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Dave and Buster's HQ Office TIA - February 2020 Transportation Impact Study Dave and Buster’s Headquarters Office in Coppell, TX Submitted to: City of Coppell February 2020 30195308.00 Dave and Buster’s HQ Office Transportation Impact Study – February 2020 ii Table of Contents CERTIFICATION ............................................................................................................................................ V EXECUTIVE SUMMARY .............................................................................................................................. VI Intersection and Roadway Impacts .............................................................................................................................. vi Site Access and Circulation Review ............................................................................................................................. vi Recommendations and Mitigation Summary ......................................................................................................... vii 1. INTRODUCTION .............................................................................................................................. 1 Purpose and Project Description ................................................................................................................................... 1 Project Study Area ............................................................................................................................................................... 4 Analysis Scenarios ............................................................................................................................................................... 4 Report Organization ........................................................................................................................................................... 5 2. TRAFFIC ANALYSIS METHODS ...................................................................................................... 6 Traffic Impact Analysis/Study Guidelines ................................................................................................................... 7 Significant Impact Criteria ................................................................................................................................................ 8 3. EXISTING ROADWAY NETWORK .................................................................................................. 9 Existing Street System ........................................................................................................................................................ 9 Existing Intersection Volumes and Lane Configurations................................................................................... 10 Existing Intersection Levels of Service ...................................................................................................................... 12 4. PROJECT TRANSPORTATION CHARACTERISTICS ..................................................................... 13 Trip Generation Methodology ..................................................................................................................................... 13 Project Trip Generation .................................................................................................................................................. 14 Trip Distribution ................................................................................................................................................................ 16 Trip Assignment ................................................................................................................................................................ 16 5. NO BUILD AND BUILD INTERSECTION CONDITIONS ............................................................... 18 No Build Intersection Volumes .................................................................................................................................... 18 Build Intersection Volumes ........................................................................................................................................... 18 No Build and Build Intersection Levels of Service ............................................................................................... 18 Intersection and Roadway Impacts ............................................................................................................................ 19 Dave and Buster’s HQ Office Transportation Impact Study – February 2020 iii 6. SITE ACCESS AND CIRCULATION REVIEW .................................................................................. 22 Site Access and Circulation ........................................................................................................................................... 22 Driveway Turn-Lane Assessment ................................................................................................................................ 22 Internal Circulation ........................................................................................................................................................... 22 Summary and Recommendations .............................................................................................................................. 23 7. RECOMMENDATIONS AND MITIGATION SUMMARY ............................................................... 24 List of Figures Figure 1: Project Site Plan ........................................................................................................................................................... 2 Figure 2: Study Area and Intersections .................................................................................................................................. 3 Figure 3: Lane Configurations, Traffic Controls, and Peak Hour Traffic Volumes – Existing Conditions .. 11 Figure 4: Project Trip Assignment ......................................................................................................................................... 17 Figure 5: Lane Configurations, Traffic Control, and Peak Hour Traffic Volumes – No Build Conditions .. 20 Figure 6: Lane Configurations, Traffic Control, and Peak Hour Traffic Volumes – Build Conditions ......... 21 Dave and Buster’s HQ Office Transportation Impact Study – February 2020 iv List of Tables Table ES-1: Mitigation Summary .................................................................................................................................................. vii Table 1: Signalized Intersection Level of Service Definitions .............................................................................................. 6 Table 2: Unsignalized Intersection Level of Service Definitions ......................................................................................... 7 Table 3: Existing Intersection Levels of Service ...................................................................................................................... 12 Table 4: Trip Generation – General Office (Average Rates) .............................................................................................. 15 Table 5: Trip Generation – General Office (Fitted Curve Equations) ............................................................................. 15 Table 6: Trip Generation – Corporate Headquarters Building ......................................................................................... 15 Table 7: Trip Distribution ................................................................................................................................................................ 16 Table 8: 2021 Intersection Levels of Service ........................................................................................................................... 19 Table 9: Mitigation Summary........................................................................................................................................................ 24 Appendices Appendix A: Data Collection – Existing Counts Appendix B: Intersection Level of Service Calculations Appendix C: Peak Hour Signal Warrant Analysis Worksheets Appendix D: Access and Circulation Checklist Dave and Buster’s HQ Office Transportation Impact Study – February 2020 v CERTIFICATION I hereby certify that this report complies with the Ordinance requirements and applicable technical requirements of City of Coppell, and that it is complete and accurate to the best of my knowledge. February 21, 2020 Signature of Responsible Engineer/Submitter Date of Submittal Dan Hennessey, TX 124270 Director of Transportation WGI, Inc. F-15085 Printed Name of Responsible Engineer/Submitter, P.E. # Firm Name Dave and Buster’s HQ Office Transportation Impact Study – February 2020 vi EXECUTIVE SUMMARY This report presents the results of the transportation impact analysis (TIA) for the Dave and Buster’s Headquarters Office development (Project) in the City of Coppell, Texas. This analysis was conducted to identify potentially significant impacts of the proposed Project on the surrounding transportation system and recommend mitigation measures, if necessary. This study addresses the Project’s impacts on the roadway system and the adjacent bicycle, pedestrian, and transit network. Project impacts were evaluated following the traditional guidelines for traffic engineering, per discussion with City of Coppell engineering staff. The proposed Project would consist of 80,748 square feet of office space. The Project will be located on the southwest corner South Belt Line Road and Dividend drive. The proposed site plan includes two access driveways to serve the land uses. A right-in, right-out driveway is proposed on South Belt Line Road and a full access driveway is proposed on Dividend Drive. The site is currently vacant. The project applicant intends to complete the Project in 2021. INTERSECTION AND ROADWAY IMPACTS Based on the impact criteria listed in Chapter 1 (for intersections as well as for individual movements), under Build Conditions without mitigations, no study intersection operates unacceptably. Impacted facilities would be those intersections that are projected to operate at LOS E or LOS F with the Project and show an increase in delay as compared to the No Build Conditions scenario. The results of the LOS calculations indicate that all study intersections operate at acceptable levels of service according to its designated LOS standard. SITE ACCESS AND CIRCULATION REVIEW The final site plan should be reviewed to ensure that there are no impediments to sight distance. A northbound deceleration lane should also be incorporated into the site plan entering the applicant’s driveway on South Belt Line Road. The deceleration lane should be constructed at the applicant’s expense and should allow for sidewalk to still be constructed on the east side of South Belt Line Road. Dave and Buster’s HQ Office Transportation Impact Study – February 2020 vii RECOMMENDATIONS AND MITIGATION SUMMARY The recommended mitigations detailed throughout the report are summarized in Table ES-1 with the pro- rata percentage for each improvement. TABLE ES-1: MITIGATION SUMMARY Intersections / Roadways / Facility Improvement Total Cost Pro-Rata Share Pro-Rata Cost 6 South Belt Line Road / Project Driveway Install northbound deceleration lane Included in Site Plan 100% Included in Site Plan Source: WGI, 2020. Dave and Buster’s HQ Office Transportation Impact Study – February 2020 1 1. INTRODUCTION PURPOSE AND PROJECT DESCRIPTION This report presents the results of the transportation impact analysis (TIA) for the Dave and Buster’s Headquarters Office development (Project) in the City of Coppell, Texas. This analysis was conducted to identify potentially significant impacts of the proposed Project on the surrounding transportation system and recommend mitigation measures, if necessary. This study addresses the Project’s impacts on the roadway system and the adjacent bicycle, pedestrian, and transit network. Project impacts were evaluated following the traditional guidelines for traffic engineering, per discussion with City of Coppell engineering staff. The proposed Project would consist of 80,748 square feet of office space. The Project will be located on the southwest corner South Belt Line Road and Dividend drive. The proposed site plan includes two access driveways to serve the land uses. A right-in, right-out driveway is proposed on South Belt Line Road and a full access driveway is proposed on Dividend Drive. The site is currently vacant. The project applicant intends to complete the Project in 2021. Figure 1 shows the Project site plan. Figure 2 shows the location of the Project site, the surrounding transportation network, and study intersections/locations. Figure 1Project Site Plan519520520521522522522523523523523 523 523 5245245245245245245 2 4524 525525525525525525525525525525525525525525525526 526526526526526526526527 5275275275285285285285 2 8 528 529529530CY N89°29'02"E 620.00' (OWNER) BELTLINE PROPERTIES, LLC PROPOSED LOT 6 ACRES (261,360 SQ.FT.) VARIABLE WIDTH CROSS ACCESS AND UTILITY EASEMENT INST. NO. 201600170338 O.P.R.D.C.T. EAST DIVIDEND DRIVE (90' ROW)S BELT LINE ROAD(120' ROW)CURB INLET RIM = 527.75' FL 24" RCP (W) = 522.86' CURB INLET RIM = 522.29' FL 24" RCP (N) = 518.54'N00°30'58"W406.72'N44°29'02"E21.21'N89°29'02"E 605.00'S00°30'58"E421.73'"W7'0'58"E.22'12 7 11 144 15 15 5 12 8 14 VAN15VAN15 15 156 15 14 14 15 15 14 14 7 7 12 10 14 12 2 S PROPOSED DUMPSTER WITH PASS THROUGH R 5 6 ' R3 0 'R30'R56'R5 6 ' R 3 0 'R30'R30' R 3 0 'R30'R30'R3 0 ' EXISTING DRIVEWAY TO BE REMOVED PROPOSED SEWER EXTENSION 25.00' 50.00' 5.00' 18.00'5.50'26.00'23.50'5.00'26.00'53.50' 14.00'11.00' 26.00' 24.00' EXISTING DRIVEWAY TO BE REMOVED PROVISION FOR FUTURE CROSS ACCESS 10.25'10.25' 5.00' 8.00'8.00'18.00'10.50'26.00'21.77'24.00' 19.00'19.00'19.00'19.00'24.00'24.00' 10.00'16.00'5.00'16.00'5.00'19.00'19.00'19.00'19.00'24.00'24.00'26.00'18.00'19.00'19.00'R3 0 'R30' R30' R 3 0 '26.00'5.00'5.23'EXISTING FIRE HYDRANT TO BE RELOCATED 3 FEET BEHIND NEW BACK OF CURB EXISTING FIRE HYDRANT 18.00'26.00'18.00'1.46'30.00'5.00'4.93'8.00' 8.00' 8.00'8.00'8.00'8.00'8" COTTONWOOD 11" COTTONWOOD 10" COTTONWOOD 150.00'70.00'6" COTTONWOOD 8" COTTONWOOD 7.5" COTTONWOOD 7" COTTONWOOD 7" COTTONWOOD 6" COTTONWOOD 8" COTTONWOOD 8" COTTONWOOD 10" COTTONWOOD 11" COTTONWOOD 9" COTTONWOOD 7" COTTONWOOD 7" COTTONWOOD 6" COTTONWOOD PROPOSED 25' UTILITY EASEMENT 50' LANDSCAPE AND PARKING BUFFER PER FUTURE LAND USE DESIGNATION APPROXIMATE LOCATION OF SIDEWALK EASEMENT FOR FUTURE BELT LINE ROAD RECONSTRUCTION FUTURE PARKING 32 SPACES WITH 2 ISLANDS 121.32'204.10'26.00'8.00'8.00'5.00'CURRENT ZONING: AGRICULTURAL PROPOSED BASE ZONING: HIGHWAY COMMERCIAL PLANNED DEVELOPMENT DALLAS CITY LIMITS PROPOSED ORNAMENTAL FOCAL POINT 270.00' FFE = 526.50' WGI 8144 DALL (214 CON MEG OW DAV 2481 DALL (972 CON JOH AR O'BR 5310 DALL (972 CON SEA DAVE & BUSTER'S TWO STORY OFFICE BUILDING GROUND LEVEL = 40,374 S.F. GROSS TOTAL GROSS - 1ST AND 2ND LEVEL = 80,478 S.F. Figure 2Study Area and Intersections 1 2 3 4 x = Study IntersectionKey: Dave and Buster’s HQ Office Transportation Impact Study – February 2020 4 PROJECT STUDY AREA STUDY INTERSECTIONS Project impacts on the study area roadway facilities were determined by measuring the effect Project traffic would have on intersection operations during the morning (7:00 to 9:00 AM) and evening (4:00 to 6:00 PM) peak periods, when traffic volumes on the surrounding roadways are highest. A total of four external intersections were selected in consultation with City staff as study locations. These intersections represent the locations most likely to experience traffic impacts associated with the Project. Also, the access driveways for the Project are included in the study. The study intersections are: 1. South Belt Line Road / Dividend Drive 2. South Belt Line Road / Hackberry Drive 3. Cypress Waters Boulevard / Hackberry Drive 4. Ranch Trail / Hackberry Drive 5. Site Driveway 1 / Dividend Drive 6. Site Driveway 2 / South Belt Line Road ANALYSIS SCENARIOS The operations of the study intersections were evaluated during the weekday morning (AM) and weekday evening (PM) peak hours for the following three scenarios: Scenario 1: Existing Conditions – Existing volumes obtained from counts collected in February of 2020 Scenario 2: No Build Conditions (2021) – Existing volumes plus traffic from growth for the year 2021, when the Project is projected to be completed Scenario 3: Build Conditions (2021) – Scenario 2 volumes plus traffic generated by the proposed Project Dave and Buster’s HQ Office Transportation Impact Study – February 2020 5 REPORT ORGANIZATION This report is divided into chapters as described below: · Chapter 2 – Traffic Analysis Methods reviews the framework for the study with respect to study intersections. · Chapter 3 – Existing Roadway Network describes the transportation system near the Project site, including the surrounding roadway network, morning and evening peak period intersection turning movement volumes, and intersection levels of service. · Chapter 4 – Project Transportation Characteristics describes the land use components of the Project and the method used to estimate the amount of traffic generated by the proposed land use(s). The distribution and assignment of vehicle traffic on the roadway system are also discussed in this chapter. · Chapter 5 – No Build and Build Conditions addresses the conditions with approved, but not yet constructed projects and other background growth by 2020, when construction of the Project is planned to be completed. The chapter discusses these conditions both without and with the Project, as well as potential improvements and mitigations. · Chapter 6 – Site Access and Circulation describes the Project access and internal circulation for all travel modes and discusses Project vehicular, pedestrian and bicycle impacts. · Chapter 7 – Recommendations and Mitigations Summary includes a summary table of the mitigations required per modeling and capacity analysis (Chapter 5) along with the recommendations from the site access and circulation review (Chapter 6). Dave and Buster’s HQ Office Transportation Impact Study – February 2020 6 2. TRAFFIC ANALYSIS METHODS Operational traffic analyses focus on intersections rather than roadway segments, due to the capacity constraints typically at intersections. The operational performance of a roadway network is commonly described with the term Level of Service (LOS). LOS is a qualitative description of operating conditions, ranging from LOS A (free flow traffic conditions with little or no delay) to LOS F (oversaturated conditions where traffic flows exceed design capacity, resulting in long queues and delays). The LOS analysis methods outlined in the 6th Edition of the Highway Capacity Manual (Transportation Research Board, 2016) were used in this study. The HCM methods for calculating LOS for signalized and unsignalized intersections are described below. SIGNALIZED INTERSECTIONS Traffic operations at signalized intersections were evaluated using the LOS method described in Chapter 18 of the 2016 Highway Capacity Manual. The Synchro software package was used to model traffic conditions throughout the Project study area. Synchro is a macrosimulation tool that uses deterministic equations to evaluate operations at an intersection. A signalized intersection’s LOS is based on the weighted average control delay measured in seconds per vehicle. Control delay includes initial deceleration delay, queue move-up time (if multiple cycles are needed to clear the intersection), stopped delay, and final acceleration. Table 1 summarizes the relationship between the control delay and LOS for signalized intersections. TABLE 1: SIGNALIZED INTERSECTION LEVEL OF SERVICE DEFINITIONS Level of Service Description Average Control Delay (seconds) A Operations with very low delay occurring with good traffic signal progression and/or short cycle lengths. < 10 B Operations with low delay occurring with good progression and/or short cycle lengths. > 10 to 20 C Operations with average delays resulting from fair progression. Individual cycle failures begin to appear. > 20 to 35 D Operations with longer delays due to a combination of unfavorable progression, long cycle lengths, or high V/C ratios. Many vehicles stop and individual cycle failures are noticeable. > 35 to 55 E Operations with high delay values indicating poor progression, long cycle lengths, and high V/C ratios. Individual cycle failures are frequent occurrences. This is considered to be the limit of acceptable delay. > 55 to 80 F Operations with delays unacceptable to most drivers occurring due to over-saturation. > 80 Source: Highway Capacity Manual, Transportation Research Board, 2016. Dave and Buster’s HQ Office Transportation Impact Study – February 2020 7 UNSIGNALIZED INTERSECTIONS In Chapters 19 and 20 of the Transportation Research Board’s 2016 Highway Capacity Manual, the LOS for unsignalized intersections (side-street or all-way stop controlled intersections) are also defined by the average control delay per vehicle (measured in seconds). The control delay incorporates delay associated with deceleration, acceleration, stopping, and moving up in the queue. For side-street stop-controlled intersections, delay is calculated for each stop-controlled movement and for the uncontrolled left turns, if any, from the main street. The delay and LOS for the intersection as a whole and for the worst approach are reported for side-street stop intersections. Table 2 summarizes the relationship between delay and LOS for unsignalized intersections. The delay ranges for unsignalized intersections are lower than for signalized intersections as drivers expect less delay at unsignalized intersections. TABLE 2: UNSIGNALIZED INTERSECTION LEVEL OF SERVICE DEFINITIONS Level of Service Description Average Control Delay Per Vehicle (Seconds) A Little or no delay. ≤ 10.0 B Short traffic delays. 