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HomeMy WebLinkAboutTraffic Study 111521Traffic StudyTraffic StudyTraffic StudyTraffic Study Hamilton StationHamilton StationHamilton StationHamilton Station prepared for: Rees Commercial Cantrell Road (Highway 10) and Taylor Loop Road Little Rock, Arkansas October 6, 2021 Project No.: P1628 TABLE OF CONTENTS Section Page Executive Summary 1 Introduction 3 The Site 4 Existing Traffic Conditions 6 Trip Generation & Site Traffic Projections 8 Capacity and Level of Service 12 Findings 15 APPENDIX Site Plan Trip Generation Data Vechicle Turning Movement Count Data Capacity and Level of Service Calculations Page 1 Peters & Associates Engineers, Inc., has conducted a traffic en- gineering study relating to a mixed-use development (Hamilton Station) proposed to be located just north of an existing retail development on the north side of Cantrell Road (Highway 10) at the traffic signal controlled intersection at Taylor Loop Road in Little Rock, Arkansas. Access to the proposed site will be pro- vided via the intersection of Cantrell Road and Taylor Loop Road. The primary focus of this report is to assess traffic opera- tional characteristics of the study intersection of Cantrell Road and Taylor Loop Road proposed to serve the site. Existing vehicle turning movement count data by ArDOT con- ducted in 2019 (before any COVID related possible volume re- ductions) for the AM and PM peak hours for the study intersec- tion of Cantrell Road and Taylor Loop Road were used in this study. Directional splits and proposed street assignments at the study intersection were made based on existing traffic patterns, trans- portation network, and regional use. Projected vehicle traffic volumes were calculated for the pro- posed land uses. These projected site-generated vehicle trips were added to the existing traffic volumes. Existing and pro- jected traffic volumes at the study intersection were calculated and traffic operations were analyzed. Arkansas Department of Transportation (ArDOT) is planning on improvements (Job Number: 061382) to Cantrell Road (Highway 10). Improvements to the intersection of Cantrell Road and Taylor Loop Road is expected to be included in these ArDOT improvements. EXECUTIVE SUMMARY Page 2 Findings of this study are summarized as follows: Capacity and level of service analysis was performed for existing traf- fic volumes, lane geometry and traffic control for the AM and PM peak hours for the study intersection of Cantrell Road and Taylor Loop Road. The traffic signal controlled intersection of Cantrell Road and Taylor Loop Road currently operates at what calculates as LOS “C” during the existing conditions of the AM and LOS “D” during the existing conditions PM peak hour. Several vehicle movements cur- rently operate at what calculates as below LOS “D” for existing traffic conditions at the study intersection for the AM and PM peak hours. Capacity and LOS analysis was performed for projected traffic condi- tions with existing intersection lane geometry at Cantrell Road and Taylor Loop Road for the AM and PM peak hours. The traffic signal controlled intersection of Cantrell Road and Taylor Loop Road is ex- pected to continue to operate at an unchanged LOS “C” during AM peak hour and an unchanged LOS “D” during the PM peak hour for these projected conditions with existing lane geometry. Additionally, several vehicle movements are expected to continue to operate at what calculates as worse than LOS “D” for projected traffic conditions with existing lane geometry at the study intersection for the AM and PM peak hours. The change in intersection capacity utilization is minimal in comparing existing conditions to projected conditions with existing lane geometry (from 87.1% for existing conditions to 87.2% during the AM peak hour and from 82.5% for existing conditions to 82.8% during the PM peak hour). Page 3 Peters & Associates Engineers, Inc., has conducted a traffic engi- neering study relating to a mixed-use development (Hamilton Station) proposed to be located just north of an existing retail de- velopment on the north side of Cantrell Road (Highway 10) at the traffic signal controlled intersection at Taylor Loop Road in Little Rock, Arkansas. Access to the proposed site will be provided via the intersection of Cantrell Road and Taylor Loop Road. The pri- mary focus of this report is to assess traffic operational character- istics of the study intersection of Cantrell Road and Taylor Loop Road proposed to serve the site. The site is proposed to consist of approximately 89,850 square feet of self-storage and 43,125 square feet of mixed commercial-office use as indicated on the project site plan (a reduced copy of the site plan is included in the Appendix for reference). This is a report of methodology and findings relating to a traffic engineering study undertaken to: Evaluate existing traffic conditions in the vicinity of the site. Determine projected traffic volumes entering and exiting the proposed development at the study intersection of Cantrell Road and Taylor Loop Road proposed to serve the site. Identify the effects on traffic operations for existing traffic in combination with site-generated traffic associated with the land-use proposed. Evaluate traffic operations for the following conditions: Existing traffic conditions. Projected traffic conditions to include exiting traffic volumes plus projected site-generated traffic volumes with existing intersection lane geometry. In the following sections of this traffic study report are traffic data, study methods, findings and recommendations. The study is technical in nature. Analysis techniques employed are those most INTRODUCTION Page 4 commonly used in the traffic engineering profession for traffic impact analysis. Certain data and calculations rela- tive to traffic operational analysis are referenced in the re- port. Complete calculations and data are included in the Appendix of the report. The location of the development is within the city limits of Little Rock in Pulaski County, Arkansas. The mixed-use development is proposed to be located just north of an ex- isting retail development on the north side of Cantrell Road (Highway 10) at the traffic signal controlled intersection at Taylor Loop Road. Access to the proposed site will be pro- vided via the intersection of Cantrell Road and Taylor Loop Road. The proposed development site location and vicinity are shown on Figures 1 and 2, which follow. Figure 1 – Vicinity Map SITE N THE SITE Page 5 Figure 2 – Site Location Map N PI NNACLE VAL LEY ROAD CANTRELL ROAD (HWY 10) TAYLOR LOOP ROAD S IT E Page 6 EXISTING TRAFFIC CONDITIONS Traffic count data collected by ArDOT in 2019 were used as a part of this study and include weekday AM and PM peak hours vehicle turning movement counts at the intersection of Cantrell Road and Taylor Loop Road while local schools were in session. Peak hour vehicle turning movement counts made as a part of this study are shown on Figure 3A, "Existing Traffic Vol- umes - AM Peak Hour,” and Figure 3B, "Existing Traffic Volumes - PM Peak Hour.” The AM and PM peak traffic periods of the adjacent streets are the traffic operating conditions which have warranted primary traffic analysis as a part of this study. Page 7 Figure 3A Existing Traffic Volumes - AM Peak Hour N Figure 3B Existing Traffic Volumes - PM Peak Hour N Page 8 The Trip Generation, an Informational Report, published by the Institute of Transportation Engineers (ITE) and The Trip Generation Manual 10th Edition, 2017, were utilized in cal- culating the magnitude of traffic volumes expected to be generated by the proposed mixed-use development as pro- posed. These are reliable sources for this information and are universally used in the traffic engineering profession. These calculations entail applying the appropriate trip- generation rates to the land use proposed for the develop- ment. Results of these calculations are summarized on Table 1, “Summary of Trip-Generation.” These calculations indicate that approximately 1,344 vehicle trips (combined in and out) per average weekday are pro- jected to be generated by the development. Of this total, ap- proximately 48 vehicle trips are estimated during the traffic conditions of the AM peak hour and approximately 95 vehi- cle trips are estimated during the traffic conditions of the PM peak hour. TRIP GENERATION Table 1 – Summary of Trip-Generation 24-HOUR TWO-WAY PEAK HOUR PEAK HOUR PROPOSED APPROX. ITE WEEKDAY VOLUME VOLUME LAND USE SIZE CODE VOLUME ENTER EXIT ENTER EXIT Mini Warehouse 89,850 Sq. Ft. 151 136 5 4 7 8 Retail Commercial 28,125 Sq. Ft. 820 1,062 16 10 51 56 Office 15,000 Sq. Ft. 71 146 15 2 3 14 1,344 36 16 61 78 -2 -2 -5 -5 0 0 -16 -18 34 14 40 55 PM UN-ADJUSTED TOTAL DRIVEWAY VOLUMES INTERNAL TRIP CAPTURE AM 95 PASS-BY TRIPS ADJUSTED NEW ADJACENT ROADWAY VOLUMES TOTALS 48 Page 9 Figure 4 Directional Distribution - Site Traffic 40 % 4 5 % 15% N PI NNACLE VAL LEY ROAD CANTRELL ROAD (HWY 10) TAYLOR LOOP ROAD S IT E Once projected traffic was estimated for the site, directional dis- tributions were made to reflect the percent of anticipated thru, left and right-turns at the study intersection of Cantrell Road and Taylor Loop Road. Directional splits and proposed street assign- ments at the study intersection were made based on existing traf- fic patterns, transportation network, and regional use. Direc- tional distribution percentages used in this study are shown on Figure 4, “Directional Distribution - Site Traffic.” The directional distribution percentages for site traffic have been equated to percentage turns for each movement at the study inter- section. The site-generated traffic volumes result from applying the directional distribution percentages to the corresponding pro- jected site-generated traffic volumes summarized on Table 1, “Summary of Trip-Generation.” SITE TRAFFIC PROJECTIONS Page 10 When comparing the existing and projected traffic volumes on