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Item 8 - TIA Traffic Impact Analysis ZA20-0067 Mustang Business Park Southlake, Texas Initial Submission: February 1, 2021 Second Submission: March 16, 2021 Third Submission: April 2, 2021 Updated Submission: May 3, 2021 Kimley-Horn and Associates, Inc. Dallas, Texas Project #067806210 Registered Firm F-928 Traffic Impact Analysis ZA20-0067 Mustang Business Park Southlake, Texas Prepared by: Kimley-Horn and Associates, Inc. 13455 Noel Road, Two Galleria Tower, Suite 700 Dallas, Texas 75240 Registered Firm F-928 Contact: Scot Johnson, P.E., PTOE Jake Halter, EIT 972-770-1300 Initial Submission: February 1, 2021 Second Submission: March 16, 2021 Third Submission: April 2, 2021 Updated Submission: May 3, 2021 Page i kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300 TABLE OF CONTENTS EXECUTIVE SUMMARY .......................................................................................................... iii I. INTRODUCTION ................................................................................................................. 1 A. PURPOSE ............................................................................................................................ 1 B. METHODOLOGY ................................................................................................................... 1 II. EXISTING AND FUTURE AREA CONDITIONS ................................................................... 3 A. ROADWAY CHARACTERISTICS ............................................................................................... 3 B. EXISTING STUDY AREA ......................................................................................................... 3 C. PROPOSED SITE IMPROVEMENTS ........................................................................................... 3 D. EXISTING TRAFFIC VOLUMES ................................................................................................. 3 III. PROJECT TRAFFIC CHARACTERISTICS .......................................................................... 7 A. SITE-GENERATED TRAFFIC ................................................................................................... 7 B. TRIP DISTRIBUTION AND ASSIGNMENT .................................................................................... 8 C. DEVELOPMENT OF 2023 BACKGROUND TRAFFIC ..................................................................... 8 D. DEVELOPMENT OF 2023 TOTAL TRAFFIC ................................................................................ 9 E. DEVELOPMENT OF 2028 BACKGROUND AND TOTAL TRAFFIC .................................................... 9 IV. ALL-WAY STOP-CONTROL ANALYSIS ............................................................................ 13 V. TRAFFIC OPERATIONS ANALYSIS ................................................................................. 15 A. ANALYSIS METHODOLOGY .................................................................................................. 15 B. ANALYSIS RESULTS ............................................................................................................ 15 C. 2021 EXISTING TRAFFIC OPERATIONS ................................................................................. 16 D. 2023 BACKGROUND TRAFFIC OPERATIONS .......................................................................... 17 E. 2023 BACKGROUND PLUS SITE-GENERATED TRAFFIC OPERATIONS ........................................ 17 F. 2028 BACKGROUND TRAFFIC OPERATIONS .......................................................................... 18 G. 2028 BACKGROUND PLUS SITE-GENERATED TRAFFIC OPERATIONS ........................................ 18 H. INTERNAL SITE TRAFFIC OPERATIONS .................................................................................. 18 I. INTERNAL STACKING DISTANCE ........................................................................................... 19 VI. ALTERNATE TRAFFIC OPERATIONS ANALYSIS ............................................................ 20 VII. CONCLUSIONS AND RECOMMENDATIONS ................................................................... 21 APPENDIX A ........................................................................................................................... 22 A. ROADWAY CHARACTERISTICS ............................................................................................. 22 APPENDIX B ........................................................................................................................... 23 A. ANALYSIS METHODOLOGY .................................................................................................. 23 Page ii kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300 LIST OF EXHIBITS EXHIBIT 1: VICINITY MAP ................................................................................................................... 2 EXHIBIT 2: CONCEPTUAL SITE PLAN ................................................................................................... 2 EXHIBIT 3: LANE ASSIGNMENTS AND INTERSECTION CONTROL .............................................................. 6 EXHIBIT 4: 2021 EXISTING TRAFFIC VOLUMES ..................................................................................... 6 EXHIBIT 5: TRIP DISTRIBUTION AND TRAFFIC ASSIGNMENT .................................................................. 10 EXHIBIT 6: SITE-GENERATED TRAFFIC VOLUMES ............................................................................... 10 EXHIBIT 7: 2023 BACKGROUND TRAFFIC VOLUMES ............................................................................ 11 EXHIBIT 8: 2023 BACKGROUND PLUS-SITE GENERATED TRAFFIC VOLUMES ......................................... 11 EXHIBIT 9: 2028 BACKGROUND TRAFFIC VOLUMES ............................................................................ 12 EXHIBIT 10: 2028 BACKGROUND PLUS-SITE GENERATED TRAFFIC VOLUMES ....................................... 12 LIST OF TABLES TABLE 1 – TRIP GENERATION ............................................................................................................ 8 TABLE 2 – ALL-WAY STOP-CONTROL WARRANT ANALYSIS ................................................................ 14 TABLE 3 – TRAFFIC OPERATIONAL RESULTS – WEEKDAY AM PEAK HOUR ........................................... 16 TABLE 4 – TRAFFIC OPERATIONAL RESULTS – WEEKDAY PM PEAK HOUR ........................................... 16 TABLE 5 – TRAFFIC OPERATIONAL RESULTS – ALTERNATIVE AWSC ANALYSIS ..................................... 20 TABLE 6 – LEVEL OF SERVICE DEFINITIONS ....................................................................................... 23 Page iii kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300 EXECUTIVE SUMMARY May 2021 Update Note: To address comments provided by the City of Southlake Planning and Zoning Commission, the Mustang Business Park development plan has been updated so that there are no requested exceptions. The building height and stacking space exceptions have been eliminated from the request. April 2021 Update Note: To address comments provided by the City of Southlake, the Mustang Business Park development plan and the accompanying Traffic Impact Analysis were revised. The changes included minor typographical corrections and slight adjustments in signal timings to ensure that the background scenario timing matches the timing for the total traffic scenario. The update also includes explanations throughout the report to address various concerns from the neighboring developments. March 2021 Update Note: To address comments provided by the City of Southlake, the Mustang Business Park development plan and the accompanying Traffic Impact Analysis were revised. The three major areas addressed were site parking concerns, the operation and configuration of the intersection of Mustang Court and Southwestern Street, and the internal traffic operations of the site. The proposed Mustang Business Park development is located northwest of the intersection of Mustang Court and SH 26 in Southlake, Texas. The site is proposed to be built with 341,000 SF of industrial warehousing uses. This study is intended to identify traffic generation characteristics, identify potential traffic related impacts on the local street system, and to develop mitigation measures required for identified impacts. The following existing intersections were selected to be part of this study: ▪ SH 26 at Mustang Drive/Mustang Court ▪ Southwestern Street at Mustang Court The site will have access to a proposed extension of Mustang Court into the development, and it will have six driveways accessing Mustang Court. Each of these paths converge at the intersection of Southwestern Street and Mustang Cou rt, so this analysis analyzed the intersection of Southwestern Street and Mustang Cou rt in lieu of the individual driveway intersections with Mustang Court. The traffic operations at the driveways will be as good as or better than the operations at the int ersection of Southwestern Street and Mustang Court. The site also has emergency access to Woodsey Court. This access point will be gated and will not be used for site traffic. There are not expected to be any queues developing on the property. In both pea k hours, the rate of vehicles entering the property is less than one per minute, and the rate of vehicles exiting the property is likewise less than one per minute. The rate of trucks entering and exiting the property is nearly one per six minutes. Each of the site driveways will experience fewer vehicles Page iv kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300 than the intersection of Southwest Street and Mustang Court, so the low-delay and short-queue operating conditions of Southwest Street can be expected at each of the site driveways. Therefore, there are not expected to be queueing problems at any on -site movement or approach. Each of the driveways along Mustang Court for the Mustang Bu siness Park development meet the required 150’ stacking distance. The proposed site plan satisfies the requirement of the City of Southlake. Traffic operations were analyzed at the study intersections for existing volumes, 2023 and 2028 background traffic volumes, and 2023 and 2028 background plus site-generated traffic volumes. The future years correspond to the expected buildout year of the site and a key future study year. Conditions were analyzed for the weekday AM and PM peak hours. The Mustang Business Park development is expected to generate approximately 66 new weekday AM peak hour one -way vehicle trips and 69 new weekday PM peak hour one-way vehicle trips at buildout. The distribution of the site -generated traffic volumes onto the street system was based on the surrounding roadway network, existing traffic patter ns, and the project's proposed access location s. Based on the analysis presented in this report, the proposed Mustang Business Park development can be successfully incorporated into the surrounding roadway network. The proposed site driveways provide the appropriate level of access for the development. The site - generated traffic does not have a disproportionate effect on the existing vehicle traffic operations. No improvements to the external roadway network are required for the site. The intersection of Mustang Court and Southwestern Street does not meet All-Way STOP- Control traffic volume warrants with existing or future volumes, so the intersection should be signed as Two-Way STOP-Control. Mustang Court has higher traffic volumes currently and in the future scenarios, so it should be designated as the main road, and Southwestern Street should be STOP-Controlled. Mustang Road also travels over t he railroad tracks to the southeast of the intersection, so it is desirable to have the northwestbound approach of Mustang Court be a free, unstopped movement to avoid a situation in which vehicles may queue across the railroad tracks. In response to comments provided by the City of Southlake regarding the amount of proposed parking, the parking totals for the Mustang Business Park development have been revised. The City sets forth its parking requirements in Section 35 of its Land Development Code. The Land Development Code establishes parking minimums but does not limit the number of spaces a development may have . For warehousing uses, the minimum number of required parking spaces is found in Section 35.b(10). The minimum is calculated as 1 space per 1,0 00 square feet of under-roof industrial area and 1 space per each 300 square feet of under -roof office area. The number of required parking spaces for the Mustang Business Park development is 3 89 Page v kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300 spaces, and the development provides 392 spaces. Therefore, the development as proposed satisfies the parking requirements of the City of Southlake Land Development Code and does not provide significantly more than the code requires . Page 1 kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300 I. INTRODUCTION A. Purpose Kimley-Horn was retained to conduct a Traffic Impact Analysis (TIA) of future traffic conditions associated with the development of the Mustang Business Park located northwest of the intersection of Mustang Court and SH 26 . A site vicinity map is provided as Exhibit 1. Exhibit 2 shows the proposed conceptual site plan. This study is intended to identify traffic generation characteristics, identify potential traffic related impacts on the local street system, and to develop mitigation measures required for identified impacts . B. Methodology Traffic operations were analyzed at the study inters ections for AM and PM peak hours for the following scenarios: ▪ 2021 existing traffic ▪ 2023 background traffic ▪ 2023 background plus site traffic ▪ 2028 background traffic ▪ 2028 background plus site traffic The capacity analyses were conducted using the SynchroTM software package and its associated Intersection reports for signalized intersections and Highway Capacity Manual reports for unsignalized intersections. LEGEND: = Study Intersection EXHIBIT 2 Conceptual Site Plan Not To Scale EXHIBIT 1 Vicinity Map North Not To Scale North Mustang Drive SITE Page 3 kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300 II. EXISTING AND FUTURE AREA CONDITIONS A. Roadway Characteristics The following signalized intersection was evaluated as part of this study: ▪ SH 26 at Mustang Drive/Mustang Court The following unsignalized intersection was evaluated as part of this study: ▪ Southwestern Street at Mustang Court The major study area roadways are described in Appendix A. Exhibit 3 illustrates the intersection geometry used for the traffic analysis. B. Existing Study Area The property is zoned as Light Industrial, and the Future Land Use is designated as Industrial. The property is currently undeveloped. C. Proposed Site Improvements The development as proposed includes 341,000 SF of industrial warehousing uses. As shown in Exhibit 3, the site has one access point to the external street network. Mustang Court will be extended through the site, and there will be six driveways which access Mustang Court, but all will feed into the intersection of Mustang Court and Southwestern Street. Mustang Court will be a private street northwest of Southwestern Street. Intersection sight distance at the proposed driveways will be acceptable, with each on relatively the flat, straight, and low-speed segment of Mustang Court that runs through the site. The development has an emergency access point to Woodsey Court. This access point will be gated and will not be used for site traff ic. D. Existing Traffic Volumes 24-hour machine counts were collected near the site on SH 26. The raw count sheets, as well as a comparison between the 24 -hour volumes collected and previous 24-hour counts, are provided in Volume 2 of this report. The heavy vehicle percentages were included with the traffic counts and used for this analysis. Where site generated traffic was present, the heavy vehicle percentages were adjusted accordingly, as explained later in this report. The 24-hour count showed the daily volume on the roadway link as follows: • SH 26: 28,869 vehicles per day (vpd), 30% lower than the 2019 traffic volumes taken at the same location Page 4 kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300 Due to the lowered traffic volumes due to the circumstances surrounding COVID -19, the peak hours of the traffic counts along SH 26 and Mustang Court/Drive were compared to find an appropriate adjustment factor. ▪ SH 26 NB • 2019 TxDOT Traffic Counts ▪ AM peak hour: 2,914 vehicles ▪ PM peak hour: 1,485 vehicles • 2021 Traffic Volumes ▪ AM peak hour: 1,568 vehicles ▪ PM peak hour: 1,057 vehicles • Adjustment Factors ▪ AM peak hour: 2,914/1,568 = 1.86 (86% increase) ▪ PM peak hour: 1,485/1,057 = 1.40 (40% increase) ▪ SH 26 SB • 2019 TxDOT Traffic Counts ▪ AM peak hour: 869 vehicles ▪ PM peak hour: 2,383 vehicles • 2021 Traffic Volumes ▪ AM peak hour: 848 vehicles ▪ PM peak hour: 1,706 vehicles • Adjustment Factors ▪ AM peak hour: 869/848 = 1.02 (2% increase) ▪ PM peak hour: 2,383/1,706 = 1.40 (40% increase) ▪ Mustang Court (both directions) • 2019 TxDOT Traffic Counts ▪ AM peak hour: 89 vehicles ▪ PM peak hour: 77 vehicles • 2021 Traffic Volumes ▪ AM peak hour: 41 vehicles ▪ PM peak hour: 26 vehicles • Adjustment Factors ▪ AM peak hour: 89/41 = 2.17 (117% increase) ▪ PM peak hour: 77/26 = 2.96 (196% increase) ▪ Mustang Drive (WB) • 2019 TxDOT Traffic Counts ▪ AM peak hour: 465 vehicles ▪ PM peak hour: 631 vehicles • 2021 Traffic Volumes ▪ AM peak hour: 374 vehicles ▪ PM peak hour: 400 vehicles Page 5 kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300 • Adjustment Factors ▪ AM peak hour: 465/374= 1.24 (24% increase) ▪ PM peak hour: 631/400 = 1.58 (58% increase) Exhibit 4 shows the existing weekday AM and PM peak hour traffic volumes, adjusted to account for the impact of COVID-19 on traffic volumes. LEGEND: = Signalized = Turn Bay Intersection = Stop-Controlled = Driveway Lanes or Approach Off-Site Improvements = Travel Lane TWLTL = Two-Way Left Turn Lane 0 13 18 541 123 159 (169) (6)(50)26 (15)(7)(2020)(207)0 (5) 22 (6)306 (457) 28 (30) 4 26 4 (12)15 2267 730 (3)(6)0 (0)(6)(1019)(344) LEGEND: X (Y) X = Weekday AM Peak Hour Turning Movements Y = Weekday PM Peak Hour Turning Movements Volumes may not sum from point to point due to rounding and presence of smaller driveways not included in analysis.EXHIBIT 4 2021 Adjusted Existing Traffic Volumes Not To Scale EXHIBIT 3 Lane Assignment and Intersection Control North Not To Scale North Mustang Court Mustang Drive S o u t h w e s t e r n S t r e e t S H 2 6 (I r a E W o o d s A v e n u e ) Mustang Court Mustang Drive S o u t h w e s t e r n S t r e e t S H 2 6 (I r a E W o o d s A v