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Home My WebLink About05-23 Traffic Impact AnalysisTransportation Impact Study Round Hill Crossing Gasoline Station Development Frederick County, Virginia Submission Date: August 2023 Round Hill Crossing Gasoline Station Development May 2023 iii Kittelson & Associates, Inc. TABLE OF CONTENTS Introduction ....................................................................................................................................... 8 Project Description ...................................................................................................................................................................... 8 Scope Of The Report .................................................................................................................................................................... 9 Existing Conditions ............................................................................................................................... 13 Site Conditions And Adjacent Land Uses ................................................................................................................................... 13 Transportation Facilities ............................................................................................................................................................ 13 Traffic Volumes.......................................................................................................................................................................... 14 Transportation Impact Study ............................................................................................................... 19 Year 2024 Background Traffic Conditions ................................................................................................................................. 19 Year 2024 Total Traffic Conditions ............................................................................................................................................ 25 Right-Turn Lane Warrant Analysis ............................................................................................................................................. 33 Access Spacing Requirements ................................................................................................................................................... 33 Conclusions and Recommendations .................................................................................................... 38 References ..................................................................................................................................... 41 Round Hill Crossing Gasoline Station Development May 2023 iv Kittelson & Associates, Inc. LIST OF FIGURES Figure 1. Site Vicinity Map .................................................................................................................. 10 Figure 2. Overall Site Plan .................................................................................................................... 11 Figure 3. Existing Lane Configurations, Existing Traffic Conditions and Lane Group LOS ................... 17 Figure 4. In-process Development Trips .............................................................................................. 21 Figure 5. Year 2024 Background Traffic Conditions ............................................................................. 24 Figure 6. Estimated Trip Distribution Pattern ...................................................................................... 27 Figure 7. Proposed Lane Configurations and Site-Generated Trips ..................................................... 28 Figure 8. Year 2024 Total Traffic Conditions ........................................................................................ 32 Figure 9. US 50 at proposed Driveway – 2024 Total Traffic – Right-Turn Lane Warrant .................... 33 Figure 10. Access Management Evaluation ......................................................................................... 36 Round Hill Crossing Gasoline Station Development May 2023 v Kittelson & Associates, Inc. LIST OF TABLES Table 1. Existing Transportation Facilities and Roadway Designations ............................................... 13 Table 2. Existing Conditions – Synchro 11 – Delay, LOS, and Queuing Results ................................... 16 Table 3. Estimated Trip Generation (Winchester Shops Development) .............................................. 20 Table 4. 2024 Background Conditions – Synchro 11 – Delay, LOS, and Queuing Results ................... 22 Table 5. Estimated Trip Generation ..................................................................................................... 25 Table 6. Year 2024 Total Traffic Conditions – Synchro 11 – Delay, LOS, and Queuing Results ........... 30 Table 7. Year 2024 Total Traffic Conditions – SimTraffic – Maximum Queuing Results ..................... 31 Table 8. Upstream Functional Area – US 50/Retail Boulevard/Route 803 (#1) – North Leg ............... 34 Table 9. Downstream Functional Area – US 50/Retail Boulevard/Route 803 (#1) – West Leg ........... 