ISL Critical Hdwy 6.42 6.22 4.12 Critical Hdwy Stg 1 Lane Configurations ►j - j. 5.42 - rj Traffic Vol, veh/h 3 40 289 37 25 161 Future Vol, veh/h 3 40 289 37 25 161 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None 754 None Storage Length 0 0 Approach - Veh in Median Storage, # 0 - 0 0 1.1 0 Grade, % 0 - 0 0 Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 4 51 366 47 32 204 Major/Minor Minorl Majorl Major2 Conflicting Flow All 656 389 0 0 413 0 Stage 1 389 - - - - - Stage 2 267 - - 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 430 659 1146 Stage 1 685 - - Stage 2 778 - - Platoon blocked, % Mov Cap -1 Maneuver 417 659 1146 Mov Cap -2 Maneuver 417 - - Stage 1 685 Stage 2 754 Approach WB NB SB HCM Control Delay, s 11.1 0 1.1 HCM LOS B Minor Lane/MajorMvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) 417 659 1146 HCM Lane V/C Ratio 0.009 0.077 0.028 HCM Control Delay (s) 13.7 10.9 8.2 0 HCM Lane LOS B B A A HCM 95th %tile Q(veh) 0 0.2 0.1 - MS Synchro 9 Report MS Synchro 9 Report Page 1 Page 2 2: Shady Oak Dr & Southlake Blvd (FM 1709) 2020 Background TIA for Crescent Green in Southlake, TX Timing Plan: PM Lane Grouo-'EBL 2: Shady Oak Dr & Southlake Blvd (HM 1709) EBT EBR WBL WBT WBR NBL NBT NBR 16 s 99 s Lane Configurations V1 t}'p ) ttt ?I V1 f+ Vi f+ Traffic Volume (vph) 99 1707 1 4 2949 91 7 4 9 90 1 138 Future Volume (vph) 99 1707 1 4 2949 91 7 4 9 90 1 138 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 103 1778 1 4 3072 95 7 4 9 94 1 144 Shared Lane Traffic (%) Lane Group Flow (vph) 103 1779 0 4 3072 95 7 13 0 94 145 0 Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 8 2 6 Detector Phase 7 4 3 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 15.0 99.0 15.0 99.0 99.0 26.0 26.0 26.0 26.0 Total Split (%) 10.7% 70.7% 10.7% 70.7% 70.7% 18.6% 18.6% 18.6% 18.6% Yellow Time (s) 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 (s) 0.0 0.0 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 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None C -Max None C -Max C -Max Max Max Max Max Act Effct Green (s) 109.5 107.5 102.0 96.4 96.4 21.5 21.5 21.5 21.5 Actuated g/C Ratio 0.78 0.77 0.73 0.69 0.69 0.15 0.15 0.15 0.15 v/c Ratio 0.64 0.46 0.02 0.88 0.09 0.05 0.05 0.44 0.43 Control Delay 42.1 6.5 3.8 21.3 4.2 51.9 30.8 61.1 19.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.1 6.5 3.8 21.3 4.2 51.9 30.8 61.1 19.7 LOS D A A C A D C E B Approach Delay 8.5 20.8 38.2 36.0 Approach LOS A C D D Queue Length 50th (ft) 39 170 1 749 13 6 3 79 27 Queue Length 95th (ft) 103 272 3 854 33 21 24 139 94 Internal Link Dist (ft) 954 695 219 264 Turn Bay Length (ft) 350 320 140 100 Base Capacity (vph) 185 3903 274 3502 1105 138 263 214 337 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.56 0.46 0.01 0.88 0.09 0.05 0.05 0.44 0.43 Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 .11119� Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.88 2: Shady Oak Dr & Southlake Blvd (FM 1709) 2020 Background TIA for Crescent Green in Southlake, TX Timing Plan: PM Intersection Signal Delay: 17.2 Intersection LOS: B Intersection Capacity Utilization 85.4% ICU Level of Service E Analysis Period (min)15 Splits and Phases: 2: Shady Oak Dr & Southlake Blvd (HM 1709) t02 '(1`1013 X04 26s 15 s. 99s 06 F 07 08 rrrl 26 16 s 99 s MS Synchro 9 Report MS Synchro 9 Report Page 1 Page 2 1: Timber Lake PI & Southlake Blvd (FM 1709) 2020 Background TIA for Crescent Green in Southlake, TX Timing Plan: PM Int Delay, s/veh 1.7 Movement EBIJ -EB1�BR WBL WBT NBL NBR' Lane Configurations A Tt'p I ?TT I F Traffic Vol, veh/h 0 1762 29 75 2993 5 50 Future Vol, veh/h 0 1762 29 75 2993 5 50 Conflicting Peds, #Ihr 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Stop Stop RT Channelized 32 None - None - None Storage Length 380 0 340 - 130 0 Veh in Median Storage, # - 0 - 0 0 - Grade, % - 0 - 0 0 - Peak Hour Factor 92 96 96 96 96 96 96 Heavy Vehicles,% 2 2 2 2 2 2 2 Mvmt Flow 0 1835 30 78 3118 5 52 Major/Minor Map Major2 Minorl Conflicting Flow All 0 0 1866 0 3254 933 Stage 1 - - - - 1851 - Stage 2 - 1403 - Critical Hdwy 5.64 5.34 5.74 7.14 Critical Hdwy Stg 1 - 6.64 Critical Hdwy Stg 2 - - 6.04 - Follow-up Hdwy 2.32 3.12 3.82 3.92 Pot Cap -1 Maneuver - 146 19 230 Stage 1 - 71 - Stage 2 170 172 Platoon blocked, % 4: Shady Oak Dr & Unity Way 2020 Background TIA for Crescent Green in Southlake, TX Timing Plan: PM Intersection Minorl Majorl Major2 Conflicting Flow All 465 209 0 0 224 0 Stage 1 Int Delay, s/veh 1.9 - - - - Stage 2 256 - - Critical Hdwy 7.12 6.22 Movement WBL 6.12 - - Critical Hdwy Stg 2 6.12 - - Lane Configurations ►j 2.218 j. 508 831 1345 rj Traffic Vol, veh/h 29 32 170 27 24 177 Future Vol, veh/h 29 32 170 27 24 177 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 0 - Veh in Median Storage, # 0 - 0 0 Grade, % 0 - 0 0 Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 33 36 193 31 27 201 Major/Minor Minorl Majorl Major2 Conflicting Flow All 465 209 0 0 224 0 Stage 1 209 - - - - - Stage 2 256 - - Critical Hdwy 7.12 6.22 4.12 Critical Hdwy Stg 1 6.12 - - Critical Hdwy Stg 2 6.12 - - Follow-up Hdwy 3.518 3.318 2.218 Pot Cap -1 Maneuver 508 831 1345 Stage 1 793 - - Stage 2 749 Platoon blocked, % Mov Cap -1 Maneuver 146 9 230 Mov Cap -1 Maneuver 499 831 1345 Mov Cap -2 Maneuver - 9 Mov Cap -2 Maneuver 499 - - Stage 1 71 Stage 1 793 Stage 2 80 Stage 2 732 Approach EB WB Approach - WB NB SB HCM Control Delay, s 0 1.3 81.7 HCM Control Delay, s 11 0 0.9 HCM LOS Minor Lane/Major Mvmt NBLnl NBLn2 EBU EBT EBR WBL WBT Capacity (veh/h) 9 230 146 HCM Lane V/C Ratio 0.579 0.226 0.535 HCM Control Delay (s) $ 646.6 25.2 0 55 HCM Lane LOS F D A F HCM 95th %tile Q(veh) 1.2 0.8 - 2.6 HCM LOS Minor Lane/MajorMvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) 499 831 1345 HCM Lane V/C Ratio 0.066 0.044 0.02 HCM Control Delay (s) 12.7 9.5 7.7 0 HCM Lane LOS B A A A HCM 95th %tile Q(veh) 0.2 0.1 0.1 - MS Synchro 9 Report MS Page 1 Synchro 9 Report Page 2 2: Shady Oak Dr & Southlake Blvd (FM 1709) 2020 Buildout (Site Plan A) TIA for Crescent Green in Southlake, TX Timing Plan: AM Lane Grouo-'EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations V1 ttT+ ) ttt ?I V1 f+ T+ Traffic Volume (vph) 261 3076 13 10 1189 96 4 0 1 94 0 82 Future Volume (vph) 261 3076 13 10 1189 96 4 0 1 94 0 82 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 275 3238 14 11 1252 101 4 0 1 99 0 86 Shared Lane Traffic (%) Lane Group Flow (vph) 275 3252 0 11 1252 101 4 1 0 99 86 0 Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 8 2 6 Detector Phase 7 4 3 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 15.0 110.5 15.0 110.5 110.5 24.5 24.5 24.5 24.5 Total Split (%) 10.0% 73.7% 10.0% 73.7% 73.7% 16.3% 16.3% 16.3% 16.3% Yellow Time (s) 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 (s) 0.0 0.0 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 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None C -Max None C -Max C -Max Max Max Max Max Act Effct Green (s) 121.0 116.8 112.2 106.5 106.5 20.0 20.0 20.0 20.0 Actuated g/C Ratio 0.81 0.78 0.75 0.71 0.71 0.13 0.13 0.13 0.13 v/c Ratio 0.74 0.82 0.09 0.35 0.09 0.03 0.00 0.53 0.23 Control Delay 17.9 13.4 4.9 8.7 1.3 57.2 0.0 71.6 1.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.9 13.4 4.9 8.7 1.3 57.2 0.0 71.6 1.4 LOS B B A A A E A E A Approach Delay 13.7 8.1 45.8 39.0 Approach LOS B A D D Queue Length 50th (ft) 52 529 2 160 0 3 0 92 0 Queue Length 95th (ft) 101 832 6 183 17 16 0 157 0 Internal Link Dist (ft) 954 695 219 264 Turn Bay Length (ft) 350 320 140 100 Base Capacity (vph) 375 3957 174 3609 1153 156 297 188 378 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.73 0.82 0.06 0.35 0.09 0.03 0.00 0.53 0.23 Intersection Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset: 50.2 (33%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 100 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.82 2: Shady Oak Dr & Southlake Blvd (FM 1709) 2020 Buildout (Site Plan A) TIA for Crescent Green in Southlake, TX Timing Plan: AM Intersection Signal Delay: 13.2 Intersection LOS: B Intersection Capacity Utilization 87.0% ICU Level of Service E Analysis Period (min)15 iplits and Phases: 2: Sha dy Oak Dr & Southlake Blvd (FM 1709) t02 --04 24.5s 170.5 F 1 06 Oa 4.Ss MS Synchro 9 Report MS Synchro 9 Report Page 1 Page 2 1: Timber Lake PI/Driveway 2 & Southlake Blvd (FM 1709) 2020 Buildout (Site Plan A) TIA for Crescent Green in Southlake, TX Timing Plan: AM Intersection Majorl Major2 Minorl Minor2 63 Major/Minor Int Delay, s/veh 0.6 350 Majorl Major2 Int Delay, s/veh 6.1 1311 0 0 3514 0 0 4106 4894 1757 Movement EBL EBR NBL NBT SBT Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations I TT1+ 353 I T?T+ I 1+ 7 I k 353 Traffic Vol, veh/h 3 3281 22 35 1229 3 11 0 97 0 0 9 Future Vol, veh/h 3 3281 22 35 1229 3 11 0 97 0 0 9 Conflicting Peds, #Ihr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None - 92 None - 92 None Storage Length 380 2 340 130 2 2 100 Mvmt Flow 8 Veh in Median Storage, # - 0 384 - 0 - 0 Stage 2 - 0 - Grade, % - 0 - 0 - 0 Platoon blocked, % - 0 Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 3 3490 23 37 1307 3 12 0 103 0 0 10 3: Shady Oak Dr & Driveway 1 2020 Buildout (Site Plan A) TIA for Crescent Green in Southlake, TX Timing Plan: AM Intersection Majorl Major2 Minorl Minor2 63 Major/Minor Int Delay, s/veh 0.6 350 Majorl Major2 Conflicting Flow All 1311 0 0 3514 0 0 4106 4894 1757 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y 3509 3509 - 1384 1384 t T+ 180 Traffic Vol, veh/h 7 20 4 353 164 3 Future Vol, veh/h 7 20 4 353 164 3 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 - Critical Hdwy Stg 2 - - - Veh in Median Storage, # 0 3.12 3.82 4.02 3.92 0 0 Follow-up Hdwy Grade, % 0 - Pot Cap -1 Maneuver 0 0 -3 1 -63 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 8 22 4 384 178 3 Major/Minor Majorl Major2 Minorl Minor2 63 Major/Minor Minot 350 Majorl Major2 Conflicting Flow All 1311 0 0 3514 0 0 4106 4894 1757 2787 4904 655 Conflicting Flow All 572 180 182 0 0 Stage 1 - - - - - 3509 3509 - 1384 1384 - Stage 1 180 - - - - Stage 2 - - 597 1385 - 1403 3520 - Stage 2 392 - - Critical Hdwy 5.34 5.34 6.44 6.54 7.14 6.44 6.54 7.14 Critical Hdwy 6.42 6.22 4.12 Critical Hdwy Stg 1 - 7.34 5.54 - 7.34 5.54 - Critical Hdwy Stg 1 5.42 Critical Hdwy Stg 2 - 6.74 5.54 - 6.74 5.54 - Critical Hdwy Stg 2 5.42 - - Follow-up Hdwy 3.12 3.12 3.82 4.02 3.92 3.82 4.02 3.92 Follow-up Hdwy 3.518 3.318 2.218 Pot Cap -1 Maneuver 276 -20 -3 1 -63 20 1 350 Pot Cap -1 Maneuver 482 863 1393 Stage 1 - - -3 16 - 107 209 - Stage 1 851 - - Stage 2 - 416 209 - 131 16 - Stage 2 683 - - Platoon blocked, % Platoon blocked, % Mov Cap -1 Maneuver 276 -20 - 0 -63 - 0 350 Mov Cap -1 Maneuver 480 863 1393 Mov Cap -2 Maneuver - - 0 - - 0 - Mov Cap -2 Maneuver 480 - - Stage 1 -3 16 106 0 Stage 1 851 Stage 2 - 0 - 16 Stage 2 680 Approach EB WB NB SB Approach EB NB SB HCM Control Delay, s 0 22.5 15.6 HCM Control Delay, s 10.3 0.1 0 HCM LOS C HCM LOS B Minor Lane/Major Mvmt NBLnt NBLn2 EBL EBT EBR WBL WBT WBR SBLnt SBLn2 Capacity (veh/h) 63 276 -20 350 HCM Lane V/C Ratio 1.638 0.012 1.862 0.027 HCM Control Delay (s) -$456.1 18.2 -$812.9 0 15.6 HCM Lane LOS F C F A C HCM 95th %tile Q(veh) 9.2 0 5 0.1 Notes'10 -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined ': All major volume in platoon Minor Lane/MajorMvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1393 715 HCM Lane V/C Ratio 0.003 0.041 HCM Control Delay (s) 7.6 10.3 HCM Lane LOS A B HCM 95th %tile Q(veh) 0 0.1 MS Synchro 9 Report MS Synchro 9 Report Page 1 Page 2 4: Shady Oak Dr & Unity Way 2020 Buildout (Site Plan A) TIA for Crescent Green in Southlake, TX Timing Plan: AM Intersection Int Delay, s/veh 1.2 Movement WBL WBR Lane Configurations I if S• rj Traffic Vol, vehlh 3 40 296 37 25 164 Future Vol, veh/h 3 40 296 37 25 164 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None None Storage Length 0 0 - Veh in Median Storage, # 0 - 0 0 Grade, % 0 - 0 0 Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 4 51 375 47 32 