10.1 to 15.0 C Average traffic delays. 15.1 to 25.0 D Long traffic delays. 25.1 to 35.0 E Very long traffic delays. 35.1 to 50.0 F Extreme traffic delays with intersection capacity exceeded. > 50.0 Source: Highway Capacity Manual, Transportation Research Board, 2016. TRAFFIC IMPACT ANALYSIS/STUDY GUIDELINES The scope for this Project has been reviewed with and approved by City of Coppell staff. Section 13-8-4 Part D of the City’s Code of Ordinances states that “[t]he traffic impact analysis shall be prepared in accordance with the requirements of the city engineer…Any mitigating measures required shall be the responsibility of the developer, unless a cost-sharing agreement is approved by the city.” Discussions regarding assumptions and impact criteria were held in advance of the preparation of this study. Dave and Buster’s HQ Office Transportation Impact Study – February 2020 8 SIGNIFICANT IMPACT CRITERIA The impacts of the Project were evaluated by comparing the results of the level of service calculations of the Build Conditions to the results of the No Build Conditions. Most jurisdictions consider overall intersection levels of service A to D to be acceptable, while LOS E and LOS F are unacceptable. If an intersection operates at LOS E or LOS F without the Proposed Project (LOS of No Build Conditions or Scenario 2 of this report), then the standard is to maintain that same or better LOS for Build Conditions with the addition of traffic resulting from the proposed Project. Dave and Buster’s HQ Office Transportation Impact Study – February 2020 9 3. EXISTING ROADWAY NETWORK This chapter describes the existing conditions of the roadway facilities near the Project site. It also presents existing traffic volumes and operations for the study intersections with the results of level of service calculations. EXISTING STREET SYSTEM Because the Project is surrounded by vacant industrial and commercial uses, along with vacant land, most traffic is likely to access the site from the north via South Belt Line Road or via I-635. Though the District at Cypress Waters will likely change that, this development will attract workers from around the region. The local access roadways in the study area are described as follows. South Belt Line Road is a major arterial that forms a loop through Dallas County. It traverses more than 90 miles through sixteen cities. The northwest corner of Belt Line Road is in Coppell at the intersection of Southwestern Boulevard / Denton Tap Road. In the study area, South Belt Line Road has six lanes with a median and left- and right-turn lanes at certain locations. The posted speed limit is 45 miles per hour (mph). In the study area sidewalks are provided along developed properties only: · North of Dividend Drive on both sides of the street · South of Dividend Drive on the west side of the street for 750 feet · South of Hackberry Drive on the east side of the street No bicycle designation or facilities are provided along South Belt Line Road in the study area, and parking is not permitted on-street. Dividend Drive extends to Freeport Parkway in the west to just east of Cypress Waters Boulevard in the east. It serves as a collector; fronting the Project, Dividend Drive has four lanes with a median and left-turn lanes at intersections. The posted speed limit is 30 mph. Sidewalks are generally not available on Dividend Drive, even adjacent to many developed parcels. No bicycle designation or facilities are provided along South Belt Line Road in the study area, and parking is not permitted on-street adjacent to the Project. Hackberry Drive is a collector between Ranch Trail and South Belt Line Road; it has one through lane in each direction with a two-way left-turn lane that occasionally becomes dedicated turn lanes. It has a posted speed limit of 30 mph. Sidewalks are provided along the entire stretch of the road except for the north side Dave and Buster’s HQ Office Transportation Impact Study – February 2020 10 of street on the 625 feet east of South Belt Line Road. No bicycle designation or facilities are provided along South Belt Line Road in the study area. Cypress Waters Boulevard is a four-lane collector between the I-635 Northbound Frontage Road and Saintsbury Street. Parking is provided on the northern section of the street and sidewalks are complete. No bicycle designation or facilities are provided along South Belt Line Road in the study area. There is no posted speed limit. Ranch Trail is a four-lane arterial between the I-635 Northbound Frontage Road and Valley Ranch Parkway East. It has a posted speed limit of 35 mph to the east, but no speed limit is posted in the immediate vicinity of the Project. Sidewalks are generally provided in the study, with minor gaps. No bicycle designation or facilities are provided along South Belt Line Road in the study area. EXISTING INTERSECTION VOLUMES AND LANE CONFIGURATIONS Weekday morning (7:00 to 9:00 AM) and evening (4:00 to 6:00 PM) peak period intersection turning movement counts were conducted at the study locations. Counts were conducted in February of 2020 with area schools in-session. The single hour with the highest traffic volumes throughout the study area was identified as the peak hour (7:15 AM to 8:15 AM and 4:45 PM to 5:45 PM). Existing lane configurations and signal controls were obtained through field observations. The peak hour volumes are presented in Figure 3 with the existing lane configurations and traffic control devices (stops signs or traffic signals). Detailed count data worksheets are contained in Appendix A. Existing intersection lane configurations, signal timings, and peak hour turning movement volumes were used to calculate the levels of service for the key intersections during each peak hour. Signal timing inputs were determined from video observations of the intersections. Figure 3 Lane Configurations, Traffic Controls, and Peak Hour Traffic Volumes Existing Conditions icce 70 (44)202 (78)1,220 (1,729)164 (34)ace45 (214) 29 (49) 117 (248)icce148 (48)1,684 (1,182)122 (37)8 (16)ace11 (114) 35 (117) 91 (223) 1. South Belt Line Road/Dividend Drive cce 1,532 (1,695)519 (247)f19 (0)iccc1,877 (1,757)85 (92)14 (7)f117 (165) 2. South Belt Line Road/Hackberry Drive acf 11 (13)374 (74)15 (19)ae227 (61) 313 (242) 7 (6)ace3 (23)24 (121)46 (257)acf83 (68) 60 (116) 6 (33) 3. Cypress Waters Boulevard/Hackberry Drive ace 207 (38)19 (231)1 (0)ae107 (556) 2 (12) 26 (130)iccf115 (82)108 (94)1 (0)7 (115)d0 (1) 0 (1) 0 (2) 4. Ranch Trail/Hackberry Drive Dividend Drive South Belt Line RoadHackberry DriveSouth Belt Line RoadHackberry Drive Cypress Waters BoulevardHackberry Drive Ranch TrailSTOPSTOP STOPSTOPN Dave and Buster’s HQ Office Transportation Impact Study – February 2020 12 EXISTING INTERSECTION LEVELS OF SERVICE The results of the LOS analysis for Existing Conditions are presented in Table 3. Field observations conducted during the peak periods were used to validate the results of the AM and PM peak hour Synchro analysis. Each Synchro model was calibrated and validated to the field observations. Appendix B contains the corresponding Synchro output sheets, which show the delay (and corresponding level of service), volume-to-capacity (v/c) ratio, and 95th percentile queue length for each movement. The results of the LOS calculations indicate that all study intersections operate at acceptable levels of service according to its designated LOS standard. At the intersection of (#2) South Belt Line Road / Hackberry Drive, the 95th percentile southbound left-turn queue is calculated to be 155 feet in the AM peak hour and 123 feet in the PM peak hour. The left-turn lane has 225 feet of storage space. A peak hour signal warrant analysis was also completed to determine if a signal should be considered at the intersection of (#4) Ranch Trail / Hackberry Drive. That intersection does not currently meet peak hour signal warrants; those worksheets are included in Appendix C. TABLE 3: EXISTING INTERSECTION LEVELS OF SERVICE Intersection Control Peak Hour1 Existing Conditions Delay2 LOS3 1 South Belt Line Road / Dividend Drive Signal AM PM 30.2 29.1 C C 2 South Belt Line Road / Hackberry Drive Yield Side- Street AM PM 3.9 (24.5) 2.6 (n/a) A (C) A (n/a) 3 Cypress Waters Boulevard / Hackberry Drive Signal AM PM 20.3 16.6 C B 4 Ranch Trail / Hackberry Drive4 AWSC AM PM 0.31 0.60 - - Notes: 1. AM = morning peak hour, PM = evening peak hour 2. Entire intersection weighted average control delay expressed in second per vehicle for signalized intersections and all-way stop-controlled intersections. Total control delay for the worst approach is also presented in parentheses for side-street stop-controlled intersections. 3. LOS = Level of Service. LOS calculations conducted using the Synchro level of service analysis software package, which applies the method described in the Highway Capacity Manual. 4. The lane alignment at this intersection cannot be analyzed. The v/c ratio is instead reported. Bold text indicates intersection operates at a deficient Level of Service. AWSC = All-Way Stop Control; SSSC = Side-Street Stop Control Source: WGI, 2020. Dave and Buster’s HQ Office Transportation Impact Study – February 2020 13 4. PROJECT TRANSPORTATION CHARACTERISTICS This chapter presents the method used to estimate the amount of traffic generated by the proposed development and how it will be distributed to the roadway system. The amount of traffic added to the roadway system is estimated using a three-step process: (1) trip generation, (2) trip distribution, and (3) trip assignment. The first step estimates the amount of traffic added to the roadway network. The second step estimates the directions of travel to and from the Project site. The new trips are then assigned to specific street segments and intersection turning movements during the third step. The results of the process are described in the following sections. TRIP GENERATION METHODOLOGY The purpose of the vehicular trip generation estimate is to approximate the number of new vehicle trips entering and exiting the site for various purposes (e.g., resident, employee, and visitor trips) during a selected time period. The proposed Project would consist of 80,748 square feet of office space. The Institute of Transportation Engineers (ITE) Trip Generation Manual, 10th Edition is the current industry standard for estimating trip generation. It contains the data and equations needed for each land use category for which to complete trip generation estimates. It is accompanied by the ITE Trip Generation Handbook, 3rd Edition, which provides additional information and the methodology for using the Trip Generation Manual. The Trip Generation Manual provides two potential ways to calculate trip generation. One is an average rate, based on collected data, that is linear with the growth of the proposed land use. For example, the average rate for average daily trips for a low-rise apartment is 7.32 trips per day. The second manner in which to calculate trip generation is through fitted curve equations, which are provided by ITE to provide more context about the scale of the development. Some of these equations are linear with intercepts; others are logarithmic with intercepts. For example, the equation provided for the same low-rise apartments is 7.56 per unit, minus 40.86 trips. The Trip Generation Manual also provides the number of data points included in the development of the rates and equations, a measurement of the correlation between the trips and the size of the development based on the equation, and a plot of both curves with the data points. A fitted curve equation is only provided when the R-squared value of the error judgement of the equation is 0.5 or greater (0 indicates no correlation between the two variables, and 1 indicates perfect correlation). Dave and Buster’s HQ Office Transportation Impact Study – February 2020 14 The Trip Generation Handbook’s explanation for when each methodology is appropriate is below: PROJECT TRIP GENERATION EXISTING TRIP GENERATION The existing site is currently vacant. PROPOSED TRIP GENERATION Office uses are summarized under Land Use Code 710 (General Office Building). Both rates and equations are provided daily trip generation, AM peak hour trip generation, and PM peak hour trip generation. Each data set had more than twenty data points and an R-squared value of greater than 0.75; as a result, the fitted curve equations are more appropriate for use. However, both sets of calculations have been provided on the following page. Table 4 shows the results for the average rates; Table 5 shows the results for the fitted curve equations. The rates included in Table 4 and Table 5 are based data from between 114 and 171 sites. Dave and Buster’s HQ Office Transportation Impact Study – February 2020 15 TABLE 4: TRIP GENERATION – GENERAL OFFICE (AVERAGE RATES) Description Land Use ITE Code Density Daily Weekday AM Peak Weekday PM Peak In Out Total In Out Total Office General Office1 710 80,748 sf 786 81 13 94 15 78 93 Notes: 1. Daily: T = 9.74 * ( X ) AM: T = 1.16 * ( X ); 86% in, 14% out PM: T = 1.15 * ( X ); 16% in, 84% out Where T= number of vehicle trips, X = 1,000 square feet Source: ITE Trip Generation Manual (10th Edition), WGI, 2020. TABLE 5: TRIP GENERATION – GENERAL OFFICE (FITTED CURVE EQUATIONS) Description Land Use ITE Code Density Daily Weekday AM Peak Weekday PM Peak In Out Total In Out Total Office General Office1 710 80,748 sf 862 88 14 102 15 78 93 Notes: 1. Daily: LN ( T ) = 0.97 * LN ( X ) + 2.50 AM: T = 0.94 * ( X ) + 26.49; 86% in, 14% out PM: LN ( T ) = 0.95 * ( X ) + 0.36; 16% in, 84% out Where T= number of vehicle trips, X = 1,000 square feet Source: ITE Trip Generation Manual (10th Edition), WGI, 2020. ITE’s Trip Generation Manual also provides information for Land Use Code 714 (Corporate Headquarters Building). It has only seven points of data for daily trip generation rates and equations, and only one data point for peak hour trip generation rates. Table 6 shows the results for the average rates; a fitted curve equation only is provided for the daily trip generation and is provided in parentheses. TABLE 6: TRIP GENERATION – CORPORATE HEADQUARTERS BUILDING Description Land Use ITE Code Density Daily Weekday AM Peak Weekday PM Peak In Out Total In Out Total Office Corporate Headquarters Building1 714 80,748 sf 641 (or 960) 55 3 58 1 47 48 Notes: 1. Daily: T = 7.95 * ( X ) or 6.16 * ( X ) + 462.50 AM: T = 0.72 * ( X ); 95% in, 5% out PM: T = 0.60 * ( X ); 3% in, 97% out Where T= number of vehicle trips, X = 1,000 square feet Source: ITE Trip Generation Manual (10th Edition), WGI, 2020. For the purposes of this analysis, the fitted curve equations for the general office are used. Dave and Buster’s HQ Office Transportation Impact Study – February 2020 16 Rates included in the ITE Trip Generation Manual are primarily based on data collected at suburban, single- use, freestanding sites. While these rates are appropriate as a baseline for this Project, some adjustments need to be made to account for specific characteristics of the Project. Due to a development’s uses, sizes, and location, the trips estimated by the ITE Manual may be further reduced due to transit, pedestrian, bicycle, internal capture, or pass-by trips. However, as the Project site is located in a somewhat rural area with few readily available alternatives to driving, no adjustments have been made. TRIP DISTRIBUTION Trip distribution is defined as the directions of approach and departure that vehicles would use to arrive at and depart from the site. Distribution percentages for entering and exiting vehicles were chosen based on the approximate distribution observed during intersection counts, as well as the relative locations of residences within the area and proximity to I-635 as the regional roadway providing access to/from the site. The general directions of approach and departure for the AM and PM peak hours are summarized below in Table 7. TABLE 7: TRIP DISTRIBUTION From/To Distribution South Belt Line Road (north) 20% South Belt Line Road (north) 20% I-635 50% Dividend Drive (west) 5% Ranch Trail (east) 5% Source: WGI, 2020. TRIP ASSIGNMENT The Project trips were assigned to the roadway system based on the directions of approach and departure discussed above and the available turning movements at the Project driveways. Figure 4 shows the number of net new Project trips assigned to each turning movement at each study intersection for the Project. Figure 4 Project Trip Assignment a c f 0 (1)1 (6)6 (2)c4 (1)a18 (3)a c f2 (9) 1 (3) 9 (55) 1. South Belt Line Road/Dividend Drive c 62 (10)c9 (55)f3 (1) 2. South Belt Line Road/Hackberry Drive a1(4)c f1 (0) 3 (1) 3. Cypress Waters Boulevard/Hackberry Drive a1 (4)f4 (1)4. Ranch Trail/Hackberry Drive a f 12 (67)1 (3)c f0 (1) 28 (5)a1 (0) 5. Project Driveway/Dividend Drive c f 6 (1)59 (10)c9 (55)f1 (8) 6. South Belt Line Road/Project Driveway Dividend Drive South Belt Line RoadHackberry DriveSouth Belt Line RoadHackberry Drive Cypress Waters BoulevardHackberry Drive Ranch TrailDividend Drive Project DrivewaySouth Belt Line RoadN Dave and Buster’s HQ Office Transportation Impact Study – February 2020 18 5. NO BUILD AND BUILD INTERSECTION CONDITIONS This chapter presents the results of the level of service calculations under No Build and Build Conditions. No Build Conditions are defined as conditions prior to completion and occupancy of the proposed development. Build Conditions are defined as No Build Conditions plus net new traffic generated by the proposed Project. NO BUILD INTERSECTION VOLUMES Projections of added traffic for No Build Conditions were based typical growth rates for roadways in the Project area. Background growth for surrounding roadways were determined using the TxDOT 2018 District Traffic Web Viewer map. Average annual daily traffic was taken at two locations on South Belt Line Road and averaged to determine an estimate of background growth. As a result, a six percent annual increase per year was applied to all roadways the study area in addition to the traffic generated by the listed projects above. We are also aware that The District at Crystal Waters project is growing and will likely exceed the traditional growth. As a result, a ten percent annual increase to all volumes has been applied. As the Project is expected to be built out in 2021, one year of growth was applied. The resulting volumes are shown on Figure 5. BUILD INTERSECTION VOLUMES Net new site trips from the Project presented in Chapter 4 (Figure 4) was added to the No Build Conditions volumes in Figure 5 to develop the traffic volumes for Build Conditions. The resulting volumes are shown on Figure 6. NO BUILD AND BUILD INTERSECTION LEVELS OF SERVICE Table 8 presents the level of service calculation results for the study intersections under No Build Conditions and Build Conditions. Appendix C contains the corresponding Synchro output reports generated for each scenario analyzed. Dave and Buster’s HQ Office Transportation Impact Study – February 2020 19 TABLE 8: 2021 INTERSECTION LEVELS OF SERVICE Intersection Control Peak Hour1 No Build Conditions Build Conditions Delay2 LOS3 Delay2 LOS3 1 South Belt Line Road / Dividend Drive Signal AM PM 36.3 33.9 D C 37.1 37.3 D D 2 South Belt Line Road / Hackberry Drive Yield Side-Street AM PM 8.0 (28.4) 5.4 (n/a) A (D) A (n/a) 9.2 (28.8) 5.4 (n/a) A (D) A (n/a) 3 Cypress Waters Boulevard / Hackberry Drive Signal AM PM 22.5 17.3 C B 22.5 17.3 C B 4 Ranch Trail / Hackberry Drive4 AWSC AM PM 0.33 0.65 - - 0.33 0.65 - - 5 Dividend Drive / Project Driveway SSSC AM PM - - - - 0.3 (12.6) 1.3 (12.9) A (B) A (B) 6 South Belt Line Road / Project Driveway SSSC AM PM - - - - 0.0 (23.3) 0.1 (27.5) A (C) A (D) Notes: 1. AM = morning peak hour, PM = evening peak hour 2. Entire intersection weighted average control delay expressed in second per vehicle for signalized intersections and all-way stop- controlled intersections. Total control delay for the worst approach is also presented in parentheses for side-street stop- controlled intersections. 3. LOS = Level of Service. LOS calculations conducted using the Synchro level of service analysis software package, which applies the method described in the Highway Capacity Manual. 