35 Round Hill Crossing Gasoline Station Development May 2023 vi Kittelson & Associates, Inc. APPENDICES Appendix A Scoping Correspondence Appendix B All Turning Movement Count Data Sheets Appendix C Year 2023 Existing Conditions Level-of-Service Worksheets Appendix D Winchester Shops Development Site Plan Appendix E Year 2024 Background Traffic Level-of-Service Worksheets Appendix F Year 2024 Total Traffic Level-of-Service Worksheets Section 1 Introduction Round Hill Crossing Gasoline Station Development Project #: 28764 Introduction July 2023 8 Kittelson & Associates, Inc. INTRODUCTION PROJECT DESCRIPTION Wilkins Company proposes to construct the Round Hill Crossing Gasoline Station development (the “Project”) in Frederick County, Virginia. The subject property is located in the northwest quadrant of the US 50 (Northwestern Turnpike)/Route 37 interchange. Round Hill Crossing is a proffered commercial 70- acre property for which a portion of the development has already been built-out (including the WalMart center) with access provided via Retail Boulevard and Chambersville Lane along US 50. Additional development is planned in the northwest quadrant of the US 50/Retail Boulevard intersection; however, a transportation impact analysis is proffered at such time that the development generates over 15,000 vehicles per day. The intent of this analysis is to evaluate the ability of the existing roadway network to accommodate the development of the Round Hill Crossing Gasoline Station without additional development on the larger Round Hill site. The site is planned to consist of a 5,915 square-foot convenience store and 16 gasoline fuel pumps in the NW quadrant of the US 50/Retail Boulevard/Round Hill Road intersection. Specifically, this analysis includes:  Year 2023 existing land use and transportation system conditions within the site vicinity;  Planned development improvements in the study area;  Forecast year 2024 background traffic conditions during the weekday a.m. and weekday p.m. peak periods, including regional growth;  Trip generation and distribution estimates for the proposed development users;  Trip generation and distribution estimates for “in-process” developments identified through the scoping process to the roadway network;  Forecast year 2024 background traffic conditions with full build-out of “in-process” developments during the weekday a.m. and weekday p.m. peak periods;  Trip generation and distribution estimates for full build-out of the proposed development;  Forecast year 2024 total traffic conditions during the weekday a.m. and weekday p.m. peak periods;  Evaluate VDOT turn lane warrants at the site-access driveways and adjacent study intersections;  Access management evaluation;  Conclusions and recommendations. Round Hill Crossing Gasoline Station Development Project #: 28764 Introduction July 2023 9 Kittelson & Associates, Inc. Figure 1 illustrates the site vicinity. Prior to full build-out of the larger Round Hill development, access is proposed via the existing partial entrance at Chambersville Lane, full-movement entrance at Retail Boulevard, and a proposed right-in to the convenience store development. The anticipated full build-out year is 2024. Figure 2 illustrates the conceptual site development plan. SCOPE OF THE REPORT This analysis determines the transportation-related impacts associated with the proposed Round Hill Crossing Gasoline Station development and was prepared in accordance with Virginia Department of Transportation (VDOT) requirements for traffic operation analyses. The study intersections, time periods for analysis, land use, growth rate, trip generation assumptions, and overall scope of this project were confirmed with VDOT staff and are provided in Appendix A. Operational analyses were performed at the following intersections: 1. US 50 (Northwestern Turnpike)/Route 803 (Round Hill Road)/Retail Boulevard 2. Retail Boulevard/Crock Wells Mill Drive 3. US 50/Future Right-in Entrance (Site Driveway) 50 522 50 11 81 81 11 37 522 259 7 - Study Intersections## N H:\28\28763 - Round Hill Wawa\report\figs\28763 - Figs.dwg Jul 03, 2023 - 12:22pm - fbaratian Layout Tab: 01Site Vicnity Map Frederick County, VA 1 Round Hill Wawa July 2023 Figure FREDERICK COUNTY, VA SITE - Future Study Intersections 37 803 50 ROUND HI L L R D WARD AVEBOTANICAL BLVDECHO LNCROC K W E L L S M I L L D RRETAIL BLVDVDOT MAINTENANCE DWY CHAMBERSVILLE LN SITE H:\28\28763 - Round Hill Wawa\report\figs\28763 - Figs.dwg Jul 03, 2023 - 12:22pm - fbaratian Layout Tab: 02 Conceptual Site PlanProvided by Bohler (April 2023)Frederick County, VA2Round Hill WawaJuly 2023Figure Section 2 Existing Conditions Round Hill Crossing Gasoline Station Development Project #: 28764 Existing Conditions July 2023 13 Kittelson & Associates, Inc. EXISTING CONDITIONS The existing conditions analysis identifies the site conditions and current operational and geometric characteristics of the roadways within the study area. SITE CONDITIONS AND ADJACENT LAND USES The proposed site is a commercial property to build a 5,915 square-foot convenience store and 16 gasoline fuel pumps in the northwest quadrant of the US 50 (Northwestern Turnpike)/Retail Boulevard/Route 803 (Round Hill Road) intersection. The site will be located in an area bounded by Wal- Mart Drive on the north, Northwestern Turnpike to the south, Retail Boulevard to the east and VDOT Maintenance Driveway in the west. The site lies approximately half a mile west of the Route 37/US 50 interchange. Surrounding land uses in the vicinity of the site are predominantly commercial and low-density residential uses. The Walmart Supercenter is located along Retail Boulevard just north of Crock Wells Mill Drive. Three restaurants and two banks are also located along Crock Wells Mill Drive that likely use Retail Boulevard as their main egress point. The Virginia Department of Transportation maintenance facility is located in the southwest quadrant of the US 50/Retail Boulevard/Round Hill Road intersection. TRANSPORTATION FACILITIES Table 1 summarizes the existing transportation facilities and roadways in the study area. Retail Boulevard and Crock Wells Mill Drive provide access to the Walmart Supercenter and restaurants parking. Table 1. Existing Transportation Facilities and Roadway Designations Roadway Functional Classification1 AADT2 Number of Lanes Posted Speed (mph) Roadway Width (ft) Shoulder Width (ft) Sidewalks Bicycle Lanes On- Street Parking US 50 (Northwestern Turnpike) Principal Arterial 19,000 5 35 100 0-4 Yes No No Route 803 (Round Hill Road) Major Collector 1,100 2 35 24 4 Yes No No Retail Boulevard Local Road Not available 4 30 62 0 Yes No No Crock Wells Mill Drive Local Road Not available 3 25 35 0 Yes No No 1 Per the VDOT Functional Classification Map (Reference 1). 