the southbound approach on Taylor Loop Road at Cantrell Road. There is expected to be minimal additional traffic during the AM and PM peak hours as shown below: AM Peak Hour Existing = 93 vehicles per hour. Projected = 108 vehicles per hour This calculates to adding only approximately 15 additional vehicles per hour during the AM peak hour. PM Peak Hour Existing = 135 vehicles per hour. Projected = 208 vehicles per hour This calculates to only 73 additional vehicle per hour during the PM peak hour. The site-generated traffic volumes and corresponding existing background traffic volumes shown on Figures 3A and 3B have been combined and the results are depicted on Figure 5A, “Projected Traffic Volumes with Existing Lane Geometry - AM Peak Hour” and Figure 5B, “Projected Traffic Volumes with Existing Lane Geometry - PM Peak Hour.” Traffic volumes shown on Figures 3A, 3B, 5A and 5B are the values and lane geometry used in capacity and level of service calculations conducted as a part of this study. The effect of existing background traffic (i.e. the adjacent street non-site traffic which exists) and projected traffic associated with the site development has thus been accounted for in this analysis. Page 11 N N Figure 5A Projected Traffic Volumes with Existing Lane Geometry AM Peak Hour Figure 5B Projected Traffic Volumes with Existing Lane Geometry PM Peak Hour Page 12 Generally, the "capacity" of a street is a measure of its ability to accommodate a certain magnitude of moving vehicles. It is a rate as opposed to a quantity, measured in terms of vehicles per hour. More specifically, street capacity refers to the maximum number of vehicles that a street element (e.g. an intersection) can be ex- pected to accommodate in a given time period under the prevail- ing roadway and traffic conditions. Traffic operational analysis for the study intersection were evalu- ated based on the methodologies outlined in the Highway Capac- ity Manual, 2010 Edition, published by the Transportation Re- search Board. The operating conditions at an intersection are graded by the “level of service” experienced by drivers. Level of service (LOS) describes the quality of traffic operating conditions and is rated from “A” to “F”. LOS “A” represents the most desir- able condition with free-flow movement of traffic with minimal delays. LOS “F” generally indicates severely congested condi- tions with excessive delays to motorists. Intermediate grades of B, C, D, and E reflect incremental increases in the average delay per stopped vehicle. Delay is measured in seconds per vehicle. The table below shows the upper limit of delay associated with each level of service for signalized and un-signalized intersec- tions. Intersection Level of Service Delay Thresholds Level of Service (LOS) Signalized Un-Signalized A < 10 Seconds < 10 Seconds B < 20 Seconds < 15 Seconds C < 35 Seconds < 25 Seconds D < 55 Seconds < 35 Seconds E < 80 Seconds < 50 Seconds F ≥ 80 Seconds ≥ 50 Seconds The LOS rating deemed acceptable varies by community, facility type and traffic control device. A LOS “D” is the desirable goal for movements at un-signalized intersections that must yield to other movements; however, a LOS “E” or “F” is often accepted CAPACITY and LEVEL OF SERVICE Page 13 for low to moderate traffic volumes where the installation of a traffic signal is not warranted by the conditions at the intersection or the lo- cation is deemed undesirable for signalization for other reasons. For signalized intersections, level of service and average delay relate to all vehicles using the intersection and LOS “D” is the typical desir- able standard for signalized intersections. The study intersection was evaluated using the Synchro analysis software package based on Highway Capacity Manual methods. This computer program has been proven to be reliable when used to analyze capacity and levels of traffic service under various operating conditions. Detailed results for all capacity calculations are included in the Appendix. The adja- cent street weekday AM and PM peak traffic periods were used for these calculations. Factors included in the analysis are as follows: Existing traffic volumes and patterns. Directional distribution of projected traffic volumes. Existing intersection geometry (including elements such as turn lanes, curb radii, etc.). Existing background traffic volumes and projected site-generated volumes for projected traffic conditions. Existing traffic control. CAPACITY ANALYSIS Level of Service Analysis Results Existing Traffic Conditions Capacity and level of service analysis was performed for existing traffic volumes, lane geometry and traffic control for the AM and PM peak hours for the study intersection of Cantrell Road and Taylor Loop Road. As indicated in Table 2, “Level of Service Summary – Existing Traf- fic Conditions,” the traffic signal controlled intersection of Cantrell Road and Taylor Loop Road currently operates at what calculates at LOS “C” during the existing conditions of the AM and at LOS “D” during the existing conditions PM peak hour. Several vehicle move- ments currently operate at what calculates as below LOS “D” for ex- isting traffic conditions at the study intersection for the AM and PM peak hours. Page 14 Traffic volumes used for this analysis are shown on Figure 3A, "Existing Traffic Volumes - AM Peak Hour,” and Figure 3B, "Existing Traffic Volumes - PM Peak Hour.” Projected Traffic Conditions With Exiting Intersection Lane Geometry Capacity and LOS analysis was performed for projected traffic conditions with existing intersection lane geometry at Cantrell Road and Taylor Loop Road for the AM and PM peak hours. Traffic volumes used for these projected traffic conditions are shown on Figure 5A, “Projected Traffic Volumes with Existing Lane Geometry - AM Peak Hour,” and Figure 5B, “Projected Traffic Volumes with Existing Lane Geometry - PM Peak Hour.” The operating conditions projected to exist at the study intersection are summarized in Table 3, “Level of Service Sum- mary - Projected Traffic Conditions With Existing Intersection Lane Geometry.” As indicated in Table 3, the traffic signal controlled intersec- tion of Cantrell Road and Taylor Loop Road is expected to con- tinue to operate at an unchanged LOS “C” during AM peak hour and an unchanged LOS “D” during the PM peak hour for these projected conditions with existing lane geometry. Addi- tionally, several vehicle movements are expected to continue to Table 2 - Level of Service Summary - Existing Traffic Conditions Eastbound Left-TurnEastbound ThruEastbound Right-TurnWestbound Left-TurnWestbound ThruWestbound Right-TurnNorthbound Left-TurnNorthbound ThruNorthbound Right-TurnSouthbound Left-TurnSouthbound ThruSouthbound Right-TurnOverall IntersectionINTERSECTION PEAK HR AM A B A F F F B F F A C 27.5 87.1% PM D E B D F F B F F A D 42.1 82.5% EXISTING TRAFFIC CONDITIONS Traffic ControlCantrell Road (Highway 10) and Taylor Loop Road SIGNAL B A PEAK HOUR - LEVEL OF SERVICE Avg. Control Delay Seconds / VehicleIntersection Capacity Utilization (%)Table 3 - Level of Service Summary - Projected Traffic Conditions With Existing Intersection Lane Geometry Eastbound Left-TurnEastbound ThruEastbound Right-TurnWestbound Left-TurnWestbound ThruWestbound Right-TurnNorthbound Left-TurnNorthbound ThruNorthbound Right-TurnSouthbound Left-TurnSouthbound ThruSouthbound Right-TurnOverall IntersectionINTERSECTION PEAK HR AM A B A F F F B F F A C 27.9 87.2% PM D E B D F F B F F A D 44.8 82.8%Traffic ControlPROJECTED TRAFFIC CONDITIONS WITH EXISTING INTERSECTION LANE GEOMETRY SIGNAL A C Cantrell Road (Highway 10) and Taylor Loop Road Avg. Control Delay Seconds / VehicleIntersection Capacity Utilization (%)PEAK HOUR - LEVEL OF SERVICE Page 15 operate at what calculates as below LOS “D” for projected traf- fic conditions with existing lane geometry at the study intersec- tion for the AM and PM peak hours. Projected average control delay (seconds per vehicle) and inter- section capacity utilization are also found to have minimal dif- ference when compared to existing conditions. The change in intersection delay value for Cantrell Road and Taylor Loop Road is minimal from existing conditions to projected conditions with existing lane geometry (average vehicle delay goes from 27.5 seconds for existing conditions to 27.9 seconds during the AM peak hour and from 42.1 seconds for existing conditions to 44.8 seconds during the PM peak hour). The change in intersection capacity utilization is also minimal in comparing existing condi- tions to projected conditions with existing lane geometry (from 87.1% for existing conditions to 87.2% during the AM peak hour and from 82.5% for existing conditions to 82.8% during the PM peak hour). Findings of this study are summarized as follows: The traffic associated with the development of Hamilton Station has minimal impact to the traffic operations at the intersection of Cantrell Road and Taylor Loop Road. Capacity and level of service analysis was performed for existing traffic volumes, lane geometry and traffic control for the AM and PM peak hours for the study intersection of Cantrell Road and Taylor Loop Road. The traffic signal controlled intersection of Cantrell Road and Taylor Loop Road currently operates at what calculates as LOS “C” dur- ing the existing conditions of the AM and LOS “D” during the existing conditions PM peak hour. Several vehicle movements currently operate at what calculates as below LOS “D” for existing traffic conditions at the study intersec- tion for the AM and PM peak hours. FINDINGS Page 16 Capacity and LOS analysis was performed for projected traffic conditions with existing intersection lane geome- try at Cantrell Road and Taylor Loop Road for the AM and PM peak hours. The traffic signal controlled inter- section of Cantrell Road and Taylor Loop Road is ex- pected to continue to operate at an unchanged LOS “C” during AM peak hour and an unchanged LOS “D” dur- ing the PM peak hour for