4. The lane alignment at this intersection cannot be analyzed. The v/c ratio is instead reported. Bold text indicates intersection operates at a deficient Level of Service. AWSC = All-Way Stop Control; SSSC = Side-Street Stop Control Source: WGI, 2020. INTERSECTION AND ROADWAY IMPACTS Based on the impact criteria listed in Chapter 1 (for intersections as well as for individual movements), under Build Conditions without mitigations, no study intersection operates unacceptably. Impacted facilities would be those intersections that are projected to operate at LOS E or LOS F with the Project and show an increase in delay as compared to the No Build Conditions scenario. The results of the LOS calculations indicate that all study intersections operate at acceptable levels of service according to its designated LOS standard. At the intersection of (#2) South Belt Line Road / Hackberry Drive, the 95th percentile southbound left-turn queue is calculated to be 238 feet in the AM peak hour and 185 feet in the PM peak hour. The left-turn lane has 225 feet of storage space. Without the Project, those distances are the same. Figure 5 Lane Configurations, Traffic Controls, and Peak Hour Traffic Volumes No Build Conditions icce 77 (48)222 (86)1,342 (1,902)180 (37)ace50 (235) 32 (54) 129 (273)icce163 (53)1,852 (1,300)134 (41)9 (18)ace12 (125) 39 (129) 100 (245) 1. South Belt Line Road/Dividend Drive cce 1,685 (1,865)571 (272)f21 (0)iccc2,065 (1,933)94 (101)15 (8)f129 (182) 2. South Belt Line Road/Hackberry Drive acf 12 (14)411 (81)17 (21)ae250 (67) 344 (266) 8 (7)ace3 (25)26 (133)51 (283)acf91 (75) 66 (128) 7 (36) 3. Cypress Waters Boulevard/Hackberry Drive ace 228 (42)21 (254)1 (0)ae118 (612) 2 (13) 29 (143)iccf127 (90)119 (103)1 (0)8 (127)d0 (1) 0 (1) 0 (2) 4. Ranch Trail/Hackberry Drive Dividend Drive South Belt Line RoadHackberry DriveSouth Belt Line RoadHackberry Drive Cypress Waters BoulevardHackberry Drive Ranch TrailSTOPSTOP STOPSTOPN Figure 6 Lane Configurations, Traffic Controls, and Peak Hour Traffic Volumes Build Conditions icce 77 (48)222 (87)1,343 (1,908)186 (39)ace50 (235) 36 (55) 129 (273)icce163 (53)1,852 (1,300)152 (44)9 (18)ace14 (134) 40 (132) 109 (300) 1. South Belt Line Road/Dividend Drive cce 1,747 (1,875)571 (272)f21 (0)iccc2,074 (1,988)94 (101)15 (8)f132 (183) 2. South Belt Line Road/Hackberry Drive acf 12 (14)411 (81)17 (21)ae250 (67) 344 (266) 8 (7)ace3 (25)26 (133)52 (287)acf92 (75) 69 (129) 7 (36) 3. Cypress Waters Boulevard/Hackberry Drive ace 228 (42)21 (254)1 (0)ae119 (616) 2 (13) 29 (143)iccf131 (91)119 (103)1 (0)8 (127)d0 (1) 0 (1) 0 (2) 4. Ranch Trail/Hackberry Drive d 12 (67)0 (0)1 (3)ace0 (0) 347 (133) 28 (5)d0 (0)0 (0)0 (0)ace0 (0) 151 (499) 1 (0) 5. Project Driveway/Dividend Drive cce 1,835 (2,075)59 (10)ccc2,196 (2,104)f1 (8) 6. South Belt Line Road/Project Driveway Dividend Drive South Belt Line RoadHackberry DriveSouth Belt Line RoadHackberry Drive Cypress Waters BoulevardHackberry Drive Ranch TrailDividend Drive Project DrivewaySouth Belt Line RoadSTOPSTOP STOPSTOPSTOP STOP STOPN Dave and Buster’s HQ Office Transportation Impact Study – February 2020 22 6. SITE ACCESS AND CIRCULATION REVIEW This chapter briefly analyzes site accesses and internal circulation. SITE ACCESS AND CIRCULATION WGI used our access and circulation master checklist (Appendix D) to review the site plan for any issues. Driveways are appropriately space and aligned correctly with driveways across Dividend Drive. There are no sight distance issues related to horizontal or vertical curvature of the adjacent roadways. The final site plan, including the landscape plan, should be reviewed to ensure that there are no impediments to sight distance within 15 feet of the edge of the adjacent roadway’s pavement. The parking lot layout was also reviewed for appropriate drive aisle widths, correct alignment of parking spaces, and appropriate space for parking maneuvers, as well as There are also no multimodal facilities except for proposed sidewalks as part of the site plan. DRIVEWAY TURN-LANE ASSESSMENT With respect to improvements on adjacent streets, a left-turn lane on Dividend Drive is already provided and there is no need for a dedicated right-turn lane. Fifty-nine vehicles are anticipated to enter the South Belt Line Road driveway during the AM peak hour. Per the TxDOT Access Management Manual (Table 2-3), right-turn lanes should be considered when there are more than 60 vehicles per hour turning into a site. Given the City’s concern about operations on South Belt Line Road, a deceleration lane should be installed per these thresholds. Per the TxDOT Roadway Design Manual (Table 3-3), the deceleration lane should be 445 feet long (inclusive of a 100-foot taper). It is unlikely that this deceleration lane needs to be that long, given that the volume is very close to the threshold. INTERNAL CIRCULATION The Project is not large enough to have internal circulation issues unrelated to driveways or parking areas. Dave and Buster’s HQ Office Transportation Impact Study – February 2020 23 SUMMARY AND RECOMMENDATIONS The final site plan should be reviewed to ensure that there are no impediments to sight distance. A northbound deceleration lane should also be incorporated into the site plan entering the applicant’s driveway on South Belt Line Road. The deceleration lane should be constructed at the applicant’s expense and should allow for sidewalk to still be constructed on the east side of South Belt Line Road. Dave and Buster’s HQ Office Transportation Impact Study – February 2020 24 7. RECOMMENDATIONS AND MITIGATION SUMMARY The recommended mitigations detailed in the previous chapters are summarized in Table 9 with the pro- rata percentage for each improvement. TABLE 9: MITIGATION SUMMARY Intersections / Roadways / Facility Improvement Total Cost Pro-Rata Share Pro-Rata Cost 6 South Belt Line Road / Project Driveway Install northbound deceleration lane Included in Site Plan 100% Included in Site Plan Source: WGI, 2020. APPENDIX A: DATA COLLECTION – EXISTING COUNTS GRAM Traffic NTX Inc. 1120 W. Lovers Lane Arlington, Texas, United States 76013 817.265.8968 Count Name: S BELT LINE RD @ DIVIDEND DR Site Code: Start Date: 02/13/2020 Page No: 1 Turning Movement Data Start Time S BELT LINE RD DIVIDEND DR S BELT LINE RD DIVIDEND DR Southbound Westbound Northbound Eastbound Left Thru Right U- Turn Peds App. Total Left Thru Right U- Turn Peds App. Total Left Thru Right U- Turn Peds App. Total Left Thru Right U- Turn Peds App. Total Int. Total 7:00 AM 23 326 20 1 1 370 17 10 2 0 0 29 68 230 37 14 0 349 13 4 32 0 0 49 797 7:15 AM 23 430 44 3 3 500 21 7 1 0 0 29 51 285 32 13 0 381 9 7 39 0 0 55 965 7:30 AM 39 460 47 2 0 548 20 9 3 0 0 32 58 289 38 13 0 398 14 7 24 0 0 45 1023 7:45 AM 29 344 31 1 0 405 32 9 4 0 0 45 50 294 44 22 0 410 9 8 34 0 0 51 911 Hourly Total 114 1560 142 7 4 1823 90 35 10 0 0 135 227 1098 151 62 0 1538 45 26 129 0 0 200 3696 8:00 AM 31 450 26 2 1 509 18 10 3 0 0 31 43 352 50 22 0 467 13 7 20 0 0 40 1047 8:15 AM 35 351 22 1 2 409 23 18 5 0 0 46 38 332 44 18 0 432 15 17 16 0 1 48 935 8:30 AM 36 321 29 2 0 388 15 15 4 0 0 34 41 340 34 36 0 451 17 9 13 0 0 39 912 8:45 AM 20 400 33 4 0 457 14 6 4 0 0 24 47 332 39 30 0 448 6 2 12 0 0 20 949 Hourly Total 122 1522 110 9 3 1763 70 49 16 0 0 135 169 1356 167 106 0 1798 51 35 61 0 1 147 3843 9:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 *** BREAK ***------------------------- Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 19 296 9 4 0 328 70 29 33 0 0 132 5 387 5 3 0 400 41 5 37 0 0 83 943 4:15 PM 15 298 13 3 0 329 64 17 27 0 0 108 15 470 6 2 0 493 24 0 37 0 0 61 991 4:30 PM 11 275 5 4 0 295 65 42 33 1 0 141 17 391 5 11 1 424 47 7 57 0 0 111 971 4:45 PM 5 325 19 5 0 354 62 26 26 0 0 114 20 434 10 8 0 472 46 9 52 0 0 107 1047 Hourly Total 50 1194 46 16 0 1306 261 114 119 1 0 495 57 1682 26 24 1 1789 158 21 183 0 0 362 3952 5:00 PM 17 310 13 1 1 341 60 34 33 0 1 127 11 434 5 10 0 460 53 16 75 0 0 144 1072 5:15 PM 8 233 5 4 2 250 60 30 33 0 0 123 14 440 7 15 0 476 66 15 73 0 0 154 1003 5:30 PM 7 314 11 6 0 338 41 27 22 2 0 92 33 421 12 11 0 477 49 9 48 0 0 106 1013 5:45 PM 15 240 11 7 1 273 52 28 18 0 0 98 40 427 14 13 0 494 37 4 38 0 0 79 944 Hourly Total 47 1097 40 18 4 1202 213 119 106 2 1 440 98 1722 38 49 0 1907 205 44 234 0 0 483 4032 6:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total 333 5373 338 50 11 6094 634 317 251 3 1 1205 551 5858 382 241 1 7032 459 126 607 0 1 1192 15523 Approach %5.5 88.2 5.5 0.8 --52.6 26.3 20.8 0.2 --7.8 83.3 5.4 3.4 --38.5 10.6 50.9 0.0 --- Total %2.1 34.6 2.2 0.3 -39.3 4.1 2.0 1.6 0.0 -7.8 3.5 37.7 2.5 1.6 -45.3 3.0 0.8 3.9 0.0 -7.7 - Lights 318 5234 336 49 -5937 613 312 247 3 -1175 522 5688 369 239 -6818 454 124 577 0 -1155 15085 % Lights 95.5 97.4 99.4 98.0 -97.4 96.7 98.4 98.4 100.0 -97.5 94.7 97.1 96.6 99.2 -97.0 98.9 98.4 95.1 --96.9 97.2 Mediums 13 97 2 1 -113 18 5 4 0 -27 13 119 12 2 -146 4 2 12 0 -18 304 % Mediums 3.9 1.8 0.6 2.0 -1.9 2.8 1.6 1.6 0.0 -2.2 2.4 2.0 3.1 0.8 -2.1 0.9 1.6 2.0 --1.5 2.0 Articulated Trucks 2 42 0 0 -44 3 0 0 0 -3 16 51 1 0 -68 1 0 18 0 -19 134 % Articulated Trucks 0.6 0.8 0.0 0.0 -0.7 0.5 0.0 0.0 0.0 -0.2 2.9 0.9 0.3 0.0 -1.0 0.2 0.0 3.0 --1.6 0.9 Bicycles on Crosswalk ----1 -----0 -----0 -----0 -- % Bicycles on Crosswalk ----9.1 -----0.0 -----0.0 -----0.0 -- Pedestrians ----10 -----1 -----1 -----1 -- % Pedestrians ----90.9 -----100.0 -----100.0 -----100.0 -- GRAM Traffic NTX Inc. 1120 W. Lovers Lane Arlington, Texas, United States 76013 817.265.8968 Count Name: S BELT LINE RD @ DIVIDEND DR Site Code: Start Date: 02/13/2020 Page No: 2 02/13/2020 7:00 AM Ending At 02/13/2020 6:15 PM Lights Mediums Articulated Trucks Bicycles on Crosswalk Pedestrians S BELT LINE RD [N] Out In Total 6438 5937 12375 128 113 241 52 44 96 0 0 0 0 0 0 6618 6094 12712 336 5234 318 49 0 2 97 13 1 0 0 42 2 0 0 0 0 0 0 1 0 0 0 0 10 338 5373 333 50 11 R T L U P 84400327814Out1205003271175In2049006541989TotalDIVIDEND DR [E]R2510004247T3170005312L63400318613U300003P1100006663 6818 13481 129 146 275 63 68 131 0 0 0 0 0 0 6855 7032 13887 Out In Total S BELT LINE RD [S] U L T R P 239 522 5688 369 0 2 13 119 12 0 0 16 51 1 0 0 0 0 0 0 0 0 0 0 1 241 551 5858 382 1DIVIDEND DR [W]Total23253835002398In11551819001192Out11702016001206000000U4544100459L1242000126T577121800607R000011PTurning Movement Data Plot GRAM Traffic NTX Inc. 1120 W. Lovers Lane Arlington, Texas, United States 76013 817.265.8968 Count Name: S BELT LINE RD @ DIVIDEND DR Site Code: Start Date: 02/13/2020 Page No: 3 Turning Movement Peak Hour Data (7:15 AM) Start Time S BELT LINE RD DIVIDEND DR S BELT LINE RD DIVIDEND DR Southbound Westbound Northbound Eastbound Left Thru Right U- Turn Peds App. Total Left Thru Right U- Turn Peds App. Total Left Thru Right U- Turn Peds App. Total Left Thru Right U- Turn Peds App. Total Int. Total 7:15 AM 23 430 44 3 3 500 21 7 1 0 0 29 51 285 32 13 0 381 9 7 39 0 0 55 965 7:30 AM 39 460 47 2 0 548 20 9 3 0 0 32 58 289 38 13 0 398 14 7 24 0 0 45 1023 7:45 AM 29 344 31 1 0 405 32 9 4 0 0 45 50 294 44 22 0 410 9 8 34 0 0 51 911 8:00 AM 31 450 26 2 1 509 18 10 3 0 0 31 43 352 50 22 0 467 13 7 20 0 0 40 1047 Total 122 1684 148 8 4 1962 91 35 11 0 0 137 202 1220 164 70 0 1656 45 29 117 0 0 191 3946 Approach %6.2 85.8 7.5 0.4 --66.4 25.5 8.0 0.0 --12.2 73.7 9.9 4.2 --23.6 15.2 61.3 0.0 --- Total %3.1 42.7 3.8 0.2 -49.7 2.3 0.9 0.3 0.0 -3.5 5.1 30.9 4.2 1.8 -42.0 1.1 0.7 3.0 0.0 -4.8 - PHF 0.782 0.915 0.787 0.667 -0.895 0.711 0.875 0.688 0.000 -0.761 0.871 0.866 0.820 0.795 -0.887 0.804 0.906 0.750 0.000 -0.868 0.942 Lights 118 1633 148 7 -1906 84 34 11 0 -129 196 1184 160 69 -1609 44 28 114 0 -186 3830 % Lights 96.7 97.0 100.0 87.5 -97.1 92.3 97.1 100.0 --94.2 97.0 97.0 97.6 98.6 -97.2 97.8 96.6 97.4 --97.4 97.1 Mediums 4 40 0 1 -45 7 1 0 0 -8 2 25 4 1 -32 1 1 0 0 -2 87 % Mediums 3.3 2.4 0.0 12.5 -2.3 7.7 2.9 0.0 --5.8 1.0 2.0 2.4 1.4 -1.9 2.2 3.4 0.0 --1.0 2.2 Articulated Trucks 0 11 0 0 -11 0 0 0 0 -0 4 11 0 0 -15 0 0 3 0 -3 29 % Articulated Trucks 0.0 0.7 0.0 0.0 -0.6 0.0 0.0 0.0 --0.0 2.0 0.9 0.0 0.0 -0.9 0.0 0.0 2.6 --1.6 0.7 Bicycles on Crosswalk ----1 -----0 -----0 -----0 -- % Bicycles on Crosswalk ----25.0 -------------------- Pedestrians ----3 -----0 -----0 -----0 -- % Pedestrians ----75.0 -------------------- GRAM Traffic NTX Inc. 1120 W. Lovers Lane Arlington, Texas, United States 76013 817.265.8968 Count Name: S BELT LINE RD @ DIVIDEND DR Site Code: Start Date: 02/13/2020 Page No: 4 Peak Hour Data 02/13/2020 7:15 AM Ending At 02/13/2020 8:15 AM Lights Mediums Articulated Trucks Bicycles on Crosswalk Pedestrians S BELT LINE RD [N] Out In Total 1246 1906 3152 27 45 72 11 11 22 0 0 0 0 0 0 1284 1962 3246 148 1633 118 7 0 0 40 4 1 0 0 11 0 0 0 0 0 0 0 1 0 0 0 0 3 148 1684 122 8 4 R T L U P 3150009306Out1370008129In45200017435TotalDIVIDEND DR [E]R11000011T35000134L91000784U000000P0000001900 1609 3509 48 32 80 14 15 29 0 0 0 0 0 0 1962 1656 3618 Out In Total S BELT LINE RD [S] U L T R P 69 196 1184 160 0 1 2 25 4 0 0 4 11 0 0 0 0 0 0 0 0 0 0 0 0 70 202 1220 164 0DIVIDEND DR [W]Total5645700576In1862300191Out3783400385000000U44100045L28100029T1140300117R000000PTurning Movement Peak Hour Data Plot (7:15 AM) GRAM Traffic NTX Inc. 1120 W. Lovers Lane Arlington, Texas, United States 76013 817.265.8968 Count Name: S BELT LINE RD @ DIVIDEND DR Site Code: Start Date: 02/13/2020 Page No: 5 Turning Movement Peak Hour Data (4:45 PM) Start Time S BELT LINE RD DIVIDEND DR S BELT LINE RD DIVIDEND DR Southbound Westbound Northbound Eastbound Left Thru Right U- Turn Peds App. Total Left Thru Right U- Turn Peds App. Total Left Thru Right U- Turn Peds App. Total Left Thru Right U- Turn Peds App. Total Int. Total 4:45 PM 5 325 19 5 0 354 62 26 26 0 0 114 20 434 10 8 0 472 46 9 52 0 0 107 1047 5:00 PM 17 310 13 1 1 341 60 34 33 0 1 127 11 434 5 10 0 460 53 16 75 0 0 144 1072 5:15 PM 8 233 5 4 2 250 60 30 33 0 0 123 14 440 7 15 0 476 66 15 73 0 0 154 1003 5:30 PM 7 314 11 6 0 338 41 27 22 2 0 92 33 421 12 11 0 477 49 9 48 0 0 106 1013 Total 37 1182 48 16 3 1283 223 117 114 2 1 456 78 1729 34 44 0 1885 214 49 248 0 0 511 4135 Approach %2.9 92.1 3.7 1.2 --48.9 25.7 25.0 0.4 --4.1 91.7 1.8 2.3 --41.9 9.6 48.5 0.0 --- Total %0.9 28.6 1.2 0.4 -31.0 5.4 2.8 2.8 0.0 -11.0 1.9 41.8 0.8 1.1 -45.6 5.2 1.2 6.0 0.0 -12.4 - PHF 0.544 0.909 0.632 0.667 -0.906 0.899 0.860 0.864 0.250 -0.898 0.591 0.982 0.708 0.733 -0.988 0.811 0.766 0.827 0.000 -0.830 0.964 Lights 37 1153 48 16 -1254 221 117 114 2 -454 72 1691 32 43 -1838 212 49 239 0 -500 4046 % Lights 100.0 97.5 100.0 100.0 -97.7 99.1 100.0 100.0 100.0 -99.6 92.3 97.8 94.1 97.7 -97.5 99.1 100.0 96.4 --97.8 97.8 Mediums 0 17 0 0 -17 2 0 0 0 -2 4 25 2 1 -32 2 0 6 0 -8 59 % Mediums 0.0 1.4 0.0 0.0 -1.3 0.9 0.0 0.0 0.0 -0.4 5.1 1.4 5.9 2.3 -1.7 0.9 0.0 2.4 --1.6 1.4 Articulated Trucks 0 12 0 0 -12 0 0 0 0 -0 2 13 0 0 -15 0 0 3 0 -3 30 % Articulated Trucks 0.0 1.0 0.0 0.0 -0.9 0.0 0.0 0.0 0.0 -0.0 2.6 0.8 0.0 0.0 -0.8 0.0 0.0 1.2 --0.6 0.7 Bicycles on Crosswalk ----0 -----0 -----0 -----0 -- % Bicycles on Crosswalk ----0.0 -----0.0 -------------- Pedestrians ----3 -----1 -----0 -----0 -- % Pedestrians ----100.0 -----100.0 -------------- GRAM Traffic NTX Inc. 1120 W. Lovers Lane Arlington, Texas, United States 76013 817.265.8968 Count Name: S BELT LINE RD @ DIVIDEND DR Site Code: Start Date: 02/13/2020 Page No: 6 Peak Hour Data 02/13/2020 4:45 PM Ending At 02/13/2020 5:45 PM Lights Mediums Articulated Trucks Bicycles on Crosswalk Pedestrians S BELT LINE RD [N] Out In Total 2033 1254 3287 27 17 44 13 12 25 0 0 0 0 0 0 2073 1283 3356 48 1153 37 16 0 0 17 0 0 0 0 12 0 0 0 0 0 0 0 0 0 0 0 0 3 48 1182 37 16 3 R T L U P 1220002120Out4560002454In5780004574TotalDIVIDEND DR [E]R1140000114T1170000117L2230002221U200002P1100001656 1838 3494 26 32 58 15 15 30 0 0 0 0 0 0 1697 1885 3582 Out In Total S BELT LINE RD [S] U L T R P 43 72 1691 32 0 1 4 25 2 0 0 2 13 0 0 0 0 0 0 0 0 0 0 0 0 44 78 1729 34 0DIVIDEND DR [W]Total73712500754In5008300511Out2374200243000000U2122000214L49000049T2396300248R000000PTurning Movement Peak Hour Data Plot (4:45 PM) GRAM Traffic NTX Inc. 1120 W. Lovers Lane Arlington, Texas, United States 76013 817.265.8968 Count Name: S BELT LINE RD @ HACKBERRY RD Site Code: Start Date: 02/13/2020 Page No: 1 Turning Movement Data Start Time S BELT LINE RD HACKBERRY RD S BELT LINE RD HACKBERRY RD Southbound Westbound Northbound Eastbound Left Thru Right U- Turn Peds App. Total Left Thru Right U- Turn Peds App. Total Left Thru Right U- Turn Peds App. Total Left Thru Right U- Turn Peds App. Total Int. Total 7:00 AM 24 377 3 6 0 410 0 0 16 0 0 16 0 328 101 0 0 429 0 0 3 0 0 3 858 7:15 AM 17 491 4 1 0 513 0 0 13 0 0 13 0 361 118 0 0 479 0 0 5 0 0 5 1010 7:30 AM 20 467 0 5 0 492 0 0 29 0 1 29 0 392 118 0 0 510 0 0 2 0 0 2 1033 7:45 AM 26 437 5 5 1 473 0 0 42 0 1 42 0 363 127 0 0 490 0 0 9 0 0 9 1014 Hourly Total 87 1772 12 17 1 1888 0 0 100 0 2 100 0 1444 464 0 0 1908 0 0 19 0 0 19 3915 8:00 AM 22 482 3 3 0 510 0 0 33 0 0 33 0 416 156 0 0 572 0 0 3 0 0 3 1118 8:15 AM 21 354 5 8 0 388 0 0 34 0 0 34 0 395 149 0 0 544 0 0 2 0 0 2 968 8:30 AM 22 351 4 5 0 382 0 0 29 0 0 29 0 421 127 0 0 548 0 0 8 0 0 8 967 8:45 AM 26 382 3 4 0 415 0 0 29 0 0 29 0 434 142 0 0 576 0 0 12 0 0 12 1032 Hourly Total 91 1569 15 20 0 1695 0 0 125 0 0 125 0 1666 574 0 0 2240 0 0 25 0 0 25 4085 9:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 *** BREAK ***------------------------- Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 15 393 1 1 0 410 0 0 43 0 0 43 0 371 42 0 0 413 0 0 0 0 0 0 866 4:15 PM 17 455 1 0 0 473 0 0 36 0 0 36 0 457 50 0 0 507 0 0 4 0 0 4 1020 4:30 PM 17 420 1 2 0 440 0 0 38 0 0 38 0 415 45 0 0 460 0 0 0 0 0 0 938 4:45 PM 24 442 1 2 0 469 0 0 47 0 0 47 0 400 44 0 0 444 0 0 0 0 0 0 960 Hourly Total 73 1710 4 5 0 1792 0 0 164 0 0 164 0 1643 181 0 0 1824 0 0 4 0 0 4 3784 5:00 PM 19 485 1 2 0 507 0 0 46 0 0 46 0 424 57 0 0 481 0 0 0 0 0 0 1034 5:15 PM 30 421 4 2 0 457 0 0 35 0 1 35 0 439 64 0 0 503 0 0 0 0 0 0 995 5:30 PM 19 409 1 1 0 430 0 0 37 0 0 37 0 432 82 0 0 514 0 0 0 0 0 0 981 5:45 PM 20 345 2 0 0 367 0 0 44 0 1 44 0 453 64 0 0 517 0 0 0 0 0 0 928 Hourly Total 88 1660 8 5 0 1761 0 0 162 0 2 162 0 1748 267 0 0 2015 0 0 0 0 0 0 3938 6:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total 339 6711 39 47 1 7136 0 0 551 0 4 551 0 6501 1486 0 0 7987 0 0 48 0 0 48 15722 Approach %4.8 94.0 0.5 0.7 --0.0 0.0 100.0 0.0 --0.0 81.4 18.6 0.0 --0.0 0.0 100.0 0.0 --- Total %2.2 42.7 0.2 0.3 -45.4 0.0 0.0 3.5 0.0 -3.5 0.0 41.3 9.5 0.0 -50.8 0.0 0.0 0.3 0.0 -0.3 - Lights 333 6524 39 47 -6943 0 0 529 0 -529 0 6311 1460 0 -7771 0 0 48 0 -48 15291 % Lights 98.2 97.2 100.0 100.0 -97.3 --96.0 --96.0 -97.1 98.3 --97.3 --100.0 --100.0 97.3 Mediums 5 118 0 0 -123 0 0 21 0 -21 0 123 26 0 -149 0 0 0 0 -0 293 % Mediums 1.5 1.8 0.0 0.0 -1.7 --3.8 --3.8 -1.9 1.7 --1.9 --0.0 --0.0 1.9 Articulated Trucks 1 69 0 0 -70 0 0 1 0 -1 0 67 0 0 -67 0 0 0 0 -0 138 % Articulated Trucks 0.3 1.0 0.0 0.0 -1.0 --0.2 --0.2 -1.0 0.0 --0.8 --0.0 --0.0 0.9 Bicycles on Crosswalk ----0 -----0 -----0 -----0 -- % Bicycles on Crosswalk ----0.0 -----0.0 -------------- Pedestrians ----1 -----4 -----0 -----0 -- % Pedestrians ----100.0 -----100.0 -------------- GRAM Traffic NTX Inc. 1120 W. Lovers Lane Arlington, Texas, United States 76013 817.265.8968 Count Name: S BELT LINE RD @ HACKBERRY RD Site Code: Start Date: 02/13/2020 Page No: 2 02/13/2020 7:00 AM Ending At 02/13/2020 6:15 PM Lights Mediums Articulated Trucks Bicycles on Crosswalk Pedestrians S BELT LINE RD [N] Out In Total 6887 6943 13830 144 123 267 68 70 138 0 0 0 0 0 0 7099 7136 14235 39 6524 333 47 0 0 118 5 0 0 0 69 1 0 0 0 0 0 0 0 0 0 0 0 1 39 6711 339 47 1 R T L U P 1825001311793Out55100121529In2376002522322TotalHACKBERRY RD [E]R55100121529T000000L000000U000000P4400006572 7771 14343 118 149 267 69 67 136 0 0 0 0 0 0 6759 7987 14746 Out In Total S BELT LINE RD [S] U L T R P 0 0 6311 1460 0 0 0 123 26 0 0 0 67 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6501 1486 0HACKBERRY RD [W]Total87000087In48000048Out39000039000000U000000L000000T48000048R000000PTurning Movement Data Plot GRAM Traffic NTX Inc. 1120 W. Lovers Lane Arlington, Texas, United States 76013 817.265.8968 Count Name: S BELT LINE RD @ HACKBERRY RD Site Code: Start Date: 02/13/2020 Page No: 3 Turning Movement Peak Hour Data (7:15 AM) Start Time S BELT LINE RD HACKBERRY RD S BELT LINE RD HACKBERRY RD Southbound Westbound Northbound Eastbound Left Thru Right U- Turn Peds App. Total Left Thru Right U- Turn Peds App. Total Left Thru Right U- Turn Peds App. Total Left Thru Right U- Turn Peds App. Total Int. Total 7:15 AM 17 491 4 1 0 513 0 0 13 0 0 13 0 361 118 0 0 479 0 0 5 0 0 5 1010 7:30 AM 20 467 0 5 0 492 0 0 29 0 1 29 0 392 118 0 0 510 0 0 2 0 0 2 1033 7:45 AM 26 437 5 5 1 473 0 0 42 0 1 42 0 363 127 0 0 490 0 0 9 0 0 9 1014 8:00 AM 22 482 3 3 0 510 0 0 33 0 0 33 0 416 156 0 0 572 0 0 3 0 0 3 1118 Total 85 1877 12 14 1 1988 0 0 117 0 2 117 0 1532 519 0 0 2051 0 0 19 0 0 19 4175 Approach %4.3 94.4 0.6 0.7 --0.0 0.0 100.0 0.0 --0.0 74.7 25.3 0.0 --0.0 0.0 100.0 0.0 --- Total %2.0 45.0 0.3 0.3 -47.6 0.0 0.0 2.8 0.0 -2.8 0.0 36.7 12.4 0.0 -49.1 0.0 0.0 0.5 0.0 -0.5 - PHF 0.817 0.956 0.600 0.700 -0.969 0.000 0.000 0.696 0.000 -0.696 0.000 0.921 0.832 0.000 -0.896 0.000 0.000 0.528 0.000 -0.528 0.934 Lights 85 1821 12 14 -1932 0 0 112 0 -112 0 1492 507 0 -1999 0 0 19 0 -19 4062 % Lights 100.0 97.0 100.0 