2 2021 AADT Volumes per the VDOT Traffic Counts Map (Reference 2). Pedestrian and Bicycle Facilities Crosswalks are provided across the north leg of the US 50 and Retail Boulevard intersection as well as across the east leg of the Crock Wells Mill Drive and Retail Boulevard intersection. Currently, pedestrian signals are not installed at any of these crosswalk locations. Round Hill Crossing Gasoline Station Development Project #: 28764 Existing Conditions July 2023 14 Kittelson & Associates, Inc. There are no bicycle facilities in the study area along public roadways. Sidewalks are available on the west side of Round Hill Road, the north side of US 50, and both sides of Retail Boulevard. A quarter mile path exists on the north side of US 50 between Retail Boulevard and Echo Lane, offering a recreational walking route for pedestrians in the vicinity. Transit Facilities There are no public transit services available in the study area. TRAFFIC VOLUMES Existing volumes at the Northwestern Turnpike/Retail Boulevard/Round Hill Road intersection was obtained from an ongoing STARS Study for the US 50 corridor between the Virginia Department of Transportation (VDOT) Area Headquarters (AHQ) and Keating Drive within Frederick County and the City of Winchester, Virginia. Traffic data collection was conducted with schools in session on November 9, 2022. Peak hour turning movement counts for the intersection of Retail Boulevard and Crock Wells Mill Drive were estimated based on the following assumptions: o During the a.m. peak hour, approximately 65 percent of the trips along Retail Boulevard originate from Walmart, while the remaining 35 percent are generated by the restaurants and bank located along Crock Wells Mill Drive. o During the p.m. peak hour, approximately 85 percent of the trips along Retail Boulevard originate from Walmart, while the remaining 15 percent are generated by the restaurants and bank located along Crock Wells Mill Drive. o Out of the trips originating from Walmart, around 70 percent use the northern access point, representing the southbound approach volumes. The remaining 30 percent utilize the southern access point to Walmart, which corresponds to the westbound approach volumes. o All trips generated from the restaurants and bank along Crock Wells Mill Drive would exclusively use Crock Wells Mill Drive for their movements which corresponds to the westbound approach volumes. Appendix B contains all turning movement count data sheets and intersection approach photographs. Existing Conditions Analysis Traffic operations were evaluated in accordance with VDOT’s Traffic Operations and Safety Analysis Manual (TOSAM) (Reference 3). Synchro 11 was used to evaluate existing weekday a.m. and p.m. peak hour conditions. The software was used to evaluate several measures of effectiveness (MOEs) for the Round Hill Crossing Gasoline Station Development Project #: 28764 Existing Conditions July 2023 15 Kittelson & Associates, Inc. study area including per-vehicle delay, level-of-service, volume-to-capacity ratio, and queuing. Level of service (LOS) analysis was performed in accordance with the procedures stated in the Highway Capacity Manual, 6th Edition (Reference 4). Operational Analysis Figure 3 shows the existing lane configurations and traffic control devices, existing conditions intersection operational results and lane group LOS for the weekday a.m. and weekday p.m. peak hours. Capacity analysis results for the study intersections are summarized in Table 2. Appendix C includes the existing level-of-service worksheets for existing traffic conditions. The results indicate that the signalized study intersection currently operates at LOS C or better during all time periods under existing traffic conditions, and unsignalized critical movement/approaches are operate at LOS B or better. However, there are a few individual movements with undesirable LOS at the following location: US 50/Round Hill Rd/Retail Blvd (#1) o During the weekday a.m. peak hour, the left-turn movements on eastbound and southbound approaches operate at LOS E. However, the approaches operate below capacity (volume-to- capacity [v/c] ratio of 0.7). o During the weekday p.m. peak hour, the left-turn movements on all approaches as well as right- turn movement on northbound approach operate at LOS E. However, the movements operate below capacity (volume-to-capacity [v/c] ratio of 0.76). Round Hill Crossing Gasoline Station Development Project #: 28764 Existing Conditions July 2023 16 Kittelson & Associates, Inc. Table 2. Existing Conditions – Synchro 11 – Delay, LOS, and Queuing Results Intersection Information AM Peak Hour PM Peak Hour Intersection Traffic Control Approach Lane Group Existing turn- lane lengths LOS BOQ (feet) Delay (sec) LOS BOQ (feet) Delay (sec) US 50/ Round Hill Rd/ Retail Blvd (#1) Signalized EB EBL 300 E 104 67.5 E 114 69.3 EBT C 494 21.1 B 206 16.3 EBR 280 B 0 12.1 B 0 13.1 EB Approach C 23.6 C 22.4 WB WBL D 72 46.8 E 92 63.2 WBT A 70 9.2 B 389 13 WBR 1000 B 0 12.2 B 1 13.6 WB Approach B 13.0 B 15.6 NB NBLT D 21 53.1 E 30 56.9 NBR 250 D 0 52.9 E 0 56.1 NB Approach D 52.9 E 56.2 SB SBL 300 E 104 55.7 E 159 58.8 SBT D 14 48.4 D 31 47.7 SBR 275 D 0 48.5 D 76 48.3 SB Approach D 54 D 53.8 Overall LOS C 25.8 C 26.6 