these projected conditions with existing lane geometry. Additionally, several vehicle movements are expected to continue to operate at what calculates as below LOS “D” for projected traffic condi- tions with existing lane geometry at the study intersec- tion for the AM and PM peak hours. Also, projected av- erage control delay (seconds per vehicle) and intersec- tion capacity utilization are also found to have minimal difference when compared to existing conditions and are expected to continue to remain acceptable for the study intersection of Cantrell Road and Taylor Loop Road dur- ing the AM and PM peak hours for the projected traffic conditions with the development as proposed. The Cantrell Road and Taylor Loop Road change in inter- section delay value is minimal from existing conditions to projected conditions with existing lane geometry (average vehicle delay goes from 27.5 seconds for exist- ing conditions to 27.9 seconds during the AM peak hour and from 42.1 seconds for existing conditions to 44.8 seconds during the PM peak hour). The change in inter- section capacity utilization is also minimal in comparing existing conditions to projected conditions with existing lane geometry (from 87.1% for existing conditions to 87.2% during the AM peak hour and from 82.5% for ex- isting conditions to 82.8% during the PM peak hour). APPENDIX Site Plan 6ƒ : 1ƒ : 6ƒ ( 1ƒ : 1ƒ ( 6ƒ ( 6ƒ ( DRAFTThis document ispreliminary innature and is not afinal signed andsealed document.REES COMMERCIALNOT FOR CONSRTUCTIONSITE PLAN REVIEWPROJECT CONTACT INFORMATION:OWNER /DEVELOPER:REES COMMERCIAL11719 HINSON ROAD, SUITE 130LITTLE ROCK, ARKANSAS 72212 PHONE: (501) 223-9298CIVIL ENGINEER:JESS GRIFFIN PE CFM5 KINGSTON DRIVELITTLE ROCK, AR 72227PHONE: (501) 690-3456ARCHITECT:ROARK PERKINS PERRY YELVINGTONARCHITECTURE & INTERIOR DESIGN713 W SECOND STREETLITTLE ROCK, ARKANSAS 72201 PHONE: (501) 372-0272LANDSCAPE ARCHITECT:FRANK RIGGINS, ASLAPHONE: (501) 554-2509PROPOSEDEXISTINGDESCRIPTIONSANITARY SEWER LINEFIBER OPTIC LINEOVERHEAD ELECTRIC LINEGAS LINEWATER LINEUNDERGROUND PHONE LINEUNDERGROUND ELECTRIC LINESTORM DRAINAGE PIPEGUY ANCHORFIRE HYDRANTWATER VALVEWATER METERUTILITY POLELIGHT POLESANITARY SEWER MANHOLESANITARY SEWER CLEAN-OUTTELEPHONE PEDESTAL/RISERSIGNELECTRICAL BOXAIR RELEASE VALVEDITCH FLOW LINEGAS REGULATORGAS METERCONTROL POINTCURB INLET/JUNCTION BOXORCATV CABLE LINEFENCEX-XDRAINAGE STRUCTURE - NO.LEGENDFHCOSFHCOPINNACLE STATIONSHOPPING CENTERSBUILDING MATERIALS - BRICK, STONE, GLASS, METAL AT REARMAX BUILDING HEIGHT = 65'DETENTION WILL BE PROVIDED UNDERGROUND CULVERTS.JESS GRIFFIN, PE5 KINGSTON DRIVELITTLE ROCK, AR 72227TEL (501) 690-3456JGGRIFFINPE@GMAIL.COM100 YR FLOODPLAIN100YR FLOODWAYPINNACLE CREEKSHOPPING CENTER14710 CANTRELLSHOPPING CENTEREXISTING SEWER MAIN41' UNDISTURBEDBUFFER (MIN.)PROPERTY LINECONSTRUCTCURB CUT FOREMERGENCYACCESS TO WEST Trip-Generation Data ITE TRIP-GENERATION 10TH EDITION Hamilton Apartments Approximately 89,850 Sq. Ft. Mini-Warehouse Land-Use (ITE 151) 10/1/2021 P1628 Weekday Daily Volume Weekday AM Peak Hour of Adjacent Street Weekday PM Peak Hour of Adjacent Street ITE TRIP-GENERATION 10TH EDITION Hamilton Apartments Approximate 28,125 Sq. Ft. Commercial Retail Land-Use (ITE 820) 10/1/2021 P1628 Weekday Daily Volume Weekday AM Peak Hour of Adjacent Street Weekday PM Peak Hour of Adjacent Street ITE TRIP-GENERATION 10TH EDITION Hamilton Apartments Approximate 15,000 Sq. Ft. Office Land-Use (ITE 710) 10/1/2021 P1628 Weekday Daily Volume Weekday AM Peak Hour of Adjacent Street Weekday PM Peak Hour of Adjacent Street Trip Generation Summary - Phase 1 Project: Alternative: Open Date: Analysis Date: a Alternative 1 10/1/2021 10/1/2021 ITE Land Use Enter Exit Enter Exit Average Daily Trips Enter Exit TotalTotalTotal AM Peak Hour of Adjacent Street Traffic PM Peak Hour of Adjacent Street Traffic 151 MWAREHOUSE 1 89.85 Gross Floor Area 1000 SF 2311121367225112113 820 CENTERSHOPPING 1 28.12 Gross Leasable Area 1000 SF 10454502710171201600601 710 OFFICEGENERAL 1 15 Gross Floor Area 1000 SF 22184233201658283 Unadjusted Volume 797 794 1591 44 19 63 66 83 149 Internal Capture Trips 0 0 0 2 2 4 5 5 10 0 0 0 0 0 0 16 18 34 797 794 1591 42 17 59 45 60 105 Pass-By Trips Volume Added to Adjacent Streets Total AM Peak Hour Internal Capture = 6 Percent Total PM Peak Hour Internal Capture = 7 Percent 1TRIP GENERATION 2014, TRAFFICWARE, LLC Source: Institute of Transportation Engineers, Trip Generation Manual 9th Edition, 2012 Vehicle Turning Movement Count Data ARKANSAS STATE HIGHWAY COMMISSION Turning Movement Counts Scope of Work Turning Movement Counts are requested for the intersection(s) shown on the attached map(s). Work Required -- Using details provided in the AHTD Technical Services Field Manual, 1988 Edition, Part III, Section E, the work required to be performed by the Consultant is as follows: (a) Set Video Cameras at requested intersections for 24 hour turning movement counts. Counts are to be taken Monday through Thursday only. (b) Video Cameras obtain a total volume count for outbound vehicles for the same time period as in (a). (c) Obtain all pertinent information as to land use (e.g., businesses, major driveways, shopping centers, etc.) and provide sketch. (d) Record posted speed limits on all legs of the intersection. (e) Traffic classification shall be the four major vehicle types defined in the Field Manual. (f) Submit the completed “Intersection Turning Movements” form (furnished by AHTD). (g) Submit a file, (or files) which include the manual count data in 1-hour intervals and identifies the location, in a format acceptable to the AHTD. Special Instructions: See Above Location : See Attached Map Turning Movement Number 2019_2467-2469 Completion Date -- Ample time shall be scheduled and adequate resources dedicated to the project to complete the Turning Movement Count within 30 days from order date. Completion includes all submittals, reviews and returns, and acceptance by the Arkansas State Highway and Transportation Department (AHTD) System Information and Research Division. Quality Control -- The Consultant is to properly supervise and maintain close contact with employees in order to provide the highest quality service possible to the AHTD. The Consultant will test and certify his equipment in accordance with the standards contained in the FHWA Traffic Monitoring Guide (TMG), the AASHTO Guidelines for Traffic Data Programs, and the Highway Performance Monitoring System (HPMS) Program Field Manual. These standards will govern the frequency of testing, duration of testing, and the minimum precision for the various types of devices being used for the Turning Movement Counts. Supervision -- The Consultant will prosecute and direct the work subject to the Contract requirements. Except for initial training on performing Turning Movement Counts and in the matter of advising the Consultant as to the work to be done and the results expected, the AHTD shall have no supervision over the Consultant or any of his employees. Compliance -- All work performed by the Consultant shall be in compliance with all applicable Federal, State and local laws, regulations and ordinances. January 28, 2019 TO: Mr. Brad McCaleb, Division Head, Engineer of System Information & Research Attention: Traffic Information Systems Section FROM: Trinity D. Smith, Engineer of Roadway Design Attention: Stephen Sichmeller, Staff Design Engineer of Urban Design SUBJECT: Job Number: 061382 Job Name: Taylor Loop Rd. – Pleasant Ridge Rd. (S) Route: 10 Section: 8 County: Pulaski Type of Road Improvement: Major Widening Please provide the following at your earliest convenience: X Present ADT (Weighted Average): 2022 X Future ADT for: 2042 X Present AADTT for: 2022 X Growth Rate X Percent Trucks: Hwy. 10 X Intersection Turning Movement Locations: Hwy. 10/Taylor Loop Rd. Hwy. 10/Pinnacle Valley Rd. Hwy. 10/Kroger X Truck Traffic Turning Movements for WB-50, WB-62, and WB-67 X Axle Loads: SN 4, 5, 6 X Truck Traffic Classification Group # Other (Specify): Please note that this request is for updated traffic data. If any additional information is required, contact Stephen Sichmeller at ext. 2529. TDS/STS/adh Attachment c: Urban Design Section Elizabeth Mayfield-Hart John Spears Ashley Hunter Shelby Ingle Contract #: 2016-1001 TM ID #: 2019-2467 Sta:Route: County: Pulaski LEG 1 Taylor Loop Rd. Location: SH 10 (Cantrell Rd) @ Taylor Loop Rd LEG 2 SH 10 (Cantrell Rd.) Weather: some rain LEG 3 Taylor Loop Rd. Count Type: Turning Movement LEG 4 SH 10 (Cantrell Rd.) GPS Coordinates: 34.80105, -92.43690 Leg 5 Count Duration: 24 hour Scout ID: SCU 3WW Conducted By: G.Kenley Start Date/Time: 3/12/2019 at 00:00 End Date/Time: 3/13/2019 at 00:00 Note: 410.931.6600 fax: 410.931.6601 1.800.583.8411 www.trafficgroup.com The Traffic Group Inc. 9900 Franklin Square Drive Suite H Baltimore, Maryland 21236 Turning Movement Report 2019 Specializing in Portable Studies •Volume •Classification •Speed •Origin and Destination Studies •ALPR •Turning Movement Counts •Non –Intrusive Portable TM ID #: 2019-2467 County: Pulaski Location: SH 10 (Cantrell Rd) @ Taylor Loop Rd Weather: some rain GPS Coordinates: 34.80105, -92.43690 North Leg 1 East Leg 2 South Leg 3 West Leg 4 410.931.6600 fax: 410.931.6601 1.800.583.8411 www.trafficgroup.com The Traffic Group Inc. 9900 Franklin Square Drive Suite H Baltimore, Maryland 21236 File Name : 2019-2467 Site Code : 20192467 Start Date : 3/12/2019 Page No : 1 Latitude: N34.80083 Longitude: W92.43694 Groups Printed- Cars - Buses - Unit Trucks - Articulated Trucks Taylor Loop Rd From North SH 10 From East Taylor Loop Rd From South SH 10 From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 12:00 AM 1 1 0 0 2 1 13 4 0 18 8 0 1 0 9 5 10 0 0 15 44 12:15 AM 0 0 2 0 2 1 17 8 0 26 4 0 1 0 5 2 11 0 0 13 46 12:30 AM 0 1 0 0 1 0 10 3 0 13 1 0 0 0 1 1 6 0 0 7 22 12:45 AM 1 0 2 0 3 1 12 0 0 13 2 0 0 0 2 0 6 0 0 6 24 Total 2 2 4 0 8 3 52 15 0 70 15 0 2 0 17 8 33 0 0 41 136 01:00 AM 