208 Major/Minor Minorl Majort Major2 Conflicting Flow All 669 398 0 0 422 0 Stage 1 398 - - - - - Stage 2 271 - - 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 423 652 1137 Stage 1 678 - - Stage 2 775 - - Platoon blocked, % Mov Cap-1 Maneuver 409 652 1137 Mov Cap-2 Maneuver 409 - Stage 1 678 Stage 2 750 Approach WB NB HCM Control Delay, s 11.2 0 1.1 HCM LOS B Minor Lane/MajorMvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) 409 652 1137 HCM Lane V/C Ratio 0.009 0.078 0.028 HCM Control Delay (s) 13.9 11 8.3 0 HCM Lane LOS B B A A HCM 95th %tile Q(veh) 0 0.3 0.1 - MS Synchro 9 Report Page 3 2: Shady Oak Dr & Southlake Blvd (FM 1709) 2020 Buildout (Site Plan A) TIA for Crescent Green in Southlake, TX Timing Plan: PM Lane Grouo-'EBL 2: Shady Oak Dr & Southlake Blvd (HM 1709) EBT EBR WBL WBT WBR NBL NBT NBR 16 s 99 s Lane Configurations V1 t}'p ) ttt ?I V1 f+ f+ Traffic Volume (vph) 103 1707 1 4 2959 99 7 4 9 101 1 140 Future Volume (vph) 103 1707 1 4 2959 99 7 4 9 101 1 140 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 107 1778 1 4 3082 103 7 4 9 105 1 146 Shared Lane Traffic (%) Lane Group Flow (vph) 107 1779 0 4 3082 103 7 13 0 105 147 0 Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 8 2 6 Detector Phase 7 4 3 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 15.0 99.0 15.0 99.0 99.0 26.0 26.0 26.0 26.0 Total Split (%) 10.7% 70.7% 10.7% 70.7% 70.7% 18.6% 18.6% 18.6% 18.6% Yellow Time (s) 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 (s) 0.0 0.0 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 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None C -Max None C -Max C -Max Max Max Max Max Act Effct Green (s) 109.5 107.5 101.9 96.3 96.3 21.5 21.5 21.5 21.5 Actuated g/C Ratio 0.78 0.77 0.73 0.69 0.69 0.15 0.15 0.15 0.15 v/c Ratio 0.66 0.46 0.02 0.88 0.09 0.05 0.05 0.49 0.44 Control Delay 44.4 6.5 3.8 21.6 4.4 51.9 30.8 63.0 20.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 44.4 6.5 3.8 21.6 4.4 51.9 30.8 63.0 20.2 LOS D A A C A D C E C Approach Delay 8.7 21.0 38.2 38.0 Approach LOS A C D D Queue Length 50th (ft) 43 170 1 761 15 6 3 89 29 Queue Length 95th (ft) 108 272 3 862 36 21 24 152 96 Internal Link Dist (ft) 954 695 219 264 Turn Bay Length (ft) 350 320 140 100 Base Capacity (vph) 185 3903 274 3499 1104 136 263 214 337 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.58 0.46 0.01 0.88 0.09 0.05 0.05 0.49 0.44 Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.88 2: Shady Oak Dr & Southlake Blvd (FM 1709) 2020 Buildout (Site Plan A) TIA for Crescent Green in Southlake, TX Timing Plan: PM Intersection Signal Delay: 17.5 Intersection LOS: B Intersection Capacity Utilization 86.4% ICU Level of Service E Analysis Period (min)15 Splits and Phases: 2: Shady Oak Dr & Southlake Blvd (HM 1709) T02 '("0 3 X04 26s 15 sI 99s 06 F 07 08 rrrl 26 16 s 99 s MS Synchro 9 Report MS Synchro 9 Report Page 1 Page 2 1: Timber Lake PI/Driveway 2 & Southlake Blvd (FM 1709) 2020 Buildout (Site Plan A) TIA for Crescent Green in Southlake, TX Timing Plan: PM Intersection Majorl Major2 Minorl 4 229 32 Minor2 86 Int Delay, s/veh 0.7 Minot 0.535 Int Delay, s/veh 3.2 Conflicting Flow All 3130 0 0 1870 0 0 Movement EBL EBR NBL NBT SBT Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations I Tt'p 190 vj T?T+ vj 1+ 5 13 4+ 190 Traffic Vol, veh/h 10 1766 29 75 2995 10 5 0 50 0 0 6 Future Vol, veh/h 10 1766 29 75 2995 10 5 0 50 0 0 6 Conflicting Peds, #Ihr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None - 92 None 92 92 None Storage Length 380 2 340 130 2 2 2 Mvmt Flow 5 Veh in Median Storage, # - 0 207 - 0 - 0 Stage 1 810 0 - Grade, % - 0 - - 0 - 0 - Stage 2 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 10 1840 30 78 3120 10 5 0 52 0 0 6 3: Shady Oak Dr & Driveway 1 2020 Buildout (Site Plan A) TIA for Crescent Green in Southlake, TX Timing Plan: PM Intersection Majorl Major2 Minorl 4 229 32 Minor2 86 Int Delay, s/veh 0.7 Minot 0.535 Majorl Major2 Conflicting Flow All 3130 0 0 1870 0 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y - - - - - +T T+ 3281 3281 Traffic Vol, veh/h 5 13 12 190 206 8 Future Vol, veh/h 5 13 12 190 206 8 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - Critical Hdwy Stg 2 - - 6.74 5.54 Veh in Median Storage, # 0 - Critical Hdwy Stg 2 0 0 - Grade, % 0 - 3.82 4.02 0 0 3.92 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 5 14 13 207 224 9 Major/Minor Majorl Major2 Minorl 4 229 32 Minor2 86 Major/Minor Minot 0.535 Majorl Major2 Conflicting Flow All 3130 0 0 1870 0 0 3280 5162 935 4038 5172 1565 Conflicting Flow All 461 228 233 0 0 Stage 1 - - - - - 1876 1876 - 3281 3281 - Stage 1 228 - - - - Stage 2 - - 1404 3286 - 757 1891 - Stage 2 233 - - Critical Hdwy 5.34 5.34 6.44 6.54 7.14 6.44 6.54 7.14 Critical Hdwy 6.42 6.22 4.12 Critical Hdwy Stg 1 - - 7.34 5.54 - 7.34 5.54 - Critical Hdwy Stg 1 5.42 - - Critical Hdwy Stg 2 - 6.74 5.54 - 6.74 5.54 - Critical Hdwy Stg 2 5.42 - - Follow-up Hdwy 3.12 3.12 3.82 4.02 3.92 3.82 4.02 3.92 Follow-up Hdwy 3.518 3.318 2.218 Pot Cap -1 Maneuver 32 146 10 0 229 3 0 86 Pot Cap -1 Maneuver 559 811 1335 Stage 1 - - 47 119 - 4 22 - Stage 1 810 - - Stage 2 - 131 21 - 332 117 - Stage 2 806 - - Platoon blocked, % Platoon blocked, % Mov Cap -1 Maneuver 32 146 -4 0 229 1 0 86 Mov Cap -1 Maneuver 553 811 1335 Mov Cap -2 Maneuver - -4 0 1 0 - Mov Cap -2 Maneuver 553 - - Stage 1 32 82 3 10 Stage 1 810 Stage 2 57 10 176 80 Stage 2 797 Approach EB WB NB SB Approach EB NB SB HCM Control Delay, s 0.9 1.3 177.8 50.1 HCM Control Delay, s 10.2 0.5 0 HCM LOS F F HCM LOS B Minor Lane/Major Mvmt NBLnl NBLn2 EBL EBT EBR WBL WBT WBR SBLnt Capacity (veh/h) 4 229 32 146 86 HCM Lane V/C Ratio 1.302 0.227 0.326 0.535 0.073 HCM Control Delay (s) $1702.3 25.3 164.5 55 50.1 HCM Lane LOS F D F F F HCM 95th %tile Q(veh) 1.5 0.8 1 2.6 0.2 Notes IM -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined ': All major volume in platoon Minor Lane/MajorMvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1335 718 HCM Lane V/C Ratio 0.01 0.027 HCM Control Delay (s) 7.7 0 10.2 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0 - 0.1 MS Synchro 9 Report MS Synchro 9 Report Page 1 Page 2 4: Shady Oak Dr & Unity Way 2020 Buildout (Site Plan A) TIA for Crescent Green in Southlake, TX Timing Plan: PM Intersection Int Delay, s/veh 1.8 Movement SIL WBR Lane Configurations ►j if S• rj Traffic Vol, vehlh 29 32 174 27 24 185 Future Vol, veh/h 29 32 174 27 24 185 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 0 - Veh in Median Storage, # 0 - 0 0 Grade, % 0 - 0 0 Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 33 36 198 31 27 210 Major/Minor Minorl Majort Major2 Conflicting Flow All 478 213 0 0 228 0 Stage 1 213 - - - - - Stage 2 265 - - 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 546 827 1340 Stage 1 823 - - Stage 2 779 - - Platoon blocked, % Mov Cap-1 Maneuver 533 827 1340 Mov Cap-2 Maneuver 533 - Stage 1 823 Stage 2 761 Approach WB NB SB HCM Control Delay, s 10.8 0 0.9 HCM LOS B Minor Lane/MajorMvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) 533 827 1340 HCM Lane V/C Ratio 0.062 0.044 0.02 HCM Control Delay (s) 12.2 9.6 7.7 0 HCM Lane LOS B A A A HCM 95th %tile Q(veh) 0.2 0.1 0.1 - MS Synchro 9 Report Page 3 2: Shady Oak Dr & Southlake Blvd (FM 1709) 2020 Buildout (Site Plan A) TIA for Crescent Green in Southlake, TX Timing Plan: Saturday Lane Grouo-'EBL 2: Shady Oak Dr 8 Southlake Blvd (FM 1709) EBT EBR WBL WBT WBR NBL NBT NBR Lane Configurations V1 ttT+ ) ttt ?I V1 A A Traffic Volume (vph) 23 1019 0 3 1394 46 0 0 5 53 0 31 Future Volume (vph) 23 1019 0 3 1394 46 0 0 5 53 0 31 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) 25 1108 0 3 1515 50 0 0 5 58 0 34 Shared Lane Traffic (%) Lane Group Flow (vph) 25 1108 0 3 1515 50 0 5 0 58 34 0 Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 8 2 6 Detector Phase 7 4 3 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 15.0 82.0 15.0 82.0 82.0 23.0 23.0 23.0 23.0 Total Split (%) 12.5% 68.3% 12.5% 68.3% 68.3% 19.2% 19.2% 19.2% 19.2% Yellow Time (s) 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 (s) 0.0 0.0 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 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None C -Max None C -Max C -Max Max Max Max Max Act Effct Green (s) 91.7 90.5 89.5 86.1 86.1 18.5 18.5 18.5 Actuated g/C Ratio 0.76 0.75 0.75 0.72 0.72 0.15 0.15 0.15 v/c Ratio 0.09 0.29 0.01 0.42 0.04 0.01 0.27 0.09 Control Delay 4.0 5.2 3.3 7.7 1.6 0.0 48.6 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 4.0 5.2 3.3 7.7 1.6 0.0 48.6 0.5 LOS A A A A A A D A Approach Delay 5.1 7.5 30.8 Approach LOS A A C Queue Length 50th (ft) 4 77 1 174 0 0 40 0 Queue Length 95th (ft) 10 136 3 206 11 0 82 0 Internal Link Dist (ft) 954 695 219 264 Turn Bay Length (ft) 350 320 140 100 Base Capacity (vph) 325 3833 457 3650 1151 437 216 388 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.29 0.01 0.42 0.04 0.01 0.27 0.09 Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.42 2: Shady Oak Dr & Southlake Blvd (FM 1709) 2020 Buildout (Site Plan A) TIA for Crescent Green in Southlake, TX Timing Plan: Saturday Intersection Signal Delay: 7.3 Intersection LOS: A Intersection Capacity Utilization 44.0% ICU Level of Service A Analysis Period (min)15 Splits and Phases: 2: Shady Oak Dr 8 Southlake Blvd (FM 1709) t02 1 ■ 433 x0, L's 15s I 82s 06 F 07 438 rR1 82s MS Synchro 9 Report MS Synchro 9 Report Page 1 Page 2 1: Timber Lake PI/Driveway 2 & Southlake Blvd (FM 1709) 2020 Buildout (Site Plan A) TIA for Crescent Green in Southlake, TX Timing Plan: Saturday Intersection Majorl Major2 Minorl 337 292 Minor2 Int Delay, s/veh 1.7 Major/Minor Minot Int Delay, s/veh 0.7 Majorl Major2 Conflicting Flow All 1551 0 0 Movement EBL EBR NBL NBT SBT Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations I Tt'p 59 vj T?T+ vj 1+ 6 15 rj► 59 Traffic Vol, veh/h 8 1006 4 33 1372 8 7 0 33 0 0 7 Future Vol, veh/h 8 1006 4 33 1372 8 7 0 33 0 0 7 Conflicting Peds, #Ihr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None - 82 None 82 82 None Storage Length 380 2 340 130 - 2 2 Mvmt Flow 7 Veh in Median Storage, # - 0 72 - 0 - 0 980 1513 0 - Grade, % - 0 271 - 0 - 0 Stage 1 943 0 - Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 9 1130 4 37 1542 9 8 0 37 0 0 8 3: Shady Oak Dr & Driveway 1 2020 Buildout (Site Plan A) TIA for Crescent Green in Southlake, TX Timing Plan: Saturday Intersection Majorl Major2 Minorl 337 292 Minor2 Int Delay, s/veh 1.7 Major/Minor Minot 0.11 Majorl Major2 Conflicting Flow All 1551 0 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y 84 0 0 Stage 1 t 'y 1151 Traffic Vol, veh/h 6 15 10 59 63 6 Future Vol, veh/h 6 15 10 59 63 6 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None 4.12 None None Storage Length 0 - 7.34 5.54 - Critical Hdwy Stg 1 5.42 Veh in Median Storage, # 0 Critical Hdwy Stg 2 - 0 0 5.54 Grade, % 0 - Critical Hdwy Stg 2 0 0 - Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 7 18 12 72 77 7 Major/Minor Majorl Major2 Minorl 337 292 Minor2 0.114 Major/Minor Minot 0.11 Majorl Major2 Conflicting Flow All 1551 0 0 1135 0 0 1842 2776 567 2090 2773 775 Conflicting Flow All 176 80 84 0 0 Stage 1 - - - - - - 1151 1151 - 1620 1620 - Stage 1 80 - - - - Stage 2 - - 691 1625 - 470 1153 - Stage 2 96 - - Critical Hdwy 5.34 5.34 6.44 6.54 7.14 6.44 6.54 7.14 Critical Hdwy 6.42 6.22 4.12 Critical Hdwy Stg 1 - 7.34 5.54 - 7.34 5.54 - Critical Hdwy Stg 1 5.42 Critical Hdwy Stg 2 - - 6.74 5.54 - 6.74 5.54 - Critical Hdwy Stg 2 5.42 - - Follow-up Hdwy 3.12 3.12 3.82 4.02 3.92 3.82 4.02 3.92 Follow-up Hdwy 3.518 3.318 2.218 Pot Cap -1 Maneuver 210 337 80 19 400 56 19 292 Pot Cap -1 Maneuver 814 980 1513 Stage 1 - - 156 271 - 73 160 - Stage 1 943 - - Stage 2 - - 365 159 - 496 270 - Stage 2 928 - - Platoon blocked, % Platoon blocked, % Mov Cap -1 Maneuver 210 337 69 16 400 45 16 292 Mov Cap -1 Maneuver 807 980 1513 Mov Cap -2 Maneuver - 69 16 - 45 16 - Mov Cap -2 Maneuver 807 - - Stage 1 149 259 70 142 Stage 1 943 Stage 2 316 142 431 258 Stage 2 921 Approach EB WB NB Approach EB NB SB HCM Control Delay, s 0.2 0.4 23.5 17.7 HCM Control Delay, s 9 1.1 0 HCM LOS C C HCM LOS A Minor Lane/Major Mvmt NBLnl NBLn2 EBL EBT EBR WBL WBT WBR SBLnt Capacity (veh/h) 69 400 210 337 292 HCM Lane V/C Ratio 0.114 0.093 0.043 0.11 0.027 HCM Control Delay (s) 63.8 14.9 22.9 17 17.7 HCM Lane LOS F B C C C HCM 95th %tile Q(veh) 0.4 0.3 0.1 0.4 0.1 Minor Lane/MajorMvmt NBL NBT EBLnI SBT SBR Capacity (veh/h) 1513 923 HCM Lane V/C Ratio 0.008 0.028 HCM Control Delay (s) 7.4 9 HCM Lane LOS A A HCM 95th %tile Q(veh) 0 0.1 MS Synchro 9 Report MS Synchro 9 Report Page 1 Page 2 4: Shady Oak Dr & Unity Way 2020 Buildout (Site Plan A) TIA for Crescent Green in Southlake, TX Timing Plan: Saturday Intersection Int Delay, s/veh 2.