Retail Blvd & Crock Wells Mill Dr (#2) Unsignalized WB WBL 160 B 17 10 B 38 12.9 WBTR A 0 8.6 A 0 8.7 WB Approach B 10 B 12.9 NB NBTR 0 0 0 0 NB Approach 0 0 SB SBL A 0 7.4 A 0 7.5 SBTR A 0 A 0 SB Approach 0.1 0 * Note that Back of Queue (BOQ) measures report 95th percentile queue lengths. LOS E or F NB=Northbound; SB=Southbound; EB=Eastbound; WB=Westbound; L=Left; T=Through; R=Right H:\28\28763 - Round Hill Wawa\report\figs\28763 - Figs.dwg Aug 15, 2023 - 2:52pm - fbaratian Layout Tab: 03 ex losExisting Lane Configurations Existing Traffic Conditions and Lane Group LOS Frederick County, VA 3 Round Hill Wawa August 2023 Figure N 803 50 ROUND HI L L R D WARD AVEECHO LNCROC K W E L L S M I L L D RRETAIL BLVDVDOT MAINTENANCE DWY CHAMBERSVILLE LN SITE 2 1 2 Retail Blvd / Crock Wells Mill Dr 1 US 50 / Retail Blvd / Round Hill Rd - STOP SIGN - TRAFFIC SIGNAL (190')(150')(300')(250')(280') (300') CM = CRITICAL MOVEMENT (UNSIGNALIZED) LOS = INTERSECTION LEVEL OF SERVICE (SIGNALIZED)/ CRITICAL MOVEMENT LEVEL OF SERVICE (UNSIGNALIZED) Del = INTERSECTION AVERAGE CONTROL DELAY (SIGNALIZED)/ CRITICAL MOVEMENT CONTROL DELAY (UNSIGNALIZED) V/C = CRITICAL VOLUME-TO-CAPACITY RATIO Retail Blvd /Crock Wells Mill DrWEEKDAY AM WEEKDAY PM 2 296111031231LOS=BDel=10.0V/C=0.156 527013212181 CM=WBLOS=BDel=12.9V/C=0.341 Retail Blvd /Crock Wells Mill DrWEEKDAY AM WEEKDAY PM 2 US 50 / Retail Blvd / Round Hill RdWEEKDAY AM WEEKDAY PM 1 1236 7 47 410 LOS=CDel=25.8V/C= 0.64 6 87 49 1734 1 592 8 64 1168LOS=CDel=26.6V/C= 0.65 5 60 240 28514 7 17 3679 A B A BA A(250')72 CM=WBCM=WB US 50 / Retail Blvd / Round Hill RdWEEKDAY AM WEEKDAY PM 1 B AEE C B DDD DDEEDDEE E B B B B Round Hill Crossing Gasoline Station Development Existing Conditions May 2023 18 Kittelson & Associates, Inc. Section 3 Transportation Impact Study Round Hill Crossing Gasoline Station Development Project #: 28764 Transportation Impact Study July 2023 19 Kittelson & Associates, Inc. TRANSPORTATION IMPACT STUDY Year 2024 background and total traffic conditions were analyzed to determine impacts for full build-out of the development. YEAR 2024 BACKGROUND TRAFFIC CONDITIONS Year 2024 background traffic operations were analyzed to establish a baseline to measure the specific impacts of the proposed development. Transportation Improvements The existing traffic signal at the intersection will be upgraded to include pedestrian crossing signals and push buttons to activate the crossing phase when needed. This improvement aims to enhance pedestrian safety and accessibility in the area. The project is expected to be completed by the year 2024. To accommodate the future pedestrian crossing, the signal timing and phasing needed to be adjusted. The following inputs in Synchro were modified accordingly: Pedestrian Walking Speed: Based on the Manual on Uniform Traffic Control Devices (MUTCD), an average walking speed of 3.5 feet per second (fps) was used for calculating pedestrian crossing times. This value aligns with the assumption that most pedestrians, including seniors and individuals with disabilities, can comfortably walk at this speed. Crosswalk Width: The crosswalk on the north leg of Retail Blvd measures 89 feet wide, which was taken into account for accurate pedestrian crossing time calculations. Pedestrian Clearance Interval (Do Not Walk Time): Following MUTCD guidelines, the pedestrian clearance interval, also known as the "Do Not Walk" time or "Flashing Don't Walk" time, was determined using the formula: Pedestrian Clearance Interval = (Crosswalk Width / Pedestrian Walking Speed) + Pedestrian Reaction Time = (89/3.5) +3 ~ 29 sec The pedestrian reaction time was assumed to be 3 seconds, accounting for the delay between the signal change and pedestrians beginning to clear the intersection. Pedestrian Walk Interval (Walk Time): As per MUTCD recommendations the walk interval should be at least 7 seconds in length so that pedestrians will have adequate opportunity to leave the curb or shoulder before the pedestrian clearance time begins. Round Hill Crossing Gasoline Station Development Project #: 28764 Transportation Impact Study July 2023 20 Kittelson & Associates, Inc. Approved Development Traffic During the scoping process, one background development project was identified with VDOT in the vicinity of the site. Winchester Shops Development will be located in an unoccupied area bounded by Echo Lane on the east side and Crock Wells Mill Drive on the west side. The development plan includes 13,562 square feet of strip retail center and is expected to be constructed by 2024. The proposed access plan includes two driveways on Crock Wells Mill Drive. The developer provided the site access locations. Appendix D contains the Winchester Shops Development Site Plan. A trip generation estimate was developed using ITE 11th Edition assuming ITE Land Use Code 822- Strip Retail Plaza (<40k). Fifty percent of new trips are assumed to originate to/from the east on US 50 and the other half originates to/from the west of project site. Pass-by trips were assumed for this type of land use. Eighty percent of the pass-by trips were assumed to originate to/from east on US 50 or from Route 37 and 20 percent originating to/from the west on US 50. The Shops are anticipated to generate a total of 642 new trips and 160 pass-by trips per day, 14 trips during the morning peak hour and 97 during the afternoon peak hour. Table 3 shows the estimated trip generation potential of Winchester Shops Development. The assignment of site-generated trips from “in- process” Development is presented in Figure 4. Table 3. Estimated Trip Generation (Winchester Shops Development) Land Use ITE Code Units Weekday Daily Peak Hour Adjacent Street Weekday AM Peak Hour Weekday PM Peak Hour Total In Out Total In