0 0 1 0 1 0 4 2 0 6 0 2 0 0 2 0 3 0 0 3 12 01:15 AM 1 1 0 0 2 0 9 0 0 9 1 1 1 0 3 0 5 0 0 5 19 01:30 AM 0 2 1 0 3 1 5 1 0 7 1 0 1 0 2 0 5 0 0 5 17 01:45 AM 0 0 0 0 0 1 5 2 0 8 2 0 1 0 3 0 5 0 0 5 16 Total 1 3 2 0 6 2 23 5 0 30 4 3 3 0 10 0 18 0 0 18 64 02:00 AM 0 0 0 0 0 0 5 2 0 7 2 0 0 0 2 0 7 0 0 7 16 02:15 AM 0 0 1 0 1 1 5 2 0 8 0 2 0 0 2 0 3 0 0 3 14 02:30 AM 2 0 0 0 2 2 5 2 0 9 1 0 0 0 1 0 2 0 0 2 14 02:45 AM 0 0 1 0 1 1 1 2 0 4 1 0 0 0 1 0 1 0 0 1 7 Total 2 0 2 0 4 4 16 8 0 28 4 2 0 0 6 0 13 0 0 13 51 03:00 AM 0 0 0 0 0 0 5 0 0 5 1 0 0 0 1 0 2 0 0 2 8 03:15 AM 0 0 0 0 0 1 12 2 0 15 0 0 0 0 0 0 5 0 0 5 20 03:30 AM 0 1 0 0 1 0 4 1 0 5 1 0 0 0 1 0 5 0 0 5 12 03:45 AM 0 0 0 0 0 0 8 4 0 12 1 0 0 0 1 0 6 0 0 6 19 Total 0 1 0 0 1 1 29 7 0 37 3 0 0 0 3 0 18 0 0 18 59 04:00 AM 0 0 0 0 0 0 4 3 0 7 3 0 1 0 4 1 6 0 0 7 18 04:15 AM 0 0 1 0 1 1 2 3 0 6 4 0 0 0 4 0 17 0 0 17 28 04:30 AM 0 0 0 0 0 0 6 3 0 9 5 1 1 0 7 0 25 0 0 25 41 04:45 AM 0 0 1 0 1 1 10 5 0 16 8 0 0 0 8 1 42 0 0 43 68 Total 0 0 2 0 2 2 22 14 0 38 20 1 2 0 23 2 90 0 0 92 155 05:00 AM 0 0 1 0 1 0 4 3 0 7 10 0 1 0 11 2 36 0 0 38 57 05:15 AM 0 0 1 0 1 2 14 4 0 20 14 0 0 0 14 3 42 0 0 45 80 05:30 AM 2 0 1 0 3 1 25 5 0 31 5 1 2 0 8 2 82 0 0 84 126 05:45 AM 0 0 2 0 2 0 31 8 0 39 19 0 3 0 22 4 88 1 0 93 156 Total 2 0 5 0 7 3 74 20 0 97 48 1 6 0 55 11 248 1 0 260 419 06:00 AM 0 1 1 0 2 1 44 10 0 55 16 0 6 0 22 5 125 1 0 131 210 06:15 AM 2 1 0 0 3 2 81 35 0 118 24 0 6 0 30 6 163 0 0 169 320 06:30 AM 0 1 1 0 2 2 127 47 0 176 26 2 7 0 35 7 216 1 0 224 437 06:45 AM 0 1 2 0 3 6 170 81 0 257 57 3 24 0 84 22 251 2 0 275 619 Total 2 4 4 0 10 11 422 173 0 606 123 5 43 0 171 40 755 4 0 799 1586 07:00 AM 3 5 8 0 16 11 142 74 0 227 67 6 23 0 96 22 321 3 0 346 685 07:15 AM 6 7 13 0 26 6 208 82 0 296 71 4 60 0 135 67 333 8 0 408 865 07:30 AM 14 8 5 0 27 16 275 81 0 372 58 12 84 0 154 82 307 8 0 397 950 07:45 AM 7 11 6 0 24 17 304 107 0 428 66 11 108 0 185 72 305 1 0 378 1015 Total 30 31 32 0 93 50 929 344 0 1323 262 33 275 0 570 243 1266 20 0 1529 3515 08:00 AM 15 4 3 0 22 10 223 94 0 327 62 6 82 0 150 73 322 5 0 400 899 08:15 AM 8 5 12 0 25 14 245 83 0 342 70 11 69 0 150 48 289 6 0 343 860 08:30 AM 5 8 7 0 20 16 220 75 0 311 61 7 43 0 111 64 283 5 0 352 794 08:45 AM 3 4 4 0 11 5 169 84 0 258 80 4 35 0 119 48 234 2 0 284 672 Total 31 21 26 0 78 45 857 336 0 1238 273 28 229 0 530 233 1128 18 0 1379 3225 09:00 AM 2 3 8 0 13 6 164 75 0 245 63 5 20 0 88 26 216 0 0 242 588 09:15 AM 1 2 8 0 11 10 184 70 0 264 60 2 23 0 85 17 175 2 0 194 554 09:30 AM 3 0 5 0 8 12 153 74 0 239 48 4 26 0 78 25 174 2 0 201 526 09:45 AM 1 3 6 0 10 9 159 69 0 237 79 3 29 0 111 20 181 3 0 204 562 Total 7 8 27 0 42 37 660 288 0 985 250 14 98 0 362 88 746 7 0 841 2230 10:00 AM 1 6 8 0 15 12 150 46 0 208 57 4 30 0 91 19 148 3 0 170 484 10:15 AM 2 0 9 0 11 12 131 61 0 204 52 3 29 0 84 21 158 1 0 180 479 10:30 AM 2 3 5 0 10 1 162 64 0 227 64 4 22 0 90 24 161 1 0 186 513 10:45 AM 2 6 11 0 19 11 147 61 0 219 57 9 38 0 104 30 144 6 0 180 522 Total 7 15 33 0 55 36 590 232 0 858 230 20 119 0 369 94 611 11 0 716 1998 11:00 AM 3 1 5 0 9 17 151 54 0 222 68 5 42 0 115 29 184 4 0 217 563 11:15 AM 1 3 10 0 14 13 158 70 0 241 74 9 36 0 119 29 178 4 0 211 585 11:30 AM 3 6 10 0 19 13 183 68 0 264 73 11 41 0 125 28 185 5 0 218 626 11:45 AM 4 5 11 0 20 15 179 65 0 259 82 8 33 0 123 38 214 6 0 258 660 Total 11 15 36 0 62 58 671 257 0 986 297 33 152 0 482 124 761 19 0 904 2434 12:00 PM 7 6 6 0 19 16 175 79 0 270 63 11 25 0 99 29 172 6 0 207 595 12:15 PM 17 9 23 0 49 14 171 69 0 254 80 9 36 0 125 47 188 5 0 240 668 12:30 PM 6 9 21 0 36 23 179 77 0 279 92 13 39 0 144 36 193 5 0 234 693 12:45 PM 8 8 19 0 35 17 185 77 0 279 74 9 38 0 121 31 199 5 0 235 670 Total 38 32 69 0 139 70 710 302 0 1082 309 42 138 0 489 143 752 21 0 916 2626 01:00 PM 3 10 14 0 27 13 179 91 0 283 80 4 34 0 118 31 180 3 0 214 642 01:15 PM 4 14 14 0 32 11 200 66 0 277 62 6 37 0 105 38 191 5 0 234 648 01:30 PM 5 4 10 0 19 13 179 74 0 266 57 9 36 0 102 23 166 5 0 194 581 01:45 PM 4 4 16 0 24 11 204 72 0 287 74 8 28 0 110 42 190 7 0 239 660 Total 16 32 54 0 102 48 762 303 0 1113 273 27 135 0 435 134 727 20 0 881 2531 The Traffic Group, Inc (800) 583-8411 www.trafficgroup.com Merging Innovation & Excellence File Name : 2019-2467 Site Code : 20192467 Start Date : 3/12/2019 Page No : 2 Groups Printed- Cars - Buses - Unit Trucks - Articulated Trucks Taylor Loop Rd From North SH 10 From East Taylor Loop Rd From South SH 10 From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 02:00 PM 4 3 14 0 21 8 188 63 0 259 71 6 32 0 109 26 201 1 0 228 617 02:15 PM 6 4 16 0 26 14 243 81 0 338 92 11 40 0 143 29 208 3 0 240 747 02:30 PM 6 3 8 0 17 11 238 69 0 318 101 3 54 0 158 35 235 4 0 274 767 02:45 PM 4 6 8 0 18 10 260 89 0 359 70 6 60 0 136 40 209 3 0 252 765 Total 20 16 46 0 82 43 929 302 0 1274 334 26 186 0 546 130 853 11 0 994 2896 03:00 PM 3 12 10 0 25 17 282 82 0 381 77 5 55 0 137 49 246 0 0 295 838 03:15 PM 4 9 9 0 22 13 257 83 0 353 101 13 66 0 180 68 225 6 0 299 854 03:30 PM 2 8 8 0 18 16 323 93 0 432 100 6 42 0 148 49 274 3 0 326 924 03:45 PM 4 12 18 0 34 23 290 77 0 390 95 7 48 0 150 61 269 0 0 330 904 Total 13 41 45 0 99 69 1152 335 0 1556 373 31 211 0 615 227 1014 9 0 1250 3520 04:00 PM 2 8 10 0 20 22 302 97 0 421 134 12 52 0 198 83 262 0 0 345 984 04:15 PM 6 9 14 0 29 19 282 94 0 395 97 9 30 0 136 62 268 3 0 333 893 04:30 PM 4 12 15 0 31 23 277 91 0 391 106 8 47 0 161 52 181 0 0 233 816 04:45 PM 5 10 11 0 26 13 294 93 0 400 102 9 49 0 160 51 224 0 0 275 861 Total 17 39 50 0 106 77 1155 375 0 1607 439 38 178 0 655 248 935 3 0 1186 3554 05:00 PM 6 17 14 0 37 20 303 104 0 427 119 17 62 0 198 79 239 2 0 320 982 05:15 PM 5 8 13 0 26 20 329 113 0 462 101 13 69 0 183 47 216 4 0 267 938 05:30 PM 2 14 21 0 37 18 289 90 0 397 93 11 47 0 151 58 237 1 0 296 881 05:45 PM 5 16 14 0 35 24 300 85 0 409 103 14 72 0 189 46 165 5 0 216 849 Total 18 55 62 0 135 82 1221 392 0 1695 416 55 250 0 721 230 857 12 0 1099 3650 06:00 PM 8 8 12 0 28 24 259 108 0 391 84 4 41 0 129 35 182 1 0 218 766 06:15 PM 4 13 8 0 25 21 230 102 0 353 67 9 37 0 113 38 178 3 0 219 710 06:30 PM 6 13 20 0 39 19 184 82 0 285 66 16 21 0 103 20 137 2 0 159 586 06:45 PM 1 16 15 0 32 12 180 86 0 278 57 9 29 0 95 33 151 2 0 186 591 Total 19 50 55 0 124 76 853 378 0 1307 274 38 128 0 440 126 648 8 0 782 2653 07:00 PM 3 10 17 0 30 11 175 81 0 267 56 9 20 0 85 32 149 5 0 186 568 07:15 PM 1 8 12 0 21 17 200 73 0 290 60 11 23 0 94 11 144 9 0 164 569 07:30 PM 5 7 14 0 26 16 169 72 0 257 52 9 23 0 84 27 124 2 0 153 520 07:45 PM 2 6 11 0 19 9 148 54 0 211 49 4 18 0 71 20 123 0 0 143 444 Total 11 31 54 0 96 53 692 280 0 1025 217 33 84 0 334 90 540 16 0 646 2101 08:00 PM 4 6 8 0 18 6 125 50 0 181 60 3 18 0 81 23 94 4 0 121 401 08:15 PM 1 7 8 0 16 7 148 41 0 196 47 8 12 0 67 15 124 5 0 144 423 08:30 PM 6 6 9 0 21 15 106 39 0 160 28 4 17 0 49 16 79 3 0 98 328 08:45 PM 5 6 8 0 19 6 100 32 0 138 45 2 16 0 63 12 92 2 0 106 326 Total 16 25 33 0 74 34 479 162 0 675 180 17 63 0 260 66 389 14 0 469 1478 09:00 PM 3 4 9 0 16 10 86 23 0 119 23 6 17 0 46 18 98 2 0 118 299 09:15 PM 4 5 11 0 20 6 95 20 0 121 22 3 13 0 38 9 65 1 0 75 254 09:30 PM 0 9 2 0 11 3 55 27 0 85 23 2 12 0 37 7 42 0 0 49 182 09:45 PM 1 3 8 0 12 7 80 21 0 108 16 6 14 0 36 6 29 0 0 35 191 Total 8 21 30 0 59 26 316 91 0 433 84 17 56 0 157 40 234 3 0 277 926 10:00 PM 1 2 5 0 8 7 47 13 0 67 22 2 8 0 32 7 25 0 0 32 139 10:15 PM 3 5 14 0 22 6 34 19 0 59 10 1 4 0 15 4 34 0 0 38 134 10:30 PM 1 5 5 0 11 4 36 9 0 49 8 0 3 0 11 4 25 0 0 29 100 10:45 PM 2 1 0 0 3 4 25 7 0 36 5 1 8 0 14 1 24 0 0 25 78 Total 7 13 24 0 44 21 142 48 0 211 45 4 23 0 72 16 108 0 0 124 451 11:00 PM 2 4 4 0 10 1 24 10 0 35 8 2 5 0 15 3 27 0 0 30 90 11:15 PM 1 0 2 0 3 3 25 6 0 34 9 0 1 0 10 3 27 1 0 31 78 11:30 PM 1 0 6 0 7 1 16 6 0 23 8 1 3 0 12 1 16 1 0 18 60 11:45 PM 0 0 1 0 1 1 12 6 0 19 2 2 1 0 5 4 6 0 0 10 35 Total 4 4 13 0 21 6 77 28 0 111 27 5 10 0 42 11 76 2 0 89 263 Grand Total 282 459 708 0 1449 857 12833 4695 0 18385 4500 473 2391 0 7364 2304 12820 199 0 15323 42521 Apprch %19.5 31.7 48.9 0 4.7 69.8 25.5 0 61.1 6.4 32.5 0 15 83.7 1.3 0 Total %0.7 1.1 1.7 0 3.4 2 30.2 11 0 43.2 10.6 1.1 5.6 0 17.3 5.4 30.1 0.5 0 36 Cars 273 456 701 0 1430 844 12551 4635 0 18030 4441 471 2350 0 7262 2268 12525 193 0 14986 41708 % Cars 96.8 99.3 99 0 98.7 98.5 97.8 98.7 0 98.1 98.7 99.6 98.3 0 98.6 98.4 97.7 97 0 97.8 98.1 Buses 0 0 0 0 0 1 98 5 0 104 6 0 18 0 24 20 85 0 0 105 233 % Buses 0 0 0 0 0 0.1 0.8 0.1 0 0.6 0.1 0 0.8 0 0.3 0.9 0.7 0 0 0.7 0.5 Single-Unit Trucks 8 3 5 0 16 8 137 41 0 186 41 2 18 0 61 13 167 4 0 184 447 % Single-Unit Trucks 2.8 0.7 0.7 0 1.1 0.9 1.1 0.9 0 1 0.9 0.4 0.8 0 0.8 0.6 1.3 2 0 1.2 1.1 Articulated Trucks 1 0 2 0 3 4 47 14 0 65 12 0 5 0 17 3 43 2 0 48 133 % Articulated Trucks 0.4 0 0.3 0 0.2 0.5 0.4 0.3 0 0.4 0.3 0 0.2 0 0.2 0.1 0.3 1 0 0.3 0.3 The Traffic Group, Inc (800) 583-8411 www.trafficgroup.com Merging Innovation & Excellence File Name : 2019-2467 Site Code : 20192467 Start Date : 3/12/2019 Page No : 3 Taylor Loop Rd SH 10 SH 10 Taylor Loop Rd Right 273 0 8 1 282 Thru 456 0 3 0 459 Left 701 0 5 2 708 Peds 0 0 0 0 0 InOut Total 1508 1430 2938 1 0 1 14 16 30 6 3 9 1529 2978 1449 Right844 1 8 4 857 Thru12551 98 137 47 12833 Left4635 5 41 14 4695 Peds0 0 0 0 0 OutTotalIn17667 18030 35697 91 104 195 213 186 399 57 65 122 18028 36413 18385 Left 2350 18 18 5 2391 Thru 471 0 2 0 473 Right 4441 6 41 12 4500 Peds 0 0 0 0 0 Out TotalIn 7359 7262 14621 25 24 49 57 61 118 17 17 34 7458 14822 7364 Left193 0 4 2 199 Thru12525 85 167 43 12820 Right2268 20 13 3 2304 Peds0 0 0 0 0 TotalOutIn15174 14986 30160 116 105 221 163 184 347 53 48 101 15506 30829 15323 3/12/2019 12:00 AM 3/12/2019 11:45 PM Cars Buses Single-Unit Trucks Articulated Trucks North The Traffic Group, Inc (800) 583-8411 www.trafficgroup.com Merging Innovation & Excellence File Name : 2019-2467 Site Code : 20192467 Start Date : 3/12/2019 Page No : 1 Latitude: N34.80083 Longitude: W92.43694 Groups Printed- Cars Taylor Loop Rd From North SH 10 From East Taylor Loop Rd