e n u e ) R a i l r o a d R a i l r o a d ** STOP * * * STOP STOP The westbound right-turn from Mustang Drive to SH 26 is channelized, which provides an informal 50' storage bay. The traffic volumes at the NB approach of SH 26 were increased by 86% in the AM peak hour and by 40% in the PM peak hour. The traffic volumes at the WB approach of Mustang Drive were increased by 24% in the AM peak hour and by 58% in the PM peak hour. The traffic volumes at the SB approach of SH 26 were increased by 2% in the AM peak hour and by 40% in the PM peak hour. The traffic volumes at the EB approach of Mustang Court and at the intersection of Mustang Court and Southwestern Street were increased by 117% in the AM peak hour and by 196% in the PM peak hour. The traffic volumes at the EB approach of Mustang Court and at the intersection of Mustang Court and Southwestern Street were increased by 117% in the AM peak hour and by 196% in the PM peak hour. Page 7 kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300 III. PROJECT TRAFFIC CHARACTERISTICS A. Site-Generated Traffic Site-generated traffic estimates are determined through a process known as trip generation. Rates and equations are applied to the proposed land use to estimate traffic generated by the development during a specific time in terval. The acknowledged source for trip generation rates is the 10 th edition of Trip Generation Manual published by the Institute of Transportation Engineers (ITE). ITE has established trip rat es in nationwide studies of similar land uses. The trips indicated are actually one-way trips or trip ends, where one vehicle entering and exiting the site is counted as one inbound trip and one outbound trip. The Mustang Business Park is intended to be leased to industrial warehousing clients. Among uses found in the ITE Trip Generation Manual, Warehousing (Land Use Code 150) most closely matches the intended leasing clients. Other related uses would be General Light Industrial (Land Use Code 110) and In dustrial Park (Land Use Code 130). General Light Industrial, as defined by the Trip Generation Manual, has an emphasis on industrial activity, not warehouse storage, and includes uses such as “printing, material testing, and assembly of data processing e quipment.” This does not match the intended warehousing clients that the Mustang Business Park is being built to attract. Industrial Park is described as “characterized by a mix of manufacturing, service, and warehouse facilities…Many industrial parks contain highly diversified facilities”. While warehousing is listed among the various activities of the Industrial Park category, this site is intended to be rather homogenous in its focus on warehousing, and there is not expected to be the variety of other u ses that would be expected in an Industrial Park development. The Warehousing category is defined as “primarily devoted to the storage of materials, but it may also include office and maintenance areas.” This is the closest match to the intended clientele of the Mustang Business Park development. Therefore, the Warehousing category (Land Use Code 150) was used to generate traffic for the proposed site. No reductions were taken for pass-by trips, internal capture, or multimodal use. Table 1 shows the resulting daily and weekday AM and PM peak hour trip generation for the proposed development, showing new external trips. Page 8 kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300 Table 1 – Trip Generation The heavy vehicle percentage for Warehousing uses, according to ITE, is 20%. The heavy vehicle percentage for each movement at the study intersections was calculated using a weighted average between the site-generated (SG below) traffic and the traffic volumes and heavy vehicle percentages from the background scenarios (BG below), which are known from the existing traffic counts. 𝑆𝑜𝑡𝑎𝑙 𝑉𝑜𝑙𝑡𝑙𝑒 𝐺𝑉%= (𝐵𝐺 𝑆𝑟𝑎𝑒𝑒𝑖𝑐 𝑉𝑜𝑙𝑡𝑙𝑒)∗(𝐵𝐺 𝐺𝑉%)+(𝑆𝐺 𝑉𝑜𝑙𝑡𝑙𝑒)∗(𝑆𝑖𝑡𝑒 𝐺𝑉%) 𝐵𝐺 𝑆𝑟𝑎𝑒𝑒𝑖𝑐 𝑉𝑜𝑙𝑡𝑙𝑒+ 𝑆𝐺 𝑉𝑜𝑙𝑡𝑙𝑒 B. Trip Distribution and Assignment The distribution of the site-generated traffic volumes in to and out of the site driveways and onto the street system was based on the area street system characteristics, existing traffic patterns, relative land use density, and the locations of the proposed driveway access to/from the site. The corresponding inbound and outbound traffic assignment, where the directional distribution is applied using the most probable paths to and from the site, can be found in Exhibit 5. Exhibit 6 shows the resulting site-generated weekday AM and weekday PM peak hour turning movements after multiplying the new external trip generation by the respective traffic assignment percentages. C. Development of 2023 Background Traffic In order to obtain 2023 background traffic, the existing traffic counts and historic counts near the site were compared to find expected growth trends within the study area. Based on the recent growth in the area, an annual growth rate of 5% was assumed for the background traffic through 2023. To calculate the 2023 background traffic, the existing 2021 traffic counts were grown by 5% annually for two years. The resulting 2023 background weekday AM and PM peak hour traffic volumes are shown in Exhibit 7. Daily One-Way Trips IN OUT TOTAL IN OUT TOTAL Warehousing 341,000 SF 150 584 51 15 66 19 50 69 Development Totals Truck Trips (20% of Total Trips):117 10 3 13 4 10 14 Passenger Vehicle Trips:467 41 12 53 15 40 55 Trip Generation rates based on ITE's Trip Generation Manual , 10th Edition. Heavy Vehicle Percentages based on ITE's Trip Generation Handbook, 3rd Edition PM Peak Hour One-Way TripsLand Uses Amount Units ITE Code AM Peak Hour One-Way Trips Page 9 kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300 D. Development of 2023 Total Traffic Site traffic volumes were added to the background volumes to represent the estimated total (background plus site-generated) traffic conditions for the 2023 study year after completion of the proposed development. Exhibit 8 shows the resulting 2023 weekday AM and PM peak hour total traffic volumes. E. Development of 2028 Background and Total Traffic The background and total traffic volumes in the 2028 study year were calculated in a similar manner to the 2023 traffic volumes by adding five years of 3% growth over the 2023 background volumes. Exhibit 9 shows the resulting 2028 weekday AM and PM peak hour background traffic volumes, and Exhibit 10 shows the resulting 2028 weekday AM and PM peak hour total traffic volumes afte r the addition of the site-generated traffic. 100%45%35% (45%) (100%) (35%)20% (20%) LEGEND: X% (Y%) X% = Percentage of Inbound Site-Generated Traffic (Y%) = Percentage of Outbound Site-Generated Traffic 0 0 0 0 (0)23 0 0 0 (0) (0)(0)(0)51 (19)(9)(0)(0)18 (7) 0 (0)0 (0) 0 (0)7 (23) 15 (50)0 0 0 5 (18)10 0 0 0 (0)(0)(0)(0)3 (10)(4)(0)(0) LEGEND: X (Y) X = Weekday AM Peak Hour Turning Movements Y = Weekday PM Peak Hour Turning Movements Volumes may not sum from point to point due to rounding and presence of smaller driveways not included in analysis.EXHIBIT 6 Site-Generated Traffic Volumes Not To Scale EXHIBIT 5 Trip Distribution and Traffic Assignment North Not To Scale North Mustang Court Mustang Drive S o u t h w e s t e r n S t r e e t S H 2 6 (I r a E W o o d s A v e n u e ) Mustang Court Mustang Drive S o u t h w e s t e r n S t r e e t S H 2 6 (I r a E W o o d s A v e n u e ) R a i l r o a d R a i l r o a d 0 14 20 596 136 175 (186) (7)(55)29 (17)(8)(2227)(228)0 (6) 24 (7)337 (504) 31 (33) 4 29 4 (13)17 2499 805 (3)(7)0 (0)(7)(1123)(379) LEGEND: X (Y) X = Weekday AM Peak Hour Turning Movements Y = Weekday PM Peak Hour Turning Movements Volumes may not sum from point to point due to rounding and presence of smaller driveways not included in analysis. 0 0 14 29 (17)43 596 136 175 (186) (0)(7)(55)51 (19)(17)(2227)(228)18 (13) 24 (7)337 (504) 0 (0)38 (56) 15 (50)0 4 29 9 (31)27 2499 805 0 (0)(0)(3)(7)3 (10)(11)(1123)(379) LEGEND: X (Y) X = Weekday AM Peak Hour Turning Movements Y = Weekday PM Peak Hour Turning Movements Volumes may not sum from point to point due to rounding and presence of smaller driveways not included in analysis.EXHIBIT 8 2023 Background Plus Site-Generated Traffic Volumes Not To Scale EXHIBIT 7 2023 Background Traffic Volumes North Not To Scale North Mustang Court Mustang Drive S o u t h w e s t e r n S t r e e t S H 2 6 (I r a E W o o d s A v e n u e ) Mustang Court Mustang Drive S o u t h w e s t e r n S t r e e t S H 2 6 (I r a E W o o d s A v e n u e ) R a i l r o a d R a i l r o a d 0 17 23 691 157 203 (216) (8)(64)33 (19)(9)(2582)(265)0 (6) 28 (8)391 (584) 36 (38) 5 33 5 (15)19 2897 933 (4)(8)0 (0)(8)(1302)(440) LEGEND: X (Y) X = Weekday AM Peak Hour Turning Movements Y = Weekday PM Peak Hour Turning Movements Volumes may not sum from point to point due to rounding and presence of smaller driveways not included in analysis. 0 0 17 33 (19)46 691 157 203 (216) (0)(8)(64)51 (19)(18)(2582)(265)18 (13) 28 (8)391 (584) 0 (0)43 (61) 15 (50)0 5 33 10 (33)29 2897 933 0 (0)(0)(4)(8)3 (10)(12)(1302)(440) LEGEND: X (Y) X = Weekday AM Peak Hour Turning Movements Y = Weekday PM Peak Hour Turning Movements Volumes may not sum from point to point due to rounding and presence of smaller driveways not included in analysis.EXHIBIT 10 2028 Background Plus Site-Generated Traffic Volumes Not To Scale EXHIBIT 9 2028 Background Traffic Volumes North Not To Scale North Mustang Court Mustang Drive S o u t h w e s t e r n S t r e e t S H 2 6 (I r a E W o o d s A v e n u e ) Mustang Court Mustang Drive S o u t h w e s t e r n S t r e e t S H 2 6 (I r a E W o o d s A v e n u e ) R a i l r o a d R a i l r o a d Page 13 kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300 IV. ALL-WAY STOP-CONTROL ANALYSIS The Texas Manual on Uniform Traffic Control Devices (TMUTCD) identifies three All-Way STOP-Control (AWSC) warrants as areas of analysis when investigating if All-Way STOP- Control would be justified at a location, which are as follows: ▪ Where traffic control signals are justified, AWSC may be used as an interim measure; ▪ 5 or more reported crashes in a 12-month period that are susceptible to correction by AWSC; or ▪ Minimum volumes: • The vehicular volume entering the intersection from the total of the major street approaches averages 300 or more vehicles per hour for any eight hours of the day; and • The total minor street volume averages at least 200 vehicles/pedestrians per hour for the same eight hours with an average delay of 30 seconds per vehicle during the highest hour. The satisfaction of a warrant is not a requirement that an intersection should be converted to AWSC, but rather is a qualifier or an indication that the conversion may be a net benefit to the community. Traffic control signals are not justified, so the f irst area of analysis does not apply. There is insufficient crash data to analyze the second area of analysis, so the minimum volume warrant will be investigated here. The analysis used the existing 24-hour counts along Mustang Court, collected by TxDOT in 2019, as the basis for the existing traffic volumes . The 24-hour counts were not distinguished by direction, so it was conservatively assumed that all the traffic was westbound at the intersection. There is no existing traffic data for Southwestern Street. Therefore, it was assumed that the traffic along Mustang Court consists completely of traffic coming from or going to Southwestern Street. This assumption disregards the fact that some of the drivers along Mustang Court will use the Public Storage driveway and never reach Southwestern Street. When determining the volumes along Southwestern Street, it was assumed that the northbound and southbound approaches were split evenly. The AWSC warrant sums the two minor street approaches, so the split between the northern and southern developments is irrelevant to the end result of the warrant. The northbound leg was assigned half of the total traffic on Mustang as southbound traffic, and the Southern leg was assigned the remaining half. To model the proposed development, the analysis used the hourly variation data for warehousing sites (ITE Land Use 150) from the ITE Trip Generation Manual, 10th Edition. This data provides hourly percentages of inbound and outbound traffic as a portion of the Page 14 kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300 daily traffic so that the hourly traffic can be calculated. These calculations can be found in Volume 2 of this report. As shown in Table 2 (and also included in Volume 2 of this report), the average existing traffic volumes for the top eight hours of the intersection do not meet the warrant volume criteria. In fact, there is not a single hour in which either the major or minor street reaches 50% of the threshold, even with the conservative assumptions described above. For the highest eight hours of the Mustang Court traffic, Southwestern Street averages 68 vehicles per hour. For the same eight hours, Mustang Court averages 103 vehicles per hour. By the TMUTCD criteria, the intersection fails to meet the traffic volume portion of the AWSC warrant. All-Way STOP-Control is not recommended for the intersection of Mustang Court and Southwestern Street. Table 2 – All-Way STOP-Control Warrant Analysis N Year 2019 Analyzed by: Major Minor Major Minor Street Street Street Street 6:00 AM 06:00 AM TO 07:00 AM 78 42 26%21%12 14 7:00 AM 07:00 AM TO 08:00 AM 131 90 44%45%1 1 8:00 AM 08:00 AM TO 09:00 AM 99 66 33%33%5 3 9:00 AM 09:00 AM TO 10:00 AM 89 52 30%26%9 9 10:00 AM 10:00 AM TO 11:00 AM 95 58 32%29%7 8 11:00 AM 11:00 AM TO 12:00 PM 93 50 31%25%8 10 12:00 PM 12:00 PM TO 01:00 PM 110 62 37%31%3 6 1:00 PM 01:00 PM TO 02:00 PM 112 74 37%37%3 2 2:00 PM 02:00 PM TO 03:00 PM 90 50 30%25%9 10 3:00 PM 03:00 PM TO 04:00 PM 122 66 41%33%2 3 4:00 PM 04:00 PM TO 05:00 PM 91 48 30%24%9 12 5:00 PM 05:00 PM TO 06:00 PM 98 62 33%31%5 6 6:00 PM 06:00 PM TO 07:00 PM 39 24 13%12%16 16 7:00 PM 07:00 PM TO 08:00 PM 41 36 14%18%15 15 8:00 PM 08:00 PM TO 09:00 PM 51 48 17%24%14 12 9:00 PM 09:00 PM TO 10:00 PM 67 64 22%32%13 5 300 200 103 68 Major Street: Date:3/8/2021 Minor Street: 24-Hour Volume Summary City/County:Southlake/Tarrant State:Texas 85th-percentile speed on the major street exceeds 40 mph? (Y or N) Mustang Court Southwestern Blvd Source: Created By:Kimley-Horn and Associates, Inc. Threshold Total of All Approaches Total of Both Approaches Major Street Summary Met? NO Minor Street Total of Both Approaches Bicycle Total of All Approaches Values Kimley-Horn Warrant 1Pedestrian TMUTCD, 2011 Edition Warrant 1 Hourly Rank Average of Top 8 Hours Of Minor Street Page 15 kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300 V. TRAFFIC OPERATIONS ANALYSIS Kimley-Horn conducted a traffic operations analysis to determine potential capacity deficiencies in the 2021, 2023, and 2028 study years at the study intersections. The acknowledged source for determining overall capacity is the current edition of the Highway Capacity Manual. A. Analysis Methodology Capacity analysis results are listed in term s of Level of Service (LOS). Level of service and the corresponding analysis methodology are explained in Appendix B. The signal timing for the signalized intersection is based on Grapevine signal timing sheets. Timing adjustments were made in the future scenarios to accommodate changes in traffic volumes due to background growth and site traffic, replicating how City staff will periodically review signal operations in the future. Calculations for the level of service at the key intersections identified for study are provided in Volume 2 of this report. The analyses assumed the lane geometry and intersection control shown in Exhibit 3. At the intersection of Mustang Court and Southwestern Street, the traffic volumes at Mustang Court are higher than those along Southwestern Street. Additionally, the westbound approach of Mustang Court is coming from the intersection of SH 26 and Mustang Court, crossing the DART railroad tracks just over 250’ from Southwestern Street. For these reasons, Mustang Court should be the primary street at its intersection with Southwestern Street and should not be STOP-Controlled. If it were STOP-Controlled, there is a possibility of creating a situation in which vehicles might queue across the railroad tracks. B. Analysis Results Table 3 and Table 4 show the intersection operational results for the weekday AM and PM peak hours, respectively. Page 16 kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300 Table 3 – Traffic Operational Results – Weekday AM Peak Hour Table 4 – Traffic Operational Results – Weekday PM Peak Hour C. 2021 Existing Traffic Operations The analysis of the 2021 existing traffic operations shows that the signalized study intersection operates with moderate delay in both peak hours at LOS C or better. The SH 26 through volumes are large, but the intersection is well timed to accommodate the existing traffic flows. As will be shown in the future traffic scenarios, this corridor is sensitive to increases in background traffic, and the regional traffic volumes are growing at a moderately high rate (about 5% year over year). It should be noted that the majority of the trucks accessing the neighboring Magellan and NuStar developments are required by law to stop at the railroad tracks crossing Mustang Court. While this does affect the capacity of the eastbou nd approach of Mustang Court to SH 26, the effect will not be significant. The existing signal timing cycle length for the DELAY (SEC/VEH)LOS DELAY (SEC/VEH)LOS DELAY (SEC/VEH)LOS DELAY (SEC/VEH)LOS DELAY (SEC/VEH)LOS Mustang - EB 74.8 E 82.2 F 81.0 F 80.5 F 79.3 E Mustang - WB 45.5 D 47.6 D 49.3 D 68.4 E 74.2 E SH 26 - NB 25.7 C 24.0 C 35.7 D 25.0 C 39.3 D SH 26 - SB 10.2 B 11.4 B 12.0 B 18.9 B 19.1 B Overall 25.7 C 25.0 C 33.8 C 29.3 C 40.3 D SW - NB*9.5 A 9.5 A 9.7 A 9.6 A 9.8 A Mustang - WBL 8.1 A 8.1 A 8.2 A 8.1 A 8.2 A Mustang - EBL ---------- SW - SB*10.4 B 10.6 B 11.5 B 10.8 B 11.8 B * Stop-Controlled Approach - No movements in Time Period INTERSECTION APPROACH 2021 Existing Traffic 2023 Background Traffic 2023 Background plus Site Traffic 2028 Background Traffic 2028 Background plus Site Traffic AM Peak Hour AM Peak Hour AM Peak Hour AM Peak Hour AM Peak Hour Mustang Drive/Court @ SH 26 (Ira E Woods Avenue) Mustang Court @ Southwestern Street Signalized Unsignalized DELAY (SEC/VEH)LOS DELAY (SEC/VEH)LOS DELAY (SEC/VEH)LOS DELAY (SEC/VEH)LOS DELAY (SEC/VEH)LOS Mustang - EB 64.0 E 65.5 E 70.2 E 67.9 E 73.2 E Mustang - WB 52.7 D 57.0 E 57.9 E 67.1 E 69.0 E SH 26 - NB 14.0 B 15.5 B 15.8 B 16.8 B 17.1 B SH 26 - SB 9.2 A 14.3 B 14.5 B 23.4 C 25.9 C Overall 17.7 B 21.5 C 22.4 C 28.2 C 30.3 C SW - NB*9.3 A 9.3 A 9.9 A 9.4 A 10.0 A Mustang - WBL 8.1 A 8.1 A 8.4 A 8.1 A 8.4 A Mustang - EBL ---------- SW - SB*9.8 A 10.0 A 11.1 B 10.1 B 11.3 B * Stop-Controlled Approach - No movements