100.0 -97.2 --95.7 --95.7 -97.4 97.7 --97.5 --100.0 --100.0 97.3 Mediums 0 40 0 0 -40 0 0 5 0 -5 0 26 12 0 -38 0 0 0 0 -0 83 % Mediums 0.0 2.1 0.0 0.0 -2.0 --4.3 --4.3 -1.7 2.3 --1.9 --0.0 --0.0 2.0 Articulated Trucks 0 16 0 0 -16 0 0 0 0 -0 0 14 0 0 -14 0 0 0 0 -0 30 % Articulated Trucks 0.0 0.9 0.0 0.0 -0.8 --0.0 --0.0 -0.9 0.0 --0.7 --0.0 --0.0 0.7 Bicycles on Crosswalk ----0 -----0 -----0 -----0 -- % Bicycles on Crosswalk ----0.0 -----0.0 -------------- Pedestrians ----1 -----2 -----0 -----0 -- % Pedestrians ----100.0 -----100.0 -------------- GRAM Traffic NTX Inc. 1120 W. Lovers Lane Arlington, Texas, United States 76013 817.265.8968 Count Name: S BELT LINE RD @ HACKBERRY RD Site Code: Start Date: 02/13/2020 Page No: 4 Peak Hour Data 02/13/2020 7:15 AM Ending At 02/13/2020 8:15 AM Lights Mediums Articulated Trucks Bicycles on Crosswalk Pedestrians S BELT LINE RD [N] Out In Total 1618 1932 3550 31 40 71 14 16 30 0 0 0 0 0 0 1663 1988 3651 12 1821 85 14 0 0 40 0 0 0 0 16 0 0 0 0 0 0 0 0 0 0 0 0 1 12 1877 85 14 1 R T L U P 60400012592Out1170005112In72100017704TotalHACKBERRY RD [E]R1170005112T000000L000000U000000P2200001840 1999 3839 40 38 78 16 14 30 0 0 0 0 0 0 1896 2051 3947 Out In Total S BELT LINE RD [S] U L T R P 0 0 1492 507 0 0 0 26 12 0 0 0 14 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1532 519 0HACKBERRY RD [W]Total31000031In19000019Out12000012000000U000000L000000T19000019R000000PTurning Movement Peak Hour Data Plot (7:15 AM) GRAM Traffic NTX Inc. 1120 W. Lovers Lane Arlington, Texas, United States 76013 817.265.8968 Count Name: S BELT LINE RD @ HACKBERRY RD Site Code: Start Date: 02/13/2020 Page No: 5 Turning Movement Peak Hour Data (4:45 PM) Start Time S BELT LINE RD HACKBERRY RD S BELT LINE RD HACKBERRY RD Southbound Westbound Northbound Eastbound Left Thru Right U- Turn Peds App. Total Left Thru Right U- Turn Peds App. Total Left Thru Right U- Turn Peds App. Total Left Thru Right U- Turn Peds App. Total Int. Total 4:45 PM 24 442 1 2 0 469 0 0 47 0 0 47 0 400 44 0 0 444 0 0 0 0 0 0 960 5:00 PM 19 485 1 2 0 507 0 0 46 0 0 46 0 424 57 0 0 481 0 0 0 0 0 0 1034 5:15 PM 30 421 4 2 0 457 0 0 35 0 1 35 0 439 64 0 0 503 0 0 0 0 0 0 995 5:30 PM 19 409 1 1 0 430 0 0 37 0 0 37 0 432 82 0 0 514 0 0 0 0 0 0 981 Total 92 1757 7 7 0 1863 0 0 165 0 1 165 0 1695 247 0 0 1942 0 0 0 0 0 0 3970 Approach %4.9 94.3 0.4 0.4 --0.0 0.0 100.0 0.0 --0.0 87.3 12.7 0.0 --0.0 0.0 0.0 0.0 --- Total %2.3 44.3 0.2 0.2 -46.9 0.0 0.0 4.2 0.0 -4.2 0.0 42.7 6.2 0.0 -48.9 0.0 0.0 0.0 0.0 -0.0 - PHF 0.767 0.906 0.438 0.875 -0.919 0.000 0.000 0.878 0.000 -0.878 0.000 0.965 0.753 0.000 -0.945 0.000 0.000 0.000 0.000 -0.000 0.960 Lights 88 1718 7 7 -1820 0 0 158 0 -158 0 1657 245 0 -1902 0 0 0 0 -0 3880 % Lights 95.7 97.8 100.0 100.0 -97.7 --95.8 --95.8 -97.8 99.2 --97.9 ------97.7 Mediums 3 26 0 0 -29 0 0 7 0 -7 0 23 2 0 -25 0 0 0 0 -0 61 % Mediums 3.3 1.5 0.0 0.0 -1.6 --4.2 --4.2 -1.4 0.8 --1.3 ------1.5 Articulated Trucks 1 13 0 0 -14 0 0 0 0 -0 0 15 0 0 -15 0 0 0 0 -0 29 % Articulated Trucks 1.1 0.7 0.0 0.0 -0.8 --0.0 --0.0 -0.9 0.0 --0.8 ------0.7 Bicycles on Crosswalk ----0 -----0 -----0 -----0 -- % Bicycles on Crosswalk ----------0.0 -------------- Pedestrians ----0 -----1 -----0 -----0 -- % Pedestrians ----------100.0 -------------- GRAM Traffic NTX Inc. 1120 W. Lovers Lane Arlington, Texas, United States 76013 817.265.8968 Count Name: S BELT LINE RD @ HACKBERRY RD Site Code: Start Date: 02/13/2020 Page No: 6 Peak Hour Data 02/13/2020 4:45 PM Ending At 02/13/2020 5:45 PM Lights Mediums Articulated Trucks Bicycles on Crosswalk Pedestrians S BELT LINE RD [N] Out In Total 1822 1820 3642 30 29 59 15 14 29 0 0 0 0 0 0 1867 1863 3730 7 1718 88 7 0 0 26 3 0 0 0 13 1 0 0 0 0 0 0 0 0 0 0 0 0 7 1757 92 7 0 R T L U P 3390015333Out1650007158In50400112491TotalHACKBERRY RD [E]R1650007158T000000L000000U000000P1100001718 1902 3620 26 25 51 13 15 28 0 0 0 0 0 0 1757 1942 3699 Out In Total S BELT LINE RD [S] U L T R P 0 0 1657 245 0 0 0 23 2 0 0 0 15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1695 247 0HACKBERRY RD [W]Total700007In000000Out700007000000U000000L000000T000000R000000PTurning Movement Peak Hour Data Plot (4:45 PM) GRAM Traffic NTX Inc. 1120 W. Lovers Lane Arlington, Texas, United States 76013 817.265.8968 Count Name: CYPRESS WATERS BLVD @ HACKBERRY RD Site Code: Start Date: 02/13/2020 Page No: 1 Turning Movement Data Start Time CYPRESS WATERS BLVD HACKBERRY RD CYPRESS WATERS BLVD HACKBERRY RD Southbound Westbound Northbound Eastbound Left Thru Right U- Turn Peds App. Total Left Thru Right U- Turn Peds App. Total Left Thru Right U- Turn Peds App. Total Left Thru Right U- Turn Peds App. Total Int. Total 7:00 AM 11 6 3 0 0 20 1 6 8 0 0 15 1 55 2 0 0 58 38 84 0 0 0 122 215 7:15 AM 9 7 0 0 0 16 2 7 9 0 0 18 1 85 2 1 0 89 42 75 2 0 0 119 242 7:30 AM 15 5 1 0 0 21 3 15 20 0 1 38 1 74 4 0 0 79 51 77 1 0 0 129 267 7:45 AM 8 7 1 0 0 16 0 20 33 0 1 53 4 99 6 0 0 109 56 86 1 0 0 143 321 Hourly Total 43 25 5 0 0 73 6 48 70 0 2 124 7 313 14 1 0 335 187 322 4 0 0 513 1045 8:00 AM 14 5 1 0 0 20 1 18 21 0 0 40 5 116 3 0 0 124 78 75 3 0 0 156 340 8:15 AM 16 14 1 0 0 31 2 15 23 0 1 40 3 117 3 0 0 123 71 83 2 0 0 156 350 8:30 AM 13 9 1 0 0 23 6 21 33 0 0 60 1 110 5 0 0 116 56 83 1 0 0 140 339 8:45 AM 14 6 1 0 0 21 1 15 27 0 0 43 1 109 2 0 0 112 61 88 0 0 0 149 325 Hourly Total 57 34 4 0 0 95 10 69 104 0 1 183 10 452 13 0 0 475 266 329 6 0 0 601 1354 9:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 *** BREAK ***------------------------- Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 55 68 1 0 0 124 11 31 9 0 0 51 5 8 5 0 0 18 10 39 4 0 0 53 246 4:15 PM 41 40 5 0 0 86 7 30 20 0 0 57 1 13 1 0 1 15 10 43 4 0 1 57 215 4:30 PM 53 53 3 0 1 109 12 29 12 0 0 53 3 20 4 0 0 27 11 38 2 0 1 51 240 4:45 PM 55 34 9 0 0 98 6 31 15 0 1 52 4 16 9 0 1 29 4 62 2 0 0 68 247 Hourly Total 204 195 18 0 1 417 36 121 56 0 1 213 13 57 19 0 2 89 35 182 12 0 2 229 948 5:00 PM 90 36 6 0 0 132 12 32 17 0 0 61 3 11 5 0 0 19 20 46 0 0 0 66 278 5:15 PM 63 28 2 0 0 93 8 29 20 0 0 57 4 20 4 0 0 28 16 66 2 0 0 84 262 5:30 PM 49 23 6 0 0 78 7 24 16 0 1 47 2 27 1 0 0 30 21 68 2 0 0 91 246 5:45 PM 41 27 5 0 0 73 2 31 21 0 0 54 4 15 5 0 0 24 12 56 3 0 0 71 222 Hourly Total 243 114 19 0 0 376 29 116 74 0 1 219 13 73 15 0 0 101 69 236 7 0 0 312 1008 6:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total 547 368 46 0 1 961 81 354 304 0 5 739 43 895 61 1 2 1000 557 1069 29 0 2 1655 4355 Approach %56.9 38.3 4.8 0.0 --11.0 47.9 41.1 0.0 --4.3 89.5 6.1 0.1 --33.7 64.6 1.8 0.0 --- Total %12.6 8.5 1.1 0.0 -22.1 1.9 8.1 7.0 0.0 -17.0 1.0 20.6 1.4 0.0 -23.0 12.8 24.5 0.7 0.0 -38.0 - Lights 536 368 45 0 -949 81 337 292 0 -710 43 892 61 1 -997 541 1054 29 0 -1624 4280 % Lights 98.0 100.0 97.8 --98.8 100.0 95.2 96.1 --96.1 100.0 99.7 100.0 100.0 -99.7 97.1 98.6 100.0 --98.1 98.3 Mediums 11 0 1 0 -12 0 15 12 0 -27 0 3 0 0 -3 16 14 0 0 -30 72 % Mediums 2.0 0.0 2.2 --1.2 0.0 4.2 3.9 --3.7 0.0 0.3 0.0 0.0 -0.3 2.9 1.3 0.0 --1.8 1.7 Articulated Trucks 0 0 0 0 -0 0 2 0 0 -2 0 0 0 0 -0 0 1 0 0 -1 3 % Articulated Trucks 0.0 0.0 0.0 --0.0 0.0 0.6 0.0 --0.3 0.0 0.0 0.0 0.0 -0.0 0.0 0.1 0.0 --0.1 0.1 Bicycles on Crosswalk ----0 -----0 -----0 -----0 -- % Bicycles on Crosswalk ----0.0 -----0.0 -----0.0 -----0.0 -- Pedestrians ----1 -----5 -----2 -----2 -- % Pedestrians ----100.0 -----100.0 -----100.0 -----100.0 -- GRAM Traffic NTX Inc. 1120 W. Lovers Lane Arlington, Texas, United States 76013 817.265.8968 Count Name: CYPRESS WATERS BLVD @ HACKBERRY RD Site Code: Start Date: 02/13/2020 Page No: 2 02/13/2020 7:00 AM Ending At 02/13/2020 6:15 PM Lights Mediums Articulated Trucks Bicycles on Crosswalk Pedestrians CYPRESS WATERS Out In Total 1725 949 2674 31 12 43 0 0 0 0 0 0 0 0 0 1756 961 2717 45 368 536 0 0 1 0 11 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 46 368 547 0 1 R T L U P 1677001251651Out73900227710In2416003522361TotalHACKBERRY RD [E]R30400012292T35400215337L81000081U000000P550000479 997 1476 0 3 3 0 0 0 0 0 0 0 0 0 479 1000 1479 Out In Total CYPRESS WATERS U L T R P 1 43 892 61 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 1 43 895 61 2HACKBERRY RD [W]Total2049463002098In1624301001655Out42516200443000000U54116000557L1054141001069T29000029R000022PTurning Movement Data Plot GRAM Traffic NTX Inc. 1120 W. Lovers Lane Arlington, Texas, United States 76013 817.265.8968 Count Name: CYPRESS WATERS BLVD @ HACKBERRY RD Site Code: Start Date: 02/13/2020 Page No: 3 Turning Movement Peak Hour Data (8:00 AM) Start Time CYPRESS WATERS BLVD HACKBERRY RD CYPRESS WATERS BLVD HACKBERRY RD Southbound Westbound Northbound Eastbound Left Thru Right U- Turn Peds App. Total Left Thru Right U- Turn Peds App. Total Left Thru Right U- Turn Peds App. Total Left Thru Right U- Turn Peds App. Total Int. Total 8:00 AM 14 5 1 0 0 20 1 18 21 0 0 40 5 116 3 0 0 124 78 75 3 0 0 156 340 8:15 AM 16 14 1 0 0 31 2 15 23 0 1 40 3 117 3 0 0 123 71 83 2 0 0 156 350 8:30 AM 13 9 1 0 0 23 6 21 33 0 0 60 1 110 5 0 0 116 56 83 1 0 0 140 339 8:45 AM 14 6 1 0 0 21 1 15 27 0 0 43 1 109 2 0 0 112 61 88 0 0 0 149 325 Total 57 34 4 0 0 95 10 69 104 0 1 183 10 452 13 0 0 475 266 329 6 0 0 601 1354 Approach %60.0 35.8 4.2 0.0 --5.5 37.7 56.8 0.0 --2.1 95.2 2.7 0.0 --44.3 54.7 1.0 0.0 --- Total %4.2 2.5 0.3 0.0 -7.0 0.7 5.1 7.7 0.0 -13.5 0.7 33.4 1.0 0.0 -35.1 19.6 24.3 0.4 0.0 -44.4 - PHF 0.891 0.607 1.000 0.000 -0.766 0.417 0.821 0.788 0.000 -0.763 0.500 0.966 0.650 0.000 -0.958 0.853 0.935 0.500 0.000 -0.963 0.967 Lights 55 34 3 0 -92 10 63 103 0 -176 10 450 13 0 -473 264 325 6 0 -595 1336 % Lights 96.5 100.0 75.0 --96.8 100.0 91.3 99.0 --96.2 100.0 99.6 100.0 --99.6 99.2 98.8 100.0 --99.0 98.7 Mediums 2 0 1 0 -3 0 6 1 0 -7 0 2 0 0 -2 2 4 0 0 -6 18 % Mediums 3.5 0.0 25.0 --3.2 0.0 8.7 1.0 --3.8 0.0 0.4 0.0 --0.4 0.8 1.2 0.0 --1.0 1.3 Articulated Trucks 0 0 0 0 -0 0 0 0 0 -0 0 0 0 0 -0 0 0 0 0 -0 0 % Articulated Trucks 0.0 0.0 0.0 --0.0 0.0 0.0 0.0 --0.0 0.0 0.0 0.0 --0.0 0.0 0.0 0.0 --0.0 0.0 Bicycles on Crosswalk ----0 -----0 -----0 -----0 -- % Bicycles on Crosswalk ----------0.0 -------------- Pedestrians ----0 -----1 -----0 -----0 -- % Pedestrians ----------100.0 -------------- GRAM Traffic NTX Inc. 1120 W. Lovers Lane Arlington, Texas, United States 76013 817.265.8968 Count Name: CYPRESS WATERS BLVD @ HACKBERRY RD Site Code: Start Date: 02/13/2020 Page No: 4 Peak Hour Data 02/13/2020 8:00 AM Ending At 02/13/2020 9:00 AM Lights Mediums Articulated Trucks Bicycles on Crosswalk Pedestrians CYPRESS WATERS Out In Total 817 92 909 5 3 8 0 0 0 0 0 0 0 0 0 822 95 917 3 34 55 0 0 1 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 34 57 0 0 R T L U P 3990006393Out1830007176In58200013569TotalHACKBERRY RD [E]R1040001103T69000663L10000010U000000P11000050 473 523 0 2 2 0 0 0 0 0 0 0 0 0 50 475 525 Out In Total CYPRESS WATERS U L T R P 0 10 450 13 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10 452 13 0HACKBERRY RD [W]Total67113000684In5956000601Out76700083000000U2642000266L3254000329T600006R000000PTurning Movement Peak Hour Data Plot (8:00 AM) GRAM Traffic NTX Inc. 1120 W. Lovers Lane Arlington, Texas, United States 76013 817.265.8968 Count Name: CYPRESS WATERS BLVD @ HACKBERRY RD Site Code: Start Date: 02/13/2020 Page No: 5 Turning Movement Peak Hour Data (4:45 PM) Start Time CYPRESS WATERS BLVD HACKBERRY RD CYPRESS WATERS BLVD HACKBERRY RD Southbound Westbound Northbound Eastbound Left Thru Right U- Turn Peds App. Total Left Thru Right U- Turn Peds App. Total Left Thru Right U- Turn Peds App. Total Left Thru Right U- Turn Peds App. Total Int. Total 4:45 PM 55 34 9 0 0 98 6 31 15 0 1 52 4 16 9 0 1 29 4 62 2 0 0 68 247 5:00 PM 90 36 6 0 0 132 12 32 17 0 0 61 3 11 5 0 0 19 20 46 0 0 0 66 278 5:15 PM 63 28 2 0 0 93 8 29 20 0 0 57 4 20 4 0 0 28 16 66 2 0 0 84 262 5:30 PM 49 23 6 0 0 78 7 24 16 0 1 47 2 27 1 0 0 30 21 68 2 0 0 91 246 Total 257 121 23 0 0 401 33 116 68 0 2 217 13 74 19 0 1 106 61 242 6 0 0 309 1033 Approach %64.1 30.2 5.7 0.0 --15.2 53.5 31.3 0.0 --12.3 69.8 17.9 0.0 --19.7 78.3 1.9 0.0 --- Total %24.9 11.7 2.2 0.0 -38.8 3.2 11.2 6.6 0.0 -21.0 1.3 7.2 1.8 0.0 -10.3 5.9 23.4 0.6 0.0 -29.9 - PHF 0.714 0.840 0.639 0.000 -0.759 0.688 0.906 0.850 0.000 -0.889 0.813 0.685 0.528 0.000 -0.883 0.726 0.890 0.750 0.000 -0.849 0.929 Lights 255 121 23 0 -399 33 111 67 0 -211 13 74 19 0 -106 59 238 6 0 -303 1019 % Lights 99.2 100.0 100.0 --99.5 100.0 95.7 98.5 --97.2 100.0 100.0 100.0 --100.0 96.7 98.3 100.0 --98.1 98.6 Mediums 2 0 0 0 -2 0 4 1 0 -5 0 0 0 0 -0 2 3 0 0 -5 12 % Mediums 0.8 0.0 0.0 --0.5 0.0 3.4 1.5 --2.3 0.0 0.0 0.0 --0.0 3.3 1.2 0.0 --1.6 1.2 Articulated Trucks 0 0 0 0 -0 0 1 0 0 -1 0 0 0 0 -0 0 1 0 0 -1 2 % Articulated Trucks 0.0 0.0 0.0 --0.0 0.0 0.9 0.0 --0.5 0.0 0.0 0.0 --0.0 0.0 0.4 0.0 --0.3 0.2 Bicycles on Crosswalk ----0 -----0 -----0 -----0 -- % Bicycles on Crosswalk ----------0.0 -----0.0 -------- Pedestrians ----0 -----2 -----1 -----0 -- % Pedestrians ----------100.0 -----100.0 -------- GRAM Traffic NTX Inc. 1120 W. Lovers Lane Arlington, Texas, United States 76013 817.265.8968 Count Name: CYPRESS WATERS BLVD @ HACKBERRY RD Site Code: Start Date: 02/13/2020 Page No: 6 Peak Hour Data 02/13/2020 4:45 PM Ending At 02/13/2020 5:45 PM Lights Mediums Articulated Trucks Bicycles on Crosswalk Pedestrians CYPRESS WATERS Out In Total 200 399 599 3 2 5 0 0 0 0 0 0 0 0 0 203 401 604 23 121 255 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 23 121 257 0 0 R T L U P 5180015512Out2170015211In73500210723TotalHACKBERRY RD [E]R68000167T1160014111L33000033U000000P220000160 106 266 0 0 0 0 0 0 0 0 0 0 0 0 160 106 266 Out In Total CYPRESS WATERS U L T R P 0 13 74 19 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 13 74 19 1HACKBERRY RD [W]Total4509200461In3035100309Out1474100152000000U59200061L2383100242T600006R000000PTurning Movement Peak Hour Data Plot (4:45 PM) GRAM Traffic NTX Inc. 1120 W. Lovers Lane Arlington, Texas, United States 76013 817.265.8968 Count Name: RANCH TRL @ HACKBERRY RD Site Code: Start Date: 02/13/2020 Page No: 1 Turning Movement Data Start Time RANCH TRL DEL FRISCOS DWY RANCH TRL HACKBERRY RD Southbound Westbound Northbound Eastbound Left Thru Right U- Turn Peds App. Total Left Thru Right U- Turn Peds App. Total Left Thru Right U- Turn Peds App. Total Left Thru Right U- Turn Peds App. Total Int. Total 7:00 AM 1 6 18 1 0 26 0 1 0 0 0 1 38 6 1 0 0 45 22 1 0 0 0 23 95 7:15 AM 0 20 18 1 0 39 0 0 0 0 0 0 46 8 0 0 0 54 25 0 3 0 0 28 121 7:30 AM 0 37 26 1 0 64 0 0 0 0 0 0 48 6 1 0 0 55 25 1 8 0 0 34 153 7:45 AM 0 29 41 4 0 74 0 0 0 0 0 0 66 2 0 0 0 68 27 1 6 0 0 34 176 Hourly Total 1 92 103 7 0 203 0 1 0 0 0 1 198 22 2 0 0 222 99 3 17 0 0 119 545 8:00 AM 1 22 30 1 0 54 0 0 0 0 0 0 47 3 0 0 0 50 30 0 9 0 0 39 143 8:15 AM 0 18 40 1 0 59 0 0 0 0 0 0 58 9 3 0 0 70 30 0 11 0 0 41 170 8:30 AM 0 32 45 0 0 77 0 0 0 0 0 0 54 6 0 0 0 60 24 0 9 0 0 33 170 8:45 AM 0 22 43 1 0 66 0 6 0 0 0 6 38 6 1 0 0 45 29 0 8 0 0 37 154 Hourly Total 1 94 158 3 0 256 0 6 0 0 0 6 197 24 4 0 0 225 113 0 37 0 0 150 637 9:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 *** BREAK ***------------------------- Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 0 36 14 27 0 77 0 0 0 0 0 0 5 20 0 0 0 25 126 2 40 0 0 168 270 4:15 PM 1 22 22 18 0 63 0 0 0 0 0 0 5 18 0 0 0 23 106 0 15 0 0 121 207 4:30 PM 0 34 15 28 0 77 0 1 0 0 0 1 4 26 0 0 0 30 135 1 29 0 0 165 273 4:45 PM 0 23 20 22 0 65 0 0 0 0 0 0 7 42 0 0 0 49 141 1 28 0 0 170 284 Hourly Total 1 115 71 95 0 282 0 1 0 0 0 1 21 106 0 0 0 127 508 4 112 0 0 624 1034 5:00 PM 0 29 21 30 0 80 1 0 0 0 0 1 7 78 0 0 0 85 142 7 48 0 0 197 363 5:15 PM 0 20 23 31 0 74 1 1 1 0 0 3 14 53 0 0 0 67 131 3 34 0 0 168 312 5:30 PM 0 22 18 32 0 72 0 0 0 0 0 0 10 58 0 0 0 68 142 1 20 0 0 163 303 5:45 PM 0 29 28 11 0 68 0 0 0 0 0 0 12 30 0 0 0 42 120 1 11 0 0 132 242 Hourly Total 0 100 90 104 0 294 2 1 1 0 0 4 43 219 0 0 0 262 535 12 113 0 0 660 1220 Grand Total 3 401 422 209 0 1035 2 9 1 0 0 12 459 371 6 0 0 836 1255 19 279 0 0 1553 3436 Approach %0.3 38.7 40.8 20.2 --16.7 75.0 8.3 0.0 --54.9 44.4 0.7 0.0 --80.8 1.2 18.0 0.0 --- Total %0.1 11.7 12.3 6.1 -30.1 0.1 0.3 0.0 0.0 -0.3 13.4 10.8 0.2 0.0 -24.3 36.5 0.6 8.1 0.0 -45.2 - Lights 3 399 403 209 -1014 2 7 1 0 -10 452 371 5 0 -828 1232 18 279 0 -1529 3381 % Lights 100.0 99.5 95.5 100.0 -98.0 100.0 77.8 100.0 --83.3 98.5 100.0 83.3 --99.0 98.2 94.7 100.0 --98.5 98.4 Mediums 0 2 19 0 -21 0 2 0 0 -2 6 0 0 0 -6 21 1 0 0 -22 51 % Mediums 0.0 0.5 4.5 0.0 -2.0 0.0 22.2 0.0 --16.7 1.3 0.0 0.0 --0.7 1.7 5.3 0.0 --1.4 1.5 Articulated Trucks 0 0 0 0 -0 0 0 0 0 -0 1 0 1 0 -2 2 0 0 0 -2 4 % Articulated Trucks 0.0 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 --0.0 0.2 0.0 16.7 --0.2 0.2 0.0 0.0 --0.1 0.1 Bicycles on Crosswalk ----0 -----0 -----0 -----0 -- % Bicycles on Crosswalk ------------------------- Pedestrians ----0 -----0 -----0 -----0 -- % Pedestrians ------------------------- GRAM Traffic NTX Inc. 1120 W. Lovers Lane Arlington, Texas, United States 76013 817.265.8968 Count Name: RANCH TRL @ HACKBERRY RD Site Code: Start Date: 02/13/2020 Page No: 2 02/13/2020 7:00 AM Ending At 02/13/2020 6:00 PM Lights Mediums Articulated Trucks Bicycles on Crosswalk Pedestrians RANCH TRL [N] Out In Total 1813 1014 2827 21 21 42 2 0 2 0 0 0 0 0 0 1836 1035 2871 403 399 3 209 0 19 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 422 401 3 209 0 R T L U P 28001126Out12000210In40001336TotalDEL FRISCOS DWY [E]R100001T900027L200002U000000P000000680 828 1508 2 6 8 0 2 2 0 0 0 0 0 0 682 836 1518 Out In Total RANCH TRL [S] U L T R P 0 452 371 5 0 0 6 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 459 371 6 0HACKBERRY RD [W]Total2391493002443In1529222001553Out86227100890000000U1232212001255L18100019T2790000279R000000PTurning Movement Data Plot GRAM Traffic NTX Inc. 1120 W. Lovers Lane Arlington, Texas, United States 76013 817.265.8968 Count Name: RANCH TRL @ HACKBERRY RD Site Code: Start Date: 02/13/2020 Page No: 3 Turning Movement Peak Hour Data (7:45 AM) Start Time RANCH TRL DEL FRISCOS DWY RANCH TRL HACKBERRY RD Southbound Westbound Northbound Eastbound Left Thru Right U- Turn Peds App. Total Left Thru Right U- Turn Peds App. Total Left Thru Right U- Turn Peds App. Total Left Thru Right U- Turn Peds App. Total Int. Total 7:45 AM 0 29 41 4 0 74 0 0 0 0 0 0 66 2 0 0 0 68 27 1 6 0 0 34 176 8:00 AM 1 22 30 1 0 54 0 0 0 0 0 0 47 3 0 0 0 50 30 0 9 0 0 39 143 8:15 AM 0 18 40 1 0 59 0 0 0 0 0 0 58 9 3 0 0 70 30 0 11 0 0 41 170 8:30 AM 0 32 45 0 0 77 0 0 0 0 0 0 54 6 0 0 0 60 24 0 9 0 0 33 170 Total 1 101 156 6 0 264 0 0 0 0 0 0 225 20 3 0 0 248 111 1 35 0 0 147 659 Approach %0.4 38.3 59.1 2.3 --0.0 0.0 0.0 0.0 --90.7 8.1 1.2 0.0 --75.5 0.7 23.8 0.0 --- Total %0.2 15.3 23.7 0.9 -40.1 0.0 0.0 0.0 0.0 -0.0 34.1 3.0 0.5 0.0 -37.6 16.8 0.2 5.3 0.0 -22.3 - PHF 0.250 0.789 0.867 0.375 -0.857 0.000 0.000 0.000 0.000 -0.000 0.852 0.556 0.250 0.000 -0.886 0.925 0.250 0.795 0.000 -0.896 0.936 Lights 1 101 148 6 -256 0 0 0 0 -0 225 20 3 0 -248 106 1 35 0 -142 646 % Lights 100.0 100.0 94.9 100.0 -97.0 ------100.0 100.0 100.0 --100.0 95.5 100.0 100.0 --96.6 98.0 Mediums 0 0 8 0 -8 0 0 0 0 -0 0 0 0 0 -0 5 0 0 0 -5 13 % Mediums 0.0 0.0 5.1 0.0 -3.0 ------0.0 0.0 0.0 --0.0 4.5 0.0 0.0 --3.4 2.0 Articulated Trucks 0 0 0 0 -0 0 0 0 0 -0 0 0 0 0 -0 0 0 0 0 -0 0 % Articulated Trucks 0.0 0.0 0.0 0.0 -0.0 ------0.0 0.0 0.0 --0.0 0.0 0.0 0.0 --0.0 0.0 Bicycles on Crosswalk ----0 -----0 -----0 -----0 -- % Bicycles on Crosswalk ------------------------- Pedestrians ----0 -----0 -----0 -----0 -- % Pedestrians ------------------------- GRAM Traffic NTX Inc. 1120 W. Lovers Lane Arlington, Texas, United States 76013 817.265.8968 Count Name: RANCH TRL @ HACKBERRY RD Site Code: Start Date: 02/13/2020 Page No: 4 Peak Hour Data 02/13/2020 7:45 AM Ending At 02/13/2020 8:45 AM Lights Mediums Articulated Trucks Bicycles on Crosswalk Pedestrians RANCH TRL [N] Out In Total 132 256 388 5 8 13 0 0 0 0 0 0 0 0 0 137 264 401 148 101 1 6 0 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 156 101 1 6 0 R T L U P 500005Out000000In500005TotalDEL FRISCOS DWY [E]R000000T000000L000000U000000P000000136 248 384 0 0 0 0 0 0 0 0 0 0 0 0 136 248 384 Out In Total RANCH TRL [S] U L T R P 0 225 20 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 225 20 3 0HACKBERRY RD [W]Total51513000528In1425000147Out3738000381000000U1065000111L100001T35000035R000000PTurning Movement Peak Hour Data Plot (7:45 AM) GRAM Traffic NTX Inc. 1120 W. Lovers Lane Arlington, Texas, United States 76013 817.265.8968 Count Name: RANCH TRL @ HACKBERRY RD Site Code: Start Date: 02/13/2020 Page No: 5 Turning Movement Peak Hour Data (4:45 PM) Start Time RANCH TRL DEL FRISCOS DWY RANCH TRL HACKBERRY RD Southbound Westbound Northbound Eastbound Left Thru Right U- Turn Peds App. Total Left Thru Right U- Turn Peds App. Total Left Thru Right U- Turn Peds App. Total Left Thru Right U- Turn Peds App. Total Int. Total 4:45 PM 0 23 20 22 0 65 0 0 0 0 0 0 7 42 0 0 0 49 141 1 28 0 0 170 284 5:00 PM 0 29 21 30 0 80 1 0 0 0 0 1 7 78 0 0 0 85 142 7 48 0 0 197 363 5:15 PM 0 20 23 31 0 74 1 1 1 0 0 3 14 53 0 0 0 67 131 3 34 0 0 168 312 5:30 PM 0 22 18 32 0 72 0 0 0 0 0 0 10 58 0 0 0 68 142 1 20 0 0 163 303 Total 0 94 82 115 0 291 2 1 1 0 0 4 38 231 0 0 0 269 556 12 130 0 0 698 1262 Approach %0.0 32.3 28.2 39.5 --50.0 25.0 25.0 0.0 --14.1 85.9 0.0 0.0 --79.7 1.7 18.6 0.0 --- Total %0.0 7.4 6.5 9.1 -23.1 0.2 0.1 0.1 0.0 -0.3 3.0 18.3 0.0 0.0 -21.3 44.1 1.0 10.3 0.0 -55.3 - PHF 0.000 0.810 0.891 0.898 -0.909 0.500 0.250 0.250 0.000 -0.333 0.679 0.740 0.000 0.000 -0.791 0.979 0.429 0.677 0.000 -0.886 0.869 Lights 0 94 77 115 -286 2 1 1 0 -4 36 231 0 0 -267 550 12 130 0 -692 1249 % Lights -100.0 93.9 100.0 -98.3 100.0 100.0 100.0 --100.0 94.7 100.0 ---99.3 98.9 100.0 100.0 --99.1 99.0 Mediums 0 0 5 0 -5 0 0 0 0 -0 2 0 0 0 -2 5 0 0 0 -5 12 % Mediums -0.0 6.1 0.0 -1.7 0.0 0.0 0.0 --0.0 5.3 0.0 ---0.7 0.9 0.0 0.0 --0.7 1.0 Articulated Trucks 0 0 0 0 -0 0 0 0 0 -0 0 0 0 0 -0 1 0 0 0 -1 1 % Articulated Trucks -0.0 0.0 0.0 -0.0 0.0 0.0 0.0 --0.0 0.0 0.0 ---0.0 0.2 0.0 0.0 --0.1 0.1 Bicycles on Crosswalk ----0 -----0 -----0 -----0 -- % Bicycles on Crosswalk ------------------------- Pedestrians ----0 -----0 -----0 -----0 -- % Pedestrians ------------------------- GRAM Traffic NTX Inc. 1120 W. Lovers Lane Arlington, Texas, United States 76013 817.265.8968 Count Name: RANCH TRL @ HACKBERRY RD Site Code: Start Date: 02/13/2020 Page No: 6 Peak Hour Data 02/13/2020 4:45 PM Ending At 02/13/2020 5:45 PM Lights Mediums Articulated Trucks Bicycles on Crosswalk Pedestrians RANCH TRL [N] Out In Total 897 286 1183 5 5 10 1 0 1 0 0 0 0 0 0 903 291 1194 77 94 0 115 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 82 94 0 115 0 R T L U P 12000012Out400004In16000016TotalDEL FRISCOS DWY [E]R100001T100001L200002U000000P000000226 267 493 0 2 2 0 0 0 0 0 0 0 0 0 226 269 495 Out In Total RANCH TRL [S] U L T R P 0 36 231 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 38 231 0 0HACKBERRY RD [W]Total80612100819In6925100698Out1147000121000000U5505100556L12000012T1300000130R000000PTurning Movement Peak Hour Data Plot (4:45 PM) GRAM Traffic NTX Inc. 1120 W. Lovers Lane Arlington, Texas, United States 76013 817.265.8968 Count Name: RANCH TRL @ HACKBERRY RD Site Code: Start Date: 02/13/2020 Page No: 7 APPENDIX B: INTERSECTION LEVEL OF SERVICE CALCULATIONS Queues 1: South Belt Line Road & Dividend Drive 02/21/2020 D&B HQ TIA 02/21/2020 Existing Conditions Synchro 10 Report DH Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 48 155 97 49 289 1472 139 1948 v/c Ratio 0.23 0.52 0.48 0.16 0.63 0.51 0.50 0.88 Control Delay 42.4 21.1 50.0 43.2 33.6 15.9 15.3 36.