From South SH 10 From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 12:00 AM 1 1 0 0 2 1 13 4 0 18 8 0 1 0 9 5 9 0 0 14 43 12:15 AM 0 0 2 0 2 1 17 8 0 26 4 0 1 0 5 2 11 0 0 13 46 12:30 AM 0 1 0 0 1 0 10 3 0 13 1 0 0 0 1 1 5 0 0 6 21 12:45 AM 1 0 2 0 3 1 12 0 0 13 2 0 0 0 2 0 6 0 0 6 24 Total 2 2 4 0 8 3 52 15 0 70 15 0 2 0 17 8 31 0 0 39 134 01:00 AM 0 0 1 0 1 0 4 2 0 6 0 2 0 0 2 0 3 0 0 3 12 01:15 AM 1 1 0 0 2 0 9 0 0 9 1 1 1 0 3 0 5 0 0 5 19 01:30 AM 0 2 1 0 3 1 5 1 0 7 1 0 1 0 2 0 5 0 0 5 17 01:45 AM 0 0 0 0 0 0 5 2 0 7 2 0 1 0 3 0 5 0 0 5 15 Total 1 3 2 0 6 1 23 5 0 29 4 3 3 0 10 0 18 0 0 18 63 02:00 AM 0 0 0 0 0 0 5 2 0 7 2 0 0 0 2 0 7 0 0 7 16 02:15 AM 0 0 1 0 1 1 4 2 0 7 0 2 0 0 2 0 3 0 0 3 13 02:30 AM 2 0 0 0 2 2 5 2 0 9 1 0 0 0 1 0 2 0 0 2 14 02:45 AM 0 0 1 0 1 1 1 2 0 4 1 0 0 0 1 0 1 0 0 1 7 Total 2 0 2 0 4 4 15 8 0 27 4 2 0 0 6 0 13 0 0 13 50 03:00 AM 0 0 0 0 0 0 4 0 0 4 1 0 0 0 1 0 2 0 0 2 7 03:15 AM 0 0 0 0 0 0 11 1 0 12 0 0 0 0 0 0 4 0 0 4 16 03:30 AM 0 0 0 0 0 0 3 1 0 4 1 0 0 0 1 0 5 0 0 5 10 03:45 AM 0 0 0 0 0 0 7 4 0 11 1 0 0 0 1 0 5 0 0 5 17 Total 0 0 0 0 0 0 25 6 0 31 3 0 0 0 3 0 16 0 0 16 50 04:00 AM 0 0 0 0 0 0 4 3 0 7 3 0 1 0 4 1 6 0 0 7 18 04:15 AM 0 0 1 0 1 1 1 2 0 4 3 0 0 0 3 0 17 0 0 17 25 04:30 AM 0 0 0 0 0 0 6 3 0 9 5 1 1 0 7 0 23 0 0 23 39 04:45 AM 0 0 1 0 1 1 10 5 0 16 8 0 0 0 8 1 42 0 0 43 68 Total 0 0 2 0 2 2 21 13 0 36 19 1 2 0 22 2 88 0 0 90 150 05:00 AM 0 0 1 0 1 0 4 2 0 6 10 0 1 0 11 2 36 0 0 38 56 05:15 AM 0 0 1 0 1 2 11 4 0 17 14 0 0 0 14 3 40 0 0 43 75 05:30 AM 2 0 1 0 3 1 18 5 0 24 5 1 1 0 7 2 81 0 0 83 117 05:45 AM 0 0 2 0 2 0 30 7 0 37 19 0 3 0 22 4 86 1 0 91 152 Total 2 0 5 0 7 3 63 18 0 84 48 1 5 0 54 11 243 1 0 255 400 06:00 AM 0 1 1 0 2 1 44 10 0 55 16 0 6 0 22 5 125 1 0 131 210 06:15 AM 2 1 0 0 3 2 79 35 0 116 21 0 5 0 26 6 161 0 0 167 312 06:30 AM 0 1 1 0 2 2 124 47 0 173 26 2 7 0 35 7 211 1 0 219 429 06:45 AM 0 1 2 0 3 6 163 80 0 249 57 3 24 0 84 21 248 2 0 271 607 Total 2 4 4 0 10 11 410 172 0 593 120 5 42 0 167 39 745 4 0 788 1558 07:00 AM 3 5 7 0 15 11 136 73 0 220 67 6 22 0 95 22 319 3 0 344 674 07:15 AM 6 7 13 0 26 6 208 81 0 295 71 4 59 0 134 65 330 8 0 403 858 07:30 AM 14 8 5 0 27 16 271 81 0 368 57 12 83 0 152 81 302 8 0 391 938 07:45 AM 7 11 6 0 24 17 298 107 0 422 66 11 107 0 184 71 302 1 0 374 1004 Total 30 31 31 0 92 50 913 342 0 1305 261 33 271 0 565 239 1253 20 0 1512 3474 08:00 AM 15 4 3 0 22 10 216 93 0 319 62 6 76 0 144 70 320 5 0 395 880 08:15 AM 8 5 12 0 25 14 238 81 0 333 70 11 69 0 150 47 273 5 0 325 833 08:30 AM 5 8 7 0 20 15 212 72 0 299 60 7 43 0 110 64 278 5 0 347 776 08:45 AM 2 4 3 0 9 5 164 83 0 252 77 4 35 0 116 48 230 2 0 280 657 Total 30 21 25 0 76 44 830 329 0 1203 269 28 223 0 520 229 1101 17 0 1347 3146 09:00 AM 2 3 8 0 13 6 158 71 0 235 63 5 20 0 88 26 212 0 0 238 574 09:15 AM 1 2 8 0 11 10 182 68 0 260 58 2 23 0 83 17 169 2 0 188 542 09:30 AM 2 0 5 0 7 9 146 73 0 228 47 4 25 0 76 24 165 2 0 191 502 09:45 AM 1 3 6 0 10 9 150 64 0 223 76 3 28 0 107 20 177 3 0 200 540 Total 6 8 27 0 41 34 636 276 0 946 244 14 96 0 354 87 723 7 0 817 2158 10:00 AM 1 6 7 0 14 12 143 45 0 200 56 4 29 0 89 19 141 3 0 163 466 10:15 AM 2 0 9 0 11 11 128 60 0 199 50 3 26 0 79 19 147 1 0 167 456 10:30 AM 2 3 5 0 10 1 152 61 0 214 64 4 22 0 90 22 155 1 0 178 492 10:45 AM 1 6 11 0 18 11 142 59 0 212 54 9 38 0 101 30 134 5 0 169 500 Total 6 15 32 0 53 35 565 225 0 825 224 20 115 0 359 90 577 10 0 677 1914 11:00 AM 3 1 5 0 9 16 145 54 0 215 68 5 42 0 115 28 182 4 0 214 553 11:15 AM 1 3 10 0 14 13 152 69 0 234 73 9 36 0 118 29 170 4 0 203 569 11:30 AM 3 6 10 0 19 13 178 66 0 257 72 11 39 0 122 27 181 5 0 213 611 11:45 AM 4 5 11 0 20 14 176 65 0 255 80 8 33 0 121 37 209 5 0 251 647 Total 11 15 36 0 62 56 651 254 0 961 293 33 150 0 476 121 742 18 0 881 2380 12:00 PM 6 6 6 0 18 14 171 78 0 263 63 11 25 0 99 27 167 6 0 200 580 12:15 PM 15 9 23 0 47 14 164 68 0 246 77 9 34 0 120 47 183 4 0 234 647 12:30 PM 5 9 21 0 35 23 169 74 0 266 91 12 39 0 142 36 181 5 0 222 665 12:45 PM 7 8 19 0 34 17 183 76 0 276 73 9 36 0 118 30 196 5 0 231 659 Total 33 32 69 0 134 68 687 296 0 1051 304 41 134 0 479 140 727 20 0 887 2551 01:00 PM 3 10 12 0 25 13 176 90 0 279 78 4 33 0 115 29 177 3 0 209 628 01:15 PM 4 14 14 0 32 11 191 66 0 268 61 6 33 0 100 37 182 4 0 223 623 01:30 PM 5 4 10 0 19 13 174 72 0 259 55 9 36 0 100 23 163 5 0 191 569 01:45 PM 4 4 16 0 24 11 202 71 0 284 73 8 28 0 109 42 184 7 0 233 650 Total 16 32 52 0 100 48 743 299 0 1090 267 27 130 0 424 131 706 19 0 856 2470 The Traffic Group, Inc (800) 583-8411 www.trafficgroup.com Merging Innovation & Excellence File Name : 2019-2467 Site Code : 20192467 Start Date : 3/12/2019 Page No : 2 Groups Printed- Cars Taylor Loop Rd From North SH 10 From East Taylor Loop Rd From South SH 10 From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 02:00 PM 4 3 13 0 20 8 182 62 0 252 70 6 32 0 108 24 195 1 0 220 600 02:15 PM 6 4 16 0 26 14 231 79 0 324 90 11 40 0 141 29 202 3 0 234 725 02:30 PM 6 3 8 0 17 11 229 69 0 309 99 3 53 0 155 34 226 3 0 263 744 02:45 PM 4 6 8 0 18 10 245 89 0 344 67 6 59 0 132 40 201 3 0 244 738 Total 20 16 45 0 81 43 887 299 0 1229 326 26 184 0 536 127 824 10 0 961 2807 03:00 PM 3 12 10 0 25 17 274 82 0 373 77 5 52 0 134 49 238 0 0 287 819 03:15 PM 3 9 9 0 21 13 249 82 0 344 101 13 64 0 178 68 219 6 0 293 836 03:30 PM 2 8 8 0 18 16 318 91 0 425 100 6 42 0 148 49 268 3 0 320 911 03:45 PM 4 12 18 0 34 22 286 77 0 385 94 7 48 0 149 60 267 0 0 327 895 Total 12 41 45 0 98 68 1127 332 0 1527 372 31 206 0 609 226 992 9 0 1227 3461 04:00 PM 2 8 10 0 20 22 297 96 0 415 131 12 51 0 194 75 259 0 0 334 963 04:15 PM 6 8 13 0 27 18 279 92 0 389 95 9 29 0 133 62 261 3 0 326 875 04:30 PM 4 12 15 0 31 23 273 91 0 387 101 8 47 0 156 51 178 0 0 229 803 04:45 PM 5 10 11 0 26 13 291 93 0 397 102 9 48 0 159 51 221 0 0 272 854 Total 17 38 49 0 104 76 1140 372 0 1588 429 38 175 0 642 239 919 3 0 1161 3495 05:00 PM 6 17 14 0 37 20 300 104 0 424 119 17 62 0 198 79 237 2 0 318 977 05:15 PM 5 8 13 0 26 20 327 111 0 458 101 13 69 0 183 47 212 4 0 263 930 05:30 PM 2 14 21 0 37 18 288 90 0 396 91 11 45 0 147 58 236 1 0 295 875 05:45 PM 5 16 14 0 35 24 298 84 0 406 103 13 72 0 188 46 159 5 0 210 839 Total 18 55 62 0 135 82 1213 389 0 1684 414 54 248 0 716 230 844 12 0 1086 3621 06:00 PM 8 8 12 0 28 24 259 107 0 390 84 4 41 0 129 35 179 1 0 215 762 06:15 PM 4 13 8 0 25 21 228 102 0 351 67 9 37 0 113 38 177 3 0 218 707 06:30 PM 6 13 20 0 39 19 183 82 0 284 65 16 21 0 102 20 134 2 0 156 581 06:45 PM 1 16 15 0 32 12 178 86 0 276 57 9 29 0 95 33 148 2 0 183 586 Total 19 50 55 0 124 76 848 377 0 1301 273 38 128 0 439 126 638 8 0 772 2636 07:00 PM 3 9 17 0 29 11 175 81 0 267 56 9 20 0 85 32 149 5 0 186 567 07:15 PM 1 8 12 0 21 17 200 73 0 290 60 11 23 0 94 11 142 9 0 162 567 07:30 PM 5 7 14 0 26 16 168 71 0 255 52 9 23 0 84 27 124 2 0 153 518 07:45 PM 2 6 11 0 19 9 147 54 0 210 49 4 18 0 71 20 123 0 0 143 443 Total 11 30 54 0 95 53 690 279 0 1022 217 33 84 0 334 90 538 16 0 644 2095 08:00 PM 4 6 8 0 18 6 125 50 0 181 60 3 18 0 81 23 94 4 0 121 401 08:15 PM 1 7 8 0 16 7 148 41 0 196 47 8 12 0 67 15 119 5 0 139 418 08:30 PM 6 6 9 0 21 15 106 39 0 160 27 4 17 0 48 16 79 3 0 98 327 08:45 PM 5 6 8 0 19 6 100 32 0 138 45 2 16 0 63 12 91 2 0 105 325 Total 16 25 33 0 74 34 479 162 0 675 179 17 63 0 259 66 383 14 0 463 1471 09:00 PM 3 4 9 0 16 10 85 23 0 118 23 6 17 0 46 18 86 2 0 106 286 09:15 PM 4 5 11 0 20 6 95 20 0 121 22 3 13 0 38 9 65 1 0 75 254 09:30 PM 0 9 2 0 11 3 55 27 0 85 23 2 12 0 37 7 42 0 0 49 182 09:45 PM 1 3 8 0 12 7 80 21 0 108 16 6 14 0 36 6 29 0 0 35 191 Total 8 21 30 0 59 26 315 91 0 432 84 17 56 0 157 40 222 3 0 265 913 10:00 PM 1 2 5 0 8 7 47 13 0 67 22 2 8 0 32 7 24 0 0 31 138 10:15 PM 3 5 14 0 22 6 34 19 0 59 10 1 4 0 15 4 34 0 0 38 134 10:30 PM 1 5 5 0 11 4 36 9 0 49 8 0 3 0 11 4 25 0 0 29 100 10:45 PM 2 1 0 0 3 4 24 7 0 35 5 1 8 0 14 1 23 0 0 24 76 Total 7 13 24 0 44 21 141 48 0 210 45 4 23 0 72 16 106 0 0 122 448 11:00 PM 2 4 4 0 10 1 24 10 0 35 8 2 5 0 15 3 27 0 0 30 90 11:15 PM 1 0 2 0 3 3 25 6 0 34 9 0 1 0 10 3 27 1 0 31 78 11:30 PM 1 0 6 0 7 1 16 6 0 23 8 1 3 0 12 1 16 1 0 18 60 11:45 PM 0 0 1 0 1 1 12 6 0 19 2 2 1 0 5 4 6 0 0 10 35 Total 4 4 13 0 21 6 77 28 0 111 27 5 10 0 42 11 76 2 0 89 263 Grand Total 273 456 701 0 1430 844 12551 4635 0 18030 4441 471 2350 0 7262 2268 12525 193 0 14986 41708 Apprch %19.1 31.9 49 0 4.7 69.6 25.7 0 61.2 6.5 32.4 0 15.1 83.6 1.3 0 Total %0.7 1.1 1.7 0 3.4 2 30.1 11.1 0 43.2 10.6 1.1 5.6 0 17.4 5.4 30 0.5 0 35.9 The Traffic Group, Inc (800) 583-8411 www.trafficgroup.com Merging Innovation & Excellence File Name : 2019-2467 Site Code : 20192467 Start Date : 3/12/2019 Page No : 3 Taylor Loop Rd SH 10 SH 10 Taylor Loop Rd Right 273 Thru 456 Left 701 Peds 0 InOut Total 1508 1430 2938 Right844 Thru12551 Left4635 Peds0 OutTotalIn17667 18030 35697 Left 2350 Thru 471 Right 4441 Peds 0 Out TotalIn 7359 7262 14621 Left193 Thru12525 Right2268 Peds0 TotalOutIn15174 14986 30160 3/12/2019 12:00 AM 3/12/2019 11:45 PM Cars North The Traffic Group, Inc (800) 583-8411 www.trafficgroup.com Merging Innovation & Excellence File Name : 2019-2467 Site Code : 20192467 Start Date : 3/12/2019 Page No : 1 Latitude: N34.80083 Longitude: W92.43694 Groups Printed- Unit Trucks Taylor Loop Rd From North SH 10 From East Taylor Loop Rd From South SH 10 From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 12:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 12:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 12:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 2 01:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:15 AM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 02:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 03:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:15 AM 0 0 0 0 0 1 0 1 0 2 0 0 0 0 0 0 1 0 0 1 3 03:30 AM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 03:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 1 0 0 1 1 0 1 0 2 0 0 0 0 0 0 1 0 0 1 4 04:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 