Out Strip Retail Plaza (<40k) 822 13.562 1,000 S.F. 802 35 21 14 97 48 49 Pass-bys (0% AM, 40% PM, 30% SAT) (160) 0 0 0 (39) (19) (20) Net New Trips 642 35 21 14 58 29 29 The background traffic volumes were developed by considering regional traffic growth within the study area and full build-out of Winchester Shops Development. H:\28\28763 - Round Hill Wawa\report\figs\28763 - Figs.dwg Jul 03, 2023 - 12:23pm - fbaratian Layout Tab: 5 bck tripIn-process Development Trips Weekday AM and PM Peak Hours Frederick County, VA Round Hill Wawa July 2023 Figure N 803 50 ROUND HI L L R D WARD AVEECHO LNCROC K W E L L S M I L L D RRETAIL BLVDVDOT MAINTENANCE DWY CHAMBERSVILLE LN SITE 2 1 Retail Blvd /Crock Wells Mill DrWEEKDAY AM WEEKDAY PM 2 040415 0 US 50 / Retail Blvd / Round Hill RdWEEKDAY AM WEEKDAY PM 1 7 0 0 5 0 0 2 70 0 10 0 0 10 0 0 4 150 0 0 04BOTANICAL BLVD03018 0 3 Round Hill Crossing Gasoline Station Development Project #: 28764 Transportation Impact Study July 2023 22 Kittelson & Associates, Inc. Regional Growth Per VDOT direction, a 1.0 percent annual growth rate was used to account for regional growth at the study intersections. 2024 Background Traffic Operational Analysis The 2024 lane configurations and traffic control devices are similar to the existing lane configurations. Figure 5 displays the overall intersection operational results of the year 2024 background traffic operations and lane group LOS for the weekday a.m. and p.m. peak hours. Table 4 summarizes the peak hour levels of service, 95th percentile queue, and delay for each lane group by intersection. Table 4. 2024 Background Conditions – Synchro 11 – Delay, LOS, and Queuing Results Intersection Information AM Peak Hour PM Peak Hour Intersection Traffic Control Approach Lane Group Existing/ Proposed turn-lane lengths LOS BOQ (feet) Delay (sec) LOS BOQ (feet) Delay (sec) US 50/ Round Hill Rd/ Retail Blvd (#1) Signalized EB EBL 300 E 109 68.1 E 121 55.2 EBT C 504 21.4 B 212 16.7 EBR 280 B 0 12.2 B 0 13.3 EB Approach C 24 C 21.3 WB WBL D 73 48.2 E 95 64.7 WBT A 72 9.6 B 412 17.1 WBR 1000 B 0 12.4 B 1 15.1 WB Approach B 13.3 B 19.4 NB NBLT D 21 53.1 E 30 56.9 NBR 250 D 0 52.9 E 0 56.1 NB Approach D 52.9 E 56.2 SB SBL 300 E 107 55.9 E 169 60.3 SBT D 14 48.2 D 31 47.3 SBR 275 D 0 48.2 D 77 47.9 SB Approach D 54.2 D 54.6 Overall LOS C 26.2 C 28.5 Retail Blvd & Crock Wells Mill Dr (#2) Unsignalized WB WBL 160 B 20 10.1 B 43 13.3 WBTR A 0 8.6 A 0 8.7 WB Approach B 10.1 B 13.3 NB NBTR A 0 0 A 0 0 NB Approach 0 0 SB SBL A 0 7.4 A 0 7.5 SBTR A 0 A 0 SB Approach 0.1 0 * Note that Back of Queue (BOQ) measures report 95th percentile queue lengths. NB=Northbound; SB=Southbound; EB=Eastbound; WB=Westbound; L=Left; T=Through; R=Right The results indicate that similar to the Existing Condition, the signalized study intersection is forecast to operate at LOS C or better during all time periods under 2024 background traffic conditions, and unsignalized critical movement/approaches are forecast to operate at LOS B or better. However, there are a few individual movements with undesirable LOS at the following location: Round Hill Crossing Gasoline Station Development Project #: 28764 Transportation Impact Study July 2023 23 Kittelson & Associates, Inc. US 50/Round Hill Rd/Retail Blvd (#1) o During the weekday a.m. peak hour, the left-turn movements on eastbound and southbound approaches are forecast to operate at LOS E. However, the approaches are anticipated to operate below capacity (volume-to-capacity [v/c] ratio of 0.7). o During the weekday p.m. peak hour, the left-turn movements on all approaches as well as right- turn movement on northbound approach are forecast to operate at LOS E. However, the movements are anticipated to operate below capacity (volume-to-capacity [v/c] ratio of 0.76). Appendix E contains the 2024 background traffic operational analysis worksheets. H:\28\28763 - Round Hill Wawa\report\figs\28763 - Figs.dwg Aug 15, 2023 - 2:44pm - fbaratian Layout Tab: 6 backg losBackground Lane Configurations Background Traffic Conditions and Lane Group LOS Frederick County, VA 5 Round Hill Wawa August 2023 Figure N 803 50 ROUND HI L L R D WARD AVEECHO LNCROC K W E L L S M I L L D RRETAIL BLVDVDOT MAINTENANCE DWY CHAMBERSVILLE LN SITE 2 1 2 Retail Blvd / Crock Wells Mill Dr 1 US 50 / Retail Blvd / Round Hill Rd - STOP SIGN - TRAFFIC SIGNAL (150')(300')(250')(280') (300') CM = CRITICAL MOVEMENT (UNSIGNALIZED) LOS = INTERSECTION LEVEL OF SERVICE (SIGNALIZED)/ CRITICAL MOVEMENT LEVEL OF SERVICE (UNSIGNALIZED) Del = INTERSECTION AVERAGE CONTROL DELAY (SIGNALIZED)/ CRITICAL MOVEMENT CONTROL DELAY (UNSIGNALIZED) V/C = CRITICAL VOLUME-TO-CAPACITY RATIO Retail Blvd /Crock Wells Mill DrWEEKDAY AM WEEKDAY PM 2 30641104131 1 CM=WBLOS=BDel=10.1V/C=0.167 527513282351 CM=WBLOS=BDel=13.3V/C=0.372 Retail Blvd /Crock Wells Mill DrWEEKDAY AM WEEKDAY PM 2 US 50 / Retail Blvd / Round Hill RdWEEKDAY AM WEEKDAY PM 1 1255 7 47 420 LOS=CDel=26.2V/C=0.65 6 88 51 1804 1 608 1 65 1190 LOS=CDel=28.5V/C= 0.67 5 61 246 30314 7 17 3684 A BAA (250')(190')(150') 76 B A US 50 / Retail Blvd / Round Hill RdWEEKDAY AM WEEKDAY PM 1 B AEE C B DDD DDEEDDEE E B B B B Round Hill Crossing Gasoline Station Development Project #: 28764 Transportation Impact Study July 2023 25 Kittelson & Associates, Inc. YEAR 2024 TOTAL TRAFFIC CONDITIONS The total traffic conditions analysis forecasts how the transportation system in the study area will operate once the Gasoline Station is built out and operational. The total traffic volume estimates were developed by adding the predicted site-generated traffic to the background traffic volumes. These analyses are outlined in the following sections. Proposed Development Plan The proposed site is a commercial property located in the northwest