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.4 21.1 50.0 43.2 33.6 15.9 15.3 36.0 Queue Length 50th (ft) 31 12 65 14 146 226 29 487 Queue Length 95th (ft) 64 45 113 34 256 319 55 558 Internal Link Dist (ft) 509 311 547 702 Turn Bay Length (ft) 125 125 175 175 Base Capacity (vph) 232 695 205 675 460 2907 295 2231 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.22 0.47 0.07 0.63 0.51 0.47 0.87 Intersection Summary HCM Signalized Intersection Capacity Analysis 1: South Belt Line Road & Dividend Drive 02/21/2020 D&B HQ TIA 02/21/2020 Existing Conditions Synchro 10 Report DH Page 2 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations Traffic Volume (vph) 45 29 117 91 35 11 70 202 1220 164 8 122 Future Volume (vph) 45 29 117 91 35 11 70 202 1220 164 8 122 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 6.5 5.5 6.5 5.5 6.5 5.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.91 1.00 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.88 1.00 0.96 1.00 0.98 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1770 3039 1669 3400 1761 4952 1741 Flt Permitted 0.72 1.00 0.53 1.00 0.07 1.00 0.17 Satd. Flow (perm) 1347 3039 935 3400 129 4952 306 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 48 31 124 97 37 12 74 215 1298 174 9 130 RTOR Reduction (vph) 0 115 0 0 11 0 0 0 11 0 0 0 Lane Group Flow (vph) 48 40 0 97 38 0 0 289 1461 0 0 139 Confl. Peds. (#/hr) 3 3 Confl. Bikes (#/hr) 1 Heavy Vehicles (%) 2% 3% 3% 8% 3% 0% 1% 3% 3% 2% 13% 3% Turn Type pm+pt NA pm+pt NA pm+pt pm+pt NA pm+pt pm+pt Protected Phases 7 4 3 8 5 5 2 1 1 Permitted Phases 4 8 2 2 6 6 Actuated Green, G (s) 15.1 8.3 18.9 10.2 84.5 69.2 61.8 Effective Green, g (s) 15.1 8.3 18.9 10.2 84.5 69.2 61.8 Actuated g/C Ratio 0.13 0.07 0.16 0.08 0.70 0.58 0.51 Clearance Time (s) 5.5 6.5 5.5 6.5 5.5 6.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 193 210 200 289 458 2855 274 v/s Ratio Prot 0.01 0.01 c0.04 0.01 c0.14 0.30 0.04 v/s Ratio Perm 0.02 c0.04 0.30 0.22 v/c Ratio 0.25 0.19 0.48 0.13 0.63 0.51 0.51 Uniform Delay, d1 47.1 52.7 45.2 50.8 30.7 15.3 15.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 0.4 1.8 0.2 2.8 0.7 1.5 Delay (s) 47.8 53.1 47.1 51.0 33.5 15.9 16.8 Level of Service D D D D C B B Approach Delay (s) 51.9 48.4 18.8 Approach LOS D D B Intersection Summary HCM 2000 Control Delay 30.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.76 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 24.0 Intersection Capacity Utilization 83.0% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 1: South Belt Line Road & Dividend Drive 02/21/2020 D&B HQ TIA 02/21/2020 Existing Conditions Synchro 10 Report DH Page 3 Movement SBT SBR Lane Configurations Traffic Volume (vph) 1684 148 Future Volume (vph) 1684 148 Ideal Flow (vphpl) 1900 1900 Total Lost time (s) 6.5 Lane Util. Factor 0.91 Frpb, ped/bikes 1.00 Flpb, ped/bikes 1.00 Frt 0.99 Flt Protected 1.00 Satd. Flow (prot) 4987 Flt Permitted 1.00 Satd. Flow (perm) 4987 Peak-hour factor, PHF 0.94 0.94 Adj. Flow (vph) 1791 157 RTOR Reduction (vph) 9 0 Lane Group Flow (vph) 1940 0 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Heavy Vehicles (%) 3% 0% Turn Type NA Protected Phases 6 Permitted Phases Actuated Green, G (s) 52.0 Effective Green, g (s) 52.0 Actuated g/C Ratio 0.43 Clearance Time (s) 6.5 Vehicle Extension (s) 3.0 Lane Grp Cap (vph) 2161 v/s Ratio Prot c0.39 v/s Ratio Perm v/c Ratio 0.90 Uniform Delay, d1 31.5 Progression Factor 1.00 Incremental Delay, d2 6.4 Delay (s) 37.9 Level of Service D Approach Delay (s) 36.5 Approach LOS D Intersection Summary HCM 6th Signalized Intersection Summary 1: South Belt Line Road & Dividend Drive 02/21/2020 D&B HQ TIA 02/21/2020 Existing Conditions Synchro 10 Report DH Page 4 HCM 6th Edition cannot analyze u-turn movements. HCM 6th TWSC 2: South Belt Line Road & Hackberry Drive 02/21/2020 D&B HQ TIA 02/21/2020 Existing Conditions Synchro 10 Report DH Page 5 Intersection Int Delay, s/veh 3.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 19 0 0 117 0 1532 519 14 85 1877 12 Future Vol, veh/h 0 0 19 0 0 117 0 1532 519 14 85 1877 12 Conflicting Peds, #/hr 1 0 0 0 0 1 0 0 2 0 2 0 0 Sign Control Stop Stop Stop Yield Yield Yield Free Free Free Free Free Free Free RT Channelized - - None - - Yield - - None - - - None Storage Length - - 0 - - 0 - - - - 225 - - Veh in Median Storage, # - 0 - - 16974 - - 0 - - - 0 - Grade, % - 0 - - 0 - - 0 - - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 0 0 0 0 0 4 0 3 2 0 0 3 0 Mvmt Flow 0 0 20 0 0 126 0 1647 558 15 91 2018 13 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - - 1016 - 0 0 1610 2207 0 0 Stage 1 - - - - - - - - - - Stage 2 - - - - - - - - - - Critical Hdwy - - 7.1 - - - 5.6 5.3 - - Critical Hdwy Stg 1 - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - Follow-up Hdwy - - 3.9 - - - 2.3 3.1 - - Pot Cap-1 Maneuver 0 0 205 0 - - 205 101 - - Stage 1 0 0 - 0 - - - - - - Stage 2 0 0 - 0 - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver - 0 205 - - - 109 109 - - Mov Cap-2 Maneuver - 0 - - - - - - - - Stage 1 - 0 - - - - - - - - Stage 2 - 0 - - - - - - - - Approach EB NB SB HCM Control Delay, s 24.5 0 7.7 HCM LOS C Minor Lane/Major Mvmt NBT NBR EBLn1 SBL SBT SBR Capacity (veh/h) - - 205 109 - - HCM Lane V/C Ratio - - 0.1 0.977 - - HCM Control Delay (s) - - 24.5 154 - - HCM Lane LOS - - C F - - HCM 95th %tile Q(veh) - - 0.3 6.2 - - Queues 3: Cypress Waters Boulevard & Hackberry Drive 02/21/2020 D&B HQ TIA 02/21/2020 Existing Conditions Synchro 10 Report DH Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 264 372 7 70 97 13 435 17 53 31 v/c Ratio 0.57 0.53 0.02 0.18 0.22 0.02 0.71 0.03 0.18 0.02 Control Delay 22.7 21.7 14.7 23.2 2.1 12.0 27.9 0.1 13.0 13.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 22.7 21.7 14.7 23.2 2.1 12.0 27.9 0.1 13.0 13.7 Queue Length 50th (ft) 75 112 2 23 0 2 141 0 10 2 Queue Length 95th (ft) 143 250 9 55 6 14 312 0 38 15 Internal Link Dist (ft) 856 1517 407 456 Turn Bay Length (ft) 225 225 175 150 175 Base Capacity (vph) 465 1131 353 1070 962 543 916 840 295 1755 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.57 0.33 0.02 0.07 0.10 0.02 0.47 0.02 0.18 0.02 Intersection Summary HCM Signalized Intersection Capacity Analysis 3: Cypress Waters Boulevard & Hackberry Drive 02/21/2020 D&B HQ TIA 02/21/2020 Existing Conditions Synchro 10 Report DH Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 227 313 7 6 60 83 11 374 15 46 24 3 Future Volume (vph) 227 313 7 6 60 83 11 374 15 46 24 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1736 1876 1805 1776 1495 1805 1900 1579 1735 3447 Flt Permitted 0.57 1.00 0.48 1.00 1.00 0.74 1.00 1.00 0.26 1.00 Satd. Flow (perm) 1044 1876 904 1776 1495 1398 1900 1579 469 3447 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 264 364 8 7 70 97 13 435 17 53 28 3 RTOR Reduction (vph) 0 1 0 0 0 71 0 0 12 0 2 0 Lane Group Flow (vph) 264 371 0 7 70 26 13 435 5 53 29 0 Confl. Peds. (#/hr)2 2 Heavy Vehicles (%) 4% 1% 0% 0% 7% 8% 0% 0% 0% 4% 0% 33% Turn Type pm+pt NA pm+pt NA Perm pm+pt NA Perm pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 6 8 8 4 Actuated Green, G (s) 28.7 23.4 19.5 18.8 18.8 22.8 22.1 22.1 26.6 24.0 Effective Green, g (s) 28.7 23.4 19.5 18.8 18.8 22.8 22.1 22.1 26.6 24.0 Actuated g/C Ratio 0.41 0.33 0.28 0.27 0.27 0.32 0.31 0.31 0.38 0.34 Clearance Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 475 620 257 471 396 454 593 492 222 1168 v/s Ratio Prot c0.04 c0.20 0.00 0.04 0.00 c0.23 c0.01 0.01 v/s Ratio Perm 0.18 0.01 0.02 0.01 0.00 0.08 v/c Ratio 0.56 0.60 0.03 0.15 0.07 0.03 0.73 0.01 0.24 0.02 Uniform Delay, d1 16.1 19.8 18.7 19.9 19.4 16.4 21.7 16.8 15.3 15.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.4 1.6 0.0 0.1 0.1 0.0 4.7 0.0 0.6 0.0 Delay (s) 17.5 21.3 18.7 20.0 19.5 16.4 26.4 16.8 15.9 15.6 Level of Service B C B C B B C B B B Approach Delay (s) 19.7 19.7 25.8 15.8 Approach LOS B B C B Intersection Summary HCM 2000 Control Delay 21.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.68 Actuated Cycle Length (s) 70.8 Sum of lost time (s) 22.0 Intersection Capacity Utilization 57.1% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM 6th Signalized Intersection Summary 3: Cypress Waters Boulevard & Hackberry Drive 02/21/2020 D&B HQ TIA 02/21/2020 Existing Conditions Synchro 10 Report DH Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 227 313 7 6 60 83 11 374 15 46 24 3 Future Volume (veh/h) 227 313 7 6 60 83 11 374 15 46 24 3 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1841 1885 1885 1900 1796 1781 1900 1900 1900 1841 1900 1900 Adj Flow Rate, veh/h 264 364 8 7 70 97 13 435 17 53 28 3 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 4 1 1 0 7 8 0 0 0 4 0 0 Cap, veh/h 458 475 10 221 322 271 566 557 471 292 1077 113 Arrive On Green 0.09 0.26 0.26 0.01 0.18 0.18 0.02 0.29 0.29 0.05 0.33 0.33 Sat Flow, veh/h 1753 1838 40 1810 1796 1510 1810 1900 1605 1753 3294 347 Grp Volume(v), veh/h 264 0 372 7 70 97 13 435 17 53 15 16 Grp Sat Flow(s),veh/h/ln 1753 0 1878 1810 1796 1510 1810 1900 1605 1753 1805 1836 Q Serve(g_s), s 5.0 0.0 10.4 0.2 1.9 3.2 0.3 11.9 0.4 1.2 0.3 0.3 Cycle Q Clear(g_c), s 5.0 0.0 10.4 0.2 1.9 3.2 0.3 11.9 0.4 1.2 0.3 0.3 Prop In Lane 1.00 0.02 1.00 1.00 1.00 1.00 1.00 0.19 Lane Grp Cap(c), veh/h 458 0 486 221 322 271 566 557 471 292 590 600 V/C Ratio(X) 0.58 0.00 0.77 0.03 0.22 0.36 0.02 0.78 0.04 0.18 0.03 0.03 Avail Cap(c_a), veh/h 458 0 1162 365 1111 934 697 940 794 359 893 909 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.0 0.0 19.4 19.0 19.8 20.3 13.6 18.3 14.3 13.9 12.9 12.9 Incr Delay (d2), s/veh 1.8 0.0 2.6 0.1 0.3 0.8 0.0 2.4 0.0 0.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 0.0 4.4 0.1 0.8 1.1 0.1 5.0 0.1 0.4 0.1 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 19.8 0.0 21.9 19.1 20.1 21.1 13.6 20.7 14.3 14.2 12.9 12.9 LnGrp LOS B A C B C C B C B B B B Approach Vol, veh/h 636 174 465 84 Approach Delay, s/veh 21.1 20.7 20.3 13.7 Approach LOS C C C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.0 20.1 6.4 24.0 10.5 15.7 8.3 22.1 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 5.0 35.0 5.0 28.0 5.0 35.0 5.0 28.0 Max Q Clear Time (g_c+I1), s 2.2 12.4 2.3 2.3 7.0 5.2 3.2 13.9 Green Ext Time (p_c), s 0.0 2.3 0.0 0.1 0.0 0.7 0.0 2.4 Intersection Summary HCM 6th Ctrl Delay 20.3 HCM 6th LOS C HCM 6th AWSC 4: Ranch Trail & Hackberry Drive 02/21/2020 D&B HQ TIA 02/21/2020 Existing Conditions Synchro 10 Report DH Page 9 HCM 6th Edition all-way stop-controlled intersection methodology supports maximum of three lanes. HCM 6th TWSC 5: Project Driveway & Dividend Drive 02/21/2020 D&B HQ TIA 02/21/2020 Existing Conditions Synchro 10 Report DH Page 10 Intersection Int Delay, s/veh 0 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 315 0 0 137 0 0 0 0 0 0 0 Future Vol, veh/h 0 315 0 0 137 0 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 60 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 342 0 0 149 0 0 0 0 0 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 149 0 0 342 0 0 417 491 171 320 491 75 Stage 1 - - - - - - 342 342 - 149 149 - Stage 2 - - - - - - 75 149 - 171 342 - Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1430 - - 1214 - - 520 477 843 609 477 971 Stage 1 - - - - - - 646 637 - 838 773 - Stage 2 - - - - - - 926 773 - 814 637 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1430 - - 1214 - - 520 477 843 609 477 971 Mov Cap-2 Maneuver - - - - - - 520 477 - 609 477 - Stage 1 - - - - - - 646 637 - 838 773 - Stage 2 - - - - - - 926 773 - 814 637 - Approach EB WB NB SB HCM Control Delay, s 0 0 0 0 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) - 1430 - - 1214 - - - HCM Lane V/C Ratio - - - - - - - - HCM Control Delay (s) 0 0 - - 0 - - 0 HCM Lane LOS A A - - A - - A HCM 95th %tile Q(veh) - 0 - - 0 - - - HCM 6th TWSC 6: South Belt Line Road & Project Driveway 02/21/2020 D&B HQ TIA 02/21/2020 Existing Conditions Synchro 10 Report DH Page 11 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 0 1663 0 0 1988 Future Vol, veh/h 0 0 1663 0 0 1988 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 1808 0 0 2161 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 904 0 0 - - Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 7.14 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.92 - - - - Pot Cap-1 Maneuver 0 240 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 240 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach WB NB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - - - HCM Lane V/C Ratio - - - - HCM Control Delay (s) - - 0 - HCM Lane LOS - - A - HCM 95th %tile Q(veh) - - - - Queues D&B HQ TIA 1: South Belt Line Road & Dividend Drive Existing Conditions PM 02/21/2020 Synchro 10 Report DH Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 223 309 232 241 127 1836 56 1281 v/c Ratio 0.78 0.92dr 0.91 0.54 0.46 0.65 0.32 0.48 Control Delay 58.8 38.1 77.7 29.4 13.8 20.7 13.6 19.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 58.8 38.1 77.7 29.4 13.8 20.7 13.6 19.4 Queue Length 50th (ft) 144 68 151 46 36 371 15 229 Queue Length 95th (ft) #250 113 #247 85 62 446 32 287 Internal Link Dist (ft) 509 311 547 702 Turn Bay Length (ft) 125 125 175 175 Base Capacity (vph) 287 701 256 745 291 2830 216 2648 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.78 0.44 0.91 0.32 0.44 0.65 0.26 0.48 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. dr Defacto Right Lane. Recode with 1 though lane as a right lane. HCM Signalized Intersection Capacity Analysis D&B HQ TIA 1: South Belt Line Road & Dividend Drive Existing Conditions PM 02/21/2020 Synchro 10 Report DH Page 2 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations Traffic Volume (vph) 214 49 248 223 117 114 44 78 1729 34 16 37 Future Volume (vph) 214 49 248 223 117 114 44 78 1729 34 16 37 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 6.5 5.5 6.5 5.5 6.5 5.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.91 1.00 Frpb, ped/bikes 1.00 0.99 1.00 0.99 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.87 1.00 0.93 1.00 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1785 3020 1787 3318 1706 5066 1805 Flt Permitted 0.52 1.00 0.37 1.00 0.15 1.00 0.07 Satd. Flow (perm) 978 3020 699 3318 273 5066 138 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 223 51 258 232 122 119 46 81 1801 35 17 39 RTOR Reduction (vph) 0 122 0 0 107 0 0 0 1 0 0 0 Lane Group Flow (vph) 223 187 0 232 134 0 0 127 1835 0 0 56 Confl. Peds. (#/hr) 3 3 1 1 Confl. Bikes (#/hr) 1 Heavy Vehicles (%) 1% 0% 4% 1% 0% 0% 2% 8% 2% 6% 0% 0% Turn Type pm+pt NA pm+pt NA pm+pt pm+pt NA pm+pt pm+pt Protected Phases 7 4 3 8 5 5 2 1 1 Permitted Phases 4 8 2 2 6 6 Actuated Green, G (s) 24.3 12.3 24.3 12.3 74.9 66.0 68.5 Effective Green, g (s) 24.3 12.3 24.3 12.3 74.9 66.0 68.5 Actuated g/C Ratio 0.20 0.10 0.20 0.10 0.62 0.55 0.57 Clearance Time (s) 5.5 6.5 5.5 6.5 5.5 6.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 278 309 250 340 276 2786 157 v/s Ratio Prot 0.08 0.06 c0.09 0.04 c0.03 c0.36 0.02 v/s Ratio Perm 0.08 c0.10 0.25 0.19 v/c Ratio 0.80 0.92dr 0.93 0.39 0.46 0.66 0.36 Uniform Delay, d1 43.9 51.5 44.8 50.4 11.0 19.0 14.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 15.2 3.3 37.5 0.8 1.2 1.2 1.4 Delay (s) 59.1 54.9 82.3 51.1 12.2 20.3 15.7 Level of Service E D F D B C B Approach Delay (s) 56.6 66.4 19.8 Approach LOS E E B Intersection Summary HCM 2000 Control Delay 29.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 24.0 Intersection Capacity Utilization 80.1% ICU Level of Service D Analysis Period (min) 15 dr Defacto Right Lane. Recode with 1 though lane as a right lane. c Critical Lane Group HCM Signalized Intersection Capacity Analysis D&B HQ TIA 1: South Belt Line Road & Dividend Drive Existing Conditions PM 02/21/2020 Synchro 10 Report DH Page 3 Movement SBT SBR Lane Configurations Traffic Volume (vph) 1182 48 Future Volume (vph) 1182 48 Ideal Flow (vphpl) 1900 1900 Total Lost time (s) 6.5 Lane Util. Factor 0.91 Frpb, ped/bikes 1.00 Flpb, ped/bikes 1.00 Frt 0.99 Flt Protected 1.00 Satd. Flow (prot) 5059 Flt Permitted 1.00 Satd. Flow (perm) 5059 Peak-hour factor, PHF 0.96 0.96 Adj. Flow (vph) 1231 50 RTOR Reduction (vph) 3 0 Lane Group Flow (vph) 1278 0 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Heavy Vehicles (%) 2% 0% Turn Type NA Protected Phases 6 Permitted Phases Actuated Green, G (s) 62.8 Effective Green, g (s) 62.8 Actuated g/C Ratio 0.52 Clearance Time (s) 6.5 Vehicle Extension (s) 3.0 Lane Grp Cap (vph) 2647 v/s Ratio Prot 0.25 v/s Ratio Perm v/c Ratio 0.48 Uniform Delay, d1 18.2 Progression Factor 1.00 Incremental Delay, d2 0.6 Delay (s) 18.9 Level of Service B Approach Delay (s) 18.7 Approach LOS B Intersection Summary HCM 6th Signalized Intersection Summary D&B HQ TIA 1: South Belt Line Road & Dividend Drive Existing Conditions PM 02/21/2020 Synchro 10 Report DH Page 4 HCM 6th Edition cannot analyze u-turn movements. HCM 6th TWSC D&B HQ TIA 2: South Belt Line Road & Hackberry Drive Existing Conditions PM 02/21/2020 Synchro 10 Report DH Page 5 Intersection Int Delay, s/veh 2.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 165 0 1695 247 7 92 1757 7 Future Vol, veh/h 0 0 0 0 0 165 0 1695 247 7 92 1757 7 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 1 0 1 0 0 Sign Control Stop Stop Stop Yield Yield Yield Free Free Free Free Free Free Free RT Channelized - - None - - Yield - - None - - - None Storage Length - - 0 - - 0 - - - - 225 - - Veh in Median Storage, # - 0 - - 16974 - - 0 - - - 0 - Grade, % - 0 - - 0 - - 0 - - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 0 0 0 0 0 4 0 2 1 0 1 1 0 Mvmt Flow 0 0 0 0 0 172 0 1766 257 7 96 1830 7 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - - 919 - 0 0 1477 2024 0 0 Stage 1 - - - - - - - - - - Stage 2 - - - - - - - - - - Critical Hdwy - - 7.1 - - - 5.6 5.32 - - Critical Hdwy Stg 1 - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - Follow-up Hdwy - - 3.9 - - - 2.3 3.11 - - Pot Cap-1 Maneuver 0 0 238 0 - - 243 123 - - Stage 1 0 0 - 0 - - - - - - Stage 2 0 0 - 0 - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver - 0 238 - - - 127 127 - - Mov Cap-2 Maneuver - 0 - - - - - - - - Stage 1 - 0 - - - - - - - - Stage 2 - 0 - - - - - - - - Approach EB NB SB HCM Control Delay, s 0 0 5.3 HCM LOS A Minor Lane/Major Mvmt NBT NBR EBLn1 SBL SBT SBR Capacity (veh/h) - - - 127 - - HCM Lane V/C Ratio - - - 0.812 - - HCM Control Delay (s) - - 0 100.4 - - HCM Lane LOS - - A F - - HCM 95th %tile Q(veh) - - - 4.9 - - Queues D&B HQ TIA 3: Cypress Waters Boulevard & Hackberry Drive Existing Conditions PM 02/21/2020 Synchro 10 Report DH Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 66 266 35 125 73 14 80 20 276 155 v/c Ratio 0.14 0.47 0.08 0.26 0.14 0.04 0.19 0.04 0.61 0.12 Control Delay 10.5 18.8 9.8 18.1 0.7 12.6 21.1 0.2 24.2 13.