AM 0 0 0 0 0 0 1 1 0 2 1 0 0 0 1 0 0 0 0 0 3 04:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 04:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 1 1 0 2 1 0 0 0 1 0 1 0 0 1 4 05:00 AM 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 1 05:15 AM 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 0 0 3 05:30 AM 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 0 1 0 0 1 7 05:45 AM 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 2 0 0 2 3 Total 0 0 0 0 0 0 9 2 0 11 0 0 0 0 0 0 3 0 0 3 14 06:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:15 AM 0 0 0 0 0 0 1 0 0 1 2 0 1 0 3 0 1 0 0 1 5 06:30 AM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 4 0 0 4 5 06:45 AM 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 1 3 0 0 4 7 Total 0 0 0 0 0 0 5 0 0 5 2 0 1 0 3 1 8 0 0 9 17 07:00 AM 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 2 07:15 AM 0 0 0 0 0 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0 2 07:30 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 2 0 0 2 3 07:45 AM 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 1 0 0 1 4 Total 0 0 1 0 1 0 3 2 0 5 1 0 1 0 2 0 3 0 0 3 11 08:00 AM 0 0 0 0 0 0 2 1 0 3 0 0 1 0 1 0 2 0 0 2 6 08:15 AM 0 0 0 0 0 0 3 2 0 5 0 0 0 0 0 0 3 1 0 4 9 08:30 AM 0 0 0 0 0 0 5 0 0 5 1 0 0 0 1 0 2 0 0 2 8 08:45 AM 0 0 1 0 1 0 2 1 0 3 3 0 0 0 3 0 2 0 0 2 9 Total 0 0 1 0 1 0 12 4 0 16 4 0 1 0 5 0 9 1 0 10 32 09:00 AM 0 0 0 0 0 0 4 4 0 8 0 0 0 0 0 0 3 0 0 3 11 09:15 AM 0 0 0 0 0 0 1 1 0 2 1 0 0 0 1 0 2 0 0 2 5 09:30 AM 1 0 0 0 1 2 5 1 0 8 1 0 0 0 1 1 4 0 0 5 15 09:45 AM 0 0 0 0 0 0 7 4 0 11 3 0 1 0 4 0 3 0 0 3 18 Total 1 0 0 0 1 2 17 10 0 29 5 0 1 0 6 1 12 0 0 13 49 10:00 AM 0 0 0 0 0 0 7 1 0 8 1 0 1 0 2 0 5 0 0 5 15 10:15 AM 0 0 0 0 0 0 3 1 0 4 1 0 1 0 2 1 6 0 0 7 13 10:30 AM 0 0 0 0 0 0 7 2 0 9 0 0 0 0 0 2 6 0 0 8 17 10:45 AM 1 0 0 0 1 0 5 2 0 7 2 0 0 0 2 0 6 1 0 7 17 Total 1 0 0 0 1 0 22 6 0 28 4 0 2 0 6 3 23 1 0 27 62 11:00 AM 0 0 0 0 0 1 5 0 0 6 0 0 0 0 0 1 2 0 0 3 9 11:15 AM 0 0 0 0 0 0 4 1 0 5 0 0 0 0 0 0 6 0 0 6 11 11:30 AM 0 0 0 0 0 0 3 1 0 4 1 0 1 0 2 1 4 0 0 5 11 11:45 AM 0 0 0 0 0 1 2 0 0 3 0 0 0 0 0 1 4 1 0 6 9 Total 0 0 0 0 0 2 14 2 0 18 1 0 1 0 2 3 16 1 0 20 40 12:00 PM 1 0 0 0 1 2 1 1 0 4 0 0 0 0 0 2 3 0 0 5 10 12:15 PM 2 0 0 0 2 0 6 0 0 6 3 0 2 0 5 0 3 0 0 3 16 12:30 PM 1 0 0 0 1 0 6 2 0 8 1 1 0 0 2 0 8 0 0 8 19 12:45 PM 1 0 0 0 1 0 0 1 0 1 0 0 2 0 2 0 3 0 0 3 7 Total 5 0 0 0 5 2 13 4 0 19 4 1 4 0 9 2 17 0 0 19 52 01:00 PM 0 0 2 0 2 0 2 1 0 3 2 0 1 0 3 1 1 0 0 2 10 01:15 PM 0 0 0 0 0 0 7 0 0 7 1 0 3 0 4 0 8 0 0 8 19 01:30 PM 0 0 0 0 0 0 4 1 0 5 2 0 0 0 2 0 3 0 0 3 10 01:45 PM 0 0 0 0 0 0 1 0 0 1 1 0 0 0 1 0 5 0 0 5 7 Total 0 0 2 0 2 0 14 2 0 16 6 0 4 0 10 1 17 0 0 18 46 The Traffic Group, Inc (800) 583-8411 www.trafficgroup.com Merging Innovation & Excellence File Name : 2019-2467 Site Code : 20192467 Start Date : 3/12/2019 Page No : 2 Groups Printed- Unit Trucks Taylor Loop Rd From North SH 10 From East Taylor Loop Rd From South SH 10 From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 02:00 PM 0 0 1 0 1 0 2 1 0 3 1 0 0 0 1 2 5 0 0 7 12 02:15 PM 0 0 0 0 0 0 4 1 0 5 0 0 0 0 0 0 5 0 0 5 10 02:30 PM 0 0 0 0 0 0 1 0 0 1 2 0 0 0 2 0 5 1 0 6 9 02:45 PM 0 0 0 0 0 0 1 0 0 1 1 0 0 0 1 0 2 0 0 2 4 Total 0 0 1 0 1 0 8 2 0 10 4 0 0 0 4 2 17 1 0 20 35 03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 0 0 5 5 03:15 PM 1 0 0 0 1 0 1 1 0 2 0 0 0 0 0 0 3 0 0 3 6 03:30 PM 0 0 0 0 0 0 2 1 0 3 0 0 0 0 0 0 0 0 0 0 3 03:45 PM 0 0 0 0 0 0 1 0 0 1 1 0 0 0 1 0 1 0 0 1 3 Total 1 0 0 0 1 0 4 2 0 6 1 0 0 0 1 0 9 0 0 9 17 04:00 PM 0 0 0 0 0 0 5 1 0 6 3 0 1 0 4 0 1 0 0 1 11 04:15 PM 0 1 0 0 1 1 0 0 0 1 2 0 0 0 2 0 5 0 0 5 9 04:30 PM 0 0 0 0 0 0 3 0 0 3 2 0 0 0 2 0 3 0 0 3 8 04:45 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 3 0 0 3 4 Total 0 1 0 0 1 1 9 1 0 11 7 0 1 0 8 0 12 0 0 12 32 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 05:15 PM 0 0 0 0 0 0 2 2 0 4 0 0 0 0 0 0 3 0 0 3 7 05:30 PM 0 0 0 0 0 0 0 0 0 0 1 0 2 0 3 0 0 0 0 0 3 05:45 PM 0 0 0 0 0 0 1 0 0 1 0 1 0 0 1 0 2 0 0 2 4 Total 0 0 0 0 0 0 3 2 0 5 1 1 2 0 4 0 6 0 0 6 15 06:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 3 3 06:15 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 06:30 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 3 0 0 3 4 06:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 3 3 Total 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 9 0 0 9 11 07:00 PM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 07:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 07:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 2 08:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 09:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 09:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 09:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 09:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 10:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 11:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total 8 3 5 0 16 8 137 41 0 186 41 2 18 0 61 13 167 4 0 184 447 Apprch %50 18.8 31.2 0 4.3 73.7 22 0 67.2 3.3 29.5 0 7.1 90.8 2.2 0 Total %1.8 0.7 1.1 0 3.6 1.8 30.6 9.2 0 41.6 9.2 0.4 4 0 13.6 2.9 37.4 0.9 0 41.2 The Traffic Group, Inc (800) 583-8411 www.trafficgroup.com Merging Innovation & Excellence File Name : 2019-2467 Site Code : 20192467 Start Date : 3/12/2019 Page No : 3 Taylor Loop Rd SH 10 SH 10 Taylor Loop Rd Right 8 Thru 3 Left 5 Peds 0 InOut Total 14 16 30 Right8 Thru137 Left41 Peds0 OutTotalIn213 186 399 Left 18 Thru 2 Right 41 Peds 0 Out TotalIn 57 61 118 Left4 Thru167 Right13 Peds0 TotalOutIn163 184 347 3/12/2019 12:00 AM 3/12/2019 11:45 PM Single-Unit Trucks North The Traffic Group, Inc (800) 583-8411 www.trafficgroup.com Merging Innovation & Excellence File Name : 2019-2467 Site Code : 20192467 Start Date : 3/12/2019 Page No : 1 Latitude: N34.80083 Longitude: W92.43694 Groups Printed- Articulated Trucks Taylor Loop Rd From North SH 10 From East Taylor Loop Rd From South SH 10 From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 12:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:45 AM 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 Total 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 02:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:00 AM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 03:15 AM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 03:30 AM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 03:45 AM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 2 Total 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 1 0 0 1 5 04:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 04:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 05:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 2 05:30 AM 0 0 0 0 0 0 1 0 0 1 0 0 1 0 1 0 0 0 0 0 2 05:45 AM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 Total 0 0 0 0 0 0 2 0 0 2 0 0 1 0 1 0 2 0 0 2 5 06:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 06:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 07:00 AM 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 2 07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 2 08:00 AM 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 2 08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:30 AM 0 0 0 0 0 1 2 3 0 6 0 0 0 0 0 0 0 0 0 0 6 08:45 AM 1 0 0 0 1 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 2 Total 1 0 0 0 1 1 5 3 0 9 0 0 0 0 0 0 0 0 0 0 10 09:00 AM 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 2 09:15 AM 0 0 0 0 0 0 1 1 0 2 1 0 0 0 1 0 3 0 0 3 6 09:30 AM 0 0 0 0 0 1 1 0 0 2 0 0 1 0 1 0 2 0 0 2 5 09:45 AM 0 0 0 0 0 0 2 1 0 3 0 0 0 0 0 0 1 0 0 1 4 Total 0 0 0 0 0 1 6 2 0 9 1 0 1 0 2 0 6 0 0 6 17 10:00 AM 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 2 10:15 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 2 1 3 0 0 4 6 10:30 AM 0 0 0 0 0 0 3 1 0 4 0 0 0 0 0 0 0 0 0 0 4 10:45 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 4 0 0 4 5 Total 0 0 1 0 1 0 3 1 0 4 2 0 1 0 3 1 8 0 0 9 17 11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:15 AM 0 0 0 0 0 0 2 0 0 2 1 0 0 0 1 0 2 0 0 2 5 11:30 AM 0 0 0 0 0 0 1 1 0 2 0 0 1 0 1 0 0 0 0 0 3 11:45 AM 0 0 0 0 0 0 1 0 0 1 1 0 0 0 1 0 1 0 0 1 3 Total 0 0 0 0 0 0 4 1 0 5 2 0 1 0 3 0 3 0 0 3 11 12:00 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 2 0 0 2 3 12:15 PM 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 1 0 1 2 12:30 PM 0 0 0 0 0 0 2 1 0 3 0 0 0 0 0 0 3 0 0 3 6 12:45 PM 0 0 0 0 0 0 1 0 0 1 1 0 0 0 1 0 0 0 0 0 2 Total 0 0 0 0 0 0 4 2 0 6 1 0 0 0 1 0 5 1 0 6 13 01:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 2 2 01:15 PM 0 0 0 0 0 0 1 0 0 1 0 0 1 0 1 1 1 1 0 3 5 01:30 PM 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 1 01:45 PM 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 1 0 0 1 2 Total 0 0 0 0 0 0 1 2 0 3 0 0 1 0 1 2 3 1 0 6 10 The Traffic Group, Inc (800) 583-8411 www.trafficgroup.com Merging Innovation & Excellence File Name : 2019-2467 Site Code : 20192467 Start Date : 3/12/2019 Page No : 2 Groups Printed- Articulated Trucks Taylor Loop Rd From North SH 10 From East Taylor Loop Rd From South SH 10 From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 02:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:15 PM 0 0 0 0 0 0 2 0 0 2 2 0 0 0 2 0 1 0 0 1 5 02:30 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 02:45 PM 0 0 0 0 0 0 1 0 0 1 1 0 0 0 1 0 3 0 0 3 5 Total 0 0 0 0 0 0 4 0 0 4 3 0 0 0 3 0 4 0 0 4 11 03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 03:15 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 03:30 PM 0 0 0 0 0 0 1 1 0 2 0 0 0 0 0 0 0 0 0 0 2 03:45 PM 0 0 0 0 0 1 1 0 0 2 0 0 0 0 0 0 0 0 0 0 2 Total 0 0 0 0 0 1 3 1 0 5 0 0 0 0 0 0 1 0 0 1 6 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 1 0 1 0 1 0 0 1 0 0 0 0 0 0 2 0 0 2 4 04:30 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 04:45 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 Total 0 0 1 0 1 0 3 0 0 3 0 0 0 0 0 0 2 0 0 2 6 05:00 