quadrant of the US 50/Retail Boulevard/Round Hill Road intersection. The plan includes the construction of a convenience store spanning 5,915 square feet, along with the installation of 16 gasoline fuel pumps. The primary entrance will be established through a fourth leg at the intersection of Retail Boulevard and Crock Wells Mill Drive. Additionally, a right-in entrance will be provided along US 50, situated just west of Retail Boulevard. Trip Generation Trip generation estimates for the proposed development were developed using the standard reference Trip Generation, 11th Edition (Reference 5) published by the Institute of Transportation Engineers (ITE). Table 5 summarizes the trip generation estimates for the proposed development. The development is estimated to generate approximately 7,591 weekday daily trips, 540 weekday a.m. (270 in, 270 out), and 467 weekday p.m. (234 in, 233 out) peak hour trips when built out in year 2024. 76 percent of the total trips are assumed to be pass-by, including 10 percent internal trips between the site and the existing shopping center to the east. Additionally, 20 percent of the total trips are expected to be diverted from adjacent roadways, suggesting that they would have otherwise occurred on nearby roads. Therefore, only 4 percent of the total trips, approximately 380 daily trips, are estimated to be net new trips directly generated by the proposed site. Table 5. Estimated Trip Generation Land Use ITE Code Units Weekday Daily Peak Hour Adjacent Street Weekday AM Peak Hour Weekday PM Peak Hour Total In Out Total In Out Convenience Store/Gas Station 945 5.915 1,000 S.F. 7,591 540 270 270 467 234 233 Pass-bys (76% AM, 75% PM/SAT) (5,693) (410) (205) (205) (350) (176) (174) Internal to shopping center(10% of Pass-by trips) (569) (41) (21) (21) (35) (18) (17) Diverted (20% AM/PM/SAT) (1,518) (108) (54) (54) (93) (47) (46) Net New Trips 380 22 11 11 24 11 13 1Land Use Subcategory: 16 to 24 fueling positions. Round Hill Crossing Gasoline Station Development Project #: 28764 Transportation Impact Study July 2023 26 Kittelson & Associates, Inc. Trip Distribution and Trip Assignment Local and regional trip distribution estimates for the project were developed based on anticipated future travel patterns observed near the site and major origin/destination patterns in the site vicinity. Figure 6 illustrates the assumed trip distribution pattern. Approximately 50 percent of the net new trips were estimated to be traveling to and from the west on US 50, while the remaining 50 percent of the trips were allocated to the east on US 50. Additionally, it was assumed that approximately 78 percent of the pass-by and diverted trips were traveling to and from Route 37, with the remaining 22 percent of the trips allocated to the east on US 50 or considered internal trips within the Round Hill Crossing developments. Trip Assignment The following assumptions were made while assigning trips to the site access points and adjacent intersections: · Trips to/from east on US 50: o Approximately five to 10 percent of the trips (including net new, pass-by, and diverted trips) entering the site would utilize Retail Boulevard, while the remaining 90 to 95 percent of those trips would utilize the proposed right-in driveway along US 50. o All trips (net new, pass-by, and diverted) exiting the site would exclusively use Retail Boulevard. o Pass-by trips would exit towards the west on US 50, whereas net new trips and diverted trips would exit towards the east on US 50. · Trips to/from west on US 50: o All trips (net new, pass-by, and diverted) entering or exiting the site would utilize Retail Boulevard. o Pass-by trips would exit towards the east on US 50, while net new trips and diverted trips would exit towards the west on US 50. · Internal trips within the development would utilize Crock Wells Mill Rd. Figure 7 shows the assignment of site-generated trips to the surrounding roadway network during the weekday a.m. and p.m. peak hours. N3780350ROUND HILL RDWARD A V E BOTANI C A L B L V D E C H O L NCROCK WELLS MILL DRRET A I L B L V DVDOTMAINTENANCEDWY CHAMBERSVILLE LNH:\28\28763 - Round Hill Wawa\report\figs\28763 - Figs.dwg Jul 03, 2023 - 12:23pm - fbaratian Layout Tab: 4 Assumed Trip DistributionFrederick County, VARound Hill WawaJuly 2023Figure49%1%50%XX%- ASSUMED NET- NEW TRIP DISTRIBUTIONSITE- ASSUMED PASS-BY/ DIVERTED/ INTERNAL TRIP DISTRIBUTION H:\28\28763 - Round Hill Wawa\report\figs\28763 - Figs.dwg Jul 03, 2023 - 12:23pm - fbaratian Layout Tab: 7 new tripsProposed Lane Configurations and Site-Generated Trips Weekday AM and PM Peak Hours Frederick County, VA 7 Round Hill Wawa July 2023 Figure N 803 50 ROUND HI L L R D WARD AVEECHO LNCROC K W E L L S M I L L D RRETAIL BLVDVDOT MAINTENANCE DWY CHAMBERSVILLE LN SITE 2 1 Retail Blvd /Crock Wells Mill DrWEEKDAY AM WEEKDAY PM 2 WEEKDAY AM WEEKDAY PM 3 14 14 13 13 200 172 00000 0 3 2 3 (190')(150') 1 (300')(250')(280') (300')(250')Retail Blvd /Crock Wells Mill DrUS 50 / Retail Blvd / Round Hill Rd37 BOTANICAL BLVDUS 50 / Retail Blvd / Round Hill RdWEEKDAY AM WEEKDAY PM 1 -25 0 0 40 0 0 174 760 0 -21 0 0 35 0 0 150 660 0 11 1034US 50 / New DrivewayUS 50 / Retail Blvd / Round Hill Rd10 250 10 10 105000000 0 9 216 9 8 94439 Round Hill Crossing Gasoline Station Development Project #: 28764 Transportation Impact Study July 2023 29 Kittelson & Associates, Inc. 2024 Total Traffic Operational Analysis The year 2024 total traffic conditions analysis forecasts how the study locations will operate after full build-out of the proposed development. The site-generated trips shown in Figure 7 were added to the year 2024 background traffic volumes to develop the year 2024 build-out traffic volumes. Round Hill Crossing Gasoline Station Development