in Time Period 2023 Background plus Site TrafficINTERSECTIONAPPROACH 2021 Existing Traffic 2023 Background Traffic PM Peak Hour PM Peak Hour PM Peak Hour 2028 Background Traffic 2028 Background plus Site Traffic Mustang Drive/Court @ SH 26 (Ira E Woods Avenue) Mustang Court @ Southwestern Street PM Peak Hour PM Peak Hour Signalized Unsignalized Page 17 kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300 intersection is 120 seconds, which means that there are 30 cycles per hour. In the peak hour, there were only 42 vehicles recorded us ing the eastbound movement. On average, there will only be one to two vehicles using the approach per cycle, so if they need to stop at the railroad tracks, they will still be able to travel through the intersection without having to wait for the next cycle. Of the unsignalized study intersection approaches, all operate at LOS A during both peak hours. There is very little traffic at the intersection of Mustang Court and Southwestern Street, and LOS A matches the observations made in the field. D. 2023 Background Traffic Operations The signalized study intersection experiences more delay with two years of background growth added to the network. The intersection overall operates at LOS C during both peak hours. Due to the prioritization of the SH 26 corridor volumes, the Mustang Court and Drive approaches experience higher delays, operating at LOS E or F during one or both peak hours. Though they experience high delays, neither of these approaches are failing. The ratio of their volume to their capacity are less than 1.0, so each approach is able to handle more vehicles without being overloaded. With a 120-second traffic signal cycle length, the vehicles are waiting about one half to two-thirds of the cycle on average. This is typical for side street approaches to high -volume corridors like SH 26. The unsignalized intersection of Southwestern Street and Mustang Court continues to operate at LOS A during both peak hours, which is optimal from a vehicular standpoint. E. 2023 Background Plus Site-Generated Traffic Operations The addition of the site-generated traffic to the 2023 background traffic results in some additional delay at the intersection of Mustang Drive/Court and SH 26, and there are no increases in overall level of service. The northbound approach in the AM peak hour continues experiences a relatively sharp increase in delay even though the site adds only 10 vehicles to the approach. The intersection operates at LOS C or better during both peak hours, which is better than the industry standard for acceptable operations, LOS D. Notably, the eastbound approach of Mustang Court decreases from 82.2 seconds of delay to 81.1 seconds in the AM peak hour wit h the addition of site-generated traffic. The site adds right-turning vehicles to the approach which operate with lower delays than left- turning vehicles. Right-turning vehicles are in a different lane than the left-turning traffic, which increases the overall efficiency of the lanes, and there are very few existing right - turning vehicles. These lower delays are significant enough to lower the average delay for the approach. The unsignalized intersection also experience some additional delay after the site - generated traffic is dispersed about the roadway network and the site constructs the eastbound leg to the intersection. The northbound approach and westbound left-turning Page 18 kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300 movement continue to operate at LOS A, and the southbound movement changes to LOS B. LOS B or better is considered to be optimal when analyzing traffic. The impact of the Mustang Business Park site traffic on the existing NuStar and Magellan traffic is less than 5 seconds of additional delay when compared to the background scenarios. When viewed from a minute by minute basis, there is about 1 vehicle per minute approaching the intersection from the Mustang Business Park, 1 vehicle per minute approaching from the Magellan development, and less than 1 vehicle per minute from the NuStar development. There are approximately 2 vehicles per minute approaching from the east. This sums to a total of 5 veh icles per minute at the intersection after the addition of site-generated traffic from the Mustang Business Park. The existing Magellan and NuStar traffic will be able to travel through the intersection of Mustang Court and Southwestern Street easily and consistently. The existing street infrastructure is able to handle the site -generated traffic volumes in the 2023 total traffic scenario and needs no alterations. F. 2028 Background Traffic Operations The analysis of the 2028 background traffic operations shows that the intersection remains at LOS C during both peak hours. The north- and southbound approaches of SH 26 to Mustang Drive/Court are sensitive to the increase in background traffic. G. 2028 Background Plus Site-Generated Traffic Operations The addition of the site-generated traffic to the 2028 background traffic results in some additional delay at the intersection of Mustang Court/Drive and SH 26. The intersection changes from overall LOS C to D during the AM peak and at LOS C during the PM peak, both of which are acceptable levels of delay. As previously mentioned, after the addition of site-generated traffic, the delay of the eastbound approach of Mustang Court to SH 26 decreases in the AM peak hour. This is largely due to the addition o f low-delay, right- turning traffic to the intersection which averages with the high-delay left-turning traffic, resulting in a slight decrease in approach delay. With site traffic, the unsignalized intersection of Mustang Court and Southwestern Street experiences additional delays at the study approaches. All approaches and movements operate at LOS B or better during both peak hours. The proposed infrastructure provides an adequate level of access for the Mustang Business Park to be successfully incorporated into the surrounding street network of both Southlake and Grapevine. H. Internal Site Traffic Operations The development as a whole generates 50 outbound trips in the PM peak hour, so the rate of vehicles exiting the property is less than one per minute. The southbound approach of Southwestern Street was modeled with 72 vehicles, which is more than the total outbound volume of the site and, therefore, more than any of the five site driveways is Page 19 kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300 projected to experience. In the 2028 background plus site -generated traffic operations analysis, the southbound approach of Southwestern Street operates at LOS B during both peak hours, and its 95th-percentile average queue length is less than one vehicle. Since each of the site driveways is projected to have fewer vehicles than Southwest Street, each is expected to operate at LOS B or better, and their 95 th-percentile average queue lengths are also expected to be less than one vehicle. Simply put, each of the driveways is expected to operate optimally with minimal delays. I. Internal Stacking Distance The City of Southlake requires 150’ of stacking distance from the right-of-way line to the first turning movement. This regulation is intended for developments which have one of the following conditions present: a STOP -controlled approach that could queue back across an improperly spaced driveway or an inbound turning movement to a parking area that could queue back onto the public right-of-way. Each of the driveways along Mustang Court for the Mustang Bu siness Park development meet the required 150’ stacking distance. The proposed site plan satisfies the requirement of the City of Southlake. Page 20 kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300 VI. ALTERNATE TRAFFIC OPERATIONS ANALYSIS To address concerns raised by the neighboring NuStar and Magellan developments, an alternate analysis was completed to analyze the intersection of Southwestern Street and Mustang Court as All-Way STOP-Controlled (AWSC). As stated earlier in this report, AWSC is not recommended. The intersection does not meet the minimum volume thresholds to warrant AWSC, and it is not recommended that the northwestbound approach of Mustang Court be STOP -Controlled due to the possibility of traffic queueing across the railroad tracks while waiting at the STOP-sign. However, this section will include an analysis of the intersection as a four -way STOP- controlled intersection. The highest volume scenario, 2028 Backgrou nd plus Site Traffic, will be used for the analysis. Table 5 shows the intersection operational results for the weekday AM and PM peak hours using AWSC. Table 5 – Traffic Operational Results – Alternative AWSC Analysis When AWSC is employed, the delays experienced by Southwestern Street drivers are within 3 seconds of their delays using Two -Way STOP-Control. The intersection operates at LOS A overall, low delays and optimal performance. The average 95th-percentile queue length for westbound Mustang Court are less than one vehicle. This means that it is quite unlikely that vehicles would be at risk of queueing across the railroad tracks, though the risk is still greater if AWSC is used when compared to an unstopped westbound approach for Mustang Court. Therefore, while AWSC is not recommended, if the City decides to implement AWSC, the intersection should operate well. DELAY (SEC/VEH)LOS DELAY (SEC/VEH)LOS SW - NB*8.1 A 7.2 A Mustang - EB*7.8 A 8.3 A Mustang - WB*10.1 B 9.7 A SW - SB*9.3 A 9.5 A Overall 9.4 A 9.1 A * Stop-Controlled Approach Mustang Court @ Southwestern Street AM Peak Hour 2028 Background plus Site Traffic PM Peak Hour 2028 Background plus Site TrafficINTERSECTIONAPPROACH Page 21 kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300 VII. CONCLUSIONS AND RECOMMENDATIONS Based on the analysis presented in thi s report, the proposed Mustang Business Park development, located northwest of the intersection of Mustang Court and SH 26 in Southlake, Texas, can be successfully incorporated into the surrounding roadway network. The proposed site driveways provide the appropriate level of access for the development. The site -generated traffic does not have a disproportionate effect on the existing vehicle traffic operations. No improvements to the external roadway network are required for the site. The intersection of Mustang Court and Southwestern Street does not meet All -Way STOP- Control traffic volume warrants with existing or future volumes, so the intersection should be signed as Two-Way STOP-Control. Mustang Court has higher traffic volumes currently and in the future scenarios, so it should be designated as the main road, and Southwestern Street should be STOP-Controlled. Mustang Road also travels over the railroad tracks to the southeast of the intersection, so it is desirable to have the northwestbound approach o f Mustang Court be a free, unstopped movement to avoid a situation in which vehicles may queue across the railroad tracks. There are not expected to be any queues developing on the property. In both peak hours, the rate of vehicles entering the property is less than one per minute, and the rate of vehicles exiting the property is likewise less than one per minute. The rate of trucks entering and exiting the property is nearly one per six minutes. Each of the site driveways will experience fewer vehicles than the intersection of Southwest Street and Mustang Court, so the low -delay and short-queue operating conditions of Southwest Street can be expected at each of the site driveways. Therefore, there are not expected to be queueing problems at any on-site movement or approach. In response to comments provided by the City of Southlake regarding the amount of proposed parking, the parking totals for the Mustang Business Park development have been revised. The City sets forth its parking requirements in Sectio n 35 of its Land Development Code. The Land Development Code establishes parking minimums but does not limit the number of spaces a development may have. For warehousing uses, the minimum number of required parking spaces is found in Section 35.b(10). The minimum is calculated as 1 space per 1,000 square feet of under-roof industrial area and 1 space per each 300 square feet of under -roof office area. The number of required parking spaces for the Mustang Business Park d evelopment is 389 spaces, and the deve lopment provides 392 spaces. Therefore, the development as proposed satisfies the parking requirements of the City of Southlake Land Development Code and does not provide significantly more than the code requires. kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300 APPENDIX A A. Roadway Characteristics The following signalized intersection was evaluated as part of this study: ▪ SH 26 at Mustang Drive/Mustang Court The following unsignalized intersection was evaluated as part of this study: ▪ Southwestern Street at Mustang Court The major study area roadways are described below. SH 26 – is, six-lane divided road that runs northeast-southwest from Grapevine to Fort Worth. In the project vicinity, SH 26 intersects Pool Road/Brumlow Avenue, Mustang Drive/Court, and Kimball Avenue/Heritage Avenue other commercial driveways. SH 26 is located within the City of Grapevine near the development site. On the City of Grapevine Thoroughfare Plan, SH 26 is designated as a Major Arterial (A*). The speed limit near the site is 45 mph. Mustang Court – is a three-lane undivided road that runs northwest-southeast from Southwestern Street to SH 26, where it enters the City of Grapevine and turns into Mustang Drive. In the project vicinity, Mustang Court intersects Southwestern Street and SH 26 while providing access for the developments neighboring the proposed development. On the City of Southlake Thoroughfare Plan, Mustang Court is not classified. The speed limit near the site is assumed to be 30 mph. The development plan includes extending Mustang Court into the site as a private street. Mustang Drive – is a four-lane undivided road that runs east-west from DFW Airport to SH 26, past which it enters the City of Southlake and becomes Mustang Court . In the project vicinity, Mustang Drive intersects SH 26. On the City of Grapevine Thoroughfare Plan, Mustang Drive is designated as a four-lane Minor Arterial (D). The speed limit near the site is 35 mph. Southwestern Street – is a two-lane undivided road that runs northeast-southwest, serving only the two existing developments on either side of the proposed Mustang Business Park. In the project vicinity, Southwestern Street intersects Mustang Court. On the City of Southlake Thoroughfare Plan, Southwestern Street is not classified. The speed limit near the site is assumed to be 30 mph. The name of Southwest Street is not marked near the site. It is only known from its label on the Southlake Thoroughfare Plan. Exhibit 3 illustrates the intersection geometry used for the traffic analysis. kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300 APPENDIX B A. Analysis Methodology Capacity analysis results are listed in terms of Level of Service (LOS). LOS is a qualitative term describing operating conditions a driver will experience while traveling on a particular street or highway during a specific time interval. It ranges from A (very little delay) to F (long delays and congestion). Table 6 shows the definition of level of service for signalized and unsignalized intersections. Table 6 – Level of Service Definitions Level of Service Signalized Intersection Average Total Delay (sec/veh) Unsignalized Intersection Average Total Delay (sec/veh) A ≤10 ≤10 B >10 and ≤20 >10 and ≤15 C >20 and ≤35 >15 and ≤25 D >35 and ≤55 >25 and ≤35 E >55 and ≤80 >35 and ≤50 F >80 >50 _______________ Definitions provided from the Highway Capacity Manual, Special Report 209, Transportation Research Board, 2010. Study area intersections were analyzed based on average total delay analysis for signalized and unsignalized intersections. For the unsignalized analysis, the level of service (LOS) for a two-way stop-controlled intersection is defined for each movement. Unlike signalized intersections which define LOS for each approach and for the intersection as a whole, LOS for two -way stop-controlled intersections is not defined as a whole. Signal timings for the signalized intersections are based on Grapevine signal timing sheets. Timing adjustments were made in the future scenarios to accommodate changes in traffic volumes due to background growth and site traffic, replicating how City staff will periodically review signal operations in the future. The analyses assumed the lane geometry and intersection control shown in Exhibit 3. The peak hour factors (PHF) for the existing traffic is known from the counts colle cted at the site. The PHFs were not adjusted in the future traffic scenarios. kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300 Comments from the City of Southlake kimley-horn.com 13455 Noel Road, Tower Two, Suite 700, Dallas, TX 75240 972-770-1300 To: Sandra Endy, P.E. Development Engineer City of Southlake From: Scot Johnson, P.E., PTOE Jake Halter, EIT Date: April 1, 2021 Subject: Response to TIA Review Comments Mustang Business Park Development In a previous letter, Kimley-Horn documented responses to the comments about the Mustang Business Park from the City of Southlake Transportation Manager, dated December 30, 2020 and responses to comments from Lee Engineering, dated February 23, 2021. In the following letter, Kimley-Horn will document responses to an additional list of comments from Lee Engineering, dated March 26, 2021. Comments and Responses: The Lee Engineering comments are listed below as underlined text, with the KH responses in italics. The comments were provided in two sections: informational and action. Only the action comments are reproduced here since the informational comments required no response. The action comments begin at comment 8. Action Comments: 8. The growth factor on page 4 for southbound SH 26 in the PM peak is still incorrectly identified as 140% instead of 40%. The analysis itself is correct. KH Response: Acknowledged and corrected. 9. It should be noted that there is a still a minor difference between the signal timing used at the intersection of SH 26 and Mustang Court/Mustang Drive for the 2023 AM peak background and total conditions. Results are not likely to be significantly impacted. KH Response: Acknowledged and corrected. 