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations I r S• rj Traffic Vol, vehlh 17 17 62 4 3 52 Future Vol, veh/h 17 17 62 4 3 52 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 0 - Veh in Median Storage, # 0 - 0 0 Grade, % 0 - 0 0 Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 22 22 78 5 4 66 Major/Minor Minorl Majort Major2 Conflicting Flow All 154 81 0 0 84 0 Stage 1 81 - - - - - Stage 2 73 - - 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 838 979 1513 Stage 1 942 - - Stage 2 950 - - Platoon blocked, % Mov Cap-1 Maneuver 835 979 1513 Mov Cap-2 Maneuver 835 - Stage 1 942 Stage 2 947 - Approach WB NB SB HCM Control Delay, s 9.1 0 0.4 HCM LOS A Minor Lane/MajorMvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) 835 979 1513 HCM Lane V/C Ratio 0.026 0.022 0.003 HCM Control Delay (s) 9.4 8.8 7.4 0 HCM Lane LOS A A A A HCM 95th %tile Q(veh) 0.1 0.1 0 - MS Synchro 9 Report Page 3 2: Shady Oak Dr & Southlake Blvd (FM 1709) 2025 Horizon + Buildout (Site Plan A) TIA for Crescent Green in Southlake, TX Timing Plan: AM LaneGrouo-'EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations V1 ttT+ ) ttt r V1 T+ T+ Traffic Volume (vph) 288 3397 14 11 1312 106 4 0 1 102 0 90 Future Volume (vph) 288 3397 14 11 1312 106 4 0 1 102 0 90 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 303 3576 15 12 1381 112 4 0 1 107 0 95 Shared Lane Traffic (%) Lane Group Flow (vph) 303 3591 0 12 1381 112 4 1 0 107 95 0 Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 8 2 6 Detector Phase 7 4 3 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 15.0 110.5 15.0 110.5 110.5 24.5 24.5 24.5 24.5 Total Split (%) 10.0% 73.7% 10.0% 73.7% 73.7% 16.3% 16.3% 16.3% 16.3% Yellow Time (s) 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 (s) 0.0 0.0 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 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None C -Max None C -Max C -Max Max Max Max Max Act Effct Green (s) 121.0 116.8 111.7 106.0 106.0 20.0 20.0 20.0 20.0 Actuated g/C Ratio 0.81 0.78 0.74 0.71 0.71 0.13 0.13 0.13 0.13 v/c Ratio 0.90 0.91 0.10 0.38 0.10 0.03 0.00 0.57 0.26 Control Delay 41.0 17.9 5.0 9.2 1.3 57.2 0.0 73.8 1.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 41.0 17.9 5.0 9.2 1.3 57.2 0.0 73.8 1.8 LOS D B A A A E A E A Approach Delay 19.7 8.6 45.8 39.9 Approach LOS B A D D Queue Length 50th (ft) 71 718 2 183 0 3 0 100 0 Queue Length 95th (ft) #149 1124 6 208 18 16 0 168 0 Internal Link Dist (ft) 954 695 219 264 Turn Bay Length (ft) 350 320 140 100 Base Capacity (vph) 336 3957 174 3593 1151 149 296 188 360 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.90 0.91 0.07 0.38 0.10 0.03 0.00 0.57 0.26 Intersection Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset: 50.2 (33%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 120 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.91 2: Shady Oak Dr & Southlake Blvd (FM 1709) 2025 Horizon + Buildout (Site Plan A) TIA for Crescent Green in Southlake, TX Timing Plan: AM Intersection Signal Delay: 17.5 Intersection LOS: B Intersection Capacity Utilization 93.7% ICU Level of Service F Analysis Period (min)15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. iplits and Phases: 2: Shady Oak Dr & Southlake Blvd (FM 1709) T02 ■ ha433 --0424.Ss 15s 1105 ■ F ■ 06 f 07 08 Z4 s IS s MS Synchro 9 Report MS Synchro 9 Report Page 1 Page 2 1: Timber Lake PI/Driveway 2 & Southlake Blvd (FM 1709;025 Horizon + Buildout (Site Plan A) TIA for Crescent Green in Southlake, TX Timing Plan: AM Intersection 1447 0 0 3878 0 0 Stage 1 - - - - - Stage 2 - - Critical Hdwy 5.34 5.34 Critical Hdwy Stg 1 - HCM Control Delay (s) Critical Hdwy Stg 2 Int Delay, s/veh 11.9 - Follow-up Hdwy 3.12 3.12 Pot Cap -1 Maneuver 237 -13 Stage 1 - Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations I TT1+ - I T?T+ I 1+ Stage 2 I k 0 Traffic Vol, veh/h 3 3623 22 39 1357 3 11 0 97 0 0 9 Future Vol, veh/h 3 3623 22 39 1357 3 11 0 97 0 0 9 Conflicting Peds, #Ihr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None - Heavy Vehicles,% None - 2 None Storage Length 380 Mvmt Flow 340 130 4 424 100 3 Veh in Median Storage, # - 0 - 0 - 0 - 0 Grade, % - 0 - 0 - 0 - 0 Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 3 3854 23 41 1444 3 12 0 103 0 0 10 Conflicting Flow All 1447 0 0 3878 0 0 Stage 1 - - - - - Stage 2 - - Critical Hdwy 5.34 5.34 Critical Hdwy Stg 1 - HCM Control Delay (s) Critical Hdwy Stg 2 20.4 - Follow-up Hdwy 3.12 3.12 Pot Cap -1 Maneuver 237 -13 Stage 1 - - Stage 2 0.1 - Platoon blocked, % 4 390 Mov Cap -1 Maneuver 237 -13 Mov Cap -2 Maneuver 20 - Stage 1 182 3 Stage 2 0 0 Minorl 4532 5402 1939 3872 3872 - 660 1530 - 6.44 6.54 7.14 7.34 5.54 - 6.74 5.54 - 3.82 4.02 3.92 -1 0 -47 -1 10 - 381 177 - Minorl 3076 5412 723 1528 1528 - 1548 3884 - 6.44 6.54 7.14 7.34 5.54 - 6.74 5.54 - 3.82 4.02 3.92 13 0 316 84 178 - 106 10 - 0 -47 0 316 0 0 -1 10 83 0 - 0 - 10 Approach EB WB NB SB f HCM Control Delay, s 0 43.9 16.7 HCM LOS C Minor Lane/Major Mvmt NBLnt NBLn2 EBL EBT EBR WBL WBT WBR SBLnt SBLn2 Capacity (veh/h) 47 237 - 13 316 HCM Lane V/C Ratio 2.196 0.013 3.191 0.03 HCM Control Delay (s) -$735.4 20.4 $1575.5 0 16.7 HCM Lane LOS F C - F A C HCM 95th %tile Q(veh) 10.7 0 6.1 0.1 Notes'10 20 4 390 182 -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined ': All major volume in platoon 3: Shady Oak Dr & Driveway 1 2025 Horizon + Buildout (Site Plan A) TIA for Crescent Green in Southlake, TX Timing Plan: AM Intersection Minot NBT EBLnI SBT SBR Majorl Major2 Conflicting Flow All 632 199 Int Delay, s/veh 0.5 Stage 1 199 - - - - Stage 2 433 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y - Critical Hdwy Stg 2 t T+ - Traffic Vol, veh/h 7 20 4 390 182 3 Future Vol, veh/h 7 20 4 390 182 3 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None 651 None Storage Length 0 - - EB Veh in Median Storage, # 0 HCM Control Delay, s 10.5 0 0 HCM LOS Grade, % 0 - 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 8 22 4 424 198 3 Major/Minor Minot NBT EBLnI SBT SBR Majorl Major2 Conflicting Flow All 632 199 201 0 0 Stage 1 199 - - - - Stage 2 433 - - 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 444 842 1371 Stage 1 835 - - Stage 2 654 - - Platoon blocked, % Mov Cap -1 Maneuver 442 842 1371 Mov Cap -2 Maneuver 442 - - Stage 1 835 Stage 2 651 Approach EB NB SB HCM Control Delay, s 10.5 0.1 0 HCM LOS B Minor Lane/MajorMvmt NBL NBT EBLnI SBT SBR Capacity (veh/h) 1371 682 HCM Lane V/C Ratio 0.003 0.043 HCM Control Delay (s) 7.6 10.5 HCM Lane LOS A B HCM 95th %file Q(veh) 0 0.1 MS Synchro 9 Report MS Synchro 9 Report Page 1 Page 2 4: Shady Oak Dr & Unity Way 2025 Horizon + Buildout (Site Plan A) TIA for Crescent Green in Southlake, TX Timing Plan: AM Intersection Int Delay, s/veh 1.3 Movement WBL WBR NBT NBR Lane Configurations I if j. rj Traffic Vol, vehlh 4 45 326 41 28 181 Future Vol, veh/h 4 45 326 41 28 181 Conflicting Peds, Whir 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None None Storage Length 0 0 - Veh in Median Storage, # 0 - 0 0 Grade, % 0 - 0 0 Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 5 57 413 52 35 229 Major/Minor Minorl Majort Major2 Conflicting Flow All 739 439 0 0 465 0 Stage 1 439 - - - - - Stage 2 300 - - 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 385 618 1096 Stage 1 650 - - Stage 2 752 - - Platoon blocked, % Mov Cap -1 Maneuver 371 618 1096 Mov Cap -2 Maneuver 371 - - Stage 1 650 Stage 2 724 Approach WB NS SB HCM Control Delay, s 11.7 0 1.1 HCM LOS B Minor Lane/Major MI NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) 371 618 1096 HCM Lane V/C Ratio 0.014 0.092 0.032 HCM Control Delay (s) 14.8 11.4 8.4 0 HCM Lane LOS B B A A HCM 95th %tile Q(veh) 0 0.3 0.1 - MS Synchro 9 Report Page 3 2: Shady Oak Dr & Southlake Blvd (FM 1709) 2025 Horizon + Buildout (Site Plan A) TIA for Crescent Green in Southlake, TX Timing Plan: PM Lane Grouo-'EBL EBT EBR WBL WBT WBR NBL NBT NBR Lane Configurations V1 ttT+ ) ttt ?I V1 f+ f+ Traffic Volume (vph) 113 1885 1 5 3266 109 7 4 9 110 1 155 Future Volume (vph) 113 1885 1 5 3266 109 7 4 9 110 1 155 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 118 1964 1 5 3402 114 7 4 9 115 1 161 Shared Lane Traffic (%) Lane Group Flow (vph) 118 1965 0 5 3402 114 7 13 0 115 162 0 Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 8 2 6 Detector Phase 7 4 3 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 15.0 99.0 15.0 99.0 99.0 26.0 26.0 26.0 26.0 Total Split (%) 10.7% 70.7% 10.7% 70.7% 70.7% 18.6% 18.6% 18.6% 18.6% Yellow Time (s) 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 (s) 0.0 0.0 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 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None C -Max None C -Max C -Max Max Max Max Max Act Effct Green (s) 109.5 107.4 101.5 95.9 95.9 21.5 21.5 21.5 21.5 Actuated g/C Ratio 0.78 0.77 0.72 0.68 0.68 0.15 0.15 0.15 0.15 v/c Ratio 0.70 0.50 0.03 0.98 0.10 0.06 0.05 0.54 0.48 Control Delay 50.2 7.0 4.0 32.1 4.7 52.1 30.8 64.9 24.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.2 7.0 4.0 32.1 4.7 52.1 30.8 64.9 24.2 LOS D A A C A D C E C Approach Delay 9.5 31.2 38.3 41.1 Approach LOS A C D D Queue Length 50th (ft) 53 200 1 1026 19 6 3 98 42 Queue Length 95th (ft) #125 317 4 #1234 40 21 24 166 115 Internal Link Dist (ft) 954 695 219 264 Turn Bay Length (ft) 350 320 140 100 Base Capacity (vph) 185 3902 242 3484 1099 124 263 214 336 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.64 0.50 0.02 0.98 0.10 0.06 0.05 0.54 0.48 Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 110 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.98 2: Shady Oak Dr & Southlake Blvd (FM 1709) 2025 Horizon + Buildout (Site Plan A) TIA for Crescent Green in Southlake, TX Timing Plan: PM Intersection Signal Delay: 24.0 Intersection LOS: C Intersection Capacity Utilization 93.4% ICU Level of Service F Analysis Period (min)15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. iplits and Phases: 2: Shady Oak Dr & Southlake Blvd (FM 1709) t02 '("0j07 �3ifR 26 s 99 s F 35 08 76! 