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 2 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 05:30 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 1 0 0 1 2 05:45 PM 0 0 0 0 0 0 1 1 0 2 0 0 0 0 0 0 1 0 0 1 3 Total 0 0 0 0 0 0 2 1 0 3 1 0 0 0 1 0 4 0 0 4 8 06:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:15 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 06:30 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 1 06:45 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 Total 0 0 0 0 0 0 2 0 0 2 1 0 0 0 1 0 0 0 0 0 3 07:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 07:30 PM 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 1 07:45 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 Total 0 0 0 0 0 0 1 1 0 2 0 0 0 0 0 0 1 0 0 1 3 08:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 08:30 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 1 08:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 1 0 0 1 2 09:00 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 09:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 09:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 09:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 10:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total 1 0 2 0 3 4 47 14 0 65 12 0 5 0 17 3 43 2 0 48 133 Apprch %33.3 0 66.7 0 6.2 72.3 21.5 0 70.6 0 29.4 0 6.2 89.6 4.2 0 Total %0.8 0 1.5 0 2.3 3 35.3 10.5 0 48.9 9 0 3.8 0 12.8 2.3 32.3 1.5 0 36.1 The Traffic Group, Inc (800) 583-8411 www.trafficgroup.com Merging Innovation & Excellence File Name : 2019-2467 Site Code : 20192467 Start Date : 3/12/2019 Page No : 3 Taylor Loop Rd SH 10 SH 10 Taylor Loop Rd Right 1 Thru 0 Left 2 Peds 0 InOut Total 6 3 9 Right4 Thru47 Left14 Peds0 OutTotalIn57 65 122 Left 5 Thru 0 Right 12 Peds 0 Out TotalIn 17 17 34 Left2 Thru43 Right3 Peds0 TotalOutIn53 48 101 3/12/2019 12:00 AM 3/12/2019 11:45 PM Articulated Trucks North The Traffic Group, Inc (800) 583-8411 www.trafficgroup.com Merging Innovation & Excellence File Name : 2019-2467 Site Code : 20192467 Start Date : 3/12/2019 Page No : 1 Latitude: N34.80083 Longitude: W92.43694 Groups Printed- Buses Taylor Loop Rd From North SH 10 From East Taylor Loop Rd From South SH 10 From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 12:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:15 AM 0 0 0 0 0 0 1 0 0 1 1 0 0 0 1 0 1 0 0 1 3 06:30 AM 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 2 06:45 AM 0 0 0 0 0 0 4 1 0 5 0 0 0 0 0 0 0 0 0 0 5 Total 0 0 0 0 0 0 7 1 0 8 1 0 0 0 1 0 1 0 0 1 10 07:00 AM 0 0 0 0 0 0 4 0 0 4 0 0 1 0 1 0 2 0 0 2 7 07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 3 0 0 5 5 07:30 AM 0 0 0 0 0 0 4 0 0 4 0 0 1 0 1 1 3 0 0 4 9 07:45 AM 0 0 0 0 0 0 3 0 0 3 0 0 1 0 1 1 2 0 0 3 7 Total 0 0 0 0 0 0 11 0 0 11 0 0 3 0 3 4 10 0 0 14 28 08:00 AM 0 0 0 0 0 0 3 0 0 3 0 0 5 0 5 3 0 0 0 3 11 08:15 AM 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 1 13 0 0 14 18 08:30 AM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 3 0 0 3 4 08:45 AM 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 2 0 0 2 4 Total 0 0 0 0 0 0 10 0 0 10 0 0 5 0 5 4 18 0 0 22 37 09:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 09:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 09:30 AM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 3 0 0 3 4 09:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 5 0 0 5 6 10:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 10:15 AM 0 0 0 0 0 1 0 0 0 1 0 0 1 0 1 0 2 0 0 2 4 10:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 1 0 0 0 1 0 0 1 0 1 0 3 0 0 3 5 11:00 AM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 11:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:30 AM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 11:45 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 1 Total 0 0 0 0 0 0 2 0 0 2 1 0 0 0 1 0 0 0 0 0 3 12:00 PM 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 2 12:15 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 2 0 0 2 3 12:30 PM 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 1 0 0 1 3 12:45 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 1 0 0 0 1 2 Total 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 1 3 0 0 4 10 01:00 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 2 01:15 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 01:30 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 01:45 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 Total 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 1 0 0 1 5 The Traffic Group, Inc (800) 583-8411 www.trafficgroup.com Merging Innovation & Excellence File Name : 2019-2467 Site Code : 20192467 Start Date : 3/12/2019 Page No : 2 Groups Printed- Buses Taylor Loop Rd From North SH 10 From East Taylor Loop Rd From South SH 10 From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 02:00 PM 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 1 0 0 1 5 02:15 PM 0 0 0 0 0 0 6 1 0 7 0 0 0 0 0 0 0 0 0 0 7 02:30 PM 0 0 0 0 0 0 7 0 0 7 0 0 1 0 1 1 4 0 0 5 13 02:45 PM 0 0 0 0 0 0 13 0 0 13 1 0 1 0 2 0 3 0 0 3 18 Total 0 0 0 0 0 0 30 1 0 31 1 0 2 0 3 1 8 0 0 9 43 03:00 PM 0 0 0 0 0 0 8 0 0 8 0 0 3 0 3 0 2 0 0 2 13 03:15 PM 0 0 0 0 0 0 6 0 0 6 0 0 2 0 2 0 3 0 0 3 11 03:30 PM 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 6 0 0 6 8 03:45 PM 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 1 1 0 0 2 4 Total 0 0 0 0 0 0 18 0 0 18 0 0 5 0 5 1 12 0 0 13 36 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 2 0 0 10 10 04:15 PM 0 0 0 0 0 0 2 2 0 4 0 0 1 0 1 0 0 0 0 0 5 04:30 PM 0 0 0 0 0 0 0 0 0 0 3 0 0 0 3 1 0 0 0 1 4 04:45 PM 0 0 0 0 0 0 1 0 0 1 0 0 1 0 1 0 0 0 0 0 2 Total 0 0 0 0 0 0 3 2 0 5 3 0 2 0 5 9 2 0 0 11 21 05:00 PM 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 2 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:30 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 3 3 Total 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 3 0 0 3 6 06:00 PM 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 1 06:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 06:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:45 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 Total 0 0 0 0 0 0 1 1 0 2 0 0 0 0 0 0 1 0 0 1 3 07:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 07:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 08:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 4 4 08:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 0 0 5 5 09:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12 0 0 12 12 09:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 09:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 09:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12 0 0 12 12 10:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:45 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 2 Total 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 2 11:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total 0 0 0 0 0 1 98 5 0 104 6 0 18 0 24 20 85 0 0 105 233 Apprch %0 0 0 0 1 94.2 4.8 0 25 0 75 0 19 81 0 0 Total %0 0 0 0 0 0.4 42.1 2.1 0 44.6 2.6 0 7.7 0 10.3 8.6 36.5 0 0 45.1 The Traffic Group, Inc (800) 583-8411 www.trafficgroup.com Merging Innovation & Excellence File Name : 2019-2467 Site Code : 20192467 Start Date : 3/12/2019 Page No : 3 Taylor Loop Rd SH 10 SH 10 Taylor Loop Rd Right 0 Thru 0 Left 0 Peds 0 InOut Total 1 0 1 Right1 Thru98 Left5 Peds0 OutTotalIn91 104 195 Left 18 Thru 0 Right 6 Peds 0 Out TotalIn 25 24 49 Left0 Thru85 Right20 Peds0 TotalOutIn116 105 221 3/12/2019 12:00 AM 3/12/2019 11:45 PM Buses North The Traffic Group, Inc (800) 583-8411 www.trafficgroup.com Merging Innovation & Excellence Capacity & Level of Service Calculations P1628 10/4/2021 EX AM CLR timingTaylor Loop27533262C a n t r e ll2 0 1 2 6 6 2 3 3 C a n tr e ll3 4 492950Taylor Loop323130 Lanes, Volumes, Timings EX AM 10/4/2021 P1628 City timing P1628 Cantrell-Taylor Loop-Existing AM SYNCHRO 8 version.syn Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 20 1266 233 344 929 50 275 33 262 32 31 30 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 400 200 400 0 390 0 120 250 Storage Lanes 1 1 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Satd. Flow (prot) 1576 3151 1410 1576 3126 0 1497 1516 1410 1576 1658 1410 Flt Permitted 0.269 0.064 0.950 0.962 0.950 Satd. Flow (perm) 446 3151 1410 106 3126 0 1497 1516 1410 1576 1658 1410 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 153 10 285 95 Link Speed (mph) 45 45 45 45 Link Distance (ft) 406 1289 1217 440 Travel Time (s) 6.2 19.5 18.4 6.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 22 1376 253 374 1010 54 299 36 285 35 34 33 Shared Lane Traffic (%)44% Lane Group Flow (vph) 22 1376 253 374 1064 0 167 168 285 35 34 33 Turn Type Perm NA Perm pm+pt NA Split NA Perm Split NA Perm Protected Phases 8 7 4 1 1 2 2 Permitted Phases 8 8 4 1 2 Detector Phase 8 8 8 7 4 1 1 1 2 2 2 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 23.0 23.0 23.0 11.0 23.0 23.0 23.0 23.0 10.0 10.0 10.0 Total Split (s) 69.0 69.0 69.0 35.0 104.0 24.0 24.0 24.0 10.0 10.0 10.0 Total Split (%) 50.0% 50.0% 50.0% 25.4% 75.4% 17.4% 17.4% 17.4% 7.2% 7.2% 7.2% Maximum Green (s) 64.0 64.0 64.0 30.0 99.0 19.0 19.0 19.0 5.0 5.0 5.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lead Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max None C-Max None None None None None None Act Effct Green (s) 67.6 67.6 67.6 102.0 102.0 18.0 18.0 18.0 5.0 5.0 5.0 Actuated g/C Ratio 0.49 0.49 0.49 0.74 0.74 0.13 0.13 0.13 0.04 0.04 0.04 v/c Ratio 0.10 0.89 0.33 0.95 0.46 0.86 0.85 0.66 0.61 0.57 0.23 Control Delay 5.4 17.4 2.2 84.9 5.4 94.2 93.4 13.9 106.1 99.0 3.