10. At the intersection of Mustang Court/Mustang Drive and SH 26, the truck percent was corrected for the westbound right turn for all scenarios except the 2028 AM Background scenario. This will likely result in minor changes to the analysis results but not the conclusions. KH Response: Acknowledged and corrected. Page 2 kimley-horn.com 13455 Noel Road, Tower Two, Suite 700, Dallas, TX 75240 972-770-1300 11. The results shown in Table 3 are incorrect for the 2023 Background AM scenario when compared to the provided Synchro results. It is also unclear why the eastbound approach of Mustang Court improves from LOS F to LOS E with the addition of site traffic for both the 2023 and 2028 AM peak hour. KH Response: Acknowledged. An explanation is now provided in the text and is reproduced below: “Notably, the eastbound approach of Mustang Court decreases from 82.2 seconds of delay to 81.1 seconds in the AM peak hour with the addition of site-generated traffic. The site adds right-turning vehicles to the approach which operate with lower delays than left-turning vehicles. Right-turning vehicles are in a different lane than the left-turning traffic, which increases the overall efficiency of the lanes, and there are very few existing right-turning vehicles. These lower delays are significant enough to lower the average delay for the approach.” END kimley-horn.com 13455 Noel Road, Tower Two, Suite 700, Dallas, TX 75240 972-770-1300 To: Sandra Endy, P.E. Development Engineer City of Southlake From: Scot Johnson, P.E., PTOE Jake Halter, EIT Date: March 16, 2021 Subject: Response to TIA Review Comments Mustang Business Park Development The following are responses to the City of Southlake Transportation Manager Review comments about the Mustang Business Park dated December 30, 2020. Additionally, the Traffic Impact Analysis comments from Lee Engineering, dated February 23, 2021, are included and addressed. The proposed site plan and TIA have been updated in response to both sets of the comments. Comments and Responses: The City of Southlake Transportation Manager Review comments are listed below as underlined text, with the KH responses in italics. The comments were provided in two sections: Site Plan and Traffic Impact Analysis. Site Plan Comments: 1. Please provide a parking summary on the Site Plan which notes the amount of parking required by Code and the amount of parking proposed. KH Response: Acknowledged. We will provide. 2. Currently there is only one route to the site despite its adjacency to other access road and land uses. Investigate feasibility of offering another way to access the site. KH Response: Acknowledged. The TIA concludes that the single ingress and egress route is sufficient for site traffic operations. An emergency access point is provided from Woodsey Drive but will not serve site traffic. 1. The City of Southlake Driveway Ordinance does not recognize driveways to private streets and alleys as part of Criteria #1 of the TIA Threshold Worksheet, which states that “the development does not exceed 100 spaces average per driveway”. For this reason, the City requests a traffic analysis via a technical memorandum which covers the following topics, at a minimum: a. Trip Generation and Distribution b. General evaluation of existing lane configuration of Mustang Ct & Southwestern Blvd and SH 26/Ira E Woods Ave & Mustang Ct/Mustang Dr with regards to handling proposed traffic to and from the site c. All-Way Stop analysis for Mustang Ct & Southwestern Blvd d. Access and circulation for the site (see comment #2) e. Justification for providing significantly more parking for the site than required by Code. Page 2 kimley-horn.com 13455 Noel Road, Tower Two, Suite 700, Dallas, TX 75240 972-770-1300 KH Response: Acknowledged. The updated TIA addresses each of these points. The All-Way Stop analysis concludes that the intersection of Mustang Court and Southwestern Street does not meet All- Way Stop traffic volume warrants. The provided parking was adjusted to be approximately equal to the City requirement. 2. It is recommended that a copy of this memo be provided to the City of Grapevine, as the traffic signal at SH 26/Ira E Woods Ave & Mustang Ct/Mustang Dr is within their jurisdiction. KH Response: Agreed. The City of Grapevine is aware of the TIA and was consulted to obtain current signal timings for the intersection of SH 26 and Mustang Court. Future signal timing adjustments are planned for the whole corridor but have not been developed. Comments and Responses: The Lee Engineering comments are listed below as underlined text, with the KH responses in italics. The comments were provided in two sections: informational and action. Only the action comments are reproduced here since the informational comments required no response. The action comments begin at comment 7. Action Comments: 7. The site plan identifies that 452 handicap spaces and 10 standard spaces will be provided. These numbers should presumably be reversed. KH Response: Acknowledged and corrected. 8. The site plan shown in Exhibit 2 appears to be out of date compared to the site plan dated February 1, 2021. a. Page 3 states that the site will have one access point to the external street network. The current site plan shows cross-access with the residential street in the northwest corner (Woodsey Court), which should be mentioned even if it is emergency-access only. KH Response: Agreed. The latest site plan is included in the updated TIA. The emergency access to Woodsey Court has been acknowledged in the TIA. 9. In previous City review comments dated 12-30-2020, the City specified that an All-Way Stop analysis be provided for the intersection of Mustang Court and Southwestern Street in the traffic analysis. a. No analysis or discussion of the traffic control at this intersection was provided as requested. b. Exhibit 3 shows stop control on the approaches of Southwestern Street at Mustang Court. Please provide justification and a recommendation for the stop control and lane configurations chosen for this intersection. KH Response: Agreed. The updated TIA includes a traffic volume warrant analysis for All-Way STOP- Control at the intersection of Mustang Court and Southwestern Street. The intersection does not meet the warrants, so All-Way STOP-Control should not be installed. The report provides justification for STOP-Control to be installed on Southwestern Street and for Mustang Court to operate freely. Page 3 kimley-horn.com 13455 Noel Road, Tower Two, Suite 700, Dallas, TX 75240 972-770-1300 10. Mustang Court at Southwestern Street was analyzed with four approaches rather than three for existing and background scenarios. This correction is unlikely to change the results. a. The existing and background analysis at this intersection has assumed that right of way priority is on the Mustang Court approach even though it tees into Southwestern Street. Typically, the stem of the tee would be assumed to stop in an instance like this. KH Response: Acknowledged. The intersection currently has no STOP-Control in any direction, so it was assumed to operate as a T-intersection with Southwestern Street stopping and Mustang Court being unstopped. In SynchroTM, the only way to model this configuration is to have a zero-volume approach opposing the westbound approach of Mustang Court. The updated TIA includes justification for STOP-Control to be installed on Southwestern Street and for Mustang Court to operate freely. 11. On page 4, it appears that NB SH 26 AM adjustment factors are listed incorrectly. a. AM NB - 2914 / 1,568 = 1.86. A 86% increase not 145%. b. PM NB - 1485 / 1057 = 1.40. A 40% increase not 144%. c. PM SB should be a 40% increase. d. In Exhibit 4, the COVID adjustments listed appear to be correct. KH Response: Agreed. The analysis used the adjustments as correctly identified by Lee, but the text included incorrect adjustments. The analysis is not affected by these changes and they are updated in the revised TIA. 12. The report indicates that adjustments were made to signal timing splits for future scenarios, although this appears to only be the case for the AM peak hour. However, the same signal timing should be used when comparing background vs. total traffic scenarios. KH Response: Agreed. The 2028 background scenario signal timing was updated to match the 2028 background plus site scenario signal timing. 13. At the intersection of Mustang Court/Mustang Drive and SH 26, the incorrect truck percent appears to be applied for the westbound right turn during the AM peak hour scenarios. KH Response: Agreed. Corrected in the updated TIA. 14. For the 2023 Background AM peak hour scenario, default truck percentages were utilized (2%). KH Response: Agreed. Corrected in the updated TIA. 15. In previous City review comments dated 12-30-2020, the City stated that the traffic analysis should provide justification for providing significantly more parking than required by code. a. No discussion of parking was included in the study. b. The Site plan indicates that the site is parked per city code requirements. The site plan appears to correctly calculate parking spaces and off-street loading required by City of Southlake ordinance. 460 parking spaces are required, and 462 spaces are provided. c. An additional 49 parking spaces for semi-trailers are provided. KH Response: Acknowledged. The site plan is updated to address this comment. Page 4 kimley-horn.com 13455 Noel Road, Tower Two, Suite 700, Dallas, TX 75240 972-770-1300 16. In previous City review comments dated 12-30-2020, the City requested that the traffic analysis cover the access and circulation for the site, specifically with respect to the site having a single access route. a. No discussion of circulation or the feasibility of an additional site access point is included in the analysis. KH Response: Acknowledged. The TIA concludes that single access point is sufficient from a traffic operations perspective. Site circulation and queueing is discussed in the updated TIA. 17. If the new Mustang Court private street extension is considered part of the site and thus a driveway, there does not appear to be enough internal storage between the Southwestern Street intersection and the first internal circulation aisles. KH Response: Acknowledged. A discussion of queueing and internal storage is included in the updated TIA. END kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300 All-Way STOP-Control Traffic Volume Warrant N Year 2019 Analyzed by: Major Minor Major Minor Street Street Street Street 6:00 AM 06:00 AM TO 07:00 AM 235 22 78%11%5 14 7:00 AM 07:00 AM TO 08:00 AM 289 46 96%23%1 1 8:00 AM 08:00 AM TO 09:00 AM 217 34 72%17%8 3 9:00 AM 09:00 AM TO 10:00 AM 213 26 71%13%9 9 10:00 AM 10:00 AM TO 11:00 AM 209 30 70%15%10 8 11:00 AM 11:00 AM TO 12:00 PM 223 26 74%13%7 9 12:00 PM 12:00 PM TO 01:00 PM 269 32 90%16%2 5 1:00 PM 01:00 PM TO 02:00 PM 239 38 80%19%4 2 2:00 PM 02:00 PM TO 03:00 PM 230 26 77%13%6 9 3:00 PM 03:00 PM TO 04:00 PM 264 34 88%17%3 3 4:00 PM 04:00 PM TO 05:00 PM 201 24 67%12%11 12 5:00 PM 05:00 PM TO 06:00 PM 184 32 61%16%12 5 6:00 PM 06:00 PM TO 07:00 PM 71 12 24%6%14 16 7:00 PM 07:00 PM TO 08:00 PM 57 18 19%9%16 15 8:00 PM 08:00 PM TO 09:00 PM 63 24 21%12%15 12 9:00 PM 09:00 PM TO 10:00 PM 77 32 26%16%13 5 300 200 247 35 Kimley-Horn Warrant 1Pedestrian TMUTCD, 2011 Edition Warrant 1 Hourly Rank Average of Top 8 Hours Of Minor Street Summary Met? NO Minor Street Total of Both Approaches Bicycle Total of All Approaches Values Mustang Court Southwestern Blvd COMMENTS/NOTES: Source: Created By:Kimley-Horn and Associates, Inc. Threshold Total of All Approaches Total of Both Approaches Major Street MULTI-WAY STOP SIGN WARRANT ANALYSIS City/County:Southlake/Tarrant State:Texas 85th-percentile speed on the major street exceeds 40 mph? (Y or N) Major Street: Date:3/8/2021 Minor Street: 24-Hour Volume Summary 0 100 200 300 400 500 600 700 800 6 :0 0 A M 7 :0 0 A M 8 :0 0 A M 9 :0 0 A M 1 0 :0 0 A M 1 1 :0 0 A M 1 2 :0 0 P M 1 :0 0 P M 2 :0 0 P M 3 :0 0 P M 4 :0 0 P M 5 :0 0 P M 6 :0 0 P M 7 :0 0 P M 8 :0 0 P M 9 :0 0 P M 1 0 :0 0 P M 1 1 :0 0 P M V e h i c l e s p e r H o u r (v p h ) Traffic Volume for Mustang Court (Major) and Southwestern Boulevard (Minor) Major Warrant Volume Major Hourly Volume Minor Warrant Volume Minor Hourly Volume 300 vph Average Required for Major Street (8 hours) 200 vph Average Required for Minor Street (8 hours) Mustang Court at Southwestern Boulevard Mustang Court Southwestern Boulevard Hour Start ITE 150 Warehousing Inbound ITE 150 Warehousing Outbound Mustang BP Inbound Traffic Mustang BP Outbound Traffic Calculated Existing Industrial Inbound Traffic Calculated Existing Industrial Outbound Traffic Existing 2019 Mustang EB Existing 2019 Mustang WB Projected Site Traffic Mustang EB Projected Site Traffic Mustang WB Calculated Existing Industrial Traffic EB Calculated Existing Industrial Traffic WB Total Traffic Mustang EB Total Traffic Mustang WB Total Traffic Mustang Total Calculated 2019 Southwestern NB Calculated 2019 Southwestern SB Total Traffic Southwestern Total 6:00 AM 10%3%57 16 120 34 21 21 16 57 0 120 37 198 235 11 11 22 7:00 AM 10%5%55 29 116 61 45 45 29 55 0 116 74 215 289 23 23 46 8:00 AM 7%5%39 30 82 64 33 33 30 39 0 82 63 154 217 17 17 34 9:00 AM 7%6%41 33 87 70 26 26 33 41 0 87 59 154 213 13 13 26 10:00 AM 6%7%36 38 77 79 29 29 38 36 0 77 67 142 209 15 15 30 11:00 AM 7%8%40 47 85 99 25 25 47 40 0 85 72 151 223 13 13 26 12:00 PM 9%8%52 46 110 98 31 31 46 52 0 110 77 192 269 16 16 32 1:00 PM 7%6%42 34 89 71 37 37 34 42 0 89 71 168 239 19 19 38 2:00 PM 8%6%47 33 100 70 25 25 33 47 0 100 58 172 230 13 13 26 3:00 PM 7%13%40 73 84 155 33 33 73 40 0 84 106 157 264 17 17 34 4:00 PM 5%10%31 57 65 122 24 24 57 31 0 65 81 120 201 12 12 24 5:00 PM 4%9%23 51 48 108 31 31 51 23 0 48 82 102 184 16 16 32 6:00 PM 1%4%8 22 17 47 12 12 22 8 0 17 34 37 71 6 6 12 7:00 PM 1%1%5 5 11 11 18 18 5 5 0 11 23 34 57 9 9 18 8:00 PM 1%1%4 3 8 6 24 24 3 4 0 8 27 36 63 12 12 24 9:00 PM 0%1%2 6 5 12 32 32 6 2 0 5 38 39 77 16 16 32 10:00 PM 1%0%7 2 14 5 14 14 2 7 0 14 16 35 52 7 7 14 569 Site Daily Volume - Mustang Business Park Inbound Outbound 0%100%% of Trips Using EB Mustang Court 100%0%% of Trips Using WB Mustang Court 1,204 Daily Traffic on Mustang Court (used as a proxy for the total daily trips generated by the industrial developments to the northeast and southwest of the Mustang Business Park site) Inbound Outbound 0%0%% of Trips Using EB Mustang Court 100%0%% of Trips Using WB Mustang Court Hourly variation for Multifamily Residential, Retail, and Restaurant sites from ITE Trip Generation, 10th Edition kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300 TRAFFIC COUNTS AND HISTORICAL DATA Mustang Business Park - Southlake, Texas Historical Link Volumes and Growth Rates SH 26 (Ira E Woods Avenue) Record Year Link Start Link End Source 24-Hour Volume Annual Growth Rate 1 2014 Pool Road/Brumlow Avenue Mustang Drive TxDOT 31,191 - 2 2019 Pool Road/Brumlow Avenue Mustang Drive TxDOT 41,347 5.8% 3 2020 Pool Road/Brumlow Avenue Mustang Drive KHA 28,869 -30.2% Average Growth 2014 - 2020:0.9% Mustang Drive Record Year Link Start Link End Source 24-Hour Volume Annual Growth Rate 1 2014 Timberline Drive SH 26 TxDOT 14,197 - 2 2019 Timberline Drive SH 26 TxDOT 16,740 3.4% Mustang Court Record Year Link Start Link End Source 24-Hour Volume Annual Growth Rate 1 2019 Southwestern Street SH 26 TxDOT 1,204 - TIME 0:00 0:15 0:30 0:45 TOTAL Date Began:0:00 8 7 7 3 25 1/20/2021 1:00 1 6 3 2 12 2:00 5 6 5 3 19 3:00 4 12 9 13 38 4:00 8 14 26 50 98 5:00 48 75 110 115 348 6:00 157 180 246 237 820 7:00 308 335 430 427 1500 8:00 350 361 320 280 1311 9:00 235 231 238 213 917 10:00 214 182 216 196 808 11:00 222 194 235 214 865 12:00 230 206 216 222 874 13:00 218 212 210 201 841 14:00 218 220 210 230 878 15:00 286 239 286 246 1057 16:00 280 210 256 236 982 17:00 244 250 230 214 938 18:00 175 210 166 135 686 19:00 140 122 106 114 482 20:00 84 87 76 72 319 21:00 64 64 44 42 214 22:00 44 31 27 21 123 23:00 12 14 13 11 50 TOTAL:14,205 The A.M. peak hour from 7:30 to 8:30 is 1,568 The P.M. peak hour from 15:00 to 16:00 is 1,057 NB SH 26 South of Mustang Drive 0 200 400 600 800 1000 1200 1400 1600 V O L U M E TIME TIME 0:00 0:15 0:30 0:45 TOTAL Date Began:0:00 11 9 12 8 40 1/26/2021 1:00 9 7 9 13 38 2:00 8 8 3 7 26 3:00 11 2 10 9 32 4:00 10 5 8 16 39 5:00 11 27 24 34 96 6:00 46 60 87 103 296 7:00 122 139 201 223 685 8:00 230 194 192 194 810 9:00 164 182 163 176 685 10:00 158 168 174 186 686 11:00 156 184 212 167 719 12:00 242 231 228 270 971 13:00 215 237 202 226 880 14:00 232 272 316 272 1092 15:00 294 352 312 328 1286 16:00 428 410 421 385 1644 17:00 448 427 446 349 1670 18:00 358 290 270 218 1136 19:00 221 203 191 152 767 20:00 119 130 109 77 435 21:00 104 90 84 78 356 22:00 56 46 47 34 183 23:00 31 20 25 16 92 TOTAL:14,664 The A.M. peak hour from 7:30 to 8:30 is 848 The P.M. peak hour from 16:45 to 17:45 is 1,706 SB SH 26 South of Mustang Drive 0 200 400 600 800 1000 1200 1400 1600 1800 V O L U M E TIME 1. Mustang Drive/Court at SH 26 (Ira E Woods… - TMC1. Mustang Drive/Court at SH 26 (Ira E Woods… - TMC Wed Jan 20, 2021 Full Length (7 AM-9 AM, 4 PM-6 PM) All Classes (Lights, Articulated Trucks, Buses and Single-Unit Trucks, Pedestrians, Bicycles on Crosswalk) All Movements ID: 809087, Location: 32.91909, -97.11909 Provided by: C. J. Hensch & Associates Inc. 5215 Sycamore Ave., Pasadena, TX, 77503, US Leg Mustang Court Mustang Drive SH 26 (Ira E Woods Avenue)SH 26 (Ira E Woods Avenue) Direction Eastbound Westbound Northbound Southbound Time L T R U AppApp Ped*L T R U AppApp Ped*L T R U AppApp Ped*L T R U AppApp Ped*IntInt 2021-01-20 7:00AM 3 0 0 0 33 0 30 0 31 0 6161 0 2 236 58 1 297297 0 23 83 2 1 109109 0 470470 7:15AM 1 1 0 0 22 0 46 1 26 0 7373 0 0 251 95 2 348348 0 36 91 5 0 132132 0 555555 7:30AM 2 1 0 0 33 0 59 0 38 0 9797 0 1 354 101 0 456456 0 27 119 5 0 151151 0 707707 7:45AM 3 1 0 0 44 0 69 0 32 0 101101 0 0 301 99 1 401401 0 27 162 7 2 198198 0 704704 Hourly Total 9 3 0 0 1212 0 204 1 127 0 332332 0 3 1142 353 4 15021502 0 113 455 19 3 590590 0 24362436 8:00AM 2 0 0 0 22 0 67 0 31 0 9898 0 0 304 89 3 396396 0 23 128 3 1 155155 0 651651 8:15AM 6 0 0 0 66 0 51 0 27 0 7878 0 2 261 104 1 368368 0 39 119 3 1 162162 0 614614 8:30AM 6 0 0 0 66 0 89 1 37 0 127127 0 0 253 80 2 335335 0 26 134 1 1 162162 0 630630 8:45AM 2 0 0 0 22 0 53 1 26 0 8080 0 2 224 64 1 291291 0 15 146 1 1 163163 0 536536 Hourly Total 16 0 0 0 1616 0 260 2 121 0 383383 0 4 1042 337 7 13901390 0 103 527 8 4 642642 0 24312431 4:00PM 5 4 0 0 99 0 92 0 41 0 133133 0 0 190 76 1 267267 0 46 353 1 2 402402 0 811811 4:15PM 2 2 0 0 44 0 96 0 42 0 138138 0 0 150 56 0 206206 0 38 327 4 1 370370 0 718718 4:30PM 2 1 0 0 33 0 77 0 32 0 109109 0 0 180 63 0 243243 0 33 360 1 0 394394 0 749749 4:45PM 3 0 0 0 33 0 76 1 24 0 101101 0 0 150 61 1 212212 0 40 318 3 0 361361 0 677677 Hourly Total 12 7 0 0 1919 0 341 1 139 0 481481 0 0 670 256 2 928928 0 157 1358 9 3 15271527 0 29552955 5:00PM 4 0 0 0 44 0 68 2 29 0 9999 0 0 197 65 2 264264 0 35 429 0 1 465465 0 832832 5:15PM 1 3 0 0 44 0 69 0 22 0 9191 0 0 198 56 1 255255 0 39 339 1 0 379379 0 729729 5:30PM 1 2 0 0 33 0 57 0 25 0 8282 0 2 166 62 1 231231 0 40 370 0 3 413413 0 729729 5:45PM 1 0 0 0 11 0 68 0 33 0 101101 0 