99 s MS Synchro 9 Report MS Synchro 9 Report Page 1 Page 2 1: Timber Lake PI/Driveway 2 & Southlake Blvd (FM 1709;025 Horizon + Buildout (Site Plan A) TIA for Crescent Green in Southlake, TX Timing Plan: PM Intersection Major2 Minorl Capacity (veh/h) Minor2 117 3454 0 0 2060 0 0 3616 5693 1030 4455 5703 1727 - - - - - - 2066 2066 - Int Delay, s/veh 9.3 F - - 1550 3627 - 833 2081 Notes'10 5.34 5.34 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations I Tt'p 6.74 5.54 vj T?T+ vj 1+ 3.12 3.12 +j+ 3.92 Traffic Vol, veh/h 10 1949 29 83 3306 10 5 0 50 0 0 6 Future Vol, veh/h 10 1949 29 83 3306 10 5 0 50 0 0 6 Conflicting Peds, #Ihr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None - Heavy Vehicles,% None 2 2 None Storage Length 380 Mvmt Flow 340 130 13 228 247 9 Veh in Median Storage, # - 0 - 0 - 0 0 Grade, % - 0 - 0 - 0 0 Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 10 2030 30 86 3444 10 5 0 52 0 0 6 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 ajorl Major2 Minorl Capacity (veh/h) Minor2 117 3454 0 0 2060 0 0 3616 5693 1030 4455 5703 1727 - - - - - - 2066 2066 - 3622 3622 F - - 1550 3627 - 833 2081 Notes'10 5.34 5.34 6.44 6.54 7.14 6.44 6.54 7.14 13 - 7.34 5.54 - 7.34 5.54 - - - 6.74 5.54 - 6.74 5.54 - 3.12 3.12 3.82 4.02 3.92 3.82 4.02 3.92 22 117 6 0 198 2 0 66 - - 34 95 - 2 14 - - - 105 14 - 298 94 - 22 117 - 1 0 198 0 0 66 HCM Control Delay, s 10.4 -1 0 0 0 0 Grade, % 0 - 19 52 0 1 4 Peak Hour Factor 92 25 4 92 120 51 92 Approach EB WB NB S$ HCM Control Delay, s 1.4 2.3 $ 718.4 65.2 HCM LOS F F Minor Lane/Major Mvmt NBLnt NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 1 198 22 117 66 HCM Lane V/C Ratio 5.208 0.263 0.473 0.739 0.095 HCM Control Delay (s) $ 7607 29.5 271.3 94 65.2 HCM Lane LOS F D F F F HCM 95th %tile Q(veh) 1.7 1 1.4 4.1 0.3 Notes'10 Critical Hdwy Stg 2 +T T+ -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined ': All major volume in platoon 3: Shady Oak Dr & Driveway 1 2025 Horizon + Buildout (Site Plan A) TIA for Crescent Green in Southlake, TX Timing Plan: PM Intersection Minot NBT EBLnI SBT SBR Majorl Major2 Conflicting Flow All 505 251 Int Delay, s/veh 0.6 Stage 1 251 - - - - Stage 2 254 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y - Critical Hdwy Stg 2 +T T+ - Traffic Vol, veh/h 5 13 12 210 227 8 Future Vol, veh/h 5 13 12 210 227 8 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None 779 None Storage Length 0 - - EB Veh in Median Storage, # 0 HCM Control Delay, s 10.4 0 0 HCM LOS Grade, % 0 - 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 5 14 13 228 247 9 Major/Minor Minot NBT EBLnI SBT SBR Majorl Major2 Conflicting Flow All 505 251 255 0 0 Stage 1 251 - - - - Stage 2 254 - - 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 527 788 1310 Stage 1 791 - - Stage 2 788 - - Platoon blocked, % Mov Cap -1 Maneuver 521 788 1310 Mov Cap -2 Maneuver 521 - - Stage 1 791 Stage 2 779 Approach EB NB SB HCM Control Delay, s 10.4 0.4 0 HCM LOS B Minor Lane/MajorMvmt NBL NBT EBLnI SBT SBR Capacity (veh/h) 1310 690 HCM Lane V/C Ratio 0.01 0.028 HCM Control Delay (s) 7.8 0 10.4 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0 - 0.1 MS Synchro 9 Report MS Synchro 9 Report Page 1 Page 2 4: Shady Oak Dr & Unity Way 2025 Horizon + Buildout (Site Plan A) TIA for Crescent Green in Southlake, TX Timing Plan: PM Intersection Int Delay, s/veh 1.8 Movement SIL WBR Lane Configurations ►j if j. rj Traffic Vol, vehlh 32 35 192 29 27 204 Future Vol, veh/h 32 35 192 29 27 204 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 0 - Veh in Median Storage, # 0 - 0 0 Grade, % 0 - 0 0 Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 36 40 218 33 31 232 Major/Minor Minorl Majort Major2 Conflicting Flow All 528 235 0 0 251 0 Stage 1 235 - - - - - Stage 2 293 - - 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 511 804 1314 Stage 1 804 - - Stage 2 757 - - Platoon blocked, % Mov Cap-1 Maneuver 497 804 1314 Mov Cap-2 Maneuver 497 - - Stage 1 804 Stage 2 737 - Approach WB NB SB HCM Control Delay, s 11.2 0 0.9 HCM LOS B Minor Lane/MajorMvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) 497 804 1314 HCM Lane V/C Ratio 0.073 0.049 0.023 HCM Control Delay (s) 12.8 9.7 7.8 0 HCM Lane LOS B A A A HCM 95th %tile Q(veh) 0.2 0.2 0.1 - MS Synchro 9 Report Page 3 2: Shady Oak Dr & Southlake Blvd (FM 1709) 2025 Horizon + Buildout (Site Plan A) TIA for Crescent Green in Southlake, TX Timing Plan: Saturday Lane Grouo-'EBL 2: Shady Oak Dr 8 Southlake Blvd (FM 1709) EBT EBR WBL WBT WBR NBL N@T 82s Lane Configurations V1 ttT+ ) ttt ?I V1 f+ A Traffic Volume (vph) 25 1125 0 4 1538 50 0 0 5 57 0 34 Future Volume (vph) 25 1125 0 4 1538 50 0 0 5 57 0 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) 27 1223 0 4 1672 54 0 0 5 62 0 37 Shared Lane Traffic (%) Lane Group Flow (vph) 27 1223 0 4 1672 54 0 5 0 62 37 0 Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 8 2 6 Detector Phase 7 4 3 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 15.0 82.0 15.0 82.0 82.0 23.0 23.0 23.0 23.0 Total Split (%) 12.5% 68.3% 12.5% 68.3% 68.3% 19.2% 19.2% 19.2% 19.2% Yellow Time (s) 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 (s) 0.0 0.0 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 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None C -Max None C -Max C -Max Max Max Max Max Act Effct Green (s) 91.8 90.5 89.5 86.1 86.1 18.5 18.5 18.5 Actuated g/C Ratio 0.76 0.75 0.75 0.72 0.72 0.15 0.15 0.15 v/c Ratio 0.12 0.32 0.01 0.46 0.05 0.01 0.29 0.10 Control Delay 4.3 5.3 3.2 8.1 1.7 0.0 49.0 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 4.3 5.3 3.2 8.1 1.7 0.0 49.0 0.5 LOS A A A A A A D A Approach Delay 5.3 7.9 30.9 Approach LOS A A C Queue Length 50th (ft) 4 88 1 202 0 0 43 0 Queue Length 95th (ft) 10 153 3 238 12 0 87 0 Internal Link Dist (ft) 954 695 219 264 Turn Bay Length (ft) 350 320 140 100 Base Capacity (vph) 293 3833 418 3648 1151 419 216 378 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.32 0.01 0.46 0.05 0.01 0.29 0.10 Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.46 2: Shady Oak Dr & Southlake Blvd (FM 1709) 2025 Horizon + Buildout (Site Plan A) TIA for Crescent Green in Southlake, TX Timing Plan: Saturday Intersection Signal Delay: 7.6 Intersection LOS: A Intersection Capacity Utilization 47.0% ICU Level of Service A Analysis Period (min)15 Splits and Phases: 2: Shady Oak Dr 8 Southlake Blvd (FM 1709) t02 1 ■ 433 ".74 L's 15s I 82s 06 F 07 438 rR1 82s MS Synchro 9 Report MS Synchro 9 Report Page 1 Page 2 1: Timber Lake PI/Driveway 2 & Southlake Blvd (FM 1709;025 Horizon + Buildout (Site Plan A) TIA for Crescent Green in Southlake, TX Timing Plan: Saturday Intersection Majorl Major2 Minorl 295 Minor2 HCM Lane V/C Ratio Int Delay, s/veh 1.6 Minot 0.051 Int Delay, s/veh 0.8 Conflicting Flow All 1710 0 0 1252 0 0 Movement EBL EBR NBL NBT SBT Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations I Tt'p 66 vj T?T+ vj 1+ 6 15 rj► 66 Traffic Vol, veh/h 8 1110 4 36 1514 8 7 0 33 0 0 7 Future Vol, veh/h 8 1110 4 36 1514 8 7 0 33 0 0 7 Conflicting Peds, #Ihr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None - 82 None 82 82 None Storage Length 380 2 340 130 - 2 2 Mvmt Flow 7 Veh in Median Storage, # - 0 80 - 0 - 0 Stage 1 935 0 - Grade, % - 0 - - 0 - 0 - Stage 2 0 - Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 9 1247 4 40 1701 9 8 0 37 0 0 8 3: Shady Oak Dr & Driveway 1 2025 Horizon + Buildout (Site Plan A) TIA for Crescent Green in Southlake, TX Timing Plan: Saturday Intersection Majorl Major2 Minorl 295 Minor2 HCM Lane V/C Ratio Int Delay, s/veh 1.6 Minot 0.051 Majorl Major2 Conflicting Flow All 1710 0 0 1252 0 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y - - - - - - t 'y 1787 1787 Traffic Vol, veh/h 6 15 10 66 69 6 Future Vol, veh/h 6 15 10 66 69 6 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 Critical Hdwy Stg 2 - - 6.74 5.54 Veh in Median Storage, # 0 - Critical Hdwy Stg 2 0 0 - Grade, % 0 - 3.82 4.02 0 0 3.92 Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 7 18 12 80 84 7 Major/Minor Majorl Major2 Minorl 295 Minor2 HCM Lane V/C Ratio Major/Minor Minot 0.051 Majorl Major2 Conflicting Flow All 1710 0 0 1252 0 0 2028 3058 626 2304 3057 855 Conflicting Flow All 193 88 91 0 0 Stage 1 - - - - - - 1267 1267 - 1787 1787 - Stage 1 88 - - - - Stage 2 - - 761 1791 - 517 1270 - Stage 2 105 - - Critical Hdwy 5.34 5.34 6.44 6.54 7.14 6.44 6.54 7.14 Critical Hdwy 6.42 6.22 4.12 Critical Hdwy Stg 1 - 7.34 5.54 - 7.34 5.54 - Critical Hdwy Stg 1 5.42 Critical Hdwy Stg 2 - - 6.74 5.54 - 6.74 5.54 - Critical Hdwy Stg 2 5.42 - - Follow-up Hdwy 3.12 3.12 3.82 4.02 3.92 3.82 4.02 3.92 Follow-up Hdwy 3.518 3.318 2.218 Pot Cap -1 Maneuver 175 295 61 12 366 41 12 259 Pot Cap -1 Maneuver 796 970 1504 Stage 1 - - 129 238 - 55 132 - Stage 1 935 - - Stage 2 - - 330 132 - 465 237 - Stage 2 919 - - Platoon blocked, % Platoon blocked, % Mov Cap -1 Maneuver 175 295 51 10 366 32 10 259 Mov Cap -1 Maneuver 790 970 1504 Mov Cap -2 Maneuver - 51 10 32 10 - Mov Cap -2 Maneuver 790 - - Stage 1 122 226 52 114 Stage 1 935 Stage 2 277 114 396 225 Stage 2 912 Approach EB WB NB Approach EB NB SB HCM Control Delay, s 0.2 0.4 28.5 19.3 HCM Control Delay, s 9.1 1 0 HCM LOS D C HCM LOS A Minor Lane/Major Mvmt NBLnt NBLn2 EBL EBT EBR WBL WBT WBR SBLnt Capacity (veh/h) 51 366 175 295 259 HCM Lane V/C Ratio 0.154 0.101 0.051 0.137 0.03 HCM Control Delay (s) 88.1 15.9 26.7 19.1 19.3 HCM Lane LOS F C D C C HCM 95th %tile Q(veh) 0.5 0.3 0.2 0.5 0.1 Minor Lane/MajorMvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1504 911 HCM Lane V/C Ratio 0.008 0.028 HCM Control Delay (s) 7.4 9.1 HCM Lane LOS A A HCM 95th %tile Q(veh) 0 0.1 MS Synchro 9 Report MS Synchro 9 Report Page 1 Page 2 4: Shady Oak Dr & Unity Way 2025 Horizon + Buildout (Site Plan A) TIA for Crescent Green in Southlake, TX Timing Plan: Saturday Intersection Int Delay, s/veh 2.2 Movement WBL WBR NBT NBR Lane Configurations I r j. rj Traffic Vol, vehlh 19 19 68 5 4 57 Future Vol, veh/h 19 19 68 5 4 57 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None None Storage Length 0 0 - Veh in Median Storage, # 0 - 0 0 Grade, % 0 - 0 0 Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 24 24 86 6 5 72 Major/Minor Minorl Majort Major2 Conflicting Flow All 171 89 0 0 92 0 Stage 1 89 - - - - - Stage 2 82 - - 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 819 969 1503 Stage 1 934 - - Stage 2 941 - - Platoon blocked, % Mov Cap-1 Maneuver 817 969 1503 Mov Cap-2 Maneuver 817 - - Stage 1 934 Stage 2 938 Approach WB NB SB HCM Control Delay, s 9.2 0 0.5 HCM LOS A Minor Lane/MajorMvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) 817 969 1503 HCM Lane V/C Ratio 0.029 0.025 0.003 HCM Control Delay (s) 9.5 8.8 7.4 0 HCM Lane LOS A A A A HCM 95th %tile Q(veh) 0.1 0.1 0 - MS Synchro 9 Report Page 3 2: Shady Oak Dr & Southlake Blvd (FM 1709) 2020 Buildout (Site Plan B) TIA for Crescent Green in Southlake, TX Timing Plan: AM Lane Grouo-'EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations V1 ttT+ ) ttt ?I V1 f+ T+ Traffic Volume (vph) 265 3076 13 10 1185 99 4 0 1 94 0 91 Future Volume (vph) 265 3076 13 10 1185 99 4 0 1 94 0 91 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 279 3238 14 11 1247 104 4 0 1 99 0 96 Shared Lane Traffic (%) Lane Group Flow (vph) 279 3252 0 11 1247 104 4 1 0 99 96 0 Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 8 2 6 Detector Phase 7 4 3 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 15.0 110.5 15.0 110.5 110.5 24.5 24.5 24.5 24.5 Total Split (%) 10.0% 73.7% 10.0% 73.7% 73.7% 16.3% 16.3% 16.3% 16.3% Yellow Time (s) 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 (s) 0.0 0.0 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 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None C -Max None C -Max C -Max Max Max Max Max Act Effct Green (s) 121.0 116.8 112.1 106.4 106.4 20.0 20.0 20.0 20.0 Actuated g/C Ratio 0.81 0.78 0.75 0.71 0.71 0.13 0.13 0.13 0.13 v/c Ratio 0.75 0.82 0.09 0.35 0.09 0.03 0.00 0.53 0.25 Control Delay 18.3 13.4 4.9 8.7 1.3 57.2 0.0 71.6 1.