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.5 18.8 9.8 18.1 0.7 12.6 21.1 0.2 24.2 13.1 Queue Length 50th (ft) 12 55 6 34 0 3 21 0 58 12 Queue Length 95th (ft) 30 139 19 70 2 13 59 0 #200 44 Internal Link Dist (ft) 856 1517 407 456 Turn Bay Length (ft) 225 225 175 150 175 Base Capacity (vph) 458 1380 417 1357 1216 392 1168 1029 449 2176 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.19 0.08 0.09 0.06 0.04 0.07 0.02 0.61 0.07 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM Signalized Intersection Capacity Analysis D&B HQ TIA 3: Cypress Waters Boulevard & Hackberry Drive Existing Conditions PM 02/21/2020 Synchro 10 Report DH Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 61 242 6 33 116 68 13 74 19 257 121 23 Future Volume (vph) 61 242 6 33 116 68 13 74 19 257 121 23 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1752 1857 1805 1827 1583 1805 1900 1580 1786 3523 Flt Permitted 0.64 1.00 0.56 1.00 1.00 0.65 1.00 1.00 0.47 1.00 Satd. Flow (perm) 1172 1857 1066 1827 1583 1242 1900 1580 878 3523 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 66 260 6 35 125 73 14 80 20 276 130 25 RTOR Reduction (vph) 0 1 0 0 0 55 0 0 16 0 17 0 Lane Group Flow (vph) 66 265 0 35 125 18 14 80 4 276 138 0 Confl. Peds. (#/hr) 1 1 2 2 Heavy Vehicles (%) 3% 2% 0% 0% 4% 2% 0% 0% 0% 1% 0% 0% Turn Type pm+pt NA pm+pt NA Perm pm+pt NA Perm pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 6 8 8 4 Actuated Green, G (s) 17.2 14.6 15.4 13.7 13.7 11.6 10.8 10.8 23.2 16.9 Effective Green, g (s) 17.2 14.6 15.4 13.7 13.7 11.6 10.8 10.8 23.2 16.9 Actuated g/C Ratio 0.31 0.26 0.28 0.24 0.24 0.21 0.19 0.19 0.41 0.30 Clearance Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 386 484 315 446 387 265 366 304 475 1063 v/s Ratio Prot c0.01 c0.14 0.00 0.07 0.00 0.04 c0.07 0.04 v/s Ratio Perm 0.04 0.03 0.01 0.01 0.00 c0.17 v/c Ratio 0.17 0.55 0.11 0.28 0.05 0.05 0.22 0.01 0.58 0.13 Uniform Delay, d1 14.0 17.9 15.0 17.2 16.2 17.7 19.0 18.3 11.7 14.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 1.3 0.2 0.3 0.0 0.1 0.3 0.0 1.8 0.1 Delay (s) 14.2 19.1 15.2 17.5 16.2 17.8 19.3 18.3 13.5 14.3 Level of Service B B B B B B B B B B Approach Delay (s) 18.1 16.7 19.0 13.8 Approach LOS B B B B Intersection Summary HCM 2000 Control Delay 16.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 56.0 Sum of lost time (s) 22.0 Intersection Capacity Utilization 52.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM 6th Signalized Intersection Summary D&B HQ TIA 3: Cypress Waters Boulevard & Hackberry Drive Existing Conditions PM 02/21/2020 Synchro 10 Report DH Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 61 242 6 33 116 68 13 74 19 257 121 23 Future Volume (veh/h) 61 242 6 33 116 68 13 74 19 257 121 23 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1870 1870 1900 1841 1870 1900 1900 1900 1885 1900 1900 Adj Flow Rate, veh/h 66 260 6 35 125 73 14 80 20 276 130 25 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 2 2 0 4 2 0 0 0 1 0 0 Cap, veh/h 420 411 9 321 376 323 427 386 325 538 861 162 Arrive On Green 0.06 0.23 0.23 0.04 0.20 0.20 0.02 0.20 0.20 0.10 0.28 0.28 Sat Flow, veh/h 1767 1821 42 1810 1841 1583 1810 1900 1602 1795 3031 569 Grp Volume(v), veh/h 66 0 266 35 125 73 14 80 20 276 76 79 Grp Sat Flow(s),veh/h/ln 1767 0 1863 1810 1841 1583 1810 1900 1602 1795 1805 1795 Q Serve(g_s), s 1.4 0.0 6.5 0.8 2.9 1.9 0.3 1.8 0.5 5.0 1.6 1.7 Cycle Q Clear(g_c), s 1.4 0.0 6.5 0.8 2.9 1.9 0.3 1.8 0.5 5.0 1.6 1.7 Prop In Lane 1.00 0.02 1.00 1.00 1.00 1.00 1.00 0.32 Lane Grp Cap(c), veh/h 420 0 420 321 376 323 427 386 325 538 513 510 V/C Ratio(X) 0.16 0.00 0.63 0.11 0.33 0.23 0.03 0.21 0.06 0.51 0.15 0.15 Avail Cap(c_a), veh/h 488 0 1287 430 1271 1093 574 1050 885 538 997 992 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.3 0.0 17.7 15.1 17.2 16.8 15.5 16.8 16.3 14.7 13.6 13.6 Incr Delay (d2), s/veh 0.2 0.0 1.6 0.1 0.5 0.4 0.0 0.3 0.1 0.8 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 2.7 0.3 1.2 0.7 0.1 0.7 0.2 2.3 0.6 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.5 0.0 19.3 15.3 17.7 17.2 15.5 17.1 16.4 15.5 13.7 13.7 LnGrp LOS B A B B B B B B B B B B Approach Vol, veh/h 332 233 114 431 Approach Delay, s/veh 18.3 17.2 16.8 14.8 Approach LOS B B B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.4 16.9 6.4 19.9 8.5 15.9 10.5 15.8 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 5.0 35.0 5.0 28.0 5.0 35.0 5.0 28.0 Max Q Clear Time (g_c+I1), s 2.8 8.5 2.3 3.7 3.4 4.9 7.0 3.8 Green Ext Time (p_c), s 0.0 1.6 0.0 0.8 0.0 0.9 0.0 0.4 Intersection Summary HCM 6th Ctrl Delay 16.6 HCM 6th LOS B HCM 6th AWSC D&B HQ TIA 4: Ranch Trail & Hackberry Drive Existing Conditions PM 02/21/2020 Synchro 10 Report DH Page 9 HCM 6th Edition all-way stop-controlled intersection methodology supports maximum of three lanes. HCM 6th TWSC D&B HQ TIA 5: Project Driveway & Dividend Drive Existing Conditions PM 02/21/2020 Synchro 10 Report DH Page 10 Intersection Int Delay, s/veh 0 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 120 0 0 454 0 0 0 0 0 0 0 Future Vol, veh/h 0 120 0 0 454 0 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 60 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 130 0 0 493 0 0 0 0 0 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 493 0 0 130 0 0 377 623 65 558 623 247 Stage 1 - - - - - - 130 130 - 493 493 - Stage 2 - - - - - - 247 493 - 65 130 - Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1067 - - 1453 - - 555 401 986 412 401 753 Stage 1 - - - - - - 860 788 - 526 545 - Stage 2 - - - - - - 735 545 - 938 788 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1067 - - 1453 - - 555 401 986 412 401 753 Mov Cap-2 Maneuver - - - - - - 555 401 - 412 401 - Stage 1 - - - - - - 860 788 - 526 545 - Stage 2 - - - - - - 735 545 - 938 788 - Approach EB WB NB SB HCM Control Delay, s 0 0 0 0 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) - 1067 - - 1453 - - - HCM Lane V/C Ratio - - - - - - - - HCM Control Delay (s) 0 0 - - 0 - - 0 HCM Lane LOS A A - - A - - A HCM 95th %tile Q(veh) - 0 - - 0 - - - HCM 6th TWSC D&B HQ TIA 6: South Belt Line Road & Project Driveway Existing Conditions PM 02/21/2020 Synchro 10 Report DH Page 11 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 0 1885 0 0 1863 Future Vol, veh/h 0 0 1885 0 0 1863 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 2049 0 0 2025 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 1025 0 0 - - Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 7.14 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.92 - - - - Pot Cap-1 Maneuver 0 200 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 200 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach WB NB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - - - HCM Lane V/C Ratio - - - - HCM Control Delay (s) - - 0 - HCM Lane LOS - - A - HCM 95th %tile Q(veh) - - - - Queues 1: South Belt Line Road & Dividend Drive 02/21/2020 D&B HQ TIA 02/21/2020 No Build Conditions Synchro 10 Report DH Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 53 171 106 54 318 1619 153 2143 v/c Ratio 0.25 0.56 0.52 0.17 0.71 0.58 0.54 0.96 Control Delay 42.6 23.8 51.4 42.9 39.3 18.7 20.1 44.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.6 23.8 51.4 42.9 39.3 18.7 20.1 44.1 Queue Length 50th (ft) 35 17 72 16 172 279 32 574 Queue Length 95th (ft) 69 52 122 36 #326 385 84 #699 Internal Link Dist (ft) 509 311 547 702 Turn Bay Length (ft) 125 125 175 175 Base Capacity (vph) 233 698 204 676 445 2790 287 2231 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.23 0.24 0.52 0.08 0.71 0.58 0.53 0.96 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM Signalized Intersection Capacity Analysis 1: South Belt Line Road & Dividend Drive 02/21/2020 D&B HQ TIA 02/21/2020 No Build Conditions Synchro 10 Report DH Page 2 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations Traffic Volume (vph) 50 32 129 100 39 12 77 222 1342 180 9 134 Future Volume (vph) 50 32 129 100 39 12 77 222 1342 180 9 134 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 6.5 5.5 6.5 5.5 6.5 5.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.91 1.00 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.88 1.00 0.96 1.00 0.98 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1770 3039 1669 3402 1761 4952 1741 Flt Permitted 0.72 1.00 0.51 1.00 0.07 1.00 0.13 Satd. Flow (perm) 1341 3039 896 3402 128 4952 231 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 53 34 137 106 41 13 82 236 1428 191 10 143 RTOR Reduction (vph) 0 118 0 0 12 0 0 0 12 0 0 0 Lane Group Flow (vph) 53 53 0 106 42 0 0 318 1607 0 0 153 Confl. Peds. (#/hr) 3 3 Confl. Bikes (#/hr) 1 Heavy Vehicles (%) 2% 3% 3% 8% 3% 0% 1% 3% 3% 2% 13% 3% Turn Type pm+pt NA pm+pt NA pm+pt pm+pt NA pm+pt pm+pt Protected Phases 7 4 3 8 5 5 2 1 1 Permitted Phases 4 8 2 2 6 6 Actuated Green, G (s) 15.3 8.4 19.7 10.6 84.0 66.3 64.7 Effective Green, g (s) 15.3 8.4 19.7 10.6 84.0 66.3 64.7 Actuated g/C Ratio 0.13 0.07 0.16 0.09 0.70 0.55 0.54 Clearance Time (s) 5.5 6.5 5.5 6.5 5.5 6.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 195 212 205 300 443 2735 278 v/s Ratio Prot 0.02 0.02 c0.04 0.01 c0.16 0.32 0.06 v/s Ratio Perm 0.02 c0.05 0.35 0.24 v/c Ratio 0.27 0.25 0.52 0.14 0.72 0.59 0.55 Uniform Delay, d1 47.1 52.8 44.8 50.5 33.7 17.8 14.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.8 0.6 2.2 0.2 5.5 0.9 2.4 Delay (s) 47.8 53.4 47.0 50.7 39.2 18.7 16.7 Level of Service D D D D D B B Approach Delay (s) 52.1 48.2 22.1 Approach LOS D D C Intersection Summary HCM 2000 Control Delay 36.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.84 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 24.0 Intersection Capacity Utilization 89.0% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 1: South Belt Line Road & Dividend Drive 02/21/2020 D&B HQ TIA 02/21/2020 No Build Conditions Synchro 10 Report DH Page 3 Movement SBT SBR Lane Configurations Traffic Volume (vph) 1852 163 Future Volume (vph) 1852 163 Ideal Flow (vphpl) 1900 1900 Total Lost time (s) 6.5 Lane Util. Factor 0.91 Frpb, ped/bikes 1.00 Flpb, ped/bikes 1.00 Frt 0.99 Flt Protected 1.00 Satd. Flow (prot) 4987 Flt Permitted 1.00 Satd. Flow (perm) 4987 Peak-hour factor, PHF 0.94 0.94 Adj. Flow (vph) 1970 173 RTOR Reduction (vph) 8 0 Lane Group Flow (vph) 2135 0 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Heavy Vehicles (%) 3% 0% Turn Type NA Protected Phases 6 Permitted Phases Actuated Green, G (s) 52.5 Effective Green, g (s) 52.5 Actuated g/C Ratio 0.44 Clearance Time (s) 6.5 Vehicle Extension (s) 3.0 Lane Grp Cap (vph) 2181 v/s Ratio Prot c0.43 v/s Ratio Perm v/c Ratio 0.98 Uniform Delay, d1 33.2 Progression Factor 1.00 Incremental Delay, d2 14.9 Delay (s) 48.1 Level of Service D Approach Delay (s) 46.0 Approach LOS D Intersection Summary HCM 6th Signalized Intersection Summary 1: South Belt Line Road & Dividend Drive 02/21/2020 D&B HQ TIA 02/21/2020 No Build Conditions Synchro 10 Report DH Page 4 HCM 6th Edition cannot analyze u-turn movements. HCM 6th TWSC 2: South Belt Line Road & Hackberry Drive 02/21/2020 D&B HQ TIA 02/21/2020 No Build Conditions Synchro 10 Report DH Page 5 Intersection Int Delay, s/veh 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 21 0 0 129 0 1685 571 15 94 2065 13 Future Vol, veh/h 0 0 21 0 0 129 0 1685 571 15 94 2065 13 Conflicting Peds, #/hr 1 0 0 0 0 1 0 0 2 0 2 0 0 Sign Control Stop Stop Stop Yield Yield Yield Free Free Free Free Free Free Free RT Channelized - - None - - Yield - - None - - - None Storage Length - - 0 - - 0 - - - - 225 - - Veh in Median Storage, # - 0 - - 16974 - - 0 - - - 0 - Grade, % - 0 - - 0 - - 0 - - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 0 0 0 0 0 4 0 3 2 0 0 3 0 Mvmt Flow 0 0 23 0 0 139 0 1812 614 16 101 2220 14 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - - 1117 - 0 0 1771 2428 0 0 Stage 1 - - - - - - - - - - Stage 2 - - - - - - - - - - Critical Hdwy - - 7.1 - - - 5.6 5.3 - - Critical Hdwy Stg 1 - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - Follow-up Hdwy - - 3.9 - - - 2.3 3.1 - - Pot Cap-1 Maneuver 0 0 176 0 - - 166 ~ 78 - - Stage 1 0 0 - 0 - - - - - - Stage 2 0 0 - 0 - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver - 0 176 - - - 84 ~ 84 - - Mov Cap-2 Maneuver - 0 - - - - - - - - Stage 1 - 0 - - - - - - - - Stage 2 - 0 - - - - - - - - Approach EB NB SB HCM Control Delay, s 28.4 0 16.1 HCM LOS D Minor Lane/Major Mvmt NBT NBR EBLn1 SBL SBT SBR Capacity (veh/h) - - 176 ~ 84 - - HCM Lane V/C Ratio - - 0.128 1.395 - - HCM Control Delay (s) - - 28.4$ 322.3 - - HCM Lane LOS - - D F - - HCM 95th %tile Q(veh) - - 0.4 9 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Queues 3: Cypress Waters Boulevard & Hackberry Drive 02/21/2020 D&B HQ TIA 02/21/2020 No Build Conditions Synchro 10 Report DH Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 291 409 8 77 106 14 478 20 59 33 v/c Ratio 0.64 0.59 0.03 0.19 0.23 0.02 0.73 0.03 0.21 0.02 Control Delay 25.9 23.7 15.1 23.9 2.5 12.8 29.2 0.1 14.0 14.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.9 23.7 15.1 23.9 2.5 12.8 29.2 0.1 14.0 14.4 Queue Length 50th (ft) 96 143 2 28 0 3 160 0 11 2 Queue Length 95th (ft) 157 276 10 59 10 16 #397 0 43 16 Internal Link Dist (ft) 856 1517 407 456 Turn Bay Length (ft) 225 225 175 150 175 Base Capacity (vph) 454 1068 317 1011 918 569 865 802 278 1742 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.64 0.38 0.03 0.08 0.12 0.02 0.55 0.02 0.21 0.02 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM Signalized Intersection Capacity Analysis 3: Cypress Waters Boulevard & Hackberry Drive 02/21/2020 D&B HQ TIA 02/21/2020 No Build Conditions Synchro 10 Report DH Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 250 344 8 7 66 91 12 411 17 51 26 3 Future Volume (vph) 250 344 8 7 66 91 12 411 17 51 26 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1736 1875 1805 1776 1495 1805 1900 1578 1735 3457 Flt Permitted 0.57 1.00 0.40 1.00 1.00 0.73 1.00 1.00 0.23 1.00 Satd. Flow (perm) 1043 1875 765 1776 1495 1396 1900 1578 412 3457 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 291 400 9 8 77 106 14 478 20 59 30 3 RTOR Reduction (vph) 0 1 0 0 0 78 0 0 13 0 2 0 Lane Group Flow (vph) 291 408 0 8 77 28 14 478 7 59 31 0 Confl. Peds. (#/hr)2 2 Heavy Vehicles (%) 4% 1% 0% 0% 7% 8% 0% 0% 0% 4% 0% 33% Turn Type pm+pt NA pm+pt NA Perm pm+pt NA Perm pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 6 8 8 4 Actuated Green, G (s) 29.8 24.4 20.4 19.7 19.7 25.4 24.7 24.7 29.2 26.6 Effective Green, g (s) 29.8 24.4 20.4 19.7 19.7 25.4 24.7 24.7 29.2 26.6 Actuated g/C Ratio 0.40 0.33 0.27 0.26 0.26 0.34 0.33 0.33 0.39 0.36 Clearance Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 468 614 219 470 395 480 630 523 207 1235 v/s Ratio Prot c0.05 c0.22 0.00 0.04 0.00 c0.25 c0.01 0.01 v/s Ratio Perm 0.20 0.01 0.02 0.01 0.00 0.10 v/c Ratio 0.62 0.67 0.04 0.16 0.07 0.03 0.76 0.01 0.29 0.03 Uniform Delay, d1 17.9 21.5 19.8 21.0 20.5 16.3 22.2 16.7 15.7 15.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.6 2.7 0.1 0.2 0.1 0.0 5.2 0.0 0.8 0.0 Delay (s) 20.5 24.2 19.9 21.2 20.6 16.3 27.4 16.7 16.5 15.5 Level of Service C C B C C B C B B B Approach Delay (s) 22.7 20.8 26.7 16.1 Approach LOS C C C B Intersection Summary HCM 2000 Control Delay 23.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length (s) 74.4 Sum of lost time (s) 22.0 Intersection Capacity Utilization 60.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM 6th Signalized Intersection Summary 3: Cypress Waters Boulevard & Hackberry Drive 02/21/2020 D&B HQ TIA 02/21/2020 No Build Conditions Synchro 10 Report DH Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 250 344 8 7 66 91 12 411 17 51 26 3 Future Volume (veh/h) 250 344 8 7 66 91 12 411 17 51 26 3 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1841 1885 1885 1900 1796 1781 1900 1900 1900 1841 1900 1900 Adj Flow Rate, veh/h 291 400 9 8 77 106 14 478 20 59 30 3 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 4 1 1 0 7 8 0 0 0 4 0 0 Cap, veh/h 457 504 11 207 366 308 577 586 495 274 1137 112 Arrive On Green 0.08 0.27 0.27 0.01 0.20 0.20 0.02 0.31 0.31 0.05 0.34 0.34 Sat Flow, veh/h 1753 1836 41 1810 1796 1510 1810 1900 1605 1753 3319 327 Grp Volume(v), veh/h 291 0 409 8 77 106 14 478 20 59 16 17 Grp Sat Flow(s),veh/h/ln 1753 0 1878 1810 1796 1510 1810 1900 1605 1753 1805 1840 Q Serve(g_s), s 5.0 0.0 12.5 0.2 2.2 3.7 0.3 14.4 0.5 1.4 0.4 0.4 Cycle Q Clear(g_c), s 5.0 0.0 12.5 0.2 2.2 3.7 0.3 14.4 0.5 1.4 0.4 0.4 Prop In Lane 1.00 0.02 1.00 1.00 1.00 1.00 1.00 0.18 Lane Grp Cap(c), veh/h 457 0 515 207 366 308 577 586 495 274 619 631 V/C Ratio(X) 0.64 0.00 0.79 0.04 0.21 0.34 0.02 0.82 0.04 0.22 0.03 0.03 Avail Cap(c_a), veh/h 457 0 1061 334 1015 853 692 859 726 325 816 832 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.9 0.0 20.8 19.7 20.5 21.1 14.2 19.8 15.0 14.9 13.5 13.5 Incr Delay (d2), s/veh 2.9 0.0 2.8 0.1 0.3 0.7 0.0 3.9 0.0 0.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 0.0 5.4 0.1 0.9 1.3 0.1 6.4 0.2 0.5 0.1 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.8 0.0 23.7 19.8 20.8 21.8 14.2 23.7 15.0 15.3 13.5 13.5 LnGrp LOS C A C B C C B C B B B B Approach Vol, veh/h 700 191 512 92 Approach Delay, s/veh 23.3 21.3 23.1 14.7 Approach LOS C C C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.1 22.5 6.6 26.7 10.5 18.1 8.7 24.6 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 5.0 35.0 5.0 28.0 5.0 35.0 5.0 28.0 Max Q Clear Time (g_c+I1), s 2.2 14.5 2.3 2.4 7.0 5.7 3.4 16.4 Green Ext Time (p_c), s 0.0 2.5 0.0 0.1 0.0 0.8 0.0 2.4 Intersection Summary HCM 6th Ctrl Delay 22.5 HCM 6th LOS C HCM 6th AWSC 4: Ranch Trail & Hackberry Drive 02/21/2020 D&B HQ TIA 02/21/2020 No Build Conditions Synchro 10 Report DH Page 9 HCM 6th Edition all-way stop-controlled intersection methodology supports maximum of three lanes. HCM 6th TWSC 5: Project Driveway & Dividend Drive 02/21/2020 D&B HQ TIA 02/21/2020 No Build Conditions Synchro 10 Report DH Page 10 Intersection Int Delay, s/veh 0 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 347 0 0 151 0 0 0 0 0 0 0 Future Vol, veh/h 0 347 0 0 151 0 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 60 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 377 0 0 164 0 0 0 0 0 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 164 0 0 377 0 0 459 541 189 353 541 82 Stage 1 - - - - - - 377 377 - 164 164 - Stage 2 - - - - - - 82 164 - 189 377 - Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1412 - - 1178 - - 485 447 821 577 447 961 Stage 1 - - - - - - 616 614 - 822 761 - Stage 2 - - - - - - 917 761 - 795 614 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1412 - - 1178 - - 485 447 821 577 447 961 Mov Cap-2 Maneuver - - - - - - 485 447 - 577 447 - Stage 1 - - - - - - 616 614 - 822 761 - Stage 2 - - - - - - 917 761 - 795 614 - Approach EB WB NB SB HCM Control Delay, s 0 0 0 0 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) - 1412 - - 1178 - - - HCM Lane V/C Ratio - - - - - - - - HCM Control Delay (s) 0 0 - - 0 - - 0 HCM Lane LOS A A - - A - - A HCM 95th %tile Q(veh) - 0 - - 0 - - - HCM 6th TWSC 6: South Belt Line Road & Project Driveway 02/21/2020 D&B HQ TIA 02/21/2020 No Build Conditions Synchro 10 Report DH Page 11 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 0 1829 0 0 2187 Future Vol, veh/h 0 0 1829 0 0 2187 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 1988 0 0 2377 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 994 0 0 - - Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 7.14 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.92 - - - - Pot Cap-1 Maneuver 0 209 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 209 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach WB NB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - - - HCM Lane V/C Ratio - - - - HCM Control Delay (s) - - 0 - HCM Lane LOS - - A - HCM 95th %tile Q(veh) - - - - Queues D&B HQ TIA 1: South Belt Line Road & Dividend Drive No Build Conditions PM 02/21/2020 Synchro 10 Report DH Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 245 340 255 264 140 2020 62 1409 v/c Ratio 0.89 0.98dr 1.05 0.51 0.55 0.72 0.36 0.54 Control Delay 73.3 41.7 112.3 27.5 18.1 23.2 17.3 21.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 73.3 41.7 112.3 27.5 18.1 23.2 17.3 21.3 Queue Length 50th (ft) 165 88 ~199 51 37 416 16 251 Queue Length 95th (ft) #271 132 #270 88 78 552 43 349 Internal Link Dist (ft) 509 311 547 702 Turn Bay Length (ft) 125 125 175 175 Base Capacity (vph) 275 686 243 754 265 2793 207 2598 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.89 0.50 1.05 0.35 0.53 0.72 0.30 0.54 Intersection Summary ~ 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. dr Defacto Right Lane. Recode with 1 though lane as a right lane. HCM Signalized Intersection Capacity Analysis D&B HQ TIA 1: South Belt Line Road & Dividend Drive No Build Conditions PM 02/21/2020 Synchro 10 Report DH Page 2 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations Traffic Volume (vph) 235 54 273 245 129 125 48 86 1902 37 18 41 Future Volume (vph) 235 54 273 245 129 125 48 86 1902 37 18 41 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 6.5 5.5 6.5 5.5 6.5 5.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.91 1.00 Frpb, ped/bikes 1.00 0.99 1.00 0.99 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.87 1.00 0.93 1.00 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1785 3020 1787 3318 1705 5065 1805 Flt Permitted 0.50 1.00 0.35 1.00 0.12 1.00 0.07 Satd. Flow (perm) 931 3020 667 3318 219 5065 124 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 245 56 284 255 134 130 50 90 1981 39 19 43 RTOR Reduction (vph) 0 104 0 0 114 0 0 0 1 0 0 0 Lane Group Flow (vph) 245 236 0 255 150 0 0 140 2019 0 0 62 Confl. Peds. (#/hr) 3 3 1 1 Confl. Bikes (#/hr) 1 Heavy Vehicles (%) 1% 0% 4% 1% 0% 0% 2% 8% 2% 6% 0% 0% Turn Type pm+pt NA pm+pt NA pm+pt pm+pt NA pm+pt pm+pt Protected Phases 7 4 3 8 5 5 2 1 1 Permitted Phases 4 8 2 2 6 6 Actuated Green, G (s) 25.1 14.6 25.1 14.6 74.4 65.0 67.4 Effective Green, g (s) 25.1 14.6 25.1 14.6 74.4 65.0 67.4 Actuated g/C Ratio 0.21 0.12 0.21 0.12 0.62 0.54 0.56 Clearance Time (s) 5.5 6.5 5.5 6.5 5.5 6.