0 168 52 1 221221 0 31 281 1 0 313313 0 636636 Hourly Total 7 5 0 0 1212 0 262 2 109 0 373373 0 2 729 235 5 971971 0 145 1419 2 4 15701570 0 29262926 TotalTotal 44 15 0 0 5959 0 1067 6 496 0 15691569 0 9 3583 1181 18 47914791 0 518 3759 38 14 43294329 0 1074810748 % Approach% Approach 74.6%25.4%0%0%---68.0%0.4%31.6%0%---0.2%74.8%24.7%0.4%---12.0%86.8%0.9%0.3%---- % Total% Total 0.4%0.1%0%0%0.5%0.5%-9.9%0.1%4.6%0%14.6%14.6%-0.1%33.3%11.0%0.2%44.6%44.6%-4.8%35.0%0.4%0.1%40.3%40.3%-- LightsLights 6 14 0 0 2020 -1047 6 485 0 15381538 -6 3532 1142 18 46984698 -510 3721 4 14 42494249 -10505 % Lights% Lights 13.6%93.3%0%0%33.9%33.9%-98.1%100%97.8%0%98.0%98.0%-66.7%98.6%96.7%100%98.1%98.1%-98.5%99.0%10.5%100%98.2%98.2%-97.7% Articulated TrucksArticulated Trucks 34 1 0 0 3535 -3 0 0 0 33 -3 20 1 0 2424 -0 8 32 0 4040 -102 % Articulated Trucks% Articulated Trucks 77.3%6.7%0%0%59.3%59.3%-0.3%0%0%0%0.2%0.2%-33.3%0.6%0.1%0%0.5%0.5%-0%0.2%84.2%0%0.9%0.9%-0.9% Buses and Single-UnitBuses and Single-Unit TrucksTrucks 4 0 0 0 44 -17 0 11 0 2828 -0 31 38 0 6969 -8 30 2 0 4040 -141 % Buses and Single-Unit% Buses and Single-Unit TrucksTrucks 9.1%0%0%0%6.8%6.8%-1.6%0%2.2%0%1.8%1.8%-0%0.9%3.2%0%1.4%1.4%-1.5%0.8%5.3%0%0.9%0.9%-1.3% Pedestrians -----0 -----0 -----0 -----0 % Pedestrians ------------------------- Bicycles on Crosswalk -----0 -----0 -----0 -----0 % Bicycles on Crosswalk ------------------------- *Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, T: Thru, U: U-Turn 1 of 6 1. Mustang Drive/Court at SH 26 (Ira E Woods… - TMC1. Mustang Drive/Court at SH 26 (Ira E Woods… - TMC Wed Jan 20, 2021 AM Peak (7:30 AM - 8:30 AM) All Classes (Lights, Articulated Trucks, Buses and Single-Unit Trucks, Pedestrians, Bicycles on Crosswalk) All Movements ID: 809087, Location: 32.91909, -97.11909 Provided by: C. J. Hensch & Associates Inc. 5215 Sycamore Ave., Pasadena, TX, 77503, US Leg Mustang Court Mustang Drive SH 26 (Ira E Woods Avenue)SH 26 (Ira E Woods Avenue) Direction Eastbound Westbound Northbound Southbound Time L T R U AppApp Ped*L T R U AppApp Ped*L T R U AppApp Ped*L T R U AppApp Ped*IntInt 2021-01-20 7:30AM 2 1 0 0 33 0 59 0 38 0 9797 0 1 354 101 0 456456 0 27 119 5 0 151151 0 707707 7:45AM 3 1 0 0 44 0 69 0 32 0 101101 0 0 301 99 1 401401 0 27 162 7 2 198198 0 704704 8:00AM 2 0 0 0 22 0 67 0 31 0 9898 0 0 304 89 3 396396 0 23 128 3 1 155155 0 651651 8:15AM 6 0 0 0 66 0 51 0 27 0 7878 0 2 261 104 1 368368 0 39 119 3 1 162162 0 614614 TotalTotal 13 2 0 0 1515 0 246 0 128 0 374374 0 3 1220 393 5 16211621 0 116 528 18 4 666666 0 26762676 % Approach% Approach 86.7%13.3%0%0%---65.8%0%34.2%0%---0.2%75.3%24.2%0.3%---17.4%79.3%2.7%0.6%---- % Total% Total 0.5%0.1%0%0%0.6%0.6%-9.2%0%4.8%0%14.0%14.0%-0.1%45.6%14.7%0.2%60.6%60.6%-4.3%19.7%0.7%0.1%24.9%24.9%-- PHFPHF 0.542 0.500 --0.6250.625 -0.891 -0.842 -0.9260.926 -0.375 0.862 0.945 0.417 0.8890.889 -0.744 0.815 0.643 0.500 0.8410.841 -0.946 LightsLights 0 1 0 0 11 -239 0 122 0 361361 -3 1204 375 5 15871587 -115 513 2 4 634634 -2583 % Lights% Lights 0%50.0%0%0%6.7%6.7%-97.2%0%95.3%0%96.5%96.5%-100%98.7%95.4%100%97.9%97.9%-99.1%97.2%11.1%100%95.2%95.2%-96.5% Articulated TrucksArticulated Trucks 12 1 0 0 1313 -1 0 0 0 11 -0 9 1 0 1010 -0 0 15 0 1515 -39 % Articulated Trucks% Articulated Trucks 92.3%50.0%0%0%86.7%86.7%-0.4%0%0%0%0.3%0.3%-0%0.7%0.3%0%0.6%0.6%-0%0%83.3%0%2.3%2.3%-1.5% Buses and Single-UnitBuses and Single-Unit TrucksTrucks 1 0 0 0 11 -6 0 6 0 1212 -0 7 17 0 2424 -1 15 1 0 1717 -54 % Buses and Single-Unit% Buses and Single-Unit TrucksTrucks 7.7%0%0%0%6.7%6.7%-2.4%0%4.7%0%3.2%3.2%-0%0.6%4.3%0%1.5%1.5%-0.9%2.8%5.6%0%2.6%2.6%-2.0% Pedestrians -----0 -----0 -----0 -----0 % Pedestrians ------------------------- Bicycles on Crosswalk -----0 -----0 -----0 -----0 % Bicycles on Crosswalk ------------------------- *Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, T: Thru, U: U-Turn 3 of 6 1. Mustang Drive/Court at SH 26 (Ira E Woods… - TMC1. Mustang Drive/Court at SH 26 (Ira E Woods… - TMC Wed Jan 20, 2021 PM Peak (4:30 PM - 5:30 PM) - Overall Peak Hour All Classes (Lights, Articulated Trucks, Buses and Single-Unit Trucks, Pedestrians, Bicycles on Crosswalk) All Movements ID: 809087, Location: 32.91909, -97.11909 Provided by: C. J. Hensch & Associates Inc. 5215 Sycamore Ave., Pasadena, TX, 77503, US Leg Mustang Court Mustang Drive SH 26 (Ira E Woods Avenue)SH 26 (Ira E Woods Avenue) Direction Eastbound Westbound Northbound Southbound Time L T R U AppApp Ped*L T R U AppApp Ped*L T R U AppApp Ped*L T R U AppApp Ped*IntInt 2021-01-20 4:30PM 2 1 0 0 33 0 77 0 32 0 109109 0 0 180 63 0 243243 0 33 360 1 0 394394 0 749749 4:45PM 3 0 0 0 33 0 76 1 24 0 101101 0 0 150 61 1 212212 0 40 318 3 0 361361 0 677677 5:00PM 4 0 0 0 44 0 68 2 29 0 9999 0 0 197 65 2 264264 0 35 429 0 1 465465 0 832832 5:15PM 1 3 0 0 44 0 69 0 22 0 9191 0 0 198 56 1 255255 0 39 339 1 0 379379 0 729729 TotalTotal 10 4 0 0 1414 0 290 3 107 0 400400 0 0 725 245 4 974974 0 147 1446 5 1 15991599 0 29872987 % Approach% Approach 71.4%28.6%0%0%---72.5%0.8%26.8%0%---0%74.4%25.2%0.4%---9.2%90.4%0.3%0.1%---- % Total% Total 0.3%0.1%0%0%0.5%0.5%-9.7%0.1%3.6%0%13.4%13.4%-0%24.3%8.2%0.1%32.6%32.6%-4.9%48.4%0.2%0%53.5%53.5%-- PHFPHF 0.625 0.333 --0.8750.875 -0.942 0.375 0.836 -0.9170.917 --0.915 0.942 0.500 0.9220.922 -0.919 0.843 0.417 0.250 0.8600.860 -0.898 LightsLights 3 4 0 0 77 -288 3 106 0 397397 -0 716 239 4 959959 -147 1442 1 1 15911591 -2954 % Lights% Lights 30.0%100%0%0%50.0%50.0%-99.3%100%99.1%0%99.3%99.3%-0%98.8%97.6%100%98.5%98.5%-100%99.7%20.0%100%99.5%99.5%-98.9% Articulated TrucksArticulated Trucks 6 0 0 0 66 -1 0 0 0 11 -0 0 0 0 00 -0 2 3 0 55 -12 % Articulated Trucks% Articulated Trucks 60.0%0%0%0%42.9%42.9%-0.3%0%0%0%0.3%0.3%-0%0%0%0%0%0%-0%0.1%60.0%0%0.3%0.3%-0.4% Buses and Single-UnitBuses and Single-Unit TrucksTrucks 1 0 0 0 11 -1 0 1 0 22 -0 9 6 0 1515 -0 2 1 0 33 -21 % Buses and Single-Unit% Buses and Single-Unit TrucksTrucks 10.0%0%0%0%7.1%7.1%-0.3%0%0.9%0%0.5%0.5%-0%1.2%2.4%0%1.5%1.5%-0%0.1%20.0%0%0.2%0.2%-0.7% Pedestrians -----0 -----0 -----0 -----0 % Pedestrians ------------------------- Bicycles on Crosswalk -----0 -----0 -----0 -----0 % Bicycles on Crosswalk ------------------------- *Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, T: Thru, U: U-Turn 5 of 6 2. Mustang Court at Southwestern Boulevard - TMC2. Mustang Court at Southwestern Boulevard - TMC Wed Jan 20, 2021 Full Length (7 AM-9 AM, 4 PM-6 PM) All Classes (Lights, Articulated Trucks, Buses and Single-Unit Trucks, Pedestrians, Bicycles on Crosswalk) All Movements ID: 809088, Location: 32.920022, -97.11994 Provided by: C. J. Hensch & Associates Inc. 5215 Sycamore Ave., Pasadena, TX, 77503, US Leg Mustang Court Southwestern Boulevard Southwestern Boulevard Direction Westbound Northbound Southbound Time L R U AppApp Ped*T R U AppApp Ped*L T U AppApp Ped*IntInt 2021-01-20 7:00AM 2 2 0 44 0 0 1 0 11 0 2 1 0 33 0 88 7:15AM 4 2 0 66 0 0 1 0 11 0 1 2 0 33 0 1010 7:30AM 2 4 0 66 0 0 3 0 33 0 0 0 0 00 0 99 7:45AM 5 3 0 88 0 1 3 0 44 0 1 0 0 11 0 1313 Hourly Total 13 11 0 2424 0 1 8 0 99 0 4 3 0 77 0 4040 8:00AM 2 1 0 33 0 1 1 0 22 0 1 0 0 11 0 66 8:15AM 1 4 0 55 0 0 5 0 55 0 4 0 0 44 0 1414 8:30AM 0 1 0 11 0 1 1 0 22 0 3 0 0 33 0 66 8:45AM 1 3 0 44 0 0 1 0 11 0 1 0 0 11 0 66 Hourly Total 4 9 0 1313 0 2 8 0 1010 0 9 0 0 99 0 3232 4:00PM 0 1 0 11 0 1 1 0 22 0 8 1 0 99 0 1212 4:15PM 1 3 0 44 0 0 0 0 00 0 4 0 0 44 0 88 4:30PM 0 0 0 00 0 0 0 0 00 0 3 1 0 44 0 44 4:45PM 1 1 0 22 0 0 1 0 11 0 2 0 0 22 0 55 Hourly Total 2 5 0 77 0 1 2 0 33 0 17 2 0 1919 0 2929 5:00PM 0 0 0 00 0 2 1 0 33 0 0 0 0 00 0 33 5:15PM 0 1 0 11 0 0 0 0 00 0 2 1 0 33 0 44 5:30PM 0 1 0 11 0 0 1 0 11 0 2 0 0 22 0 44 5:45PM 0 1 0 11 0 0 0 0 00 0 1 0 0 11 0 22 Hourly Total 0 3 0 33 0 2 2 0 44 0 5 1 0 66 0 1313 TotalTotal 19 28 0 4747 0 6 20 0 2626 0 35 6 0 4141 0 114114 % Approach% Approach 40.4%59.6%0%---23.1%76.9%0%---85.4%14.6%0%---- % Total% Total 16.7%24.6%0%41.2%41.2%-5.3%17.5%0%22.8%22.8%-30.7%5.3%0%36.0%36.0%-- LightsLights 1 9 0 1010 -5 2 0 77 -15 6 0 2121 -38 % Lights% Lights 5.3%32.1%0%21.3%21.3%-83.3%10.0%0%26.9%26.9%-42.9%100%0%51.2%51.2%-33.3% Articulated TrucksArticulated Trucks 16 19 0 3535 -0 17 0 1717 -18 0 0 1818 -70 % Articulated Trucks% Articulated Trucks 84.2%67.9%0%74.5%74.5%-0%85.0%0%65.4%65.4%-51.4%0%0%43.9%43.9%-61.4% Buses and Single-Unit TrucksBuses and Single-Unit Trucks 2 0 0 22 -1 1 0 22 -2 0 0 22 -6 % Buses and Single-Unit Trucks% Buses and Single-Unit Trucks 10.5%0%0%4.3%4.3%-16.7%5.0%0%7.7%7.7%-5.7%0%0%4.9%4.9%-5.3% Pedestrians ----0 ----0 ----0 % Pedestrians ---------------- Bicycles on Crosswalk ----0 ----0 ----0 % Bicycles on Crosswalk ---------------- *Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, T: Thru, U: U-Turn 1 of 6 2. Mustang Court at Southwestern Boulevard - TMC2. Mustang Court at Southwestern Boulevard - TMC Wed Jan 20, 2021 AM Peak (7:30 AM - 8:30 AM) - Overall Peak Hour All Classes (Lights, Articulated Trucks, Buses and Single-Unit Trucks, Pedestrians, Bicycles on Crosswalk) All Movements ID: 809088, Location: 32.920022, -97.11994 Provided by: C. J. Hensch & Associates Inc. 5215 Sycamore Ave., Pasadena, TX, 77503, US Leg Mustang Court Southwestern Boulevard Southwestern Boulevard Direction Westbound Northbound Southbound Time L R U AppApp Ped*T R U AppApp Ped*L T U AppApp Ped*IntInt 2021-01-20 7:30AM 2 4 0 66 0 0 3 0 33 0 0 0 0 00 0 99 7:45AM 5 3 0 88 0 1 3 0 44 0 1 0 0 11 0 1313 8:00AM 2 1 0 33 0 1 1 0 22 0 1 0 0 11 0 66 8:15AM 1 4 0 55 0 0 5 0 55 0 4 0 0 44 0 1414 TotalTotal 10 12 0 2222 0 2 12 0 1414 0 6 0 0 66 0 4242 % Approach% Approach 45.5%54.5%0%---14.3%85.7%0%---100%0%0%---- % Total% Total 23.8%28.6%0%52.4%52.4%-4.8%28.6%0%33.3%33.3%-14.3%0%0%14.3%14.3%-- PHFPHF 0.500 0.750 -0.6880.688 -0.500 0.600 -0.7000.700 -0.375 --0.3750.375 -0.750 LightsLights 1 4 0 55 -1 1 0 22 -1 0 0 11 -8 % Lights% Lights 10.0%33.3%0%22.7%22.7%-50.0%8.3%0%14.3%14.3%-16.7%0%0%16.7%16.7%-19.0% Articulated TrucksArticulated Trucks 7 8 0 1515 -0 11 0 1111 -3 0 0 33 -29 % Articulated Trucks% Articulated Trucks 70.0%66.7%0%68.2%68.2%-0%91.7%0%78.6%78.6%-50.0%0%0%50.0%50.0%-69.0% Buses and Single-Unit TrucksBuses and Single-Unit Trucks 2 0 0 22 -1 0 0 11 -2 0 0 22 -5 % Buses and Single-Unit Trucks% Buses and Single-Unit Trucks 20.0%0%0%9.1%9.1%-50.0%0%0%7.1%7.1%-33.3%0%0%33.3%33.3%-11.9% Pedestrians ----0 ----0 ----0 % Pedestrians ---------------- Bicycles on Crosswalk ----0 ----0 ----0 % Bicycles on Crosswalk ---------------- *Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, T: Thru, U: U-Turn 3 of 6 2. Mustang Court at Southwestern Boulevard - TMC2. Mustang Court at Southwestern Boulevard - TMC Wed Jan 20, 2021 PM Peak (4 PM - 5 PM) All Classes (Lights, Articulated Trucks, Buses and Single-Unit Trucks, Pedestrians, Bicycles on Crosswalk) All Movements ID: 809088, Location: 32.920022, -97.11994 Provided by: C. J. Hensch & Associates Inc. 5215 Sycamore Ave., Pasadena, TX, 77503, US Leg Mustang Court Southwestern Boulevard Southwestern Boulevard Direction Westbound Northbound Southbound Time L R U AppApp Ped*T R U AppApp Ped*L T U AppApp Ped*IntInt 2021-01-20 4:00PM 0 1 0 11 0 1 1 0 22 0 8 1 0 99 0 1212 4:15PM 1 3 0 44 0 0 0 0 00 0 4 0 0 44 0 88 4:30PM 0 0 0 00 0 0 0 0 00 0 3 1 0 44 0 44 4:45PM 1 1 0 22 0 0 1 0 11 0 2 0 0 22 0 55 TotalTotal 2 5 0 77 0 1 2 0 33 0 17 2 0 1919 0 2929 % Approach% Approach 28.6%71.4%0%---33.3%66.7%0%---89.5%10.5%0%---- % Total% Total 6.9%17.2%0%24.1%24.1%-3.4%6.9%0%10.3%10.3%-58.6%6.9%0%65.5%65.5%-- PHFPHF 0.500 0.417 -0.4380.438 -0.250 0.500 -0.3750.375 -0.531 0.500 -0.5280.528 -0.604 LightsLights 0 0 0 00 -1 0 0 11 -9 2 0 1111 -12 % Lights% Lights 0%0%0%0%0%-100%0%0%33.3%33.3%-52.9%100%0%57.9%57.9%-41.4% Articulated TrucksArticulated Trucks 2 5 0 77 -0 2 0 22 -8 0 0 88 -17 % Articulated Trucks% Articulated Trucks 100%100%0%100%100%-0%100%0%66.7%66.7%-47.1%0%0%42.1%42.1%-58.6% Buses and Single-Unit TrucksBuses and Single-Unit Trucks 0 0 0 00 -0 0 0 00 -0 0 0 00 -0 % Buses and Single-Unit Trucks% Buses and Single-Unit Trucks 0%0%0%0%0%-0%0%0%0%0%-0%0%0%0%0%-0% Pedestrians ----0 ----0 ----0 % Pedestrians ---------------- Bicycles on Crosswalk ----0 ----0 ----0 % Bicycles on Crosswalk ---------------- *Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, T: Thru, U: U-Turn 5 of 6 kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300 SynchroTM Output - 2021 Existing Traffic Mustang Business Park TIA 2021 - Existing - AM Lanes, Volumes, Timings 2: SH 26 & Mustang Mustang Business Park TIA 01/20/2021 2021 - Existing - AM Synchro 10 Report Kimley-Horn and Associates Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)28 4 0 306 0 159 15 2267 730 123 541 18 Future Volume (vph)28 4 0 306 0 159 15 2267 730 123 541 18 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)180 0 0 50 400 600 435 375 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft)25 25 125 120 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 1.00 1.00 0.91 1.00 Frt 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 0.950 Satd. Flow (prot)902 1267 0 1665 1665 1538 1805 5136 1538 1787 5036 854 Flt Permitted 0.950 0.950 0.950 0.423 0.074 Satd. Flow (perm)902 1267 0 1665 1665 1538 804 5136 1538 139 5036 854 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)168 768 123 Link Speed (mph)35 35 45 45 Link Distance (ft)339 734 2698 4576 Travel Time (s)6.6 14.3 40.9 69.3 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 Heavy Vehicles (%)100%50%0%3%0%5%0%1%5%1%3%89% Adj. Flow (vph)29 4 0 322 0 167 16 2386 768 129 569 19 Shared Lane Traffic (%)50% Lane Group Flow (vph)29 4 0 161 161 167 16 2386 768 129 569 19 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)12 12 24 24 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft)20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft)0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft)0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft)20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)94 94 94 94 Detector 2 Size(ft)6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 0.0 Turn Type Split NA Split NA Perm D.P+P NA Perm D.P+P NA Perm Protected Phases 4 4 3 3 5 2 1 6 Mustang Business Park TIA 2021 - Existing - AM Lanes, Volumes, Timings 2: SH 26 & Mustang Mustang Business Park TIA 01/20/2021 2021 - Existing - AM Synchro 10 Report Kimley-Horn and Associates Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 3 6 2 2 6 Detector Phase 4 4 3 3 3 5 2 2 1 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 15.0 15.0 5.0 15.0 15.0 Minimum Split (s)41.6 41.6 41.6 41.6 41.6 23.3 26.3 26.3 10.3 38.3 38.3 Total Split (s)14.0 14.0 28.0 28.0 28.0 15.0 54.0 54.0 24.0 63.0 63.0 Total Split (%)11.7% 11.7%23.3% 23.3% 23.3% 12.5% 45.0% 45.0% 20.0% 52.5% 52.5% Maximum Green (s)8.4 8.4 22.4 22.4 22.4 9.7 48.7 48.7 18.7 57.7 57.7 Yellow Time (s)3.6 3.6 3.6 3.6 3.6 4.3 4.3 4.3 4.3 4.3 4.3 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 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 0.0 0.0 Total Lost Time (s)5.6 5.6 5.6 5.6 5.6 5.3 5.3 5.3 5.3 5.3 5.3 Lead/Lag Lag Lag Lead Lead Lead Lead Lead Lead Lag Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Max Max None C-Max C-Max Walk Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Flash Dont Walk (s)32.0 32.0 32.0 32.0 32.0 17.0 17.0 29.0 29.0 Pedestrian Calls (#/hr)0 0 0 0 0 0 0 0 0 Act Effct Green (s)8.3 8.3 16.8 16.8 16.8 81.1 59.2 59.2 77.9 78.6 78.6 Actuated g/C Ratio 0.07 0.07 0.14 0.14 0.14 0.68 0.49 0.49 0.65 0.66 0.66 v/c Ratio 0.47 0.05 0.69 0.69 0.46 0.03 0.94 0.67 0.37 0.17 0.03 Control Delay 77.8 52.8 63.8 63.8 10.7 3.9 31.7 7.5 28.3 6.5 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 77.8 52.8 63.8 63.8 10.7 3.9 31.7 7.5 28.3 6.5 0.1 LOS E D E E B A C A C A A Approach Delay 74.8 45.7 25.7 10.2 Approach LOS E D C B Queue Length 50th (ft)22 3 126 126 0 2 ~718 101 27 43 0 Queue Length 95th (ft)#62 15 194 194 59 m2 m#753 m124 m102 m55 m0 Internal Link Dist (ft)259 654 2618 4496 Turn Bay Length (ft)180 50 400 600 435 375 Base Capacity (vph)67 95 310 310 423 633 2535 1148 346 3296 601 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.43 0.04 0.52 0.52 0.39 0.03 0.94 0.67 0.37 0.17 0.03 Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 72 (60%), Referenced to phase 6:NBSB, Start of Yellow Natural Cycle: 145 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.94 Intersection Signal Delay: 25.7 Intersection LOS: C Intersection Capacity Utilization 79.3%ICU Level of Service D Analysis Period (min) 15 Mustang Business Park TIA 2021 - Existing - AM Lanes, Volumes, Timings 2: SH 26 & Mustang Mustang Business Park TIA 01/20/2021 2021 - Existing - AM Synchro 10 Report Kimley-Horn and Associates Page 3 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: SH 26 & Mustang Mustang Business Park TIA 2021 - Existing - AM HCM 6th TWSC 1: Southwestern & Mustang Mustang Business Park TIA 01/20/2021 2021 - Existing - AM Synchro 10 Report Kimley-Horn and Associates Page 1 Intersection Int Delay, s/veh 6.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 22 0 26 0 4 26 13 0 0 Future Vol, veh/h 0 0 0 22 0 26 0 4 26 13 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized -- None -- None -- None -- None Storage Length ------------ Veh in Median Storage, # -0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 75 75 75 75 75 75 75 75 75 75 75 75 Heavy Vehicles, %0 0 0 90 0 67 0 50 92 83 0 0 Mvmt Flow 0 0 0 29 0 35 0 5 35 17 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 35 0 0 1 0 0 77 94 1 97 77 18 Stage 1 ------1 1 - 76 76 - Stage 2 ------ 76 93 - 21 1 - Critical Hdwy 4.1 --5 -- 7.1 7 7.12 7.93 6.5 6.2 Critical Hdwy Stg 1 ------ 6.1 6 - 6.93 5.5 - Critical Hdwy Stg 2 ------ 6.1 6 - 6.93 5.5 - Follow-up Hdwy 2.2 -- 3.01 -- 3.5 4.45 4.128 4.247 4 3.3 Pot Cap-1 Maneuver 1589 -- 1195 -- 917 714 871 724 817 1066 Stage 1 ------ 1027 808 - 766 836 - Stage 2 ------ 938 733 - 824 899 - Platoon blocked, %---- Mov Cap-1 Maneuver 1589 -- 1195 -- 900 696 871 678 797 1066 Mov Cap-2 Maneuver ------ 900 696 - 678 797 - Stage 1 ------ 1027 808 - 766 815 - Stage 2 ------ 915 715 - 786 899 - Approach EB WB NB SB HCM Control Delay, s 0 3.7 9.5 10.4 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)843 1589 -- 1195 -- 678 HCM Lane V/C Ratio 0.047 --- 0.025 -- 0.026 HCM Control Delay (s)9.5 0 -- 8.1 0 - 10.4 HCM Lane LOS A A --A A -B HCM 95th %tile Q(veh)0.1 0 -- 0.1 -- 0.1 Mustang Business Park TIA 2021 - Existing - PM Lanes, Volumes, Timings 2: SH 26 & Mustang Mustang Business Park TIA 01/20/2021 2021 - Existing - PM Synchro 10 Report Kimley-Horn and Associates Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)30 12 0 457 5 169 6 1019 344 207 2020 7 Future Volume (vph)30 12 0 457 5 169 6 1019 344 207 2020 7 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)180 0 0 50 400 600 435 375 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft)25 25 125 120 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 1.00 1.00 0.91 1.00 Frt 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.953 0.950 0.950 Satd. Flow (prot)1062 1900 0 1698 1704 1599 1805 5136 1583 1805 5187 897 Flt Permitted 0.950 0.950 0.953 0.058 0.157 Satd. Flow (perm)1062 1900 0 1698 1704 1599 110 5136 1583 298 5187 897 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)168 382 123 Link Speed (mph)35 35 45 45 Link Distance (ft)339 734 2698 4576 Travel Time (s)6.6 14.3 40.9 69.