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 18.3 13.4 4.9 8.7 1.3 57.2 0.0 71.6 1.6 LOS B B A A A E A E A Approach Delay 13.8 8.1 45.8 37.2 Approach LOS B A D D Queue Length 50th (ft) 53 529 2 159 0 3 0 92 0 Queue Length 95th (ft) 105 832 6 182 17 16 0 157 0 Internal Link Dist (ft) 954 695 219 264 Turn Bay Length (ft) 350 320 140 100 Base Capacity (vph) 376 3957 174 3607 1153 148 297 188 379 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.74 0.82 0.06 0.35 0.09 0.03 0.00 0.53 0.25 Intersection Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset: 50.2 (33%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 100 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.82 2: Shady Oak Dr & Southlake Blvd (FM 1709) 2020 Buildout (Site Plan B) TIA for Crescent Green in Southlake, TX Timing Plan: AM Intersection Signal Delay: 13.2 Intersection LOS: B Intersection Capacity Utilization 87.0% ICU Level of Service E Analysis Period (min)15 iplits and Phases: 2: Sha dy Oak Dr & Southlake Blvd (FM 1709) t02 --04 24.5s 170.5 F 1 06 Oa 4.Ss MS Synchro 9 Report MS Synchro 9 Report Page 1 Page 2 1: Timber Lake PI & Southlake Blvd (FM 1709) 2020 Buildout (Site Plan B) TIA for Crescent Green in Southlake, TX Timing Plan: AM Intersection Int Delay, s/veh Movement 6.1 EBU -EB1�BR WBL WBT NBL NBR Lane Configurations A ftT+ I ?TT I r Traffic Vol, veh/h 0 3285 22 35 1239 11 97 Future Vol, veh/h 0 3285 22 35 1239 11 97 Conflicting Peds, #Ihr 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 380 Platoon blocked, % 340 - 130 0 Veh in Median Storage, # - 0 - 0 0 - Grade, % - 0 - 0 0 - Peak Hour Factor 92 94 94 94 94 94 94 Heavy Vehicles,% 2 2 2 2 2 2 2 Mvmt Flow 0 3495 23 37 1318 12 103 Major/Minor Map Major2 Minorl Capacity (veh/h) Conflicting Flow All 0 0 3518 0 4108 1759 Stage 1 - - - - 3506 - Stage 2 - 602 - Critical Hdwy 5.64 5.34 5.74 7.14 Critical Hdwy Stg 1 - 6.64 - Critical Hdwy Stg 2 - - 6.04 - Follow-up Hdwy 2.32 3.12 3.82 3.92 Pot Cap -1 Maneuver - -20 -6 -63 Stage 1 - -6 - Stage 2 - 464 - Platoon blocked, % None Mov Cap -1 Maneuver -20 0 -63 Mov Cap -2 Maneuver - 0 - Stage 1 0 -6 Stage 2 0 0 Grade, % Approach EB WB NB 0 HCM Control Delay, s 0 22.3 Peak Hour Factor 92 HCM LOS 92 92 92 Minor Lane/Major Mvmt NBLnt NBLn2 EBU EBT EBR WBL WBT Capacity (veh/h) 63 -20 HCM Lane V/C Ratio 1.638 1.862 HCM Control Delay (s) -$456.1 0 -$812.9 HCM Lane LOS F A F HCM 95th %tile Q(veh) 9.2 5 Notes' 164 3 -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined ': All major volume in platoon 3: Shady Oak Dr & Driveway 1 2020 Buildout (Site Plan B) TIA for Crescent Green in Southlake, TX Timing Plan: AM Intersection Int Delay, s/veh 0.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y 180 - t T+ 405 Traffic Vol, veh/h 7 30 10 353 164 3 Future Vol, veh/h 7 30 10 353 164 3 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 1393 Mov Cap -2 Maneuver - - - Veh in Median Storage, # 0 0 0 Grade, % 0 - 0 0 EB Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 8 33 11 384 178 3 Major/Minor Minot Majorl Major2 Conflicting Flow All 585 180 182 0 0 Stage 1 180 - - - - Stage 2 405 - - 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 473 863 1393 Stage 1 851 - - Stage 2 673 - - Platoon blocked, % Mov Cap -1 Maneuver 468 863 1393 Mov Cap -2 Maneuver 468 - - Stage 1 851 Stage 2 666 Approach EB NB SB HCM Control Delay, s 10.1 0.2 0 HCM LOS B Minor Lane/MajorMvmt NBL NBTEBLnl SBT SBR Capacity (veh/h) 1393 744 HCM Lane V/C Ratio 0.008 0.054 HCM Control Delay (s) 7.6 10.1 HCM Lane LOS A B HCM 95th %tile Q(veh) 0 0.2 MS Synchro 9 Report MS Synchro 9 Report Page 1 Page 2 4: Shady Oak Dr & Unity Way 2020 Buildout (Site Plan B) TIA for Crescent Green in Southlake, TX Timing Plan: AM Intersection Int Delay, s/veh 1.2 Movement WBL WBR Lane Configurations I if S• rj Traffic Vol, vehlh 3 40 296 37 25 164 Future Vol, veh/h 3 40 296 37 25 164 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None None Storage Length 0 0 - Veh in Median Storage, # 0 - 0 0 Grade, % 0 - 0 0 Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 4 51 375 47 32 208 Major/Minor Minorl Majort Major2 Conflicting Flow All 669 398 0 0 422 0 Stage 1 398 - - - - - Stage 2 271 - - 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 423 652 1137 Stage 1 678 - - Stage 2 775 - - Platoon blocked, % Mov Cap-1 Maneuver 409 652 1137 Mov Cap-2 Maneuver 409 - Stage 1 678 Stage 2 750 Approach WB NB HCM Control Delay, s 11.2 0 1.1 HCM LOS B Minor Lane/MajorMvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) 409 652 1137 HCM Lane V/C Ratio 0.009 0.078 0.028 HCM Control Delay (s) 13.9 11 8.3 0 HCM Lane LOS B B A A HCM 95th %tile Q(veh) 0 0.3 0.1 - MS Synchro 9 Report Page 3 2: Shady Oak Dr & Southlake Blvd (FM 1709) 2020 Buildout (Site Plan B) TIA for Crescent Green in Southlake, TX Timing Plan: PM Lane Grouo-'EBL EBT EBR WBL WBT WBR NBL NBT NBR Lane Configurations V1 ttT+ ) ttt ?I V1 f+ f+ Traffic Volume (vph) 113 1707 1 4 2949 109 7 4 9 101 1 146 Future Volume (vph) 113 1707 1 4 2949 109 7 4 9 101 1 146 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 118 1778 1 4 3072 114 7 4 9 105 1 152 Shared Lane Traffic (%) Lane Group Flow (vph) 118 1779 0 4 3072 114 7 13 0 105 153 0 Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 8 2 6 Detector Phase 7 4 3 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 15.0 99.0 15.0 99.0 99.0 26.0 26.0 26.0 26.0 Total Split (%) 10.7% 70.7% 10.7% 70.7% 70.7% 18.6% 18.6% 18.6% 18.6% Yellow Time (s) 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 (s) 0.0 0.0 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 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None C -Max None C -Max C -Max Max Max Max Max Act Effct Green (s) 109.5 107.5 101.5 95.9 95.9 21.5 21.5 21.5 21.5 Actuated g/C Ratio 0.78 0.77 0.72 0.68 0.68 0.15 0.15 0.15 0.15 v/c Ratio 0.70 0.46 0.02 0.88 0.10 0.05 0.05 0.49 0.45 Control Delay 50.2 6.5 3.8 21.8 4.5 52.0 30.8 63.0 21.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.2 6.5 3.8 21.8 4.5 52.0 30.8 63.0 21.7 LOS D A A C A D C E C Approach Delay 9.3 21.2 38.2 38.5 Approach LOS A C D D Queue Length 50th (ft) 53 170 1 774 17 6 3 89 34 Queue Length 95th (ft) #125 272 3 854 39 21 24 152 103 Internal Link Dist (ft) 954 695 219 264 Turn Bay Length (ft) 350 320 140 100 Base Capacity (vph) 185 3903 273 3484 1101 131 263 214 337 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.64 0.46 0.01 0.88 0.10 0.05 0.05 0.49 0.45 Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.88 2: Shady Oak Dr & Southlake Blvd (FM 1709) 2020 Buildout (Site Plan B) TIA for Crescent Green in Southlake, TX Timing Plan: PM Intersection Signal Delay: 17.9 Intersection LOS: B Intersection Capacity Utilization 86.8% ICU Level of Service E Analysis Period (min)15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. iplits and Phases: 2: Shady Oak Dr & Southlake Blvd (FM 1709) t02 '("0j07 �3ifR 26 s 99 s F 35 08 76! 99 s MS Synchro 9 Report MS Synchro 9 Report Page 1 Page 2 1: Timber Lake PI & Southlake Blvd (FM 1709) 2020 Buildout (Site Plan B) TIA for Crescent Green in Southlake, TX Timing Plan: PM Int Delay, s/veh 1.9 Movement EBU -EB1�BR WBL WBT NBL NBR Lane Configurations A Tt'p I ?TT I F Traffic Vol, veh/h 0 1776 29 75 3001 5 50 Future Vol, veh/h 0 1776 29 75 3001 5 50 Conflicting Peds, #Ihr 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Stop Stop RT Channelized 18 None - None - None Storage Length 380 0 340 - 130 0 Veh in Median Storage, # - 0 - 0 0 - Grade, % - 0 - 0 0 - Peak Hour Factor 92 96 96 96 96 96 96 Heavy Vehicles,% 2 2 2 2 2 2 2 Mvmt Flow 0 1850 30 78 3126 5 52 Major/Minor Major1 Major2 Minorl Conflicting Flow All 0 0 1880 0 3272 940 Stage 1 - - - - 1865 - Stage 2 - 1407 - Critical Hdwy 5.64 5.34 5.74 7.14 Critical Hdwy Stg 1 - 6.64 - Critical Hdwy Stg 2 - - 6.04 - Follow-up Hdwy 2.32 3.12 3.82 3.92 Pot Cap -1 Maneuver - 144 18 227 Stage 1 - 69 - Stage 2 32 171 Platoon blocked, % 3: Shady Oak Dr & Driveway 1 2020 Buildout (Site Plan B) TIA for Crescent Green in Southlake, TX Timing Plan: PM Intersection Minot Majorl Major2 Conflicting Flow All 504 228 233 0 0 Stage 1 Int Delay, s/veh 1 - - - - Stage 2 276 - - Critical Hdwy 6.42 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y 3.318 2.218 Pot Cap -1 Maneuver t 'y Stage 1 Traffic Vol, veh/h 5 18 32 190 206 8 Future Vol, veh/h 5 18 32 190 206 8 Conflicting Peds, #Ihr 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 5 20 35 207 224 9 Major/Minor Minot Majorl Major2 Conflicting Flow All 504 228 233 0 0 Stage 1 228 - - - - Stage 2 276 - - 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 528 811 1335 Stage 1 810 - - Stage 2 771 Platoon blocked, % Mov Cap -1 Maneuver 144 8 227 Mov Cap -1 Maneuver 512 811 1335 Mov Cap -2 Maneuver - 8 - Mov Cap -2 Maneuver 512 - - Stage 1 69 Stage 1 810 Stage 2 78 Stage 2 748 Approach EB WB [v1B Approach EB NB SB HCM Control Delay, s 0 1.4 91.2 HCM Control Delay, s 10.2 1.1 0 HCM LOS Minor Lane/Major Mvmt NBLnl NBLn2 EBU EBT EBR WBL WBT Capacity (veh/h) 8 227 144 HCM Lane V/C Ratio 0.651 0.229 0.543 HCM Control Delay (s) $ 748 25.5 0 56.3 HCM Lane LOS F D A F HCM 95th %tile Q(veh) 1.2 0.9 - 2.7 HCM LOS Minor Lane/MajorMvmt NBL NBTEBLnl SBT SBR Capacity (veh/h) 1335 720 HCM Lane V/C Ratio 0.026 0.035 HCM Control Delay (s) 7.8 10.2 HCM Lane LOS A B HCM 95th %tile Q(veh) 0.1 0.1 MS Synchro 9 Report MS Page 1 Synchro 9 Report Page 2 4: Shady Oak Dr & Unity Way 2020 Buildout (Site Plan B) TIA for Crescent Green in Southlake, TX Timing Plan: PM Intersection Int Delay, s/veh 1.8 Movement SIL WBR Lane Configurations ►j if S• rj Traffic Vol, vehlh 29 32 174 27 24 185 Future Vol, veh/h 29 32 174 27 24 185 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 0 - Veh in Median Storage, # 0 - 0 0 Grade, % 0 - 0 0 Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 33 36 198 31 27 210 Major/Minor Minorl Majort Major2 Conflicting Flow All 478 213 0 0 228 0 Stage 1 213 - - - - - Stage 2 265 - - 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 546 827 1340 Stage 1 823 - - Stage 2 779 - - Platoon blocked, % Mov Cap-1 Maneuver 533 827 1340 Mov Cap-2 Maneuver 533 - Stage 1 823 Stage 2 761 Approach WB NB SB HCM Control Delay, s 10.8 0 0.9 HCM LOS B Minor Lane/MajorMvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) 533 827 1340 HCM Lane V/C Ratio 0.062 0.044 0.02 HCM Control Delay (s) 12.2 9.6 7.7 0 HCM Lane LOS B A A A HCM 95th %tile Q(veh) 0.2 0.1 0.1 - MS Synchro 9 Report Page 3 2: Shady Oak Dr & Southlake Blvd (FM 1709) 2020 Buildout (Site Plan B) TIA for Crescent Green in Southlake, TX Timing Plan: Saturday LaneGrouo-'EBL 2: Shady Oak Dr 8 Southlake Blvd (FM 1709) EBT EBR WBL WBT WBR NBL NBT NBR -1M-S T --M Lane Configurations V1 ttT+ ) ttt ?I V1 A A Traffic Volume (vph) 31 1019 0 3 1386 54 0 0 5 53 0 38 Future Volume (vph) 31 1019 0 3 1386 54 0 0 5 53 0 38 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) 34 1108 0 3 1507 59 0 0 5 58 0 41 Shared Lane Traffic (%) Lane Group Flow (vph) 34 1108 0 3 1507 59 0 5 0 58 41 0 Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 8 2 6 Detector Phase 7 4 3 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 15.0 82.0 15.0 82.0 82.0 23.0 23.0 23.0 23.0 Total Split (%) 12.5% 68.3% 12.5% 68.3% 68.3% 19.2% 19.2% 19.2% 19.2% Yellow Time (s) 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 (s) 0.0 0.0 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 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None C -Max None C -Max C -Max Max Max Max Max Act Effct Green (s) 91.8 90.5 89.4 86.0 86.0 18.5 18.5 18.5 Actuated g/C Ratio 0.76 0.75 0.74 0.72 0.72 0.15 0.15 0.15 v/c Ratio 0.13 0.29 0.01 0.41 0.05 0.01 0.27 0.11 Control Delay 4.3 5.2 3.3 7.7 1.7 0.0 48.6 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 4.3 5.2 3.3 7.7 1.7 0.0 48.6 0.6 LOS A A A A A A D A Approach Delay 5.1 7.5 28.7 Approach LOS A A C Queue Length 50th (ft) 5 77 1 174 0 0 40 0 Queue Length 95th (ft) 12 136 3 207 13 0 82 0 Internal Link Dist (ft) 954 695 219 264 Turn Bay Length (ft) 350 320 140 100 Base Capacity (vph) 326 3833 456 3644 1151 437 216 389 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.29 0.01 0.41 0.05 0.01 0.27 0.11 Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.41 2: Shady Oak Dr & Southlake Blvd (FM 1709) 2020 Buildout (Site Plan B) TIA for Crescent Green in Southlake, TX Timing Plan: Saturday Intersection Signal Delay: 7.3 Intersection LOS: A Intersection Capacity Utilization 43.9% ICU Level of Service A Analysis Period (min)15 Splits and Phases: 2: Shady Oak Dr 8 Southlake Blvd (FM 1709) t02 1 ■ 433 x0, L's 15s I 82s 06 F 07 438 rR1 82s MS Synchro 9 Report MS Synchro 9 Report Page 1 Page 2 1: Timber Lake PI & Southlake Blvd (FM 1709) 2020 Buildout (Site Plan B) TIA for Crescent Green in Southlake, TX Timing Plan: Saturday Int Delay, s/veh 0.6 Movement EBU -EB1�BR WBL WBT NBL NBR Lane Configurations A Tt'p vj ?TT vj F Traffic Vol, veh/h 0 1014 4 33 1379 7 33 Future Vol, veh/h 0 1014 4 33 1379 7 33 Conflicting Peds, #Ihr 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Stop Stop RT Channelized Stop None - None - None Storage Length 380 None 340 - 130 0 Veh in Median Storage, # - 0 - 0 0 - Grade, % - 0 - 0 0 - Peak Hour Factor 92 89 89 89 89 89 89 Heavy Vehicles,% 2 2 2 2 2 2 2 Mvmt Flow 0 1139 4 37 1549 8 37 3: Shady Oak Dr & Driveway 1 2020 Buildout (Site Plan B) TIA for Crescent Green in Southlake, TX Timing Pian: Saturday Intersection Int Delay, s/veh 2.