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 269 367 237 403 252 2743 152 v/s Ratio Prot 0.08 0.08 c0.09 0.05 c0.04 c0.40 0.02 v/s Ratio Perm 0.11 c0.13 0.30 0.21 v/c Ratio 0.91 0.98dr 1.08 0.37 0.56 0.74 0.41 Uniform Delay, d1 44.7 50.2 45.3 48.5 12.6 21.0 16.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 32.4 3.8 80.1 0.6 2.6 1.8 1.8 Delay (s) 77.0 54.1 125.4 49.1 15.2 22.8 18.3 Level of Service E D F D B C B Approach Delay (s) 63.7 86.6 22.3 Approach LOS E F C Intersection Summary HCM 2000 Control Delay 33.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.83 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 24.0 Intersection Capacity Utilization 85.6% ICU Level of Service E Analysis Period (min) 15 dr Defacto Right Lane. Recode with 1 though lane as a right lane. c Critical Lane Group HCM Signalized Intersection Capacity Analysis D&B HQ TIA 1: South Belt Line Road & Dividend Drive No Build Conditions PM 02/21/2020 Synchro 10 Report DH Page 3 Movement SBT SBR Lane Configurations Traffic Volume (vph) 1300 53 Future Volume (vph) 1300 53 Ideal Flow (vphpl) 1900 1900 Total Lost time (s) 6.5 Lane Util. Factor 0.91 Frpb, ped/bikes 1.00 Flpb, ped/bikes 1.00 Frt 0.99 Flt Protected 1.00 Satd. Flow (prot) 5059 Flt Permitted 1.00 Satd. Flow (perm) 5059 Peak-hour factor, PHF 0.96 0.96 Adj. Flow (vph) 1354 55 RTOR Reduction (vph) 3 0 Lane Group Flow (vph) 1406 0 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Heavy Vehicles (%) 2% 0% Turn Type NA Protected Phases 6 Permitted Phases Actuated Green, G (s) 61.5 Effective Green, g (s) 61.5 Actuated g/C Ratio 0.51 Clearance Time (s) 6.5 Vehicle Extension (s) 3.0 Lane Grp Cap (vph) 2592 v/s Ratio Prot 0.28 v/s Ratio Perm v/c Ratio 0.54 Uniform Delay, d1 19.8 Progression Factor 1.00 Incremental Delay, d2 0.8 Delay (s) 20.6 Level of Service C Approach Delay (s) 20.5 Approach LOS C Intersection Summary HCM 6th Signalized Intersection Summary D&B HQ TIA 1: South Belt Line Road & Dividend Drive No Build Conditions PM 02/21/2020 Synchro 10 Report DH Page 4 HCM 6th Edition cannot analyze u-turn movements. HCM 6th TWSC D&B HQ TIA 2: South Belt Line Road & Hackberry Drive No Build Conditions PM 02/21/2020 Synchro 10 Report DH Page 5 Intersection Int Delay, s/veh 5.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 182 0 1865 272 8 101 1933 8 Future Vol, veh/h 0 0 0 0 0 182 0 1865 272 8 101 1933 8 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 1 0 1 0 0 Sign Control Stop Stop Stop Yield Yield Yield Free Free Free Free Free Free Free RT Channelized - - None - - Yield - - None - - - None Storage Length - - 0 - - 0 - - - - 225 - - Veh in Median Storage, # - 0 - - 16974 - - 0 - - - 0 - Grade, % - 0 - - 0 - - 0 - - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 0 0 0 0 0 4 0 2 1 0 1 1 0 Mvmt Flow 0 0 0 0 0 190 0 1943 283 8 105 2014 8 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - - 1011 - 0 0 1625 2227 0 0 Stage 1 - - - - - - - - - - Stage 2 - - - - - - - - - - Critical Hdwy - - 7.1 - - - 5.6 5.32 - - Critical Hdwy Stg 1 - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - Follow-up Hdwy - - 3.9 - - - 2.3 3.11 - - Pot Cap-1 Maneuver 0 0 207 0 - - 201 ~ 97 - - Stage 1 0 0 - 0 - - - - - - Stage 2 0 0 - 0 - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver - 0 207 - - - 101 ~ 101 - - Mov Cap-2 Maneuver - 0 - - - - - - - - Stage 1 - 0 - - - - - - - - Stage 2 - 0 - - - - - - - - Approach EB NB SB HCM Control Delay, s 0 0 11 HCM LOS A Minor Lane/Major Mvmt NBT NBR EBLn1 SBL SBT SBR Capacity (veh/h) - - - ~ 101 - - HCM Lane V/C Ratio - - - 1.124 - - HCM Control Delay (s) - - 0 206.5 - - HCM Lane LOS - - A F - - HCM 95th %tile Q(veh) - - - 7.4 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Queues D&B HQ TIA 3: Cypress Waters Boulevard & Hackberry Drive No Build Conditions PM 02/21/2020 Synchro 10 Report DH Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 72 294 39 138 81 15 87 23 304 170 v/c Ratio 0.16 0.51 0.10 0.28 0.15 0.04 0.21 0.05 0.68 0.14 Control Delay 10.5 19.2 9.9 18.2 1.1 13.1 21.6 0.2 27.4 13.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.5 19.2 9.9 18.2 1.1 13.1 21.6 0.2 27.4 13.5 Queue Length 50th (ft) 13 61 7 37 0 3 23 0 65 14 Queue Length 95th (ft) 32 155 20 77 5 14 64 0 #243 50 Internal Link Dist (ft) 856 1517 407 456 Turn Bay Length (ft) 225 225 175 150 175 Base Capacity (vph) 460 1365 405 1344 1205 387 1157 1021 446 2154 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.16 0.22 0.10 0.10 0.07 0.04 0.08 0.02 0.68 0.08 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM Signalized Intersection Capacity Analysis D&B HQ TIA 3: Cypress Waters Boulevard & Hackberry Drive No Build Conditions PM 02/21/2020 Synchro 10 Report DH Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 67 266 7 36 128 75 14 81 21 283 133 25 Future Volume (vph) 67 266 7 36 128 75 14 81 21 283 133 25 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1752 1856 1805 1827 1583 1805 1900 1580 1786 3524 Flt Permitted 0.62 1.00 0.52 1.00 1.00 0.64 1.00 1.00 0.47 1.00 Satd. Flow (perm) 1153 1856 979 1827 1583 1224 1900 1580 875 3524 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 72 286 8 39 138 81 15 87 23 304 143 27 RTOR Reduction (vph) 0 1 0 0 0 61 0 0 19 0 16 0 Lane Group Flow (vph) 72 293 0 39 138 20 15 87 4 304 154 0 Confl. Peds. (#/hr) 1 1 2 2 Heavy Vehicles (%) 3% 2% 0% 0% 4% 2% 0% 0% 0% 1% 0% 0% Turn Type pm+pt NA pm+pt NA Perm pm+pt NA Perm pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 6 8 8 4 Actuated Green, G (s) 17.8 15.2 15.8 14.2 14.2 11.7 10.9 10.9 23.3 17.0 Effective Green, g (s) 17.8 15.2 15.8 14.2 14.2 11.7 10.9 10.9 23.3 17.0 Actuated g/C Ratio 0.31 0.27 0.28 0.25 0.25 0.21 0.19 0.19 0.41 0.30 Clearance Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 390 498 296 458 397 261 365 304 471 1058 v/s Ratio Prot c0.01 c0.16 0.00 0.08 0.00 0.05 c0.08 0.04 v/s Ratio Perm 0.05 0.03 0.01 0.01 0.00 c0.19 v/c Ratio 0.18 0.59 0.13 0.30 0.05 0.06 0.24 0.01 0.65 0.15 Uniform Delay, d1 13.9 18.0 15.1 17.2 16.1 18.0 19.3 18.5 12.2 14.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 1.8 0.2 0.4 0.1 0.1 0.3 0.0 3.0 0.1 Delay (s) 14.1 19.8 15.3 17.6 16.1 18.1 19.7 18.5 15.2 14.5 Level of Service B B B B B B B B B B Approach Delay (s) 18.6 16.8 19.3 15.0 Approach LOS B B B B Intersection Summary HCM 2000 Control Delay 16.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.68 Actuated Cycle Length (s) 56.6 Sum of lost time (s) 22.0 Intersection Capacity Utilization 55.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM 6th Signalized Intersection Summary D&B HQ TIA 3: Cypress Waters Boulevard & Hackberry Drive No Build Conditions PM 02/21/2020 Synchro 10 Report DH Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 67 266 7 36 128 75 14 81 21 283 133 25 Future Volume (veh/h) 67 266 7 36 128 75 14 81 21 283 133 25 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1870 1870 1900 1841 1870 1900 1900 1900 1885 1900 1900 Adj Flow Rate, veh/h 72 286 8 39 138 81 15 87 23 304 143 27 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 2 2 0 4 2 0 0 0 1 0 0 Cap, veh/h 414 409 11 305 377 324 425 386 326 530 859 159 Arrive On Green 0.06 0.23 0.23 0.04 0.20 0.20 0.02 0.20 0.20 0.10 0.28 0.28 Sat Flow, veh/h 1767 1811 51 1810 1841 1583 1810 1900 1602 1795 3040 561 Grp Volume(v), veh/h 72 0 294 39 138 81 15 87 23 304 84 86 Grp Sat Flow(s),veh/h/ln 1767 0 1861 1810 1841 1583 1810 1900 1602 1795 1805 1797 Q Serve(g_s), s 1.6 0.0 7.4 0.8 3.3 2.2 0.3 2.0 0.6 5.0 1.8 1.8 Cycle Q Clear(g_c), s 1.6 0.0 7.4 0.8 3.3 2.2 0.3 2.0 0.6 5.0 1.8 1.8 Prop In Lane 1.00 0.03 1.00 1.00 1.00 1.00 1.00 0.31 Lane Grp Cap(c), veh/h 414 0 420 305 377 324 425 386 326 530 510 507 V/C Ratio(X) 0.17 0.00 0.70 0.13 0.37 0.25 0.04 0.23 0.07 0.57 0.16 0.17 Avail Cap(c_a), veh/h 476 0 1277 407 1263 1086 568 1043 880 530 991 986 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.4 0.0 18.2 15.2 17.4 17.0 15.6 17.0 16.4 15.4 13.8 13.8 Incr Delay (d2), s/veh 0.2 0.0 2.1 0.2 0.6 0.4 0.0 0.3 0.1 1.5 0.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 3.1 0.3 1.3 0.7 0.1 0.8 0.2 3.0 0.7 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.6 0.0 20.3 15.4 18.0 17.4 15.6 17.3 16.5 16.9 13.9 14.0 LnGrp LOS B A C B B B B B B B B B Approach Vol, veh/h 366 258 125 474 Approach Delay, s/veh 19.2 17.4 16.9 15.8 Approach LOS B B B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.6 17.0 6.5 19.9 8.7 15.9 10.5 15.9 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 5.0 35.0 5.0 28.0 5.0 35.0 5.0 28.0 Max Q Clear Time (g_c+I1), s 2.8 9.4 2.3 3.8 3.6 5.3 7.0 4.0 Green Ext Time (p_c), s 0.0 1.8 0.0 0.9 0.0 1.0 0.0 0.5 Intersection Summary HCM 6th Ctrl Delay 17.3 HCM 6th LOS B HCM 6th AWSC D&B HQ TIA 4: Ranch Trail & Hackberry Drive No Build Conditions PM 02/21/2020 Synchro 10 Report DH Page 9 HCM 6th Edition all-way stop-controlled intersection methodology supports maximum of three lanes. HCM 6th TWSC D&B HQ TIA 5: Project Driveway & Dividend Drive No Build Conditions PM 02/21/2020 Synchro 10 Report DH Page 10 Intersection Int Delay, s/veh 0 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 132 0 0 499 0 0 0 0 0 0 0 Future Vol, veh/h 0 132 0 0 499 0 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 60 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 143 0 0 542 0 0 0 0 0 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 542 0 0 143 0 0 414 685 72 614 685 271 Stage 1 - - - - - - 143 143 - 542 542 - Stage 2 - - - - - - 271 542 - 72 143 - Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1023 - - 1437 - - 523 369 975 376 369 727 Stage 1 - - - - - - 845 778 - 492 518 - Stage 2 - - - - - - 712 518 - 929 778 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1023 - - 1437 - - 523 369 975 376 369 727 Mov Cap-2 Maneuver - - - - - - 523 369 - 376 369 - Stage 1 - - - - - - 845 778 - 492 518 - Stage 2 - - - - - - 712 518 - 929 778 - Approach EB WB NB SB HCM Control Delay, s 0 0 0 0 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) - 1023 - - 1437 - - - HCM Lane V/C Ratio - - - - - - - - HCM Control Delay (s) 0 0 - - 0 - - 0 HCM Lane LOS A A - - A - - A HCM 95th %tile Q(veh) - 0 - - 0 - - - HCM 6th TWSC D&B HQ TIA 6: South Belt Line Road & Project Driveway No Build Conditions PM 02/21/2020 Synchro 10 Report DH Page 11 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 0 2074 0 0 2049 Future Vol, veh/h 0 0 2074 0 0 2049 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 2254 0 0 2227 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 1127 0 0 - - Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 7.14 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.92 - - - - Pot Cap-1 Maneuver 0 171 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 171 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach WB NB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - - - HCM Lane V/C Ratio - - - - HCM Control Delay (s) - - 0 - HCM Lane LOS - - A - HCM 95th %tile Q(veh) - - - - Queues 1: South Belt Line Road & Dividend Drive 02/21/2020 D&B HQ TIA 02/21/2020 Build Conditions Synchro 10 Report DH Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 53 175 116 58 318 1627 172 2143 v/c Ratio 0.25 0.57 0.57 0.18 0.72 0.60 0.58 0.96 Control Delay 42.2 25.8 53.0 41.4 40.2 20.3 23.5 44.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.2 25.8 53.0 41.4 40.2 20.3 23.5 44.1 Queue Length 50th (ft) 34 21 79 16 173 297 42 574 Queue Length 95th (ft) 69 56 131 38 #335 401 109 #699 Internal Link Dist (ft) 509 311 547 702 Turn Bay Length (ft) 125 125 175 175 Base Capacity (vph) 236 696 207 676 440 2704 301 2231 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.25 0.56 0.09 0.72 0.60 0.57 0.96 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM Signalized Intersection Capacity Analysis 1: South Belt Line Road & Dividend Drive 02/21/2020 D&B HQ TIA 02/21/2020 Build Conditions Synchro 10 Report DH Page 2 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations Traffic Volume (vph) 50 36 129 109 40 14 77 222 1343 186 9 152 Future Volume (vph) 50 36 129 109 40 14 77 222 1343 186 9 152 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 6.5 5.5 6.5 5.5 6.5 5.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.91 1.00 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.88 1.00 0.96 1.00 0.98 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1770 3049 1669 3394 1761 4950 1743 Flt Permitted 0.72 1.00 0.51 1.00 0.07 1.00 0.12 Satd. Flow (perm) 1336 3049 891 3394 128 4950 214 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 53 38 137 116 43 15 82 236 1429 198 10 162 RTOR Reduction (vph) 0 113 0 0 14 0 0 0 13 0 0 0 Lane Group Flow (vph) 53 62 0 116 44 0 0 318 1614 0 0 172 Confl. Peds. (#/hr) 3 3 Confl. Bikes (#/hr) 1 Heavy Vehicles (%) 2% 3% 3% 8% 3% 0% 1% 3% 3% 2% 13% 3% Turn Type pm+pt NA pm+pt NA pm+pt pm+pt NA pm+pt pm+pt Protected Phases 7 4 3 8 5 5 2 1 1 Permitted Phases 4 8 2 2 6 6 Actuated Green, G (s) 15.6 8.7 20.2 11.0 83.6 64.2 66.3 Effective Green, g (s) 15.6 8.7 20.2 11.0 83.6 64.2 66.3 Actuated g/C Ratio 0.13 0.07 0.17 0.09 0.70 0.54 0.55 Clearance Time (s) 5.5 6.5 5.5 6.5 5.5 6.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 198 221 209 311 438 2648 295 v/s Ratio Prot 0.02 0.02 c0.04 0.01 c0.16 0.33 0.07 v/s Ratio Perm 0.02 c0.05 0.35 0.25 v/c Ratio 0.27 0.28 0.56 0.14 0.73 0.61 0.58 Uniform Delay, d1 46.8 52.7 44.6 50.2 34.0 19.3 14.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 0.7 3.2 0.2 5.9 1.1 2.9 Delay (s) 47.5 53.4 47.8 50.4 39.9 20.3 17.3 Level of Service D D D D D C B Approach Delay (s) 52.0 48.7 23.5 Approach LOS D D C Intersection Summary HCM 2000 Control Delay 37.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.85 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 24.0 Intersection Capacity Utilization 89.6% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 1: South Belt Line Road & Dividend Drive 02/21/2020 D&B HQ TIA 02/21/2020 Build Conditions Synchro 10 Report DH Page 3 Movement SBT SBR Lane Configurations Traffic Volume (vph) 1852 163 Future Volume (vph) 1852 163 Ideal Flow (vphpl) 1900 1900 Total Lost time (s) 6.5 Lane Util. Factor 0.91 Frpb, ped/bikes 1.00 Flpb, ped/bikes 1.00 Frt 0.99 Flt Protected 1.00 Satd. Flow (prot) 4987 Flt Permitted 1.00 Satd. Flow (perm) 4987 Peak-hour factor, PHF 0.94 0.94 Adj. Flow (vph) 1970 173 RTOR Reduction (vph) 8 0 Lane Group Flow (vph) 2135 0 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Heavy Vehicles (%) 3% 0% Turn Type NA Protected Phases 6 Permitted Phases Actuated Green, G (s) 52.4 Effective Green, g (s) 52.4 Actuated g/C Ratio 0.44 Clearance Time (s) 6.5 Vehicle Extension (s) 3.0 Lane Grp Cap (vph) 2177 v/s Ratio Prot c0.43 v/s Ratio Perm v/c Ratio 0.98 Uniform Delay, d1 33.3 Progression Factor 1.00 Incremental Delay, d2 15.2 Delay (s) 48.5 Level of Service D Approach Delay (s) 46.2 Approach LOS D Intersection Summary HCM 6th Signalized Intersection Summary 1: South Belt Line Road & Dividend Drive 02/21/2020 D&B HQ TIA 02/21/2020 Build Conditions Synchro 10 Report DH Page 4 HCM 6th Edition cannot analyze u-turn movements. HCM 6th TWSC 2: South Belt Line Road & Hackberry Drive 02/21/2020 D&B HQ TIA 02/21/2020 Build Conditions Synchro 10 Report DH Page 5 Intersection Int Delay, s/veh 9.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 21 0 0 132 0 1747 571 15 94 2074 13 Future Vol, veh/h 0 0 21 0 0 132 0 1747 571 15 94 2074 13 Conflicting Peds, #/hr 1 0 0 0 0 1 0 0 2 0 2 0 0 Sign Control Stop Stop Stop Yield Yield Yield Free Free Free Free Free Free Free RT Channelized - - None - - Yield - - None - - - None Storage Length - - 0 - - 0 - - - - 225 - - Veh in Median Storage, # - 0 - - 16974 - - 0 - - - 0 - Grade, % - 0 - - 0 - - 0 - - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 0 0 0 0 0 4 0 3 2 0 0 3 0 Mvmt Flow 0 0 23 0 0 142 0 1878 614 16 101 2230 14 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - - 1122 - 0 0 1820 2494 0 0 Stage 1 - - - - - - - - - - Stage 2 - - - - - - - - - - Critical Hdwy - - 7.1 - - - 5.6 5.3 - - Critical Hdwy Stg 1 - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - Follow-up Hdwy - - 3.9 - - - 2.3 3.1 - - Pot Cap-1 Maneuver 0 0 174 0 - - 156 ~ 72 - - Stage 1 0 0 - 0 - - - - - - Stage 2 0 0 - 0 - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver - 0 174 - - - 78 ~ 78 - - Mov Cap-2 Maneuver - 0 - - - - - - - - Stage 1 - 0 - - - - - - - - Stage 2 - 0 - - - - - - - - Approach EB NB SB HCM Control Delay, s 28.8 0 18.7 HCM LOS D Minor Lane/Major Mvmt NBT NBR EBLn1 SBL SBT SBR Capacity (veh/h) - - 174 ~ 78 - - HCM Lane V/C Ratio - - 0.13 1.503 - - HCM Control Delay (s) - - 28.8$ 376.2 - - HCM Lane LOS - - D F - - HCM 95th %tile Q(veh) - - 0.4 9.5 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Queues 3: Cypress Waters Boulevard & Hackberry Drive 02/21/2020 D&B HQ TIA 02/21/2020 Build Conditions Synchro 10 Report DH Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 291 409 8 80 107 14 478 20 60 33 v/c Ratio 0.64 0.59 0.03 0.20 0.24 0.02 0.73 0.03 0.22 0.02 Control Delay 26.0 23.7 15.1 24.0 2.6 12.8 29.2 0.1 14.1 14.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.0 23.7 15.1 24.0 2.6 12.8 29.2 0.1 14.1 14.4 Queue Length 50th (ft) 96 143 2 29 0 3 160 0 11 2 Queue Length 95th (ft) 157 276 10 60 11 16 #397 0 44 16 Internal Link Dist (ft) 856 1517 407 456 Turn Bay Length (ft) 225 225 175 150 175 Base Capacity (vph) 453 1068 317 1011 918 569 865 802 278 1742 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.64 0.38 0.03 0.08 0.12 0.02 0.55 0.02 0.22 0.02 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM Signalized Intersection Capacity Analysis 3: Cypress Waters Boulevard & Hackberry Drive 02/21/2020 D&B HQ TIA 02/21/2020 Build Conditions Synchro 10 Report DH Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 250 344 8 7 69 92 12 411 17 52 26 3 Future Volume (vph) 250 344 8 7 69 92 12 411 17 52 26 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1736 1875 1805 1776 1495 1805 1900 1578 1735 3457 Flt Permitted 0.57 1.00 0.40 1.00 1.00 0.73 1.00 1.00 0.23 1.00 Satd. Flow (perm) 1040 1875 765 1776 1495 1396 1900 1578 412 3457 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 291 400 9 8 80 107 14 478 20 60 30 3 RTOR Reduction (vph) 0 1 0 0 0 79 0 0 13 0 2 0 Lane Group Flow (vph) 291 408 0 8 80 28 14 478 7 60 31 0 Confl. Peds. (#/hr)2 2 Heavy Vehicles (%) 4% 1% 0% 0% 7% 8% 0% 0% 0% 4% 0% 33% Turn Type pm+pt NA pm+pt NA Perm pm+pt NA Perm pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 6 8 8 4 Actuated Green, G (s) 29.8 24.4 20.4 19.7 19.7 25.4 24.7 24.7 29.2 26.6 Effective Green, g (s) 29.8 24.4 20.4 19.7 19.7 25.4 24.7 24.7 29.2 26.6 Actuated g/C Ratio 0.40 0.33 0.27 0.26 0.26 0.34 0.33 0.33 0.39 0.36 Clearance Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 467 614 219 470 395 480 630 523 207 1235 v/s Ratio Prot c0.05 c0.22 0.00 0.05 0.00 c0.25 c0.01 0.01 v/s Ratio Perm 0.20 0.01 0.02 0.01 0.00 0.10 v/c Ratio 0.62 0.67 0.04 0.17 0.07 0.03 0.76 0.01 0.29 0.03 Uniform Delay, d1 17.9 21.5 19.8 21.1 20.5 16.3 22.2 16.7 15.7 15.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.6 2.7 0.1 0.2 0.1 0.0 5.2 0.0 0.8 0.0 Delay (s) 20.5 24.2 19.9 21.2 20.6 16.3 27.4 16.7 16.5 15.5 Level of Service C C B C C B C B B B Approach Delay (s) 22.7 20.8 26.7 16.1 Approach LOS C C C B Intersection Summary HCM 2000 Control Delay 23.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length (s) 74.4 Sum of lost time (s) 22.0 Intersection Capacity Utilization 60.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM 6th Signalized Intersection Summary 3: Cypress Waters Boulevard & Hackberry Drive 02/21/2020 D&B HQ TIA 02/21/2020 Build Conditions Synchro 10 Report DH Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 250 344 8 7 69 92 12 411 17 52 26 3 Future Volume (veh/h) 250 344 8 7 69 92 12 411 17 52 26 3 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1841 1885 1885 1900 1796 1781 1900 1900 1900 1841 1900 1900 Adj Flow Rate, veh/h 291 400 9 8 80 107 14 478 20 60 30 3 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 4 1 1 0 7 8 0 0 0 4 0 0 Cap, veh/h 454 504 11 207 367 308 577 586 495 274 1139 112 Arrive On Green 0.08 0.27 0.27 0.01 0.20 0.20 0.02 0.31 0.31 0.05 0.34 0.34 Sat Flow, veh/h 1753 1836 41 1810 1796 1510 1810 1900 1605 1753 3319 327 Grp Volume(v), veh/h 291 0 409 8 80 107 14 478 20 60 16 17 Grp Sat Flow(s),veh/h/ln 1753 0 1878 1810 1796 1510 1810 1900 1605 1753 1805 1840 Q Serve(g_s), s 5.0 0.0 12.5 0.2 2.3 3.8 0.3 14.4 0.5 1.4 0.4 0.4 Cycle Q Clear(g_c), s 5.0 0.0 12.5 0.2 2.3 3.8 0.3 14.4 0.5 1.4 0.4 0.4 Prop In Lane 1.00 0.02 1.00 1.00 1.00 1.00 1.00 0.18 Lane Grp Cap(c), veh/h 454 0 515 207 367 308 577 586 495 274 619 631 V/C Ratio(X) 0.64 0.00 0.79 0.04 0.22 0.35 0.02 0.82 0.04 0.22 0.03 0.03 Avail Cap(c_a), veh/h 454 0 1060 334 1014 852 692 858 725 325 815 831 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.0 0.0 20.9 19.8 20.6 21.1 14.2 19.8 15.0 14.9 13.5 13.5 Incr Delay (d2), s/veh 3.0 0.0 2.8 0.1 0.3 0.7 0.0 4.0 0.0 0.