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%)70%0%0%1%0%1%0%1%2%0%0%80% Adj. Flow (vph)33 13 0 508 6 188 7 1132 382 230 2244 8 Shared Lane Traffic (%)49% Lane Group Flow (vph)33 13 0 259 255 188 7 1132 382 230 2244 8 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)12 12 24 24 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft)20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft)0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft)0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft)20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)94 94 94 94 Detector 2 Size(ft)6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 0.0 Turn Type Split NA Split NA Perm D.P+P NA Perm D.P+P NA Perm Protected Phases 4 4 3 3 5 2 1 6 Mustang Business Park TIA 2021 - Existing - PM Lanes, Volumes, Timings 2: SH 26 & Mustang Mustang Business Park TIA 01/20/2021 2021 - Existing - PM Synchro 10 Report Kimley-Horn and Associates Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 3 6 2 2 6 Detector Phase 4 4 3 3 3 5 2 2 1 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 15.0 15.0 5.0 15.0 15.0 Minimum Split (s)41.6 41.6 41.6 41.6 41.6 23.3 26.3 26.3 10.3 38.3 38.3 Total Split (s)17.0 17.0 30.0 30.0 30.0 16.0 50.0 50.0 23.0 57.0 57.0 Total Split (%)14.2% 14.2%25.0% 25.0% 25.0% 13.3% 41.7% 41.7% 19.2% 47.5% 47.5% Maximum Green (s)11.4 11.4 24.4 24.4 24.4 10.7 44.7 44.7 17.7 51.7 51.7 Yellow Time (s)3.6 3.6 3.6 3.6 3.6 4.3 4.3 4.3 4.3 4.3 4.3 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 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 0.0 0.0 Total Lost Time (s)5.6 5.6 5.6 5.6 5.6 5.3 5.3 5.3 5.3 5.3 5.3 Lead/Lag Lag Lag Lead Lead Lead Lead Lead Lead Lag Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Max Max None C-Max C-Max Walk Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Flash Dont Walk (s)32.0 32.0 32.0 32.0 32.0 17.0 17.0 29.0 29.0 Pedestrian Calls (#/hr)0 0 0 0 0 0 0 0 0 Act Effct Green (s)8.8 8.8 22.2 22.2 22.2 76.2 54.3 54.3 72.0 75.0 75.0 Actuated g/C Ratio 0.07 0.07 0.18 0.18 0.18 0.64 0.45 0.45 0.60 0.62 0.62 v/c Ratio 0.42 0.09 0.83 0.81 0.44 0.05 0.49 0.41 0.57 0.69 0.01 Control Delay 68.8 51.8 68.6 66.8 11.6 10.7 17.9 2.7 8.8 9.3 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 68.8 51.8 68.6 66.8 11.6 10.7 17.9 2.7 8.8 9.3 0.0 LOS E D E E B B B A A A A Approach Delay 64.0 52.7 14.0 9.2 Approach LOS E D B A Queue Length 50th (ft)25 10 200 196 13 2 178 17 65 98 0 Queue Length 95th (ft)59 30 #324 #314 77 m5 m206 m36 m48 m51 m0 Internal Link Dist (ft)259 654 2618 4496 Turn Bay Length (ft)180 50 400 600 435 375 Base Capacity (vph)100 180 345 346 458 221 2323 925 401 3240 606 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.33 0.07 0.75 0.74 0.41 0.03 0.49 0.41 0.57 0.69 0.01 Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 72 (60%), Referenced to phase 6:NBSB, Start of Yellow Natural Cycle: 145 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.83 Intersection Signal Delay: 17.7 Intersection LOS: B Intersection Capacity Utilization 76.2%ICU Level of Service D Analysis Period (min) 15 Mustang Business Park TIA 2021 - Existing - PM Lanes, Volumes, Timings 2: SH 26 & Mustang Mustang Business Park TIA 01/20/2021 2021 - Existing - PM Synchro 10 Report Kimley-Horn and Associates Page 3 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: SH 26 & Mustang Mustang Business Park TIA 2021 - Existing - PM HCM 6th TWSC 1: Southwestern & Mustang Mustang Business Park TIA 01/20/2021 2021 - Existing - PM Synchro 10 Report Kimley-Horn and Associates Page 1 Intersection Int Delay, s/veh 7.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 6 0 15 0 3 6 50 6 0 Future Vol, veh/h 0 0 0 6 0 15 0 3 6 50 6 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized -- None -- None -- None -- None Storage Length ------------ Veh in Median Storage, # -0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 60 60 60 60 60 60 60 60 60 60 60 60 Heavy Vehicles, %0 0 0 100 0 100 0 0 100 47 0 0 Mvmt Flow 0 0 0 10 0 25 0 5 10 83 10 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 25 0 0 2 0 0 40 47 2 43 35 13 Stage 1 ------2 2 - 33 33 - Stage 2 ------ 38 45 - 10 2 - Critical Hdwy 4.1 -- 5.1 -- 7.1 6.5 7.2 7.57 6.5 6.2 Critical Hdwy Stg 1 ------ 6.1 5.5 - 6.57 5.5 - Critical Hdwy Stg 2 ------ 6.1 5.5 - 6.57 5.5 - Follow-up Hdwy 2.2 -- 3.1 -- 3.5 4 4.2 3.923 4 3.3 Pot Cap-1 Maneuver 1603 -- 1159 -- 969 849 855 858 861 1073 Stage 1 ------ 1026 898 - 880 872 - Stage 2 ------ 982 861 - 906 898 - Platoon blocked, %---- Mov Cap-1 Maneuver 1603 -- 1159 -- 953 841 855 838 853 1073 Mov Cap-2 Maneuver ------ 953 841 - 838 853 - Stage 1 ------ 1026 898 - 880 864 - Stage 2 ------ 962 853 - 890 898 - Approach EB WB NB SB HCM Control Delay, s 0 2.3 9.3 9.8 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)850 1603 -- 1159 -- 840 HCM Lane V/C Ratio 0.018 --- 0.009 -- 0.111 HCM Control Delay (s)9.3 0 -- 8.1 0 - 9.8 HCM Lane LOS A A --A A -A HCM 95th %tile Q(veh)0.1 0 --0 -- 0.4 kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300 SynchroTM Output - 2023 Background Traffic Mustang Business Park TIA 2023 - Background - AM Lanes, Volumes, Timings 2: SH 26 & Mustang Mustang Business Park TIA 01/20/2021 2023 - Background - AM Synchro 10 Report Kimley-Horn and Associates Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)31 4 0 337 0 175 17 2499 805 136 596 20 Future Volume (vph)31 4 0 337 0 175 17 2499 805 136 596 20 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)180 0 0 50 400 600 435 375 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft)25 25 125 120 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 1.00 1.00 0.91 1.00 Frt 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 0.950 Satd. Flow (prot)902 1267 0 1665 1665 1538 1805 5136 1538 1787 5036 854 Flt Permitted 0.950 0.950 0.950 0.394 0.070 Satd. Flow (perm)902 1267 0 1665 1665 1538 749 5136 1538 132 5036 854 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)168 825 123 Link Speed (mph)35 35 45 45 Link Distance (ft)339 734 2698 4576 Travel Time (s)6.6 14.3 40.9 69.3 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 Heavy Vehicles (%)100%50%0%3%0%5%0%1%5%1%3%89% Adj. Flow (vph)33 4 0 355 0 184 18 2631 847 143 627 21 Shared Lane Traffic (%)50% Lane Group Flow (vph)33 4 0 177 178 184 18 2631 847 143 627 21 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)12 12 24 24 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft)20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft)0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft)0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft)20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)94 94 94 94 Detector 2 Size(ft)6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 0.0 Turn Type Split NA Split NA Perm D.P+P NA Perm D.P+P NA Perm Protected Phases 4 4 3 3 5 2 1 6 Mustang Business Park TIA 2023 - Background - AM Lanes, Volumes, Timings 2: SH 26 & Mustang Mustang Business Park TIA 01/20/2021 2023 - Background - AM Synchro 10 Report Kimley-Horn and Associates Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 3 6 2 2 6 Detector Phase 4 4 3 3 3 5 2 2 1 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 15.0 15.0 5.0 15.0 15.0 Minimum Split (s)41.6 41.6 41.6 41.6 41.6 23.3 26.3 26.3 10.3 38.3 38.3 Total Split (s)14.0 14.0 27.0 27.0 27.0 15.0 59.0 59.0 20.0 64.0 64.0 Total Split (%)11.7% 11.7%22.5% 22.5% 22.5% 12.5% 49.2% 49.2% 16.7% 53.3% 53.3% Maximum Green (s)8.4 8.4 21.4 21.4 21.4 9.7 53.7 53.7 14.7 58.7 58.7 Yellow Time (s)3.6 3.6 3.6 3.6 3.6 4.3 4.3 4.3 4.3 4.3 4.3 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 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 0.0 0.0 Total Lost Time (s)5.6 5.6 5.6 5.6 5.6 5.3 5.3 5.3 5.3 5.3 5.3 Lead/Lag Lag Lag Lead Lead Lead Lead Lead Lead Lag Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Max Max None C-Max C-Max Walk Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Flash Dont Walk (s)32.0 32.0 32.0 32.0 32.0 17.0 17.0 29.0 29.0 Pedestrian Calls (#/hr)0 0 0 0 0 0 0 0 0 Act Effct Green (s)8.1 8.1 17.7 17.7 17.7 80.6 62.7 62.7 77.4 78.0 78.0 Actuated g/C Ratio 0.07 0.07 0.15 0.15 0.15 0.67 0.52 0.52 0.64 0.65 0.65 v/c Ratio 0.54 0.05 0.72 0.73 0.50 0.03 0.98 0.71 0.50 0.19 0.04 Control Delay 85.7 53.2 65.2 65.5 13.3 3.9 29.3 8.2 34.5 6.5 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 85.7 53.2 65.2 65.5 13.3 3.9 29.3 8.2 34.5 6.5 0.1 LOS F D E E B A C A C A A Approach Delay 82.2 47.6 24.0 11.4 Approach LOS F D C B Queue Length 50th (ft)25 3 137 138 11 2 ~847 105 42 48 0 Queue Length 95th (ft)#73 15 215 216 75 m2 m#368 m95 m116 m59 m0 Internal Link Dist (ft)259 654 2618 4496 Turn Bay Length (ft)180 50 400 600 435 375 Base Capacity (vph)65 92 296 296 412 596 2682 1197 287 3272 597 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.51 0.04 0.60 0.60 0.45 0.03 0.98 0.71 0.50 0.19 0.04 Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 72 (60%), Referenced to phase 6:NBSB, Start of Yellow Natural Cycle: 145 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.98 Intersection Signal Delay: 25.0 Intersection LOS: C Intersection Capacity Utilization 85.3%ICU Level of Service E Analysis Period (min) 15 Mustang Business Park TIA 2023 - Background - AM Lanes, Volumes, Timings 2: SH 26 & Mustang Mustang Business Park TIA 01/20/2021 2023 - Background - AM Synchro 10 Report Kimley-Horn and Associates Page 3 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: SH 26 & Mustang Mustang Business Park TIA 2023 - Background - AM HCM 6th TWSC 1: Southwestern & Mustang Mustang Business Park TIA 01/20/2021 2023 - Background - AM Synchro 10 Report Kimley-Horn and Associates Page 1 Intersection Int Delay, s/veh 6.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 24 0 29 0 4 29 14 0 0 Future Vol, veh/h 0 0 0 24 0 29 0 4 29 14 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized -- None -- None -- None -- None Storage Length ------------ Veh in Median Storage, # -0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 75 75 75 75 75 75 75 75 75 75 75 75 Heavy Vehicles, %0 0 0 90 0 67 0 50 92 83 0 0 Mvmt Flow 0 0 0 32 0 39 0 5 39 19 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 39 0 0 1 0 0 85 104 1 107 85 20 Stage 1 ------1 1 - 84 84 - Stage 2 ------ 84 103 - 23 1 - Critical Hdwy 4.1 --5 -- 7.1 7 7.12 7.93 6.5 6.2 Critical Hdwy Stg 1 ------ 6.1 6 - 6.93 5.5 - Critical Hdwy Stg 2 ------ 6.1 6 - 6.93 5.5 - Follow-up Hdwy 2.2 -- 3.01 -- 3.5 4.45 4.128 4.247 4 3.3 Pot Cap-1 Maneuver 1584 -- 1195 -- 906 704 871 713 809 1064 Stage 1 ------ 1027 808 - 757 829 - Stage 2 ------ 929 726 - 822 899 - Platoon blocked, %---- Mov Cap-1 Maneuver 1584 -- 1195 -- 887 685 871 663 787 1064 Mov Cap-2 Maneuver ------ 887 685 - 663 787 - Stage 1 ------ 1027 808 - 757 807 - Stage 2 ------ 904 706 - 780 899 - Approach EB WB NB SB HCM Control Delay, s 0 3.7 9.5 10.6 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)843 1584 -- 1195 -- 663 HCM Lane V/C Ratio 0.052 --- 0.027 -- 0.028 HCM Control Delay (s)9.5 0 -- 8.1 0 - 10.6 HCM Lane LOS A A --A A -B HCM 95th %tile Q(veh)0.2 0 -- 0.1 -- 0.1 Mustang Business Park TIA 2023 - Background - PM Lanes, Volumes, Timings 2: SH 26 & Mustang Mustang Business Park TIA 01/20/2021 2023 - Background - PM Synchro 10 Report Kimley-Horn and Associates Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)33 13 0 504 6 186 7 1123 379 228 2227 8 Future Volume (vph)33 13 0 504 6 186 7 1123 379 228 2227 8 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)180 0 0 50 400 600 435 375 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft)25 25 125 120 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 1.00 1.00 0.91 1.00 Frt 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.954 0.950 0.950 Satd. Flow (prot)1062 1900 0 1698 1705 1599 1805 5136 1583 1805 5187 897 Flt Permitted 0.950 0.950 0.954 0.061 0.117 Satd. Flow (perm)1062 1900 0 1698 1705 1599 116 5136 1583 222 5187 897 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)168 421 123 Link Speed (mph)35 35 45 45 Link Distance (ft)339 734 2698 4576 Travel Time (s)6.6 14.3 40.9 69.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%)70%0%0%1%0%1%0%1%2%0%0%80% Adj. Flow (vph)37 14 0 560 7 207 8 1248 421 253 2474 9 Shared Lane Traffic (%)49% Lane Group Flow (vph)37 14 0 286 281 207 8 1248 421 253 2474 9 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)12 12 24 24 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft)20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft)0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft)0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft)20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)94 94 94 94 Detector 2 Size(ft)6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 0.0 Turn Type Split NA Split NA Perm D.P+P NA Perm D.P+P NA Perm Protected Phases 4 4 3 3 5 2 1 6 Mustang Business Park TIA 2023 - Background - PM Lanes, Volumes, Timings 2: SH 26 & Mustang Mustang Business Park TIA 01/20/2021 2023 - Background - PM Synchro 10 Report Kimley-Horn and Associates Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 3 6 2 2 6 Detector Phase 4 4 3 3 3 5 2 2 1 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 15.0 15.0 5.0 15.0 15.0 Minimum Split (s)41.6 41.6 41.6 41.6 41.6 23.3 26.3 26.3 10.3 38.3 38.3 Total Split (s)17.0 17.0 30.0 30.0 30.0 16.0 50.0 50.0 23.0 57.0 57.0 Total Split (%)14.2% 14.2%25.0% 25.0% 25.0% 13.3% 41.7% 41.7% 19.2% 47.5% 47.5% Maximum Green (s)11.4 11.4 24.4 24.4 24.4 10.7 44.7 44.7 17.7 51.7 51.7 Yellow Time (s)3.6 3.6 3.6 3.6 3.6 4.3 4.3 4.3 4.3 4.3 4.3 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 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 0.0 0.0 Total Lost Time (s)5.6 5.6 5.6 5.6 5.6 5.3 5.3 5.3 5.3 5.3 5.3 Lead/Lag Lag Lag Lead Lead Lead Lead Lead Lead Lag Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Max Max None C-Max C-Max Walk Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Flash Dont Walk (s)32.0 32.0 32.0 32.0 32.0 17.0 17.0 29.0 29.0 Pedestrian Calls (#/hr)0 0 0 0 0 0 0 0 0 Act Effct Green (s)9.1 9.1 23.0 23.0 23.0 72.5 50.6 50.6 68.3 71.3 71.3 Actuated g/C Ratio 0.08 0.08 0.19 0.19 0.19 0.60 0.42 0.42 0.57 0.59 0.59 v/c Ratio 0.46 0.10 0.88 0.86 0.47 0.05 0.58 0.46 0.70 0.80 0.02 Control Delay 70.7 51.7 74.1 71.5 13.8 10.7 19.9 2.8 13.2 14.5 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 70.7 51.7 74.1 71.5 13.8 10.7 19.9 2.8 13.2 14.5 0.0 LOS E D E E B B B A B B A Approach Delay 65.5 57.0 15.5 14.3 Approach LOS E E B B Queue Length 50th (ft)28 10 225 220 25 2 197 16 100 168 0 Queue Length 95th (ft)64 31 #375 #366 95 m5 m218 m33 m55 m48 m0 Internal Link Dist (ft)259 654 2618 4496 Turn Bay Length (ft)180 50 400 600 435 375 Base Capacity (vph)100 180 345 346 458 221 2165 910 359 3080 582 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.37 0.08 0.83 0.81 0.45 0.04 0.58 0.46 0.70 0.80 0.02 Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 72 (60%), Referenced to phase 6:NBSB, Start of Yellow Natural Cycle: 145 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.88 Intersection Signal Delay: 21.5 Intersection LOS: C Intersection Capacity Utilization 81.5%ICU Level of Service D Analysis Period (min) 15 Mustang Business Park TIA 2023 - Background - PM Lanes, Volumes, Timings 2: SH 26 & Mustang Mustang Business Park TIA 01/20/2021 2023 - Background - PM Synchro 10 Report Kimley-Horn and Associates Page 3 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: SH 26 & Mustang Mustang Business Park TIA 2023 - Background - PM HCM 6th TWSC 1: Southwestern & Mustang Mustang Business Park TIA 01/20/2021 2023 - Background - PM Synchro 10 Report Kimley-Horn and Associates Page 1 Intersection Int Delay, s/veh 7.