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y Majorl Major2 Conflicting Flow All t 'y 1836 Traffic Vol, veh/h 6 22 26 59 63 6 Future Vol, veh/h 6 22 26 59 63 6 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None 6.42 None Storage Length 0 - - Veh in Median Storage, # 0 0 0 - Grade, % 0 - Critical Hdwy Stg 2 0 0 - Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 7 27 32 72 77 7 Major/Minor Majorl Major2 Minorl HCM Lane V/C Ratio 0.077 0.093 Major/Minor Minot 43.2 Majorl Major2 Conflicting Flow All HCM Lane LOS 0 0 1144 0 1836 572 HCM 95th %tile Q(veh) Conflicting Flow All 215 80 84 0 0 Stage 1 - - - - 1142 - Stage 1 80 - - - - Stage 2 - 694 - Stage 2 135 - - Critical Hdwy 5.64 5.34 5.74 7.14 Critical Hdwy 6.42 6.22 4.12 Critical Hdwy Stg 1 - 6.64 Critical Hdwy Stg 1 5.42 Critical Hdwy Stg 2 - - 6.04 - Critical Hdwy Stg 2 5.42 - - Follow-up Hdwy 2.32 3.12 3.82 3.92 Follow-up Hdwy 3.518 3.318 2.218 Pot Cap -1 Maneuver - 333 115 397 Pot Cap -1 Maneuver 773 980 1513 Stage 1 - 198 - Stage 1 943 - - Stage 2 - 416 - Stage 2 891 - - Platoon blocked, % Platoon blocked, % Mov Cap -1 Maneuver 333 102 397 Mov Cap -1 Maneuver 756 980 1513 Mov Cap -2 Maneuver - 102 Mov Cap -2 Maneuver 756 - - Stage 1 198 Stage 1 943 Stage 2 370 Stage 2 871 Approach EB WB Approach EB NB SB HCM Control Delay, s 0 0.4 19.9 HCM Control Delay, s 9.1 2.3 0 HCM LOS C HCM LOS A Minor Lane/Major Mvmt NBLnt NBLn2 EBU EBT EBR WBL WBT Capacity (veh/h) 102 397 333 HCM Lane V/C Ratio 0.077 0.093 0.111 HCM Control Delay (s) 43.2 15 0 17.2 HCM Lane LOS E C A C HCM 95th %tile Q(veh) 0.2 0.3 - 0.4 Minor Lane/MajorMvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1513 921 HCM Lane V/C Ratio 0.021 0.037 HCM Control Delay (s) 7.4 9.1 HCM Lane LOS A A HCM 95th %tile Q(veh) 0.1 0.1 MS Synchro 9 Report MS Synchro 9 Report Page 1 Page 2 4: Shady Oak Dr & Unity Way 2020 Buildout (Site Plan B) TIA for Crescent Green in Southlake, TX Timing Plan: Saturday Intersection Int Delay, s/veh 2.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations I r S• rj Traffic Vol, vehlh 17 17 62 4 3 52 Future Vol, veh/h 17 17 62 4 3 52 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 0 - Veh in Median Storage, # 0 - 0 0 Grade, % 0 - 0 0 Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 22 22 78 5 4 66 Major/Minor Minorl Majort Major2 Conflicting Flow All 154 81 0 0 84 0 Stage 1 81 - - - - - Stage 2 73 - - 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 838 979 1513 Stage 1 942 - - Stage 2 950 - - Platoon blocked, % Mov Cap-1 Maneuver 835 979 1513 Mov Cap-2 Maneuver 835 - Stage 1 942 Stage 2 947 - Approach WB NB SB HCM Control Delay, s 9.1 0 0.4 HCM LOS A Minor Lane/MajorMvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) 835 979 1513 HCM Lane V/C Ratio 0.026 0.022 0.003 HCM Control Delay (s) 9.4 8.8 7.4 0 HCM Lane LOS A A A A HCM 95th %tile Q(veh) 0.1 0.1 0 - MS Synchro 9 Report Page 3 2: Shady Oak Dr & Southlake Blvd (FM 1709) 2025 Horizon + Buildout (Site Plan B) TIA for Crescent Green in Southlake, TX Timing Plan: AM LaneGrouo-'EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations V1 ttT+ ) ttt r V1 T+ T+ Traffic Volume (vph) 292 3397 14 11 1309 109 4 0 1 102 0 100 Future Volume (vph) 292 3397 14 11 1309 109 4 0 1 102 0 100 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 307 3576 15 12 1378 115 4 0 1 107 0 105 Shared Lane Traffic (%) Lane Group Flow (vph) 307 3591 0 12 1378 115 4 1 0 107 105 0 Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 8 2 6 Detector Phase 7 4 3 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 15.0 110.5 15.0 110.5 110.5 24.5 24.5 24.5 24.5 Total Split (%) 10.0% 73.7% 10.0% 73.7% 73.7% 16.3% 16.3% 16.3% 16.3% Yellow Time (s) 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 (s) 0.0 0.0 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 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None C -Max None C -Max C -Max Max Max Max Max Act Effct Green (s) 121.0 116.8 111.7 106.0 106.0 20.0 20.0 20.0 20.0 Actuated g/C Ratio 0.81 0.78 0.74 0.71 0.71 0.13 0.13 0.13 0.13 v/c Ratio 0.91 0.91 0.10 0.38 0.10 0.03 0.00 0.57 0.29 Control Delay 42.1 17.9 5.0 9.2 1.3 57.5 0.0 73.8 2.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.1 17.9 5.0 9.2 1.3 57.5 0.0 73.8 2.0 LOS D B A A A E A E A Approach Delay 19.8 8.6 46.0 38.3 Approach LOS B A D D Queue Length 50th (ft) 74 718 2 182 0 3 0 100 0 Queue Length 95th (ft) #153 1124 6 207 18 16 0 168 0 Internal Link Dist (ft) 954 695 219 264 Turn Bay Length (ft) 350 320 140 100 Base Capacity (vph) 338 3957 174 3593 1152 140 296 188 360 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.91 0.91 0.07 0.38 0.10 0.03 0.00 0.57 0.29 Intersection Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset: 50.2 (33%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 120 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.91 2: Shady Oak Dr & Southlake Blvd (FM 1709) 2025 Horizon + Buildout (Site Plan B) TIA for Crescent Green in Southlake, TX Timing Plan: AM Intersection Signal Delay: 17.5 Intersection LOS: B Intersection Capacity Utilization 93.7% ICU Level of Service F Analysis Period (min)15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. iplits and Phases: 2: Shady Oak Dr & Southlake Blvd (FM 1709) T02 ■ ha433 --0424.Ss 15s 1105 ■ F ■ 05 f 07 08 Z4 s IS s MS Synchro 9 Report MS Synchro 9 Report Page 1 Page 2 1: Timber Lake PI & Southlake Blvd (FM 1709) 2025 Horizon + Buildout (Site Plan B) TIA for Crescent Green in Southlake, TX Timing Plan: AM Int Delay, s/veh 11.9 Movement EBU -EB1�BR WBL WBT NBL 0 0 3881 0 Lane Configurations A ftT+ I ?TT I if Traffic Vol, veh/h 0 3626 22 39 1366 11 97 Future Vol, veh/h 0 3626 22 39 1366 11 97 Conflicting Peds, #Ihr 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 380 Platoon blocked, % 340 - 130 0 Veh in Median Storage, # - 0 - 0 0 - Grade, % - 0 - 0 0 - Peak Hour Factor 92 94 94 94 94 94 94 Heavy Vehicles,% 2 2 2 2 2 2 2 Mvmt Flow 0 3857 23 41 1453 12 103 Major/Minor Map Major2 Minorl Capacity (veh/h) Conflicting Flow All 0 0 3881 0 4533 1940 Stage 1 - - - - 3869 - Stage 2 - 664 - Critical Hdwy 5.64 5.34 5.74 7.14 Critical Hdwy Stg 1 - 6.64 - Critical Hdwy Stg 2 - - 6.04 - Follow-up Hdwy 2.32 3.12 3.82 3.92 Pot Cap -1 Maneuver - -13 -3 -47 Stage 1 - -3 - Stage 2 - 431 - Platoon blocked, % None Mov Cap -1 Maneuver -13 0 -47 Mov Cap -2 Maneuver - 0 - Stage 1 0 -3 Stage 2 0 0 Grade, % Approach EB WB N8 0 HCM Control Delay, s 0 43.7 Peak Hour Factor 92 HCM LOS 92 - 92 Minor Lane/Major Mvmt NBLnt NBLn2 EBU EBT EBR WBL WBT Capacity (veh/h) 47 - 13 HCM Lane V/C Ratio 2.196 3.191 HCM Control Delay (s) -$735.4 0 $1575.5 HCM Lane LOS F A - F HCM 95th %tile Q(veh) 10.7 6.1 Notes' 182 3 -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined ': All major volume in platoon 3: Shady Oak Dr & Driveway 1 2025 Horizon + Buildout (Site Plan B) TIA for Crescent Green in Southlake, TX Timing Plan: AM Intersection Int Delay, s/veh 0.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y 199 - t T+ 446 Traffic Vol, veh/h 7 30 10 390 182 3 Future Vol, veh/h 7 30 10 390 182 3 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 1371 Mov Cap -2 Maneuver - - - Veh in Median Storage, # 0 0 0 Grade, % 0 - 0 0 EB Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 8 33 11 424 198 3 Major/Minor Minot NBT EBLn1 SBT SBR Majorl Major2 Conflicting Flow All 645 199 201 0 0 Stage 1 199 - - - - Stage 2 446 - - 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 437 842 1371 Stage 1 835 - - Stage 2 645 - - Platoon blocked, % Mov Cap -1 Maneuver 433 842 1371 Mov Cap -2 Maneuver 433 - - Stage 1 835 Stage 2 639 Approach EB NB SB HCM Control Delay, s 10.3 0.2 0 HCM LOS B Minor Lane/MajorMvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1371 714 HCM Lane V/C Ratio 0.008 0.056 HCM Control Delay (s) 7.6 10.3 HCM Lane LOS A B HCM 95th %tile Q(veh) 0 0.2 MS Synchro 9 Report MS Synchro 9 Report Page 1 Page 2 4: Shady Oak Dr & Unity Way 2025 Horizon + Buildout (Site Plan B) TIA for Crescent Green in Southlake, TX Timing Plan: AM Intersection Int Delay, s/veh 1.3 Movement WBL WBR NBT NBR Lane Configurations I if j. rj Traffic Vol, vehlh 4 45 326 41 28 181 Future Vol, veh/h 4 45 326 41 28 181 Conflicting Peds, Whir 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None None Storage Length 0 0 - Veh in Median Storage, # 0 - 0 0 Grade, % 0 - 0 0 Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 5 57 413 52 35 229 Major/Minor Minorl Majort Major2 Conflicting Flow All 739 439 0 0 465 0 Stage 1 439 - - - - - Stage 2 300 - - 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 385 618 1096 Stage 1 650 - - Stage 2 752 - - Platoon blocked, % Mov Cap -1 Maneuver 371 618 1096 Mov Cap -2 Maneuver 371 - - Stage 1 650 Stage 2 724 Approach WB NS SB HCM Control Delay, s 11.7 0 1.1 HCM LOS B Minor Lane/Major MI NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) 371 618 1096 HCM Lane V/C Ratio 0.014 0.092 0.032 HCM Control Delay (s) 14.8 11.4 8.4 0 HCM Lane LOS B B A A HCM 95th %tile Q(veh) 0 0.3 0.1 - MS Synchro 9 Report Page 3 2: Shady Oak Dr & Southlake Blvd (FM 1709) 2025 Horizon + Buildout (Site Plan B) TIA for Crescent Green in Southlake, TX Timing Plan: PM Lane Grouo-'EBL EBT EBR WBL WBT WBR NBL NBT NBR Lane Configurations V1 ttT+ ) ttt ?I V1 f+ f+ Traffic Volume (vph) 123 1885 1 5 3256 119 7 4 9 110 1 160 Future Volume (vph) 123 1885 1 5 3256 119 7 4 9 110 1 160 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 128 1964 1 5 3392 124 7 4 9 115 1 167 Shared Lane Traffic (%) Lane Group Flow (vph) 128 1965 0 5 3392 124 7 13 0 115 168 0 Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 8 2 6 Detector Phase 7 4 3 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 15.0 99.0 15.0 99.0 99.0 26.0 26.0 26.0 26.0 Total Split (%) 10.7% 70.7% 10.7% 70.7% 70.7% 18.6% 18.6% 18.6% 18.6% Yellow Time (s) 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 (s) 0.0 0.0 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 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None C -Max None C -Max C -Max Max Max Max Max Act Effct Green (s) 109.5 107.4 101.2 95.6 95.6 21.5 21.5 21.5 21.5 Actuated g/C Ratio 0.78 0.77 0.72 0.68 0.68 0.15 0.15 0.15 0.15 v/c Ratio 0.74 0.50 0.03 0.98 0.11 0.06 0.05 0.54 0.50 Control Delay 55.6 7.0 4.0 32.4 4.8 52.3 30.8 64.9 25.