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.4 17.4 2.2 84.9 5.4 94.2 93.4 13.9 106.1 99.0 3.8 LOS A B A F A F F B F F A Approach Delay 14.9 26.1 57.1 70.6 Approach LOS B C E E Queue Length 50th (ft) 4 678 31 310 92 155 155 0 32 31 0 Queue Length 95th (ft) m6 #760 m32 m#464 178 #284 #283 91 #90 #84 0 Internal Link Dist (ft) 326 1209 1137 360 Turn Bay Length (ft) 400 200 400 390 120 250 Lanes, Volumes, Timings EX AM 10/4/2021 P1628 City timing P1628 Cantrell-Taylor Loop-Existing AM SYNCHRO 8 version.syn Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Base Capacity (vph) 218 1542 768 398 2313 206 208 439 57 60 142 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.89 0.33 0.94 0.46 0.81 0.81 0.65 0.61 0.57 0.23 Intersection Summary Area Type: Other Cycle Length: 138 Actuated Cycle Length: 138 Offset: 58 (42%), Referenced to phase 4:WBTL and 8:EBTL, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 27.5 Intersection LOS: C Intersection Capacity Utilization 87.1% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 17: Taylor Loop & Cantrell P1628 10/4/2021 EX AM CLR timingTaylor Loop41655416C a n t r e ll1 2 8 5 7 2 3 0 C a n tr e ll3 9 2122182Taylor Loop625518 Lanes, Volumes, Timings EX AM 10/4/2021 P1628 City timing P1628 Cantrell-Taylor Loop-Existing PM SYNCHRO 8 version.syn Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 12 857 230 392 1221 82 416 55 416 62 55 18 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 400 200 400 0 390 0 120 250 Storage Lanes 1 1 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Satd. Flow (prot) 1576 3151 1410 1576 3123 0 1497 1517 1410 1576 1658 1410 Flt Permitted 0.189 0.090 0.950 0.963 0.950 Satd. Flow (perm) 313 3151 1410 149 3123 0 1497 1517 1410 1576 1658 1410 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 165 9 452 88 Link Speed (mph) 45 45 30 45 Link Distance (ft) 406 1289 1217 440 Travel Time (s) 6.2 19.5 27.7 6.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 13 932 250 426 1327 89 452 60 452 67 60 20 Shared Lane Traffic (%)44% Lane Group Flow (vph) 13 932 250 426 1416 0 253 259 452 67 60 20 Turn Type Perm NA Perm pm+pt NA Split NA Perm Split NA Perm Protected Phases 8 7 4 1 1 2 2 Permitted Phases 8 8 4 1 2 Detector Phase 8 8 8 7 4 1 1 1 2 2 2 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 23.0 23.0 23.0 11.0 23.0 23.0 23.0 23.0 12.0 12.0 12.0 Total Split (s) 53.0 53.0 53.0 47.0 100.0 35.0 35.0 35.0 13.0 13.0 13.0 Total Split (%) 35.8% 35.8% 35.8% 31.8% 67.6% 23.6% 23.6% 23.6% 8.8% 8.8% 8.8% Maximum Green (s) 48.0 48.0 48.0 42.0 95.0 30.0 30.0 30.0 8.0 8.0 8.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lead Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None C-Max C-Max None None None None None None Act Effct Green (s) 48.0 48.0 48.0 96.4 96.4 28.6 28.6 28.6 8.0 8.0 8.0 Actuated g/C Ratio 0.32 0.32 0.32 0.65 0.65 0.19 0.19 0.19 0.05 0.05 0.05 v/c Ratio 0.13 0.91 0.44 0.83 0.70 0.88 0.88 0.71 0.79 0.67 0.13 Control Delay 39.5 61.8 15.8 51.7 18.9 86.7 87.8 11.0 119.6 102.5 1.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.5 61.8 15.8 51.7 18.9 86.7 87.8 11.0 119.6 102.5 1.6 LOS D E B D B F F B F F A Approach Delay 52.0 26.5 51.5 96.5 Approach LOS D C D F Queue Length 50th (ft) 9 454 59 330 442 249 255 0 65 58 0 Queue Length 95th (ft) 28 #580 142 #514 525 #405 #415 111 #155 #132 0 Internal Link Dist (ft) 326 1209 1137 360 Turn Bay Length (ft) 400 200 400 390 120 250 Lanes, Volumes, Timings EX AM 10/4/2021 P1628 City timing P1628 Cantrell-Taylor Loop-Existing PM SYNCHRO 8 version.syn Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Base Capacity (vph) 101 1021 568 515 2037 303 307 646 85 89 159 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.13 0.91 0.44 0.83 0.70 0.83 0.84 0.70 0.79 0.67 0.13 Intersection Summary Area Type: Other Cycle Length: 148 Actuated Cycle Length: 148 Offset: 93 (63%), Referenced to phase 4:WBTL and 7:WBL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.91 Intersection Signal Delay: 42.1 Intersection LOS: D Intersection Capacity Utilization 82.5% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 17: Taylor Loop & Cantrell P1628 10/4/2021 Projected AM CLR timingTaylor Loop27538262C a n t r e ll3 4 1 2 6 6 2 3 3 C a n tr e ll3 4 492966Taylor Loop393336 Lanes, Volumes, Timings Projected AM 10/4/2021 P1628 City timing P1628 Cantrell-Taylor Loop-PROJECTED AM SYNCHRO 8 version.syn Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 34 1266 233 344 929 66 275 38 262 39 33 36 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 400 200 400 0 390 0 120 250 Storage Lanes 1 1 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Satd. Flow (prot) 1576 3151 1410 1576 3120 0 1497 1517 1410 1576 1658 1410 Flt Permitted 0.264 0.064 0.950 0.963 0.950 Satd. Flow (perm) 438 3151 1410 106 3120 0 1497 1517 1410 1576 1658 1410 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 153 13 285 95 Link Speed (mph) 45 45 45 45 Link Distance (ft) 406 1289 1217 440 Travel Time (s) 6.2 19.5 18.4 6.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 37 1376 253 374 1010 72 299 41 285 42 36 39 Shared Lane Traffic (%)43% Lane Group Flow (vph) 37 1376 253 374 1082 0 170 170 285 42 36 39 Turn Type Perm NA Perm pm+pt NA Split NA Perm Split NA Perm Protected Phases 8 7 4 1 1 2 2 Permitted Phases 8 8 4 1 2 Detector Phase 8 8 8 7 4 1 1 1 2 2 2 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 23.0 23.0 23.0 11.0 23.0 23.0 23.0 23.0 10.0 10.0 10.0 Total Split (s) 69.0 69.0 69.0 35.0 104.0 24.0 24.0 24.0 10.0 10.0 10.0 Total Split (%) 50.0% 50.0% 50.0% 25.4% 75.4% 17.4% 17.4% 17.4% 7.2% 7.2% 7.2% Maximum Green (s) 64.0 64.0 64.0 30.0 99.0 19.0 19.0 19.0 5.0 5.0 5.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lead Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max None C-Max None None None None None None Act Effct Green (s) 67.5 67.5 67.5 101.9 101.9 18.1 18.1 18.1 5.0 5.0 5.0 Actuated g/C Ratio 0.49 0.49 0.49 0.74 0.74 0.13 0.13 0.13 0.04 0.04 0.04 v/c Ratio 0.17 0.89 0.33 0.96 0.47 0.87 0.86 0.66 0.74 0.60 0.27 Control Delay 6.0 17.4 2.2 85.4 5.5 95.3 93.6 13.8 124.3 102.8 4.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.0 17.4 2.2 85.4 5.5 95.3 93.6 13.8 124.3 102.8 4.7 LOS A B A F A F F B F F A Approach Delay 14.9 26.0 57.7 77.8 Approach LOS B C E E Queue Length 50th (ft) 7 678 31 310 94 158 157 0 38 33 0 Queue Length 95th (ft) m10 #760 m32 m#464 181 #291 #289 91 #107 #87 0 Internal Link Dist (ft) 326 1209 1137 360 Turn Bay Length (ft) 400 200 400 390 120 250 Lanes, Volumes, Timings Projected AM 10/4/2021 P1628 City timing P1628 Cantrell-Taylor Loop-PROJECTED AM SYNCHRO 8 version.syn Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Base Capacity (vph) 214 1540 767 397 2306 206 208 439 57 60 142 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.17 0.89 0.33 0.94 0.47 0.83 0.82 0.65 0.74 0.60 0.27 Intersection Summary Area Type: Other Cycle Length: 138 Actuated Cycle Length: 138 Offset: 58 (42%), Referenced to phase 4:WBTL and 8:EBTL, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 27.9 Intersection LOS: C Intersection Capacity Utilization 87.2% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 17: Taylor Loop & Cantrell P1628 10/4/2021 Projected PM CLR timingTaylor Loop41663416C a n t r e ll3 4 8 5 7 2 3 0 C a n tr e ll3 9 21221107Taylor Loop956647 Lanes, Volumes, Timings Projected PM 10/4/2021 P1628 City timing P1628 Cantrell-Taylor Loop-Projected PM SYNCHRO 8 version.syn Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 34 857 230 392 1221 107 416 63 416 95 66 47 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 400 200 400 0 390 0 120 250 Storage Lanes 1 1 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Satd. Flow (prot) 1576 3151 1410 1576 3113 0 1497 1519 1410 1576 1658 1410 Flt Permitted 0.184 0.090 0.950 0.964 0.950 Satd. Flow (perm) 305 3151 1410 149 3113 0 1497 1519 1410 1576 1658 1410 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 165 12 452 88 Link Speed (mph) 45 45 30 45 Link Distance (ft) 406 1289 1217 440 Travel Time (s) 6.2 19.5 27.7 6.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 37 932 250 426 1327 116 452 68 452 103 72 51 Shared Lane Traffic (%)43% Lane Group Flow (vph) 37 932 250 426 1443 0 258 262 452 103 72 51 Turn Type Perm NA Perm pm+pt NA Split NA Perm Split NA Perm Protected Phases 8 7 4 1 1 2 2 Permitted Phases 8 8 4 1 2 Detector Phase 8 8 8 7 4 1 1 1 2 2 2 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 23.0 23.0 23.0 11.0 23.0 23.0 23.0 23.0 12.0 12.0 12.0 Total Split (s) 53.0 53.0 53.0 47.0 100.0 35.0 35.0 35.0 13.0 13.0 13.0 Total Split (%) 35.8% 35.8% 35.8% 31.8% 67.6% 23.6% 23.6% 23.6% 8.8% 8.8% 8.8% Maximum Green (s) 48.0 48.0 48.0 42.0 95.0 30.0 30.0 30.0 8.0 8.0 8.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lead Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None C-Max C-Max None None None None None None Act Effct Green (s) 48.0 48.0 48.0 95.0 95.0 28.9 28.9 28.9 9.1 9.1 9.1 Actuated g/C Ratio 0.32 0.32 0.32 0.64 0.64 0.20 0.20 0.20 0.06 0.06 0.06 v/c Ratio 0.38 0.91 0.44 0.85 0.72 0.88 0.89 0.71 1.06 0.71 0.30 Control Delay 52.2 61.8 15.8 54.7 20.1 87.7 87.7 11.0 172.4 102.2 6.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.2 61.8 15.8 54.7 20.1 87.7 87.7 11.0 172.4 102.2 6.6 LOS D E B D C F F B F F A Approach Delay 52.1 28.0 52.0 112.6 Approach LOS D C D F Queue Length 50th (ft) 28 454 59 330 458 255 258 0 ~121 70 0 Queue Length 95th (ft) 67 #580 142 #514 544 #415 #421 111 #249 #164 9 Internal Link Dist (ft) 326 1209 1137 360 Turn Bay Length (ft) 400 200 400 390 120 250 Lanes, Volumes, Timings Projected PM 10/4/2021 P1628 City timing P1628 Cantrell-Taylor Loop-Projected PM SYNCHRO 8 version.syn Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Base Capacity (vph) 98 1021 568 500 2002 303 307 646 97 102 169 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.38 0.91 0.44 0.85 0.72 0.85 0.85 0.70 1.06 0.71 0.30 Intersection Summary Area Type: Other Cycle Length: 148 Actuated Cycle Length: 148 Offset: 93 (63%), Referenced to phase 4:WBTL and 7:WBL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.06 Intersection Signal Delay: 44.8 Intersection LOS: D Intersection Capacity Utilization 82.8% ICU Level of Service E Analysis Period (min) 15 ~ 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. Splits and Phases: 17: Taylor Loop & Cantrell