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 7 0 17 0 3 7 55 7 0 Future Vol, veh/h 0 0 0 7 0 17 0 3 7 55 7 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized -- None -- None -- None -- None Storage Length ------------ Veh in Median Storage, # -0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 60 60 60 60 60 60 60 60 60 60 60 60 Heavy Vehicles, %0 0 0 100 0 100 0 0 100 47 0 0 Mvmt Flow 0 0 0 12 0 28 0 5 12 92 12 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 28 0 0 2 0 0 46 54 2 49 40 14 Stage 1 ------2 2 - 38 38 - Stage 2 ------ 44 52 - 11 2 - Critical Hdwy 4.1 -- 5.1 -- 7.1 6.5 7.2 7.57 6.5 6.2 Critical Hdwy Stg 1 ------ 6.1 5.5 - 6.57 5.5 - Critical Hdwy Stg 2 ------ 6.1 5.5 - 6.57 5.5 - Follow-up Hdwy 2.2 -- 3.1 -- 3.5 4 4.2 3.923 4 3.3 Pot Cap-1 Maneuver 1599 -- 1159 -- 961 841 855 850 856 1072 Stage 1 ------ 1026 898 - 874 867 - Stage 2 ------ 975 856 - 905 898 - Platoon blocked, %---- Mov Cap-1 Maneuver 1599 -- 1159 -- 943 832 855 828 847 1072 Mov Cap-2 Maneuver ------ 943 832 - 828 847 - Stage 1 ------ 1026 898 - 874 857 - Stage 2 ------ 951 847 - 888 898 - Approach EB WB NB SB HCM Control Delay, s 0 2.4 9.3 10 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)848 1599 -- 1159 -- 830 HCM Lane V/C Ratio 0.02 --- 0.01 -- 0.124 HCM Control Delay (s)9.3 0 -- 8.1 0 - 10 HCM Lane LOS A A --A A -B HCM 95th %tile Q(veh)0.1 0 --0 -- 0.4 kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300 SynchroTM Output - 2023 Background Plus Site Traffic Mustang Business Park TIA 2023 - Background + Site - AM Lanes, Volumes, Timings 2: SH 26 & Mustang Mustang Business Park TIA 01/20/2021 2023 - Background + Site - AM Synchro 10 Report Kimley-Horn and Associates Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)38 9 3 337 18 175 27 2499 805 136 596 43 Future Volume (vph)38 9 3 337 18 175 27 2499 805 136 596 43 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)180 0 0 50 400 600 435 375 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft)25 25 125 120 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 1.00 1.00 0.91 1.00 Frt 0.962 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.957 0.950 0.950 Satd. Flow (prot)976 1409 0 1665 1649 1538 1687 5136 1538 1787 5036 1062 Flt Permitted 0.950 0.950 0.957 0.390 0.071 Satd. Flow (perm)976 1409 0 1665 1649 1538 693 5136 1538 134 5036 1062 Right Turn on Red No Yes Yes Yes Satd. Flow (RTOR)168 809 123 Link Speed (mph)35 35 45 45 Link Distance (ft)339 734 2698 4576 Travel Time (s)6.6 14.3 40.9 69.3 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 Heavy Vehicles (%)85%33%20%3%20%5%7%1%5%1%3%52% Adj. Flow (vph)40 9 3 355 19 184 28 2631 847 143 627 45 Shared Lane Traffic (%)47% Lane Group Flow (vph)40 12 0 188 186 184 28 2631 847 143 627 45 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)12 12 24 24 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft)20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft)0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft)0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft)20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)94 94 94 94 Detector 2 Size(ft)6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 0.0 Turn Type Split NA Split NA Perm D.P+P NA Perm D.P+P NA Perm Protected Phases 4 4 3 3 5 2 1 6 Mustang Business Park TIA 2023 - Background + Site - AM Lanes, Volumes, Timings 2: SH 26 & Mustang Mustang Business Park TIA 01/20/2021 2023 - Background + Site - AM Synchro 10 Report Kimley-Horn and Associates Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 3 6 2 2 6 Detector Phase 4 4 3 3 3 5 2 2 1 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 15.0 15.0 5.0 15.0 15.0 Minimum Split (s)41.6 41.6 41.6 41.6 41.6 23.3 26.3 26.3 10.3 38.3 38.3 Total Split (s)14.0 14.0 27.0 27.0 27.0 15.0 59.0 59.0 20.0 64.0 64.0 Total Split (%)11.7% 11.7%22.5% 22.5% 22.5% 12.5% 49.2% 49.2% 16.7% 53.3% 53.3% Maximum Green (s)8.4 8.4 21.4 21.4 21.4 9.7 53.7 53.7 14.7 58.7 58.7 Yellow Time (s)3.6 3.6 3.6 3.6 3.6 4.3 4.3 4.3 4.3 4.3 4.3 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 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 0.0 0.0 Total Lost Time (s)5.6 5.6 5.6 5.6 5.6 5.3 5.3 5.3 5.3 5.3 5.3 Lead/Lag Lag Lag Lead Lead Lead Lead Lead Lead Lag Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Max Max None C-Max C-Max Walk Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Flash Dont Walk (s)32.0 32.0 32.0 32.0 32.0 17.0 17.0 29.0 29.0 Pedestrian Calls (#/hr)0 0 0 0 0 0 0 0 0 Act Effct Green (s)8.3 8.3 18.1 18.1 18.1 76.3 59.4 59.4 74.1 72.2 72.2 Actuated g/C Ratio 0.07 0.07 0.15 0.15 0.15 0.64 0.50 0.50 0.62 0.60 0.60 v/c Ratio 0.60 0.12 0.75 0.75 0.49 0.06 1.03 0.72 0.50 0.21 0.07 Control Delay 88.8 55.2 67.1 67.1 13.2 4.0 44.8 8.5 35.0 7.7 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 88.8 55.2 67.1 67.1 13.2 4.0 44.8 8.5 35.0 7.7 0.2 LOS F E E E B A D A C A A Approach Delay 81.0 49.3 35.7 12.0 Approach LOS F D D B Queue Length 50th (ft)30 9 146 144 11 3 ~858 107 43 47 0 Queue Length 95th (ft)#85 29 229 226 75 m3 m#351 m97 m116 m57 m0 Internal Link Dist (ft)259 654 2618 4496 Turn Bay Length (ft)180 50 400 600 435 375 Base Capacity (vph)71 103 296 294 412 530 2544 1170 285 3031 688 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.56 0.12 0.64 0.63 0.45 0.05 1.03 0.72 0.50 0.21 0.07 Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 72 (60%), Referenced to phase 6:NBSB, Start of Yellow Natural Cycle: 145 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.03 Intersection Signal Delay: 33.8 Intersection LOS: C Intersection Capacity Utilization 85.8%ICU Level of Service E Analysis Period (min) 15 Mustang Business Park TIA 2023 - Background + Site - AM Lanes, Volumes, Timings 2: SH 26 & Mustang Mustang Business Park TIA 01/20/2021 2023 - Background + Site - AM Synchro 10 Report Kimley-Horn and Associates Page 3 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: SH 26 & Mustang Mustang Business Park TIA 2023 - Background + Site - AM HCM 6th TWSC 1: Southwestern & Mustang Mustang Business Park TIA 01/20/2021 2023 - Background + Site - AM Synchro 10 Report Kimley-Horn and Associates Page 1 Intersection Int Delay, s/veh 4.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 15 0 24 51 29 0 4 29 14 0 0 Future Vol, veh/h 0 15 0 24 51 29 0 4 29 14 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized -- None -- None -- None -- None Storage Length ------------ Veh in Median Storage, # -0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 75 75 75 75 75 75 75 75 75 75 75 75 Heavy Vehicles, %0 20 0 90 20 67 0 50 92 83 0 0 Mvmt Flow 0 20 0 32 68 39 0 5 39 19 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 107 0 0 20 0 0 172 191 20 194 172 88 Stage 1 ------ 20 20 - 152 152 - Stage 2 ------ 152 171 - 42 20 - Critical Hdwy 4.1 --5 -- 7.1 7 7.12 7.93 6.5 6.2 Critical Hdwy Stg 1 ------ 6.1 6 - 6.93 5.5 - Critical Hdwy Stg 2 ------ 6.1 6 - 6.93 5.5 - Follow-up Hdwy 2.2 -- 3.01 -- 3.5 4.45 4.128 4.247 4 3.3 Pot Cap-1 Maneuver 1497 -- 1173 -- 796 626 848 619 725 976 Stage 1 ------ 1004 792 - 691 775 - Stage 2 ------ 855 675 - 801 883 - Platoon blocked, %---- Mov Cap-1 Maneuver 1497 -- 1173 -- 778 608 848 574 704 976 Mov Cap-2 Maneuver ------ 778 608 - 574 704 - Stage 1 ------ 1004 792 - 691 753 - Stage 2 ------ 830 655 - 759 883 - Approach EB WB NB SB HCM Control Delay, s 0 1.9 9.7 11.5 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)809 1497 -- 1173 -- 574 HCM Lane V/C Ratio 0.054 --- 0.027 -- 0.033 HCM Control Delay (s)9.7 0 -- 8.2 0 - 11.5 HCM Lane LOS A A --A A -B HCM 95th %tile Q(veh)0.2 0 -- 0.1 -- 0.1 Mustang Business Park TIA 2023 - Background + Site - PM Lanes, Volumes, Timings 2: SH 26 & Mustang Mustang Business Park TIA 01/20/2021 2023 - Background + Site - PM Synchro 10 Report Kimley-Horn and Associates Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)56 31 10 504 13 186 11 1123 379 228 2227 17 Future Volume (vph)56 31 10 504 13 186 11 1123 379 228 2227 17 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)180 0 0 50 400 600 435 375 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft)25 25 125 120 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 1.00 1.00 0.91 1.00 Frt 0.963 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.955 0.950 0.950 Satd. Flow (prot)1211 1606 0 1698 1699 1599 1687 5136 1583 1805 5187 1091 Flt Permitted 0.950 0.950 0.955 0.063 0.119 Satd. Flow (perm)1211 1606 0 1698 1699 1599 112 5136 1583 226 5187 1091 Right Turn on Red No Yes Yes Yes Satd. Flow (RTOR)168 421 123 Link Speed (mph)35 35 45 45 Link Distance (ft)339 734 2698 4576 Travel Time (s)6.6 14.3 40.9 69.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%)49%12%20%1%11%1%7%1%2%0%0%48% Adj. Flow (vph)62 34 11 560 14 207 12 1248 421 253 2474 19 Shared Lane Traffic (%)49% Lane Group Flow (vph)62 45 0 286 288 207 12 1248 421 253 2474 19 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)12 12 24 24 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft)20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft)0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft)0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft)20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)94 94 94 94 Detector 2 Size(ft)6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 0.0 Turn Type Split NA Split NA Perm D.P+P NA Perm D.P+P NA Perm Protected Phases 4 4 3 3 5 2 1 6 Mustang Business Park TIA 2023 - Background + Site - PM Lanes, Volumes, Timings 2: SH 26 & Mustang Mustang Business Park TIA 01/20/2021 2023 - Background + Site - PM Synchro 10 Report Kimley-Horn and Associates Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 3 6 2 2 6 Detector Phase 4 4 3 3 3 5 2 2 1 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 15.0 15.0 5.0 15.0 15.0 Minimum Split (s)41.6 41.6 41.6 41.6 41.6 23.3 26.3 26.3 10.3 38.3 38.3 Total Split (s)17.0 17.0 30.0 30.0 30.0 16.0 50.0 50.0 23.0 57.0 57.0 Total Split (%)14.2% 14.2%25.0% 25.0% 25.0% 13.3% 41.7% 41.7% 19.2% 47.5% 47.5% Maximum Green (s)11.4 11.4 24.4 24.4 24.4 10.7 44.7 44.7 17.7 51.7 51.7 Yellow Time (s)3.6 3.6 3.6 3.6 3.6 4.3 4.3 4.3 4.3 4.3 4.3 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 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 0.0 0.0 Total Lost Time (s)5.6 5.6 5.6 5.6 5.6 5.3 5.3 5.3 5.3 5.3 5.3 Lead/Lag Lag Lag Lead Lead Lead Lead Lead Lead Lag Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Max Max None C-Max C-Max Walk Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Flash Dont Walk (s)32.0 32.0 32.0 32.0 32.0 17.0 17.0 29.0 29.0 Pedestrian Calls (#/hr)0 0 0 0 0 0 0 0 0 Act Effct Green (s)9.9 9.9 23.1 23.1 23.1 70.7 49.8 49.8 67.5 68.1 68.1 Actuated g/C Ratio 0.08 0.08 0.19 0.19 0.19 0.59 0.42 0.42 0.56 0.57 0.57 v/c Ratio 0.62 0.34 0.87 0.88 0.47 0.08 0.59 0.47 0.70 0.84 0.03 Control Delay 78.8 58.4 73.4 74.3 13.8 11.0 20.3 2.8 13.2 14.8 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 78.8 58.4 73.4 74.3 13.8 11.0 20.3 2.8 13.2 14.8 0.0 LOS E E E E B B C A B B A Approach Delay 70.2 57.9 15.8 14.5 Approach LOS E E B B Queue Length 50th (ft)47 33 225 227 25 3 198 16 99 168 0 Queue Length 95th (ft)#101 72 #375 #380 95 m7 m218 m32 m54 m48 m0 Internal Link Dist (ft)259 654 2618 4496 Turn Bay Length (ft)180 50 400 600 435 375 Base Capacity (vph)115 152 345 345 458 207 2130 902 359 2944 672 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.54 0.30 0.83 0.83 0.45 0.06 0.59 0.47 0.70 0.84 0.03 Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 72 (60%), Referenced to phase 6:NBSB, Start of Yellow Natural Cycle: 145 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.88 Intersection Signal Delay: 22.4 Intersection LOS: C Intersection Capacity Utilization 81.7%ICU Level of Service D Analysis Period (min) 15 Mustang Business Park TIA 2023 - Background + Site - PM Lanes, Volumes, Timings 2: SH 26 & Mustang Mustang Business Park TIA 01/20/2021 2023 - Background + Site - PM Synchro 10 Report Kimley-Horn and Associates Page 3 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: SH 26 & Mustang Mustang Business Park TIA 2023 - Background + Site - PM HCM 6th TWSC 1: Southwestern & Mustang Mustang Business Park TIA 01/20/2021 2023 - Background + Site - PM Synchro 10 Report Kimley-Horn and Associates Page 1 Intersection Int Delay, s/veh 5.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 50 0 7 19 17 0 3 7 55 7 0 Future Vol, veh/h 0 50 0 7 19 17 0 3 7 55 7 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized -- None -- None -- None -- None Storage Length ------------ Veh in Median Storage, # -0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 60 60 60 60 60 60 60 60 60 60 60 60 Heavy Vehicles, %0 20 0 100 20 100 0 0 100 47 0 0 Mvmt Flow 0 83 0 12 32 28 0 5 12 92 12 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 60 0 0 83 0 0 159 167 83 162 153 46 Stage 1 ------ 83 83 - 70 70 - Stage 2 ------ 76 84 - 92 83 - Critical Hdwy 4.1 -- 5.1 -- 7.1 6.5 7.2 7.57 6.5 6.2 Critical Hdwy Stg 1 ------ 6.1 5.5 - 6.57 5.5 - Critical Hdwy Stg 2 ------ 6.1 5.5 - 6.57 5.5 - Follow-up Hdwy 2.2 -- 3.1 -- 3.5 4 4.2 3.923 4 3.3 Pot Cap-1 Maneuver 1556 -- 1070 -- 811 729 762 712 742 1029 Stage 1 ------ 930 830 - 839 841 - Stage 2 ------ 938 829 - 815 830 - Platoon blocked, %---- Mov Cap-1 Maneuver 1556 -- 1070 -- 794 720 762 691 733 1029 Mov Cap-2 Maneuver ------ 794 720 - 691 733 - Stage 1 ------ 930 830 - 839 831 - Stage 2 ------ 914 819 - 798 830 - Approach EB WB NB SB HCM Control Delay, s 0 1.4 9.9 11.1 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)749 1556 -- 1070 -- 695 HCM Lane V/C Ratio 0.022 --- 0.011 -- 0.149 HCM Control Delay (s)9.9 0 -- 8.4 0 - 11.1 HCM Lane LOS A A --A A -B HCM 95th %tile Q(veh)0.1 0 --0 -- 0.5 kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300 SynchroTM Output - 2028 Background Traffic Mustang Business Park TIA 2028 - Background - AM Lanes, Volumes, Timings 2: SH 26 & Mustang Mustang Business Park TIA 01/20/2021 2028 - Background - AM Synchro 10 Report Kimley-Horn and Associates Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)36 5 0 391 0 203 19 2897 933 157 691 23 Future Volume (vph)36 5 0 391 0 203 19 2897 933 157 691 23 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)180 0 0 50 400 600 435 375 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft)25 25 125 120 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 1.00 1.00 0.91 1.00 Frt 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 0.950 Satd. Flow (prot)902 1267 0 1665 1665 1538 1805 5136 1538 1787 5036 854 Flt Permitted 0.950 0.950 0.950 0.350 0.062 Satd. Flow (perm)902 1267 0 1665 1665 1538 665 5136 1538 117 5036 854 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)168 851 123 Link Speed (mph)35 35 45 45 Link Distance (ft)339 734 2698 4576 Travel Time (s)6.6 14.3 40.9 69.3 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 Heavy Vehicles (%)100%50%0%3%0%5%0%1%5%1%3%89% Adj. Flow (vph)38 5 0 412 0 214 20 3049 982 165 727 24 Shared Lane Traffic (%)50% Lane Group Flow (vph)38 5 0 206 206 214 20 3049 982 165 727 24 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)12 12 24 24 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft)20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft)0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft)0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft)20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)94 94 94 94 Detector 2 Size(ft)6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 0.0 Turn Type Split NA Split NA Perm D.P+P NA Perm D.P+P NA Perm Protected Phases 4 4 3 3 5 2 1 6 Mustang Business Park TIA 2028 - Background - AM Lanes, Volumes, Timings 2: SH 26 & Mustang Mustang Business Park TIA 01/20/2021 2028 - Background - AM Synchro 10 Report Kimley-Horn and Associates Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 3 6 2 2 6 Detector Phase 4 4 3 3 3 5 2 2 1 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 15.0 15.0 5.0 15.0 15.0 Minimum Split (s)41.6 41.6 41.6 41.6 41.6 23.3 26.3 26.3 10.3 38.3 38.3 Total Split (s)16.0 16.0 22.0 22.0 22.0 15.0 69.0 69.0 13.0 67.0 67.0 Total Split (%)13.3% 13.3%18.3% 18.3% 18.3% 12.5% 57.5% 57.5% 10.8% 55.8% 55.8% Maximum Green (s)10.4 10.4 16.4 16.4 16.4 9.7 63.7 63.7 7.7 61.7 61.7 Yellow Time (s)3.6 3.6 3.6 3.6 3.6 4.3 4.3 4.3 4.3 4.3 4.3 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 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 0.0 0.0 Total Lost Time (s)5.6 5.6 5.6 5.6 5.6 5.3 5.3 5.3 5.3 5.3 5.3 Lead/Lag Lag Lag Lead Lead Lead Lead Lead Lead Lag Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Max Max None C-Max C-Max Walk Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Flash Dont Walk (s)32.0 32.0 32.0 32.0 32.0 17.0 17.0 29.0 29.0 Pedestrian Calls (#/hr)0 0 0 0 0 0 0 0 0 Act Effct Green (s)9.0 9.0 16.3 16.3 16.3 81.1 70.2 70.2 77.9 78.5 78.5 Actuated g/C Ratio 0.08 0.08 0.14 0.14 0.14 0.68 0.58 0.58 0.65 0.65 0.65 v/c Ratio 0.57 0.05 0.92 0.92 0.61 0.04 1.01 0.78 0.90 0.22 0.04 Control Delay 84.2 51.8 93.2 93.2 20.6 3.5 29.2 12.4 77.8 6.1 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 84.2 51.8 93.2 93.2 20.6 3.5 29.2 12.4 77.8 6.1 0.1 LOS F D F F C A C B E A A Approach Delay 80.5 68.4 25.0 18.9 Approach LOS F E C B Queue Length 50th (ft)29 4 167 167 32 2 ~972 213 82 56 0 Queue Length 95th (ft)#74 17 #318 #318 113 m2 m262 m58 m#190 m67 m0 Internal Link Dist (ft)259 654 2618 4496 Turn Bay Length (ft)180 50 400 600 435 375 Base Capacity (vph)78 109 227 227 355 548 3006 1253 183 3295 601 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.49 0.05 0.91 0.91 0.60 0.04 1.01 0.78 0.90 0.22 0.04 Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 72 (60%), Referenced to phase 6:NBSB, Start of Yellow Natural Cycle: 145 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.01 Intersection Signal Delay: 29.3 Intersection LOS: C Intersection Capacity Utilization 95.7%ICU Level of Service F Analysis Period (min) 15 Mustang Business Park TIA 2028 - Background - AM Lanes, Volumes, Timings 2: SH 26 & Mustang Mustang Business Park TIA 01/20/2021 2028 - Background - AM Synchro 10 Report Kimley-Horn and Associates Page 3 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: SH 26 & Mustang Mustang Business Park TIA 2028 - Background - AM HCM 6th TWSC 1: Southwestern & Mustang Mustang Business Park TIA 01/20/2021 2028 - Background - AM Synchro 10 Report Kimley-Horn and Associates Page 1 Intersection Int Delay, s/veh 6.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 28 0 33 0 5 33 17 0 0 Future Vol, veh/h 0 0 0 28 0 33 0 5 33 17 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized -- None -- None -- None -- None Storage Length ------------ Veh in Median Storage, # -0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 75 75 75 75 75 75 75 75 75 75 75 75 Heavy Vehicles, %0 0 0 90 0 67 0 50 92 83 0 0 Mvmt Flow 0 0 0 37 0 44 0 7 44 23 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 44 0 0 1 0 0 97 119 1 123 97 22 Stage 1 ------1 1 - 96 96 - Stage 2 ------ 96 118 - 27 1 - Critical Hdwy 4.1 --5 -- 7.1 7 7.12 7.93 6.5 6.2 Critical Hdwy Stg 1 ------ 6.1 6 - 6.93 5.5 - Critical Hdwy Stg 2 ------ 6.1 6 - 6.93 5.5 - Follow-up Hdwy 2.2 -- 3.01 -- 3.5 4.45 4.128 4.247 4 3.3 Pot Cap-1 Maneuver 1577 -- 1195 -- 890 690 871 695 797 1061 Stage 1 ------ 1027 808 - 745 819 - Stage 2 ------ 916 714 - 818 899 - Platoon blocked, %---- Mov Cap-1 Maneuver 1577 -- 1195 -- 869 668 871 639 771 1061 Mov Cap-2 Maneuver ------ 869 668 - 639 771 - Stage 1 ------ 1027 808 - 745 793 - Stage 2 ------ 887 691 - 770 899 - Approach EB WB NB SB HCM Control Delay, s 0 3.7 9.6 10.8 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)838 1577 -- 1195 -- 639 HCM Lane V/C Ratio 0.06 --- 0.031 -- 0.035 HCM Control Delay (s)9.6 0 -- 8.1 0 - 10.8 HCM Lane LOS A A --A A -B HCM 95th %tile Q(veh)0.2 0 -- 0.1 -- 0.1 Mustang Business Park TIA 2028 - Background - PM Lanes, Volumes, Timings 2: SH 26 & Mustang Mustang Business Park TIA 01/20/2021 2028 - Background - PM Synchro 10 Report Kimley-Horn and Associates Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)38 15 0 584 6 216 8 1302 440 265 2582 9 Future Volume (vph)38 15 0 584 6 216 8 1302 440 265 2582 9 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)180 0 0 50 400 600 435 375 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft)25 25 125 120 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 1.00 1.00 0.91 1.00 Frt 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.953 0.950 0.950 Satd. Flow (prot)1062 1900 0 1698 1703 1599 1805 5136 1583 1805 5187 897 Flt Permitted 0.950 0.950 0.953 0.062 0.092 Satd. Flow (perm)1062 1900 0 1698 1703 1599 118 5136 1583 175 5187 897 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)168 489 123 Link Speed (mph)35 35 45 45 Link Distance (ft)339 734 2698 4576 Travel Time (s)6.6 14.3 40.9 69.