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 55.6 7.0 4.0 32.4 4.8 52.3 30.8 64.9 25.5 LOS E A A C A D C E C Approach Delay 10.0 31.4 38.3 41.5 Approach LOS A C D D Queue Length 50th (ft) 63 200 1 1024 21 6 3 98 47 Queue Length 95th (ft) #151 317 4 #1227 43 21 24 166 122 Internal Link Dist (ft) 954 695 219 264 Turn Bay Length (ft) 350 320 140 100 Base Capacity (vph) 185 3902 243 3471 1097 119 263 214 336 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.69 0.50 0.02 0.98 0.11 0.06 0.05 0.54 0.50 Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 110 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.98 2: Shady Oak Dr & Southlake Blvd (FM 1709) 2025 Horizon + Buildout (Site Plan B) TIA for Crescent Green in Southlake, TX Timing Plan: PM Intersection Signal Delay: 24.3 Intersection LOS: C Intersection Capacity Utilization 93.7% ICU Level of Service F Analysis Period (min)15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. iplits and Phases: 2: Shady Oak Dr & Southlake Blvd (FM 1709) t02 '("0j07 �3ifR 26 s 99 s F 35 08 76s 99s MS Synchro 9 Report MS Synchro 9 Report Page 1 Page 2 1: Timber Lake PI & Southlake Blvd (FM 1709) 2025 Horizon + Buildout (Site Plan B) TIA for Crescent Green in Southlake, TX Timing Plan: PM Int Delay, s/veh 3.9 Movement EBU -EB1�BR WBL WBT NBL 3609 1035 Lane Configurations A ftT+ I ?TT I if Traffic Vol, veh/h 0 1959 29 83 3312 5 50 Future Vol, veh/h 0 1959 29 83 3312 5 50 Conflicting Peds, #Ihr 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Stop Stop RT Channelized 18 None - None - None Storage Length 380 0 340 - 130 0 Veh in Median Storage, # - 0 - 0 0 - Grade, % - 0 - 0 0 - Peak Hour Factor 92 96 96 96 96 96 96 Heavy Vehicles,% 2 2 2 2 2 2 2 Mvmt Flow 0 2041 30 86 3450 5 52 Major/Minor Map Major2 Minorl Conflicting Flow All 0 0 2071 0 3609 1035 Stage 1 - - - - 2056 - Stage 2 - 1553 - Critical Hdwy 5.64 5.34 5.74 7.14 Critical Hdwy Stg 1 - 6.64 - Critical Hdwy Stg 2 - - 6.04 - Follow-up Hdwy 2.32 3.12 3.82 3.92 Pot Cap -1 Maneuver - 115 12 197 Stage 1 - 52 - Stage 2 32 142 Platoon blocked, % 3: Shady Oak Dr & Driveway 1 2025 Horizon + Buildout (Site Plan B) TIA for Crescent Green in Southlake, TX Timing Plan: PM Intersection Minot Majorl Major2 Conflicting Flow All 549 251 255 0 0 Stage 1 Int Delay, s/veh 1 - - - - Stage 2 298 - - Critical Hdwy 6.42 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y 3.318 2.218 Pot Cap -1 Maneuver t T+ Stage 1 Traffic Vol, veh/h 5 18 32 210 227 8 Future Vol, veh/h 5 18 32 210 227 8 Conflicting Peds, #Ihr 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 5 20 35 228 247 9 Major/Minor Minot Majorl Major2 Conflicting Flow All 549 251 255 0 0 Stage 1 251 - - - - Stage 2 298 - - 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 497 788 1310 Stage 1 791 - - Stage 2 753 Platoon blocked, % Mov Cap -1 Maneuver 115 -3 197 EBR WBL WBT Mov Cap -1 Maneuver 482 788 1310 Mov Cap -2 Maneuver - -3 1.736 0.264 Mov Cap -2 Maneuver 482 - - Stage 1 52 HCM Lane LOS Stage 1 791 Stage 2 36 4.2 Stage 2 730 Approach EB WB NB Approach EB NB SB HCM Control Delay, s 0 2.4 240.9 HCM Control Delay, s 10.4 1 0 HCM LOS Minor Lane/Major Mvmt NBLn1 NBLn2 EBU EBT EBR WBL WBT Capacity (veh/h) 3 197 115 HCM Lane V/C Ratio 1.736 0.264 0.752 HCM Control Delay (s) $ 2352.9 29.7 0 97.5 HCM Lane LOS F D A F HCM 95th %tile Q(veh) 1.5 1 4.2 Notes' -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined ': All major volume in platoon HCM LOS Minor Lane/MajorMvmt NBL NBTEBLnl SBT SBR Capacity (veh/h) 1310 692 HCM Lane V/C Ratio 0.027 0.036 HCM Control Delay (s) 7.8 10.4 HCM Lane LOS A B HCM 95th %tile Q(veh) 0.1 0.1 MS Synchro 9 Report MS Synchro 9 Report Page 1 Page 2 4: Shady Oak Dr & Unity Way 2025 Horizon + Buildout (Site Plan B) TIA for Crescent Green in Southlake, TX Timing Plan: PM Intersection Int Delay, s/veh 1.8 Movement SIL WBR Lane Configurations ►j if j. rj Traffic Vol, vehlh 32 35 192 29 27 204 Future Vol, veh/h 32 35 192 29 27 204 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 0 - Veh in Median Storage, # 0 - 0 0 Grade, % 0 - 0 0 Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 36 40 218 33 31 232 Major/Minor Minorl Majort Major2 Conflicting Flow All 528 235 0 0 251 0 Stage 1 235 - - - - - Stage 2 293 - - 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 511 804 1314 Stage 1 804 - - Stage 2 757 - - Platoon blocked, % Mov Cap-1 Maneuver 497 804 1314 Mov Cap-2 Maneuver 497 - - Stage 1 804 Stage 2 737 - Approach WB NB SB HCM Control Delay, s 11.2 0 0.9 HCM LOS B Minor Lane/MajorMvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) 497 804 1314 HCM Lane V/C Ratio 0.073 0.049 0.023 HCM Control Delay (s) 12.8 9.7 7.8 0 HCM Lane LOS B A A A HCM 95th %tile Q(veh) 0.2 0.2 0.1 - MS Synchro 9 Report Page 3 2: Shady Oak Dr & Southlake Blvd (FM 1709) 2025 Horizon + Buildout (Site Plan B) TIA for Crescent Green in Southlake, TX Timing Plan: Saturday LaneGrouo--------ESL 2: Shady Oak Dr 8 Southlake Blvd (FM 1709) EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations V1 ttT+ ) ttt ?I V1 T+ T+ Traffic Volume (vph) 33 1125 0 4 1530 58 0 0 5 57 0 41 Future Volume (vph) 33 1125 0 4 1530 58 0 0 5 57 0 41 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) 36 1223 0 4 1663 63 0 0 5 62 0 45 Shared Lane Traffic (%) Lane Group Flow (vph) 36 1223 0 4 1663 63 0 5 0 62 45 0 Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 8 2 6 Detector Phase 7 4 3 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 15.0 82.0 15.0 82.0 82.0 23.0 23.0 23.0 23.0 Total Split (%) 12.5% 68.3% 12.5% 68.3% 68.3% 19.2% 19.2% 19.2% 19.2% Yellow Time (s) 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 (s) 0.0 0.0 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 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None C -Max None C -Max C -Max Max Max Max Max Act Effct Green (s) 91.8 90.5 89.4 86.0 86.0 18.5 18.5 18.5 Actuated g/C Ratio 0.76 0.75 0.74 0.72 0.72 0.15 0.15 0.15 v/c Ratio 0.15 0.32 0.01 0.46 0.05 0.01 0.29 0.12 Control Delay 4.7 5.3 3.2 8.1 2.0 0.0 49.0 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 4.7 5.3 3.2 8.1 2.0 0.0 49.0 0.6 LOS A A A A A A D A Approach Delay 5.3 7.9 28.7 Approach LOS A A C Queue Length 50th (ft) 6 88 1 201 1 0 43 0 Queue Length 95th (ft) 13 153 3 237 15 0 87 0 Internal Link Dist (ft) 954 695 219 264 Turn Bay Length (ft) 350 320 140 100 Base Capacity (vph) 294 3833 418 3644 1151 419 216 379 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.12 0.32 0.01 0.46 0.05 0.01 0.29 0.12 Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.46 2: Shady Oak Dr & Southlake Blvd (FM 1709) 2025 Horizon + Buildout (Site Plan B) TIA for Crescent Green in Southlake, TX Timing Plan: Saturday Intersection Signal Delay: 7.6 Intersection LOS: A Intersection Capacity Utilization 46.9% ICU Level of Service A Analysis Period (min)15 Splits and Phases: 2: Shady Oak Dr 8 Southlake Blvd (FM 1709) t02 1 ■ 433 x0, L's 15s I 82s 06 F 07 438 rR1 82s MS Synchro 9 Report MS Synchro 9 Report Page 1 Page 2 1: Timber Lake PI & Southlake Blvd (FM 1709) 2025 Horizon + Buildout (Site Plan B) TIA for Crescent Green in Southlake, TX Timing Plan: Saturday Int Delay, s/veh 0.6 Movement EBU -EB1�BR WBL WBT NBL SBT Lane Configurations A Tt'p vj ?TT vj if Traffic Vol, veh/h 0 1118 4 36 1521 7 33 Future Vol, veh/h 0 1118 4 36 1521 7 33 Conflicting Peds, #Ihr 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Stop Stop RT Channelized Stop None - None - None Storage Length 380 None 340 - 130 0 Veh in Median Storage, # - 0 - 0 0 - Grade, % - 0 - 0 0 - Peak Hour Factor 92 89 89 89 89 89 89 Heavy Vehicles,% 2 2 2 2 2 2 2 Mvmt Flow 0 1256 4 40 1709 8 37 3: Shady Oak Dr & Driveway 1 2025 Horizon + Buildout (Site Plan B) TIA for Crescent Green in Southlake, TX Timing Plan: Saturday Intersection Int Delay, s/veh 2.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y Majorl Major2 Conflicting Flow All t 'y 2022 Traffic Vol, veh/h 6 22 26 66 69 6 Future Vol, veh/h 6 22 26 66 69 6 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None 6.42 None Storage Length 0 - - - Veh in Median Storage, # 0 - 0 0 - Grade, % 0 - Critical Hdwy Stg 2 0 0 - Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 7 27 32 80 84 7 Major/Minor Majorl Major2 Minorl HCM Lane V/C Ratio 0.1 0.102 Major/Minor Minot 55.5 Majorl Major2 Conflicting Flow All HCM Lane LOS 0 0 1261 0 2022 630 HCM 95th %tile Q(veh) Conflicting Flow All 232 88 91 0 0 Stage 1 - - - - 1258 - Stage 1 88 - - - - Stage 2 - 764 - Stage 2 144 - - Critical Hdwy 5.64 5.34 5.74 7.14 Critical Hdwy 6.42 6.22 4.12 Critical Hdwy Stg 1 - 6.64 - Critical Hdwy Stg 1 5.42 - Critical Hdwy Stg 2 - - 6.04 - Critical Hdwy Stg 2 5.42 - - Follow-up Hdwy 2.32 3.12 3.82 3.92 Follow-up Hdwy 3.518 3.318 2.218 Pot Cap -1 Maneuver - 292 91 364 Pot Cap -1 Maneuver 756 970 1504 Stage 1 - 168 - Stage 1 935 - - Stage 2 - 382 - Stage 2 883 - - Platoon blocked, % Platoon blocked, % Mov Cap -1 Maneuver 292 79 364 Mov Cap -1 Maneuver 739 970 1504 Mov Cap -2 Maneuver - 79 Mov Cap -2 Maneuver 739 - - Stage 1 168 Stage 1 935 Stage 2 330 Stage 2 864 Approach EB WB Approach EB NB SB HCM Control Delay, s 0 0.4 22.9 HCM Control Delay, s 9.1 2.1 0 HCM LOS C HCM LOS A Minor Lane/Major Mvmt NBLnt NBLn2 EBU EBT EBR WBL WBT Capacity (veh/h) 79 364 292 HCM Lane V/C Ratio 0.1 0.102 0.139 HCM Control Delay (s) 55.5 16 0 19.3 HCM Lane LOS F C A C HCM 95th %tile Q(veh) 0.3 0.3 - 0.5 Minor Lane/MajorMvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1504 909 HCM Lane V/C Ratio 0.021 0.038 HCM Control Delay (s) 7.4 9.1 HCM Lane LOS A A HCM 95th %tile Q(veh) 0.1 0.1 MS Synchro 9 Report MS Synchro 9 Report Page 1 Page 2 4: Shady Oak Dr & Unity Way 2025 Horizon + Buildout (Site Plan B) TIA for Crescent Green in Southlake, TX Timing Plan: Saturday Intersection Int Delay, s/veh 2.2 Movement WBL WBR NBT NBR Lane Configurations I r j. rj Traffic Vol, vehlh 19 19 68 5 4 57 Future Vol, veh/h 19 19 68 5 4 57 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None None Storage Length 0 0 - Veh in Median Storage, # 0 - 0 0 Grade, % 0 - 0 0 Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 24 24 86 6 5 72 Major/Minor Minorl Majort Major2 Conflicting Flow All 171 89 0 0 92 0 Stage 1 89 - - - - - Stage 2 82 - - 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 819 969 1503 Stage 1 934 - - Stage 2 941 - - Platoon blocked, % Mov Cap-1 Maneuver 817 969 1503 Mov Cap-2 Maneuver 817 - - Stage 1 934 Stage 2 938 Approach WB NB SB HCM Control Delay, s 9.2 0 0.5 HCM LOS A Minor Lane/MajorMvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) 817 969 1503 HCM Lane V/C Ratio 0.029 0.025 0.003 HCM Control Delay (s) 9.5 8.8 7.4 0 HCM Lane LOS A A A A HCM 95th %tile Q(veh) 0.1 0.1 0 - MS Synchro 9 Report Page 3 DeShazo Group, Inc. April 4, 2017 Appendix E. Excerpts from the City of Southlake and TOOT Access Management Manual Crescent Green Traffic Impact Analysis Appendix E If TABLE ONE - 8 - (including notes on the following page) Criteria Street Classification Residential Driveway Commercial & Multi -Family Service Driveway Driveway Driveway Throat Width* S.H. 114 & frontage roads 12-20 ft 2440 ft. 3048 ft F.M. 1938, F.M. 1709, S.N. 26 12-20 ft 2440 ft. 3048 ft. Arterial 12-20 ft. 2440 ft. 3048 ft. Collector 12-20 ft. 2440 ft.* 30-48 ft.* Local Street 12-20 ft. 2440 ft.* 24-36 ft.e Driveway Curb Radius* S.H. 114 & frontage roads 20-25 ft 20-30 ft. 25-40 ft F.M. 1938, F.M. 1709, S.H. 26 20-25 ft. 20-30 ft. 25-40 ft. Arterial 20-25 ft. 20-30 ft. 25-30 ft. Collector 15-20 ft. 10-20 ft.* 10-20 ft.* Local Street 5-I0 ft. 10-20 ftw 10-20 ft.* 'num Distance to section Along S.H. 114 & frontage roads 150 ft. 200 ft. 200 ft Roadway$ F.M. 1938, F.M. 1709, S.H. 26 150 ft. 500 ft. 200 ft. Arterial 150 ft. 200 ft. 200 ft. Collector 50 ft. 150 ft.* 150 ft.* Minimum Centerline D Driveway Spacing Local Street S.H. 114 & frontage roads 30 ft. 80 ft. 100 ft.0 500 ft.� 100 ft.0 500 ft� Along Roadwayt F.M. 1938, F.M. 1709, S.H. 26 80 ft 500 ft.< 250 ft* Arterial 100 ft. 250 ft. 250 R.* Collector 40 ft. 150 ft• I50 ft.e Local Street 20 ft 100 ft• 100 ft.� - 8 - TABLE ONE NOTES: * The requirements for Driveway Throat Width and Driveway Curb Radius are for standard undivided two-way operation and may be varied by the Director if traffic volumes, truck usage, common driveways, and other factors warrant such. t The minimum centerline spacing does not implicitly determine the number of driveways allowed. Driveways served by deceleration lanes may be spaced at closer intervals if approved by the Director. See Section 5.2(b) for additional restrictions on driveway locations along S.H. 114 frontage roads. $ Distance measured from the intersecting R.O.W. line to the centerline of the driveway. See Section 5.2(b) for additional restrictions on driveway locations along S.H. 114 frontage roads. * Service driveway centerline spacing may be reduced to 150' if the ingress/egress volume is less than 50 vehicles per day and if the service driveway is a secondary driveway ancillary to a commercial driveway within the same development. ♦ The minimum centerline spacing may be reduced to 250' provided that the driveway is connecting directly to a frontage road and provided that it meets the criteria in Section 5.2(b). • Refer to Section 5.2(c). Commercial, multi -family and service driveways may not be permitted on collector or local streets. p The minimum centerline spacing maybe reduced to 250' for right-in/right-out driveways. Refer to Section 5.2(a). 