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.0 5.4 0.1 0.9 1.3 0.1 6.4 0.2 0.5 0.1 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.0 0.0 23.7 19.8 20.8 21.8 14.2 23.8 15.0 15.3 13.5 13.5 LnGrp LOS C A C B C C B C B B B B Approach Vol, veh/h 700 195 512 93 Approach Delay, s/veh 23.4 21.3 23.2 14.7 Approach LOS C C C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.1 22.5 6.6 26.8 10.5 18.1 8.7 24.6 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 5.0 35.0 5.0 28.0 5.0 35.0 5.0 28.0 Max Q Clear Time (g_c+I1), s 2.2 14.5 2.3 2.4 7.0 5.8 3.4 16.4 Green Ext Time (p_c), s 0.0 2.5 0.0 0.1 0.0 0.8 0.0 2.4 Intersection Summary HCM 6th Ctrl Delay 22.5 HCM 6th LOS C HCM 6th AWSC 4: Ranch Trail & Hackberry Drive 02/21/2020 D&B HQ TIA 02/21/2020 Build Conditions Synchro 10 Report DH Page 9 HCM 6th Edition all-way stop-controlled intersection methodology supports maximum of three lanes. HCM 6th TWSC 5: Project Driveway & Dividend Drive 02/21/2020 D&B HQ TIA 02/21/2020 Build Conditions Synchro 10 Report DH Page 10 Intersection Int Delay, s/veh 0.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 347 28 1 151 0 12 0 1 0 0 0 Future Vol, veh/h 0 347 28 1 151 0 12 0 1 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 60 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 377 30 1 164 0 13 0 1 0 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 164 0 0 407 0 0 476 558 204 355 573 82 Stage 1 - - - - - - 392 392 - 166 166 - Stage 2 - - - - - - 84 166 - 189 407 - Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1412 - - 1148 - - 472 437 803 576 428 961 Stage 1 - - - - - - 604 605 - 820 760 - Stage 2 - - - - - - 915 760 - 795 596 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1412 - - 1148 - - 472 437 803 575 428 961 Mov Cap-2 Maneuver - - - - - - 472 437 - 575 428 - Stage 1 - - - - - - 604 605 - 820 759 - Stage 2 - - - - - - 914 759 - 794 596 - Approach EB WB NB SB HCM Control Delay, s 0 0.1 12.6 0 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 487 1412 - - 1148 - - - HCM Lane V/C Ratio 0.029 - - - 0.001 - - - HCM Control Delay (s) 12.6 0 - - 8.1 - - 0 HCM Lane LOS B A - - A - - A HCM 95th %tile Q(veh) 0.1 0 - - 0 - - - HCM 6th TWSC 6: South Belt Line Road & Project Driveway 02/21/2020 D&B HQ TIA 02/21/2020 Build Conditions Synchro 10 Report DH Page 11 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 1 1835 59 0 2196 Future Vol, veh/h 0 1 1835 59 0 2196 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 1 1995 64 0 2387 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 1030 0 0 - - Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 7.14 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.92 - - - - Pot Cap-1 Maneuver 0 198 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 198 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach WB NB SB HCM Control Delay, s 23.3 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - 198 - HCM Lane V/C Ratio - - 0.005 - HCM Control Delay (s) - - 23.3 - HCM Lane LOS - - C - HCM 95th %tile Q(veh) - - 0 - Queues D&B HQ TIA 1: South Belt Line Road & Dividend Drive Build Conditions PM 02/21/2020 Synchro 10 Report DH Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 245 341 313 278 141 2029 65 1409 v/c Ratio 0.84 1.00dr 1.16 0.47 0.58 0.76 0.38 0.56 Control Delay 63.3 43.0 144.9 25.7 20.3 25.0 17.5 22.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 63.3 43.0 144.9 25.7 20.3 25.0 17.5 22.7 Queue Length 50th (ft) 164 92 ~267 52 38 423 17 254 Queue Length 95th (ft) #240 136 #398 91 84 564 44 349 Internal Link Dist (ft) 509 311 547 702 Turn Bay Length (ft) 125 125 175 175 Base Capacity (vph) 293 679 269 760 256 2686 207 2495 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.84 0.50 1.16 0.37 0.55 0.76 0.31 0.56 Intersection Summary ~ 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. dr Defacto Right Lane. Recode with 1 though lane as a right lane. HCM Signalized Intersection Capacity Analysis D&B HQ TIA 1: South Belt Line Road & Dividend Drive Build Conditions PM 02/21/2020 Synchro 10 Report DH Page 2 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations Traffic Volume (vph) 235 55 273 300 132 134 48 87 1908 39 18 44 Future Volume (vph) 235 55 273 300 132 134 48 87 1908 39 18 44 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 6.5 5.5 6.5 5.5 6.5 5.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.91 1.00 Frpb, ped/bikes 1.00 0.99 1.00 0.99 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.88 1.00 0.92 1.00 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1785 3022 1787 3312 1705 5065 1805 Flt Permitted 0.57 1.00 0.31 1.00 0.12 1.00 0.07 Satd. Flow (perm) 1077 3022 577 3312 211 5065 128 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 245 57 284 312 138 140 50 91 1988 41 19 46 RTOR Reduction (vph) 0 96 0 0 120 0 0 0 1 0 0 0 Lane Group Flow (vph) 245 245 0 313 158 0 0 141 2028 0 0 65 Confl. Peds. (#/hr) 3 3 1 1 Confl. Bikes (#/hr) 1 Heavy Vehicles (%) 1% 0% 4% 1% 0% 0% 2% 8% 2% 6% 0% 0% Turn Type pm+pt NA pm+pt NA pm+pt pm+pt NA pm+pt pm+pt Protected Phases 7 4 3 8 5 5 2 1 1 Permitted Phases 4 8 2 2 6 6 Actuated Green, G (s) 25.0 14.8 29.8 17.2 72.0 62.6 65.2 Effective Green, g (s) 25.0 14.8 29.8 17.2 72.0 62.6 65.2 Actuated g/C Ratio 0.21 0.12 0.25 0.14 0.60 0.52 0.54 Clearance Time (s) 5.5 6.5 5.5 6.5 5.5 6.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 284 372 270 474 243 2642 153 v/s Ratio Prot 0.07 0.08 c0.12 0.05 c0.05 c0.40 0.02 v/s Ratio Perm 0.11 c0.17 0.30 0.21 v/c Ratio 0.86 1.00dr 1.16 0.33 0.58 0.77 0.42 Uniform Delay, d1 44.2 50.2 42.2 46.2 13.9 22.9 18.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 22.6 4.2 104.8 0.4 3.5 2.2 1.9 Delay (s) 66.8 54.4 147.0 46.7 17.4 25.1 20.0 Level of Service E D F D B C C Approach Delay (s) 59.6 99.8 24.6 Approach LOS E F C Intersection Summary HCM 2000 Control Delay 37.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.91 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 24.0 Intersection Capacity Utilization 88.9% ICU Level of Service E Analysis Period (min) 15 dr Defacto Right Lane. Recode with 1 though lane as a right lane. c Critical Lane Group HCM Signalized Intersection Capacity Analysis D&B HQ TIA 1: South Belt Line Road & Dividend Drive Build Conditions PM 02/21/2020 Synchro 10 Report DH Page 3 Movement SBT SBR Lane Configurations Traffic Volume (vph) 1300 53 Future Volume (vph) 1300 53 Ideal Flow (vphpl) 1900 1900 Total Lost time (s) 6.5 Lane Util. Factor 0.91 Frpb, ped/bikes 1.00 Flpb, ped/bikes 1.00 Frt 0.99 Flt Protected 1.00 Satd. Flow (prot) 5059 Flt Permitted 1.00 Satd. Flow (perm) 5059 Peak-hour factor, PHF 0.96 0.96 Adj. Flow (vph) 1354 55 RTOR Reduction (vph) 3 0 Lane Group Flow (vph) 1406 0 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Heavy Vehicles (%) 2% 0% Turn Type NA Protected Phases 6 Permitted Phases Actuated Green, G (s) 59.2 Effective Green, g (s) 59.2 Actuated g/C Ratio 0.49 Clearance Time (s) 6.5 Vehicle Extension (s) 3.0 Lane Grp Cap (vph) 2495 v/s Ratio Prot 0.28 v/s Ratio Perm v/c Ratio 0.56 Uniform Delay, d1 21.3 Progression Factor 1.00 Incremental Delay, d2 0.9 Delay (s) 22.3 Level of Service C Approach Delay (s) 22.2 Approach LOS C Intersection Summary HCM 6th Signalized Intersection Summary D&B HQ TIA 1: South Belt Line Road & Dividend Drive Build Conditions PM 02/21/2020 Synchro 10 Report DH Page 4 HCM 6th Edition cannot analyze u-turn movements. HCM 6th TWSC D&B HQ TIA 2: South Belt Line Road & Hackberry Drive Build Conditions PM 02/21/2020 Synchro 10 Report DH Page 5 Intersection Int Delay, s/veh 5.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 183 0 1875 272 8 101 1988 8 Future Vol, veh/h 0 0 0 0 0 183 0 1875 272 8 101 1988 8 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 1 0 1 0 0 Sign Control Stop Stop Stop Yield Yield Yield Free Free Free Free Free Free Free RT Channelized - - None - - Yield - - None - - - None Storage Length - - 0 - - 0 - - - - 225 - - Veh in Median Storage, # - 0 - - 16974 - - 0 - - - 0 - Grade, % - 0 - - 0 - - 0 - - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 0 0 0 0 0 4 0 2 1 0 1 1 0 Mvmt Flow 0 0 0 0 0 191 0 1953 283 8 105 2071 8 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - - 1040 - 0 0 1633 2237 0 0 Stage 1 - - - - - - - - - - Stage 2 - - - - - - - - - - Critical Hdwy - - 7.1 - - - 5.6 5.32 - - Critical Hdwy Stg 1 - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - Follow-up Hdwy - - 3.9 - - - 2.3 3.11 - - Pot Cap-1 Maneuver 0 0 198 0 - - 199 ~ 96 - - Stage 1 0 0 - 0 - - - - - - Stage 2 0 0 - 0 - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver - 0 198 - - - 100 ~ 100 - - Mov Cap-2 Maneuver - 0 - - - - - - - - Stage 1 - 0 - - - - - - - - Stage 2 - 0 - - - - - - - - Approach EB NB SB HCM Control Delay, s 0 0 11 HCM LOS A Minor Lane/Major Mvmt NBT NBR EBLn1 SBL SBT SBR Capacity (veh/h) - - - ~ 100 - - HCM Lane V/C Ratio - - - 1.135 - - HCM Control Delay (s) - - 0 211.5 - - HCM Lane LOS - - A F - - HCM 95th %tile Q(veh) - - - 7.4 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Queues D&B HQ TIA 3: Cypress Waters Boulevard & Hackberry Drive Build Conditions PM 02/21/2020 Synchro 10 Report DH Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 72 294 39 139 81 15 87 23 309 170 v/c Ratio 0.16 0.51 0.10 0.28 0.15 0.04 0.21 0.05 0.69 0.14 Control Delay 10.5 19.2 9.9 18.2 1.1 13.1 21.6 0.2 28.0 13.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.5 19.2 9.9 18.2 1.1 13.1 21.6 0.2 28.0 13.5 Queue Length 50th (ft) 13 61 7 38 0 3 23 0 66 14 Queue Length 95th (ft) 32 155 20 77 5 14 64 0 #251 50 Internal Link Dist (ft) 856 1517 407 456 Turn Bay Length (ft) 225 225 175 150 175 Base Capacity (vph) 460 1365 405 1344 1205 387 1157 1021 446 2154 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.16 0.22 0.10 0.10 0.07 0.04 0.08 0.02 0.69 0.08 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM Signalized Intersection Capacity Analysis D&B HQ TIA 3: Cypress Waters Boulevard & Hackberry Drive Build Conditions PM 02/21/2020 Synchro 10 Report DH Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 67 266 7 36 129 75 14 81 21 287 133 25 Future Volume (vph) 67 266 7 36 129 75 14 81 21 287 133 25 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1752 1856 1805 1827 1583 1805 1900 1580 1786 3524 Flt Permitted 0.62 1.00 0.52 1.00 1.00 0.64 1.00 1.00 0.47 1.00 Satd. Flow (perm) 1152 1856 979 1827 1583 1224 1900 1580 875 3524 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 72 286 8 39 139 81 15 87 23 309 143 27 RTOR Reduction (vph) 0 1 0 0 0 61 0 0 19 0 16 0 Lane Group Flow (vph) 72 293 0 39 139 20 15 87 4 309 154 0 Confl. Peds. (#/hr) 1 1 2 2 Heavy Vehicles (%) 3% 2% 0% 0% 4% 2% 0% 0% 0% 1% 0% 0% Turn Type pm+pt NA pm+pt NA Perm pm+pt NA Perm pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 6 8 8 4 Actuated Green, G (s) 17.8 15.2 15.8 14.2 14.2 11.7 10.9 10.9 23.3 17.0 Effective Green, g (s) 17.8 15.2 15.8 14.2 14.2 11.7 10.9 10.9 23.3 17.0 Actuated g/C Ratio 0.31 0.27 0.28 0.25 0.25 0.21 0.19 0.19 0.41 0.30 Clearance Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 389 498 296 458 397 261 365 304 471 1058 v/s Ratio Prot c0.01 c0.16 0.00 0.08 0.00 0.05 c0.08 0.04 v/s Ratio Perm 0.05 0.03 0.01 0.01 0.00 c0.19 v/c Ratio 0.19 0.59 0.13 0.30 0.05 0.06 0.24 0.01 0.66 0.15 Uniform Delay, d1 13.9 18.0 15.1 17.2 16.1 18.0 19.3 18.5 12.2 14.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 1.8 0.2 0.4 0.1 0.1 0.3 0.0 3.3 0.1 Delay (s) 14.1 19.8 15.3 17.6 16.1 18.1 19.7 18.5 15.5 14.5 Level of Service B B B B B B B B B B Approach Delay (s) 18.6 16.8 19.3 15.2 Approach LOS B B B B Intersection Summary HCM 2000 Control Delay 17.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.68 Actuated Cycle Length (s) 56.6 Sum of lost time (s) 22.0 Intersection Capacity Utilization 55.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM 6th Signalized Intersection Summary D&B HQ TIA 3: Cypress Waters Boulevard & Hackberry Drive Build Conditions PM 02/21/2020 Synchro 10 Report DH Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 67 266 7 36 129 75 14 81 21 287 133 25 Future Volume (veh/h) 67 266 7 36 129 75 14 81 21 287 133 25 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1870 1870 1900 1841 1870 1900 1900 1900 1885 1900 1900 Adj Flow Rate, veh/h 72 286 8 39 139 81 15 87 23 309 143 27 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 2 2 0 4 2 0 0 0 1 0 0 Cap, veh/h 413 409 11 305 377 324 425 386 326 530 859 159 Arrive On Green 0.06 0.23 0.23 0.04 0.20 0.20 0.02 0.20 0.20 0.10 0.28 0.28 Sat Flow, veh/h 1767 1811 51 1810 1841 1583 1810 1900 1602 1795 3040 561 Grp Volume(v), veh/h 72 0 294 39 139 81 15 87 23 309 84 86 Grp Sat Flow(s),veh/h/ln 1767 0 1861 1810 1841 1583 1810 1900 1602 1795 1805 1797 Q Serve(g_s), s 1.6 0.0 7.4 0.8 3.3 2.2 0.3 2.0 0.6 5.0 1.8 1.8 Cycle Q Clear(g_c), s 1.6 0.0 7.4 0.8 3.3 2.2 0.3 2.0 0.6 5.0 1.8 1.8 Prop In Lane 1.00 0.03 1.00 1.00 1.00 1.00 1.00 0.31 Lane Grp Cap(c), veh/h 413 0 420 305 377 324 425 386 326 530 510 507 V/C Ratio(X) 0.17 0.00 0.70 0.13 0.37 0.25 0.04 0.23 0.07 0.58 0.16 0.17 Avail Cap(c_a), veh/h 475 0 1277 407 1263 1086 568 1043 880 530 991 986 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.4 0.0 18.2 15.2 17.4 17.0 15.6 17.0 16.4 15.5 13.8 13.8 Incr Delay (d2), s/veh 0.2 0.0 2.1 0.2 0.6 0.4 0.0 0.3 0.1 1.6 0.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 3.1 0.3 1.3 0.7 0.1 0.8 0.2 3.1 0.7 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.6 0.0 20.3 15.4 18.0 17.4 15.6 17.3 16.5 17.1 13.9 14.0 LnGrp LOS B A C B B B B B B B B B Approach Vol, veh/h 366 259 125 479 Approach Delay, s/veh 19.2 17.4 16.9 16.0 Approach LOS B B B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.6 17.0 6.5 19.9 8.7 15.9 10.5 15.9 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 5.0 35.0 5.0 28.0 5.0 35.0 5.0 28.0 Max Q Clear Time (g_c+I1), s 2.8 9.4 2.3 3.8 3.6 5.3 7.0 4.0 Green Ext Time (p_c), s 0.0 1.8 0.0 0.9 0.0 1.0 0.0 0.5 Intersection Summary HCM 6th Ctrl Delay 17.3 HCM 6th LOS B HCM 6th AWSC D&B HQ TIA 4: Ranch Trail & Hackberry Drive Build Conditions PM 02/21/2020 Synchro 10 Report DH Page 9 HCM 6th Edition all-way stop-controlled intersection methodology supports maximum of three lanes. HCM 6th TWSC D&B HQ TIA 5: Project Driveway & Dividend Drive Build Conditions PM 02/21/2020 Synchro 10 Report DH Page 10 Intersection Int Delay, s/veh 1.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 133 5 0 499 0 67 0 3 0 0 0 Future Vol, veh/h 0 133 5 0 499 0 67 0 3 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 60 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 145 5 0 542 0 73 0 3 0 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 542 0 0 150 0 0 419 690 75 615 692 271 Stage 1 - - - - - - 148 148 - 542 542 - Stage 2 - - - - - - 271 542 - 73 150 - Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1023 - - 1429 - - 518 367 971 375 366 727 Stage 1 - - - - - - 840 774 - 492 518 - Stage 2 - - - - - - 712 518 - 928 772 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1023 - - 1429 - - 518 367 971 374 366 727 Mov Cap-2 Maneuver - - - - - - 518 367 - 374 366 - Stage 1 - - - - - - 840 774 - 492 518 - Stage 2 - - - - - - 712 518 - 925 772 - Approach EB WB NB SB HCM Control Delay, s 0 0 12.9 0 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 529 1023 - - 1429 - - - HCM Lane V/C Ratio 0.144 - - - - - - - HCM Control Delay (s) 12.9 0 - - 0 - - 0 HCM Lane LOS B A - - A - - A HCM 95th %tile Q(veh) 0.5 0 - - 0 - - - HCM 6th TWSC D&B HQ TIA 6: South Belt Line Road & Project Driveway Build Conditions PM 02/21/2020 Synchro 10 Report DH Page 11 Intersection Int Delay, s/veh 0.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 8 2075 10 0 2104 Future Vol, veh/h 0 8 2075 10 0 2104 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 9 2255 11 0 2287 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 1133 0 0 - - Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 7.14 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.92 - - - - Pot Cap-1 Maneuver 0 169 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 169 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach WB NB SB HCM Control Delay, s 27.5 0 0 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - 169 - HCM Lane V/C Ratio - - 0.051 - HCM Control Delay (s) - - 27.5 - HCM Lane LOS - - D - HCM 95th %tile Q(veh) - - 0.2 - APPENDIX C: PEAK HOUR SIGNAL WARRANT ANALYSIS WORKSHEETS Project D&B HQ Major Street Ranch Trail Scenario Existing Conditions Minor Street Hackberry Drive Peak Hour AM Turn Movement Volumes Major Street Direction NB SB EB WB Left 207 8 107 0 x North/South Through 19 108 2 0 East/West Right 1 115 26 0 Total 227 231 135 0 * Note: Traffic Volume for Major Street is Total Volume of Both Approaches. Traffic Volume for Minor Street is the Volume of High Volume Approach. Number of Approach Lanes 2 2 NO Traffic Volume (VPH) * 458 135 Major Street Minor Street Warrant MetRanch Trail Hackberry Drive 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Warrant 3B, Peak Hour * Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane. Source: Texas Manual on Uniform Traffic Control Devices, TxDOT, 2011. 150* 100* 2 or More Lanes & 2 or More Lanes 1 Lane & 1 Lane 2 or More Lanes & 1 Lane Project D&B HQ Major Street Ranch Trail Scenario Existing Conditions Minor Street Hackberry Drive Peak Hour PM Turn Movement Volumes Major Street Direction NB SB EB WB Left 38 115 556 2 North/South Through 231 94 12 1 x East/West Right 0 82 130 1 Total 269 291 698 4 * Note: Traffic Volume for Major Street is Total Volume of Both Approaches. Traffic Volume for Minor Street is the Volume of High Volume Approach. Number of Approach Lanes 2 2 NO Traffic Volume (VPH) * 702 291 Major Street Minor Street Warrant MetRanch Trail Hackberry Drive 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Warrant 3B, Peak Hour * Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane. Source: Texas Manual on Uniform Traffic Control Devices, TxDOT, 2011. 150* 100* 2 or More Lanes & 2 or More Lanes 1 Lane & 1 Lane 2 or More Lanes & 1 Lane Project D&B HQ Major Street Ranch Trail Scenario Build Conditions Minor Street Hackberry Drive Peak Hour AM Turn Movement Volumes Major Street Direction NB SB EB WB Left 228 8 119 0 x North/South Through 21 119 2 0 East/West Right 1 131 29 0 Total 250 258 150 0 * Note: Traffic Volume for Major Street is Total Volume of Both Approaches. Traffic Volume for Minor Street is the Volume of High Volume Approach. Number of Approach Lanes 2 2 NO Traffic Volume (VPH) * 508 150 Major Street Minor Street Warrant MetRanch Trail Hackberry Drive 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Warrant 3B, Peak Hour * Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane. Source: Texas Manual on Uniform Traffic Control Devices, TxDOT, 2011. 150* 100* 2 or More Lanes & 2 or More Lanes 1 Lane & 1 Lane 2 or More Lanes & 1 Lane Project D&B HQ Major Street Ranch Trail Scenario Build Conditions Minor Street Hackberry Drive Peak Hour PM Turn Movement Volumes Major Street Direction NB SB EB WB Left 42 127 616 2 North/South Through 254 103 13 1 x East/West Right 0 91 143 1 Total 296 321 772 4 * Note: Traffic Volume for Major Street is Total Volume of Both Approaches. Traffic Volume for Minor Street is the Volume of High Volume Approach. Number of Approach Lanes 2 2 NO Traffic Volume (VPH) * 776 321 Major Street Minor Street Warrant MetRanch Trail Hackberry Drive 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Warrant 3B, Peak Hour * Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane. Source: Texas Manual on Uniform Traffic Control Devices, TxDOT, 2011. 150* 100* 2 or More Lanes & 2 or More Lanes 1 Lane & 1 Lane 2 or More Lanes & 1 Lane APPENDIX D: ACCESS AND CIRCULATION CHECKLIST MASTER CHECKLIST ITEMS TO BE CONSIDERED FOR SITE PLAN EVALUATION AS PART OF ACCESS AND CIRCULATION STUDIES Driveways  Spacing to Adjacent Driveways  Spacing to Adjacent Intersections  Permitted Turning Movements  Need for Signalization (phasing & lane requirements)  Offset to Opposing Driveways  Intersection and Stopping Sight Distance (Horizontal & Vertical)  Width  Throat Depth  Curb Return Radii  Median Treatments / Channelizing Islands Adjacent Street Improvements  Left-Turn Ingress Lanes (need, location, storage, deceleration, taper)  Right-Turn Deceleration Lanes (need, design, effects on bicyclists)  Continuous Acceleration/Deceleration Lanes  Bus Turnouts  Crosswalks & Sidewalks  Bicycle Facilities  On-Street Parking On-Site Circulation  Parking Lot Layout - Drive aisle widths and lengths - Use of perpendicular, parallel, angled, and back-in parking - Alignment of parking lots with driveways - Dead-end drive aisles - Minimum parking fields required for major tenants - Ease of parking maneuvers - Clustering of compact spaces  Parking Utilization - Under- and over-utilized parking areas - Hidden parking areas - Parking demand versus supply (including shared parking allowances) - Ease of parking maneuvers in high-turnover areas  Internal Vehicular Circulation - Type of traffic control at internal intersections - Access to parking structures - Sight distance - Treatment of drive aisles near building entrances - Truck delivery movements  Access to and stacking in drive-through lanes  Pedestrian/Bicycle Circulation