Project #: 28764 Transportation Impact Study July 2023 30 Kittelson & Associates, Inc. Figure 8 shows the year 2024 total traffic overall intersection operations and lane group LOS for the weekday a.m. and p.m. peak hours. Table 6 displays the peak hour levels of service, delays, and 95th-percentile queues for each lane group by intersection. All critical approaches of unsignalized study intersections are forecast to operate below capacity at LOS D or better under the total traffic condition. Appendix F contains the year 2024 total traffic level of service worksheets. As shown in the figures, all study intersections and site access driveways are forecast to continue to operate at LOS C or better under 2024 total traffic conditions. As would be expected, 95th percentile queues are forecast to generally grow slightly with the addition of site-generated traffic, but the change is incremental and does not change the overall queuing condition outlined under year 2024 background traffic conditions. Table 6. Year 2024 Total Traffic Conditions – Synchro 11 – Delay, LOS, and Queuing Results Intersection Information AM Peak Hour PM Peak Hour Intersection Traffic Control Approach Lane Group Existing/ Proposed turn- lane lengths LOS BOQ (feet) Delay (sec) LOS BOQ (feet) Delay (sec) Round Hill Rd/Retail Blvd & US 50 (#1) Signalized EB EBL 300 E #183 65.7 E #180 58.4 EBT C 491 24.1 B 204 17.7 EBR 280 B 0 13.8 B 0 14.2 EB Approach C 27.6 C 24.4 WB WBL D 74 48.7 E 95 66.7 WBT B 82 13.1 C 451 22.3 WBR 1000 B 0 15.7 B 3 17.1 WB Approach B 16.4 C 24.3 NB NBLT D 21 53.1 E 30 56.9 NBR 250 D 0 52.9 E 0 56.1 NB Approach D 52.9 E 56.2 SB SBL 300 D #160 54.5 E #209 62.5 SBT D 14 45.3 D 31 45.6 SBR 275 D 60 46.1 E #248 57 SB Approach D 50.5 E 59.4 Overall LOS C 30.6 C 34.6 Retail Blvd & Driveway 1/Crock Wells Mill Dr (#2) Unsignalized EB EBLTR B 32 10.5 B 35 11.9 EB Approach B 10.5 B 11.9 WB WBL 160 C 40 15.6 D 120 32.6 WBTR B 3 11 B 3 13.4 WB Approach C 15.2 D 31.8 NB NBLT A 3 7.6 A 3 8.2 NBTR A 0 A 0.1 NB Approach 2.6 2.1 SB SBL A 0 7.4 A 0 7.5 SBTR A 0 A 0 SB Approach 0.1 0 US50 & Driveway (#3) Unsignalized EB Approach A 0 A 0 WB Approach A 0 A 0 * Note that Back of Queue (BOQ) measures report 95th percentile queue lengths. # 95th percentile volume exceeds capacity; queue may be longer. m Volume for 95th percentile queue is metered by upstream signal. NB=Northbound; SB=Southbound; EB=Eastbound; WB=Westbound; L=Left Turn; T=Through; R=Right Turn Round Hill Crossing Gasoline Station Development Project #: 28764 Transportation Impact Study July 2023 31 Kittelson & Associates, Inc. Based on the Synchro reports, it is evident that queues at several movements at the US 50 (Northwestern Turnpike)/Retail Boulevard/Route 803 (Round Hill Road) intersection are exceeding capacity. To ensure accurate assessment, maximum queue lengths have been obtained from SimTraffic reports, utilizing data from 10 microsimulation runs. The maximum queue length represents the longest observed or simulated queue during the analysis period. The data presented in Table 7 illustrates that all maximum queues on all approaches can be accommodated within the available storage lengths. Table 7. Year 2024 Total Traffic Conditions – SimTraffic – Maximum Queuing Results Intersection Information AM Peak Hour PM Peak Hour Intersection Traffic Control Approach Lane Group Existing/ turn-lane lengths Maximum Queue (feet) Maximum Queue (feet) Round Hill Rd/Retail Blvd & US 50 (#1) Signalized EB EBL 300 271 169 EBT - 388 235 EBR 280 154 58 WB WBL - 136 123 WBT - 222 445 WBR 1000 60 52 NB NBLT - 54 60 NBR 250 147 74 SB SBL 300 213 251 SBT - 34 212 SBR 275 135 272 H:\28\28763 - Round Hill Wawa\report\figs\28763 - Figs.dwg Aug 15, 2023 - 3:11pm - fbaratian Layout Tab: 08 total LOS (2)Total Traffic Condition and Lane Group LOS Frederick County, VA 8 Round Hill Wawa July 2023 Figure N 803 50 ROUND HI L L R D CROC K W E L L S M I L L D RRETAIL BLVDVDOT MAINTENANCE DWY CHAMBERSVILLE LN SITE 2 1 CM = CRITICAL MOVEMENT (UNSIGNALIZED) LOS = INTERSECTION LEVEL OF SERVICE (SIGNALIZED)/ CRITICAL MOVEMENT LEVEL OF SERVICE (UNSIGNALIZED) Del = INTERSECTION AVERAGE CONTROL DELAY (SIGNALIZED)/ CRITICAL MOVEMENT CONTROL DELAY (UNSIGNALIZED) V/C = CRITICAL VOLUME-TO-CAPACITY RATIO Retail Blvd /Crock Wells Mill DrWEEKDAY AM WEEKDAY PM 2 US 50 / Retail Blvd / Round Hill RdWEEKDAY AM WEEKDAY PM 1 1230 7 47 460 LOS=CDel=30.6V/C= 0.67 6 88 225 2564 1 587 8 65 1225 LOS=CDel=34.6V/C= 0.74 5 61 396 36914 7 28 46118 3 US 50 / New DrivewayWEEKDAY AM WEEKDAY PM 3 1351 491 LOS=ADel=0.0V/C= N/A 713 1454 LOS=ADel=0.0V/C= N/A200 1720 Retail Blvd /Crock Wells Mill DrWEEKDAY AM WEEKDAY PM 2 B DA AAAUS 50 / New DrivewayWEEKDAY AM WEEKDAY PM 3 29641104131 1 10 250 10 10 1050CM=WBLOS=CDel=15.6V/C=0.296 52751328235 1 9 216 9 8 9440 114 CM=WBLOS=DDel=32.6V/C=0.679 AB B C AB US 50 / Retail Blvd / Round Hill RdWEEKDAY AM WEEKDAY PM 1 B BDE C B DDD DDEEDEEE E B B C B Round Hill Crossing Gasoline Station Development Project #: 28764 Transportation Impact Study July 2023 33 Kittelson & Associates, Inc. RIGHT-TURN LANE WARRANT ANALYSIS The evaluation of the westbound right-turn lane warrant at the proposed right-in driveway was conducted, taking into consideration the total traffic conditions projected for the year 2024. The VDOT Road Design Manual (RDM)-Appendix F: Access Management Design Standards For Entrances and Intersections was used as guidance. Figure 9 presents the results of the warrant evaluation, indicating that the westbound approach satisfies the right-turn lane warrants during all peak hours under the projected year 2024 total traffic condition. Weekday a.m. peak hour Weekday p.m. peak hour Figure 9. US 50 at proposed Driveway – 2024 Total Traffic – Right-Turn Lane Warrant ACCESS