5.2 GENERAL DESIGN CRITERIA a. DRIVEWAYS ON F.M. 1709, F.M. 1938 & INTERSECTING ARTERIALS: The minimum centerline spacing for full -access driveways on F.M. 1709 & F.M. 1938 is 500 feet as per Table One; however, the minimum centerline spacing may be reduced to 250 feet for right-in/right-out driveways in accordance with Appendix 1. Driveways constructed within 250 feet of an intersection of F.M. 1709 or F.M. 1938 and an arterial shall be right-in/right-out only. All right- in/right-out drives shall be designed in accordance with Appendix 5 and shall have signs placed at the Applicants expense indicating right tum in only facing the street and right turn out only facing the property. b. DRIVEWAYS ON S.H. 114: Driveways along S.H. 114 (and its future frontage roads) shall be designed in accordance with Texas Department of Transportation (TxDOT) access control guidelines as applicable to the conceptual design and alignments of the proposed reconstruction of S.H. 114. Driveways will be not be allowed within areas indicated as "access denied" as per Appendices 2 & 3. c. DRIVEWAYS PROHIBITED: Commercial, multi -family and service driveways shall not be permitted on collector or local streets unless the tract or lot has no other public access. In the event there is no other public access, commercial, 9_ driveway sight distance may be insufficient, the Applicant will be required to submit vertical and horizontal information prepared by a registered Professional Engineer to the City Engineer that verifies adequate sight distance is available for the proposed driveway location. 1. SITE PLAN REQUIRED: A site plan showing all existing right-of-way, easements, curbs, storm drain inlets, flumes, underground and overhead utilities, trees and sidewalks shall be required for each non-residential driveway permit application. The proposed driveway grades shall also be shown for a minimum distance of fifteen (15') feet past the right-of-way line. All driveways and median openings within 150 feet of the subject property on both sides of each abutting street shall be shown on the site plan. If an adjacent street contains a wised median, showing driveway(s) on the opposite side of the street shall not be required unless a median opening is present or proposed. 5.3 RESIDENTIAL STANDARDS a. CIRCULAR DRIVES: Circular drives are allowed on residential lots not fronting on arterial or collector thoroughfares. There shall be 25' minimum distance between the two interior portions of the drives at the R.O.W. line. The minimum lot frontage required to construct a circular drive is 70 feet. b. COMMON DRIVE WIDTH: A residential driveway shared by two or more properties shall have a minimum throat width of twelve (12') feet. A common access easement shall also be required as described in Section 3.5. Shared residential driveways may be required for adjoining residential lots on major street facilities to reduce the number of access points on those roadways. c. ACCESS TO MAJOR STREET FACILITY: Driveway access to a residential lot from any major street facility shall not be permitted unless that lot has no other public access. If such a driveway is approved on a major street facility, an off- street maneuvering area approved by the Director shall be provided to ensure that vehicles will not back into the public street. Driveway access to a residential lot from a collector street may be denied if either (a) the lot has access to a local street or (b) the proposed access would create a traffic flow or safety problem unless there is no other access. 5.4 AUXILIARY LANES a. WHEN REQUIRED: As a condition of a Driveway Permit, the Applicant shall provide a deceleration lane for any driveway located on an arterial street if the right turn ingress volume exceeds 50 vehicles in the design hour (150 vehicles if the design hour occurs on a Sunday). If the existing or future speed limit on the street facility exceeds 40 MPH, a deceleration lane may be required if 40 right 1Z- tum ingress vehicles occur in the design hour (100 vehicles if the design hour occurs on a Sunday). b. DRIVEWAYS PROHIBITED: No driveway shall be permitted within the transition area of any separate right turn or deceleration lane. c. EXTENSION OF RIGHT TURN LANE: When a driveway is approved within the separate right turn lane of a public street intersection, the lane shall be extended a minimum of fifty (50') feet in advance of the driveway. d. CONTINUOUS DECELERATION LANE: A continuous deceleration lane may be required as a condition of a driveway permit when two or more deceleration lanes are planned and their proximity necessitates that they be combingd for proper traffic flow and safety. The transition taper for a continuous deceleration lane shall not extend into or beyond a public street intersection. e. LEFT TURN LANES ON UNDIVIDED ROADS: On undivided arterial roadways, a left tum lane and taper may be required as a condition of the driveway permit when the product of the projected left turn ingress volume (50 minimum) and the opposing volume per lane exceeds 25,000 in any design hour In such cases, a Traffic Impact Analysis shall be provided by the Applicant to analyze the present and future traffic volumes to verify that the left tum lane is necessary to maintain minimum levels of traffic flow and safety. f. LEFT TURN LANES ON DIVIDED ROADS: On divided arterial roadways, the Applicant shall, as a condition of the permit, construct a left tum lane at an existing public street median opening when the proposed driveway will be served by such median opening and no left tum lane exists in the median. g. TEMPORARY AUXILIARY LANE: The Director may require a temporary auxiliary lane to be constructed on existing arterial roadways that are planned for future improvement. h. DECELERATION LANE EXTENSION: In the event the Applicant is allowed to locate a driveway connecting to a deceleration lane within one hundred (100') feet of an arterial intersection, the Applicant shall be required to extend the deceleration lane to such intersection. The one hundred (100') feet shall be measured from the nearest edge of the driveway throat to the nearest R.O.W. line of the intersecting arterial. i. CONSTRUCTION COSTS: The Applicant shall be responsible for the design, right-of-way adjustment of utilities, and construction costs of any auxiliary lane and street widening required as a condition of the driveway permit. If for any reason an auxiliary lane required under this Ordinance cannot be constructed in conjunction with the driveway by the Applicant, the Applicant may be required to place all necessary funds in escrow with the City. -13- Chapter 2 —Access Management Standards Section 3 —Number, Location, and Spacing ofAccess Connections Table 2-2: Other State Highways Connection Spacing Criteria Other State Highways Minimum Connection Spacing (1)(2)(3) Posted Speed (mph) Distance (ft) < 30 200 35 250 40 305 45 360 > 50 425 (1) Distances are for passenger cars on level grade. These distances may be adjusted for downgrades and/or significant truck traffic. Where present or projected traffic operations indicate specific needs, consideration may be given to intersection sight distance and operational gap acceptance measure- ment adjustments. (2) When these values are not attainable, refer to the variance process as described in Chapter 2, Section 5. (3) Access spacing values shown in this table do not apply to rural highways outside of metropolitan planning organization boundaries where there is little, if any, potential for development with current ADT levels below 2000. Access connection spacing below the values shown in this table may be approved based on safety and operational considerations as determined by TxDOT. Corner clearance refers to the separation of access connections from roadway intersections. Table 2-2 provides minimum corner clearance criteria. Where adequate access connection spacing cannot be achieved, the permitting authority may allow for a lesser spacing when shared access is established with an abutting property. Where no other alternatives exist, construction of an access connection may be allowed along the property line far- thest from the intersection. To provide reasonable access under these conditions but also provide the safest operation, consideration should be given to designing the driveway connection to allow only the right -in turning movement or only the right-in/right out turning movements if feasible. Auxiliary Lanes This subsection describes the basic use and functional criteria associated with auxiliary lanes. Aux- iliary lanes consist of left -turn and right -turn movements, deceleration, acceleration, and their associated transitions and storage requirements. Left -turn movements may pose challenges at driveways and street intersections. They may increase conflicts, delays, and crashes and often com- plicate traffic signal timing. These problems are especially acute at major highway intersections Access Management Manual 2-13 RDOT 07/2011 Chapter 2 —Access Management Standards Section 3 —Number, Location, and Spacing ofAccess Connections where heavy left -turn movements take place, but also occur where left -turn movements enter or leave driveways serving adjacent land development. As with left -turn movements, right -turn move- ments pose problems at both driveways and street intersections. Right -turn movements increase conflicts, delays, and crashes, particularly where a speed differential of 10 mph or more exists between the speed of through traffic and the vehicles that are turning right. Table 2-3 presents thresholds for auxiliary lanes. These thresholds represent examples of where left turn and right turn lanes should be considered. Refer to the TxDOT Roadway Design Manual, Chapter 3, for proper acceleration and deceleration lengths. Table 2-3: Auxiliary Lane Thresholds Access Management Manual 2-14 TxDOT 07/2011 Right Turn to or from Property (5) Median Type Left Turn to or from Property Acceleration Deceleration Acceleration Deceleration Non -Traversable (2) All Right turn egress > ♦ > 45 mph where right (Raised Median) 200 vph (4) turn volume is > 50 vph (3) ♦ <_ 45 where right turn volume is > 60 vph (3) Traversable (Undi- (2) (1) Same as above Same as Above vided Road) (1) Refer to Table 3-11, TxDOT Roadway Design Manual, for alternative left -turn -bay operational considerations. (2) A left -turn acceleration lane may be required if it would provide a benefit to the safety and operation of the road- way. A left -turn acceleration lane would interfere with the left -turn ingress movements to any other access connection. (3) Additional right -turn considerations: ♦ Conditions for providing an exclusive right -turn lane when the right -turn traffic volume projections are less than indicated in Table 2-3: • High crash experience • Heavier than normal peak flow movements on the main roadway • Large volume of truck traffic • Highways where sight distance is limited ♦ Conditions for NOT requiring a right -turn lane where right -turn volumes are more than indicated in Table 2-3: • Dense or built -out corridor where space is limited • Where queues of stopped vehicles would block the access to the right turn lane • Where sufficient length of property width is not available for the appropriate design (4) The acceleration lane should not interfere with any downstream access connection. ♦ The distance from the end of the acceleration lane taper to the next unsignalized downstream access connection should be equal to or greater than the distances found in Table 2-2. ♦ Additionally, if the next access connection is signalized, the distance from the end of the acceleration lane taper to the back of the 90th percentile queue should be greater than or equal to the distances found Table 2-2. (5) Continuous right -turn lanes can provide mobility benefits both for through movements and for the turning vehi- cles.' Access connections within a continuous right turn lane should meet the spacing requirements found in Table 2- 2. However, when combined with crossing left in movements, a continuous right -turn lane can introduce additional operational conflicts. Access Management Manual 2-14 TxDOT 07/2011