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%)70%0%0%1%0%1%0%1%2%0%0%80% Adj. Flow (vph)42 17 0 649 7 240 9 1447 489 294 2869 10 Shared Lane Traffic (%)49% Lane Group Flow (vph)42 17 0 331 325 240 9 1447 489 294 2869 10 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)12 12 24 24 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft)20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft)0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft)0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft)20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)94 94 94 94 Detector 2 Size(ft)6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 0.0 Turn Type Split NA Split NA Perm D.P+P NA Perm D.P+P NA Perm Protected Phases 4 4 3 3 5 2 1 6 Mustang Business Park TIA 2028 - Background - PM Lanes, Volumes, Timings 2: SH 26 & Mustang Mustang Business Park TIA 01/20/2021 2028 - Background - PM Synchro 10 Report Kimley-Horn and Associates Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 3 6 2 2 6 Detector Phase 4 4 3 3 3 5 2 2 1 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 15.0 15.0 5.0 15.0 15.0 Minimum Split (s)41.6 41.6 41.6 41.6 41.6 23.3 26.3 26.3 10.3 38.3 38.3 Total Split (s)17.0 17.0 30.0 30.0 30.0 16.0 50.0 50.0 23.0 57.0 57.0 Total Split (%)14.2% 14.2%25.0% 25.0% 25.0% 13.3% 41.7% 41.7% 19.2% 47.5% 47.5% Maximum Green (s)11.4 11.4 24.4 24.4 24.4 10.7 44.7 44.7 17.7 51.7 51.7 Yellow Time (s)3.6 3.6 3.6 3.6 3.6 4.3 4.3 4.3 4.3 4.3 4.3 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 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 0.0 0.0 Total Lost Time (s)5.6 5.6 5.6 5.6 5.6 5.3 5.3 5.3 5.3 5.3 5.3 Lead/Lag Lag Lag Lead Lead Lead Lead Lead Lead Lag Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Max Max None C-Max C-Max Walk Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Flash Dont Walk (s)32.0 32.0 32.0 32.0 32.0 17.0 17.0 29.0 29.0 Pedestrian Calls (#/hr)0 0 0 0 0 0 0 0 0 Act Effct Green (s)9.3 9.3 24.4 24.4 24.4 71.0 49.0 49.0 66.7 69.7 69.7 Actuated g/C Ratio 0.08 0.08 0.20 0.20 0.20 0.59 0.41 0.41 0.56 0.58 0.58 v/c Ratio 0.52 0.12 0.96 0.94 0.52 0.06 0.69 0.52 0.87 0.95 0.02 Control Delay 74.4 52.0 87.1 82.9 18.1 10.4 21.6 2.7 19.1 23.9 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 74.4 52.0 87.1 82.9 18.1 10.4 21.6 2.7 19.1 23.9 0.0 LOS E D F F B B C A B C A Approach Delay 67.9 67.1 16.8 23.4 Approach LOS E E B C Queue Length 50th (ft)32 12 269 263 47 3 230 19 149 289 0 Queue Length 95th (ft)70 36 #464 #449 129 m4 m249 m26 m64 m49 m0 Internal Link Dist (ft)259 654 2618 4496 Turn Bay Length (ft)180 50 400 600 435 375 Base Capacity (vph)100 180 345 346 458 221 2098 936 337 3013 572 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.42 0.09 0.96 0.94 0.52 0.04 0.69 0.52 0.87 0.95 0.02 Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 72 (60%), Referenced to phase 6:NBSB, Start of Yellow Natural Cycle: 145 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 28.2 Intersection LOS: C Intersection Capacity Utilization 90.6%ICU Level of Service E Analysis Period (min) 15 Mustang Business Park TIA 2028 - Background - PM Lanes, Volumes, Timings 2: SH 26 & Mustang Mustang Business Park TIA 01/20/2021 2028 - Background - PM Synchro 10 Report Kimley-Horn and Associates Page 3 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: SH 26 & Mustang Mustang Business Park TIA 2028 - Background - PM HCM 6th TWSC 1: Southwestern & Mustang Mustang Business Park TIA 01/20/2021 2028 - Background - PM Synchro 10 Report Kimley-Horn and Associates Page 1 Intersection Int Delay, s/veh 8.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 8 0 19 0 4 8 64 8 0 Future Vol, veh/h 0 0 0 8 0 19 0 4 8 64 8 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized -- None -- None -- None -- None Storage Length ------------ Veh in Median Storage, # -0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 60 60 60 60 60 60 60 60 60 60 60 60 Heavy Vehicles, %0 0 0 100 0 100 0 0 100 47 0 0 Mvmt Flow 0 0 0 13 0 32 0 7 13 107 13 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 32 0 0 2 0 0 51 60 2 54 44 16 Stage 1 ------2 2 - 42 42 - Stage 2 ------ 49 58 - 12 2 - Critical Hdwy 4.1 -- 5.1 -- 7.1 6.5 7.2 7.57 6.5 6.2 Critical Hdwy Stg 1 ------ 6.1 5.5 - 6.57 5.5 - Critical Hdwy Stg 2 ------ 6.1 5.5 - 6.57 5.5 - Follow-up Hdwy 2.2 -- 3.1 -- 3.5 4 4.2 3.923 4 3.3 Pot Cap-1 Maneuver 1593 -- 1159 -- 953 835 855 844 852 1069 Stage 1 ------ 1026 898 - 870 864 - Stage 2 ------ 969 851 - 904 898 - Platoon blocked, %---- Mov Cap-1 Maneuver 1593 -- 1159 -- 934 826 855 819 843 1069 Mov Cap-2 Maneuver ------ 934 826 - 819 843 - Stage 1 ------ 1026 898 - 870 854 - Stage 2 ------ 943 842 - 883 898 - Approach EB WB NB SB HCM Control Delay, s 0 2.4 9.4 10.1 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)845 1593 -- 1159 -- 822 HCM Lane V/C Ratio 0.024 --- 0.012 -- 0.146 HCM Control Delay (s)9.4 0 -- 8.1 0 - 10.1 HCM Lane LOS A A --A A -B HCM 95th %tile Q(veh)0.1 0 --0 -- 0.5 kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300 SynchroTM Output - 2028 Background Plus Site Traffic Mustang Business Park TIA 2028 - Background + Site - AM Lanes, Volumes, Timings 2: SH 26 & Mustang Mustang Business Park TIA 01/20/2021 2028 - Background + Site - AM Synchro 10 Report Kimley-Horn and Associates Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)43 10 3 391 18 203 29 2897 933 157 691 46 Future Volume (vph)43 10 3 391 18 203 29 2897 933 157 691 46 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)180 0 0 50 400 600 435 375 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft)25 25 125 120 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 1.00 1.00 0.91 1.00 Frt 0.968 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.956 0.950 0.950 Satd. Flow (prot)965 1396 0 1665 1651 1538 1687 5136 1538 1787 5036 1042 Flt Permitted 0.950 0.950 0.956 0.346 0.063 Satd. Flow (perm)965 1396 0 1665 1651 1538 614 5136 1538 119 5036 1042 Right Turn on Red No Yes Yes Yes Satd. Flow (RTOR)168 825 123 Link Speed (mph)35 35 45 45 Link Distance (ft)339 734 2698 4576 Travel Time (s)6.6 14.3 40.9 69.3 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 Heavy Vehicles (%)87%35%20%3%20%5%7%1%5%1%3%55% Adj. Flow (vph)45 11 3 412 19 214 31 3049 982 165 727 48 Shared Lane Traffic (%)48% Lane Group Flow (vph)45 14 0 214 217 214 31 3049 982 165 727 48 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)12 12 24 24 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft)20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft)0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft)0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft)20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)94 94 94 94 Detector 2 Size(ft)6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 0.0 Turn Type Split NA Split NA Perm D.P+P NA Perm D.P+P NA Perm Protected Phases 4 4 3 3 5 2 1 6 Mustang Business Park TIA 2028 - Background + Site - AM Lanes, Volumes, Timings 2: SH 26 & Mustang Mustang Business Park TIA 01/20/2021 2028 - Background + Site - AM Synchro 10 Report Kimley-Horn and Associates Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 3 6 2 2 6 Detector Phase 4 4 3 3 3 5 2 2 1 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 15.0 15.0 5.0 15.0 15.0 Minimum Split (s)41.6 41.6 41.6 41.6 41.6 23.3 26.3 26.3 10.3 38.3 38.3 Total Split (s)16.0 16.0 22.0 22.0 22.0 15.0 69.0 69.0 13.0 67.0 67.0 Total Split (%)13.3% 13.3%18.3% 18.3% 18.3% 12.5% 57.5% 57.5% 10.8% 55.8% 55.8% Maximum Green (s)10.4 10.4 16.4 16.4 16.4 9.7 63.7 63.7 7.7 61.7 61.7 Yellow Time (s)3.6 3.6 3.6 3.6 3.6 4.3 4.3 4.3 4.3 4.3 4.3 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 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 0.0 0.0 Total Lost Time (s)5.6 5.6 5.6 5.6 5.6 5.3 5.3 5.3 5.3 5.3 5.3 Lead/Lag Lag Lag Lead Lead Lead Lead Lead Lead Lag Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Max Max None C-Max C-Max Walk Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Flash Dont Walk (s)32.0 32.0 32.0 32.0 32.0 17.0 17.0 29.0 29.0 Pedestrian Calls (#/hr)0 0 0 0 0 0 0 0 0 Act Effct Green (s)9.2 9.2 16.4 16.4 16.4 77.0 67.2 67.2 74.9 73.0 73.0 Actuated g/C Ratio 0.08 0.08 0.14 0.14 0.14 0.64 0.56 0.56 0.62 0.61 0.61 v/c Ratio 0.62 0.13 0.94 0.96 0.60 0.07 1.06 0.80 0.91 0.24 0.07 Control Delay 87.2 53.8 98.4 103.5 20.5 3.6 48.2 12.9 75.5 7.6 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 87.2 53.8 98.4 103.5 20.5 3.6 48.2 12.9 75.5 7.6 0.2 LOS F D F F C A D B E A A Approach Delay 79.3 74.2 39.3 19.1 Approach LOS E E D B Queue Length 50th (ft)34 10 174 177 32 3 ~972 217 79 68 0 Queue Length 95th (ft)#86 32 #334 #343 113 m3 m261 m61 m#185 m83 m0 Internal Link Dist (ft)259 654 2618 4496 Turn Bay Length (ft)180 50 400 600 435 375 Base Capacity (vph)83 120 227 225 355 489 2876 1224 181 3062 681 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.54 0.12 0.94 0.96 0.60 0.06 1.06 0.80 0.91 0.24 0.07 Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 72 (60%), Referenced to phase 6:NBSB, Start of Yellow Natural Cycle: 145 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.06 Intersection Signal Delay: 40.3 Intersection LOS: D Intersection Capacity Utilization 96.1%ICU Level of Service F Analysis Period (min) 15 Mustang Business Park TIA 2028 - Background + Site - AM Lanes, Volumes, Timings 2: SH 26 & Mustang Mustang Business Park TIA 01/20/2021 2028 - Background + Site - AM Synchro 10 Report Kimley-Horn and Associates Page 3 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: SH 26 & Mustang Mustang Business Park TIA 2028 - Background + Site - AM HCM 6th TWSC 1: Southwestern & Mustang Mustang Business Park TIA 01/20/2021 2028 - Background + Site - AM Synchro 10 Report Kimley-Horn and Associates Page 1 Intersection Int Delay, s/veh 4.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 15 0 28 51 33 0 5 33 17 0 0 Future Vol, veh/h 0 15 0 28 51 33 0 5 33 17 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized -- None -- None -- None -- None Storage Length ------------ Veh in Median Storage, # -0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 75 75 75 75 75 75 75 75 75 75 75 75 Heavy Vehicles, %0 20 0 90 20 67 0 50 92 83 0 0 Mvmt Flow 0 20 0 37 68 44 0 7 44 23 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 112 0 0 20 0 0 184 206 20 210 184 90 Stage 1 ------ 20 20 - 164 164 - Stage 2 ------ 164 186 - 46 20 - Critical Hdwy 4.1 --5 -- 7.1 7 7.12 7.93 6.5 6.2 Critical Hdwy Stg 1 ------ 6.1 6 - 6.93 5.5 - Critical Hdwy Stg 2 ------ 6.1 6 - 6.93 5.5 - Follow-up Hdwy 2.2 -- 3.01 -- 3.5 4.45 4.128 4.247 4 3.3 Pot Cap-1 Maneuver 1490 -- 1173 -- 781 614 848 603 714 973 Stage 1 ------ 1004 792 - 680 766 - Stage 2 ------ 843 664 - 797 883 - Platoon blocked, %---- Mov Cap-1 Maneuver 1490 -- 1173 -- 761 593 848 552 690 973 Mov Cap-2 Maneuver ------ 761 593 - 552 690 - Stage 1 ------ 1004 792 - 680 740 - Stage 2 ------ 814 641 - 749 883 - Approach EB WB NB SB HCM Control Delay, s 0 2 9.8 11.8 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)803 1490 -- 1173 -- 552 HCM Lane V/C Ratio 0.063 --- 0.032 -- 0.041 HCM Control Delay (s)9.8 0 -- 8.2 0 - 11.8 HCM Lane LOS A A --A A -B HCM 95th %tile Q(veh)0.2 0 -- 0.1 -- 0.1 Mustang Business Park TIA 2028 - Background + Site - PM Lanes, Volumes, Timings 2: SH 26 & Mustang Mustang Business Park TIA 01/20/2021 2028 - Background + Site - PM Synchro 10 Report Kimley-Horn and Associates Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)61 33 10 584 13 216 12 1302 440 265 2582 18 Future Volume (vph)61 33 10 584 13 216 12 1302 440 265 2582 18 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)180 0 0 50 400 600 435 375 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft)25 25 125 120 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 1.00 1.00 0.91 1.00 Frt 0.966 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.954 0.950 0.950 Satd. Flow (prot)1195 1623 0 1698 1698 1599 1687 5136 1583 1805 5187 1077 Flt Permitted 0.950 0.950 0.954 0.064 0.091 Satd. Flow (perm)1195 1623 0 1698 1698 1599 114 5136 1583 173 5187 1077 Right Turn on Red No Yes Yes Yes Satd. Flow (RTOR)168 489 123 Link Speed (mph)35 35 45 45 Link Distance (ft)339 734 2698 4576 Travel Time (s)6.6 14.3 40.9 69.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%)51%11%20%1%11%1%7%1%2%0%0%50% Adj. Flow (vph)68 37 11 649 14 240 13 1447 489 294 2869 20 Shared Lane Traffic (%)49% Lane Group Flow (vph)68 48 0 331 332 240 13 1447 489 294 2869 20 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)12 12 24 24 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft)20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft)0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft)0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft)20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)94 94 94 94 Detector 2 Size(ft)6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 0.0 Turn Type Split NA Split NA Perm D.P+P NA Perm D.P+P NA Perm Protected Phases 4 4 3 3 5 2 1 6 Mustang Business Park TIA 2028 - Background + Site - PM Lanes, Volumes, Timings 2: SH 26 & Mustang Mustang Business Park TIA 01/20/2021 2028 - Background + Site - PM Synchro 10 Report Kimley-Horn and Associates Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 3 6 2 2 6 Detector Phase 4 4 3 3 3 5 2 2 1 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 15.0 15.0 5.0 15.0 15.0 Minimum Split (s)41.6 41.6 41.6 41.6 41.6 23.3 26.3 26.3 10.3 38.3 38.3 Total Split (s)17.0 17.0 30.0 30.0 30.0 16.0 50.0 50.0 23.0 57.0 57.0 Total Split (%)14.2% 14.2%25.0% 25.0% 25.0% 13.3% 41.7% 41.7% 19.2% 47.5% 47.5% Maximum Green (s)11.4 11.4 24.4 24.4 24.4 10.7 44.7 44.7 17.7 51.7 51.7 Yellow Time (s)3.6 3.6 3.6 3.6 3.6 4.3 4.3 4.3 4.3 4.3 4.3 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 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 0.0 0.0 Total Lost Time (s)5.6 5.6 5.6 5.6 5.6 5.3 5.3 5.3 5.3 5.3 5.3 Lead/Lag Lag Lag Lead Lead Lead Lead Lead Lead Lag Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Max Max None C-Max C-Max Walk Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Flash Dont Walk (s)32.0 32.0 32.0 32.0 32.0 17.0 17.0 29.0 29.0 Pedestrian Calls (#/hr)0 0 0 0 0 0 0 0 0 Act Effct Green (s)10.2 10.2 24.4 24.4 24.4 69.2 48.4 48.4 66.1 66.7 66.7 Actuated g/C Ratio 0.08 0.08 0.20 0.20 0.20 0.58 0.40 0.40 0.55 0.56 0.56 v/c Ratio 0.67 0.35 0.96 0.96 0.52 0.09 0.70 0.53 0.88 1.00 0.03 Control Delay 83.7 58.3 87.1 87.7 18.1 10.8 22.0 2.8 19.4 26.7 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 83.7 58.3 87.1 87.7 18.1 10.8 22.0 2.8 19.4 26.7 0.0 LOS F E F F B B C A B C A Approach Delay 73.2 69.0 17.1 25.9 Approach LOS E E B C Queue Length 50th (ft)51 35 269 270 47 4 230 19 150 290 0 Queue Length 95th (ft)#115 75 #464 #464 129 m7 m249 m26 m64 m48 m0 Internal Link Dist (ft)259 654 2618 4496 Turn Bay Length (ft)180 50 400 600 435 375 Base Capacity (vph)113 154 345 345 458 207 2069 929 335 2881 652 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.60 0.31 0.96 0.96 0.52 0.06 0.70 0.53 0.88 1.00 0.03 Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 72 (60%), Referenced to phase 6:NBSB, Start of Yellow Natural Cycle: 145 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.00 Intersection Signal Delay: 30.3 Intersection LOS: C Intersection Capacity Utilization 90.7%ICU Level of Service E Analysis Period (min) 15 Mustang Business Park TIA 2028 - Background + Site - PM Lanes, Volumes, Timings 2: SH 26 & Mustang Mustang Business Park TIA 01/20/2021 2028 - Background + Site - PM Synchro 10 Report Kimley-Horn and Associates Page 3 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: SH 26 & Mustang Mustang Business Park TIA 2028 - Background + Site - PM HCM 6th TWSC 1: Southwestern & Mustang Mustang Business Park TIA 01/20/2021 2028 - Background + Site - PM Synchro 10 Report Kimley-Horn and Associates Page 1 Intersection Int Delay, s/veh 5.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 50 0 8 19 19 0 4 8 64 8 0 Future Vol, veh/h 0 50 0 8 19 19 0 4 8 64 8 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized -- None -- None -- None -- None Storage Length ------------ Veh in Median Storage, # -0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 60 60 60 60 60 60 60 60 60 60 60 60 Heavy Vehicles, %0 20 0 100 20 100 0 0 100 47 0 0 Mvmt Flow 0 83 0 13 32 32 0 7 13 107 13 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 64 0 0 83 0 0 164 173 83 167 157 48 Stage 1 ------ 83 83 - 74 74 - Stage 2 ------ 81 90 - 93 83 - Critical Hdwy 4.1 -- 5.1 -- 7.1 6.5 7.2 7.57 6.5 6.2 Critical Hdwy Stg 1 ------ 6.1 5.5 - 6.57 5.5 - Critical Hdwy Stg 2 ------ 6.1 5.5 - 6.57 5.5 - Follow-up Hdwy 2.2 -- 3.1 -- 3.5 4 4.2 3.923 4 3.3 Pot Cap-1 Maneuver 1551 -- 1070 -- 805 724 762 706 739 1027 Stage 1 ------ 930 830 - 834 837 - Stage 2 ------ 932 824 - 814 830 - Platoon blocked, %---- Mov Cap-1 Maneuver 1551 -- 1070 -- 786 715 762 682 729 1027 Mov Cap-2 Maneuver ------ 786 715 - 682 729 - Stage 1 ------ 930 830 - 834 826 - Stage 2 ------ 905 813 - 793 830 - Approach EB WB NB SB HCM Control Delay, s 0 1.5 10 11.3 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)746 1551 -- 1070 -- 687 HCM Lane V/C Ratio 0.027 --- 0.012 -- 0.175 HCM Control Delay (s)10 0 -- 8.4 0 - 11.3 HCM Lane LOS B A --A A -B HCM 95th %tile Q(veh)0.1 0 --0 -- 0.6 kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300 SynchroTM Output - 2028 Background Plus Site Traffic All-Way STOP Control Mustang Business Park TIA 2028 - Background + Site - AM - AWSC Alt. HCM 6th AWSC 1: Southwestern & Mustang Mustang Business Park TIA 01/20/2021 2028 - Background + Site - AM - AWSC Alt.Synchro 10 Report Kimley-Horn and Associates Page 1 Intersection Intersection Delay, s/veh 9.4 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 15 0 28 51 33 0 5 33 17 0 0 Future Vol, veh/h 0 15 0 28 51 33 0 5 33 17 0 0 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Heavy Vehicles, %0 20 0 90 20 67 0 50 92 83 0 0 Mvmt Flow 0 20 0 37 68 44 0 7 44 23 0 0 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.8 10.1 8.1 9.3 HCM LOS A B A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %0%0%25% 100% Vol Thru, %13% 100%46%0% Vol Right, %87%0%29%0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 38 15 112 17 LT Vol 0 0 28 17 Through Vol 5 15 51 0 RT Vol 33 0 33 0 Lane Flow Rate 51 20 149 23 Geometry Grp 1 1 1 1 Degree of Util (X)0.067 0.026 0.226 0.038 Departure Headway (Hd)4.754 4.636 5.447 6.068 Convergence, Y/N Yes Yes Yes Yes Cap 757 775 653 593 Service Time 2.756 2.644 3.533 4.072 HCM Lane V/C Ratio 0.067 0.026 0.228 0.039 HCM Control Delay 8.1 7.8 10.1 9.3 HCM Lane LOS A A B A HCM 95th-tile Q 0.2 0.1 0.9 0.1 Mustang Business Park TIA 2028 - Background + Site - PM - AWSC Alt. HCM 6th AWSC 1: Southwestern & Mustang Mustang Business Park TIA 01/20/2021 2028 - Background + Site - PM - AWSC Alt.Synchro 10 Report Kimley-Horn and Associates Page 1 Intersection Intersection Delay, s/veh 9.1 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 50 0 8 19 19 0 4 8 64 8 0 Future Vol, veh/h 0 50 0 8 19 19 0 4 8 64 8 0 Peak Hour Factor 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 Heavy Vehicles, %0 20 0 100 20 100 0 0 100 47 0 0 Mvmt Flow 0 83 0 13 32 32 0 7 13 107 13 0 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8.3 9.7 7.2 9.5 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %0%0%17%89% Vol Thru, %33% 100%41%11% Vol Right, %67%0%41%0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 12 50 46 72 LT Vol 0 0 8 64 Through Vol 4 50 19 8 RT Vol 8 0 19 0 Lane Flow Rate 20 83 77 120 Geometry Grp 1 1 1 1 Degree of Util (X)0.023 0.11 0.125 0.178 Departure Headway (Hd)4.094 4.731 5.868 5.336 Convergence, Y/N Yes Yes Yes Yes Cap 875 759 613 674 Service Time 2.118 2.748 3.886 3.354 HCM Lane V/C Ratio 0.023 0.109 0.126 0.178 HCM Control Delay 7.2 8.3 9.7 9.5 HCM Lane LOS A A A A HCM 95th-tile Q 0.1 0.4 0.4 0.6