SPACING REQUIREMENTS An evaluation of the proposed entrances to the Round Hill Crossing Gasoline Station development was performed with respect to VDOT’s Access Management policies outlined in Appendix F of the Road Design Manual (Reference 2). Figure 10 illustrates the proposed spacing of the site entrances with respect to adjacent intersections and commercial access points. Round Hill Crossing Gasoline Station Development Project #: 28764 Transportation Impact Study July 2023 34 Kittelson & Associates, Inc. Crock Wells Mill Drive and Retail Boulevard Intersection Based on Table 2-2 of the RDM, the proposed full access entrance on Retail Boulevard should be located outside the functional area of the adjacent US 50 (Northwestern Turnpike)/Retail Boulevard/Route 803 (Round Hill Road) intersection. The upstream functional area of the signalized intersection is a function of several factors: 1. Distance traveled by during perception-reaction time, 2. Distance traveled to complete deceleration to a stop, and 3. Distance required to store the longest queue expected most of the time. Table 8 summarizes the functional area of the adjacent US 50 (Northwestern Turnpike)/Retail Boulevard/Route 803 (Round Hill Road) intersection (#1) rounded to the nearest foot based on an assumed 30 mile-per-hour design speed, a 2.5-second perception-reaction time, and an 11.2 foot-per- second-per-second (ft./sec.2) deceleration rate. Table 8. Upstream Functional Area – US 50/Retail Boulevard/Route 803 (#1) – North Leg Distance Measure Distance (ft.) Distance Traveled during Perception-Reaction Time (ft.) 110 Distance Traveled during Deceleration to Stop (ft.) 86 Distance Required to Store the Longest Queue Expected Most of the Time. (ft.) 31 Upstream Functional Area 227 Proposed Spacing 313 The distance required to store the longest queue expected most of the time was derived from the maximum queuing information estimated under weekday a.m. peak hour conditions in year 2024 total traffic conditions. As shown in Figure 10, the proposed entrance on Retail Boulevard is located outside the upstream functional area of the adjacent signalized intersection. The proposed full access entrance is located approximately 313 feet from the southbound stop bar at the adjacent signalized intersection. As such, the minimum spacing standard per RDM is met. US 50 (Northwestern Turnpike) and Site Driveway (#3) Based on Table 2-2 of the RDM, the proposed right-in entrance on US 50 (Northwestern Turnpike) should be located a minimum of 305 feet from adjacent intersections and commercial entrances. It should also be located outside the functional area of the adjacent US 50 (Northwestern Turnpike)/Retail Boulevard/Route 803 (Round Hill Road) intersection (#1). The downstream functional area of the signalized intersection is a function of two factors: 1. Distance traveled by during perception-reaction time, and 2. Distance traveled to complete deceleration to a stop. Round Hill Crossing Gasoline Station Development Project #: 28764 Transportation Impact Study July 2023 35 Kittelson & Associates, Inc. Table 9 summarizes the functional area of the adjacent US 50 (Northwestern Turnpike)/Retail Boulevard/Route 803 (Round Hill Road) intersection (#1) rounded to the nearest foot based on an assumed 35 mile-per-hour design speed, a 2.5-second perception-reaction time, and an 11.2 foot-per- second-per-second (ft./sec.2) deceleration rate. Table 9. Downstream Functional Area – US 50/Retail Boulevard/Route 803 (#1) – West Leg Distance Measure Distance (ft.) Distance Traveled during Perception-Reaction Time (ft.) 128 Distance Traveled during Deceleration to Stop (ft.) 118 Downstream Functional Area 246 Proposed Spacing 248 As shown in Figure 10, the proposed entrance on US 50 (Northwestern Turnpike) is located outside the downstream functional area of the adjacent signalized intersection. The proposed full access entrance is located approximately 248 feet from the adjacent signalized intersection to the east and 347 feet from the Virginia Department of Transportation maintenance facility driveway to the west. As such, the minimum spacing standard per RDM is met. Section 4 Conclusions and Recommendations Round Hill Crossing Gasoline Station Development Conclusions and Recommendations May 2023 38 Kittelson & Associates, Inc. CONCLUSIONS AND RECOMMENDATIONS The results of the traffic impact analysis indicate that the proposed development can be constructed with minor impacts on operations on the surrounding transportation system. The findings of this analysis are discussed below. Existing Conditions All study intersections currently operate at level of service (LOS) C or better during all peak hours. Year 2024 Background Traffic Conditions  A 1.0-percent annual growth rate was identified to account for near-term regional traffic growth.  All study intersections are forecast to continue to operate at LOS D or better under 2024 background traffic conditions.  One in-process developments was identified by WVDOH for inclusion in background conditions: o Winchester shops: The development plan includes 13,562 square feet of strip retail center and is expected to be constructed by 2024. The Shops are anticipated to generate a total of 642 new trips and 160 pass-by trips per day, 14 trips during the morning peak hour and 97 during the afternoon peak hour  All study intersections are forecast to continue to operate at LOS D or better under 2024 background traffic conditions. Proposed Development Plan  The Gasoline Station development is anticipated to be fully built-out in year 2024, consisting of a 5,915 square-foot convenience store and 16 gasoline fuel pumps.  A right-in entrance will also be provided along US 50, just to the west of Retail Boulevard.  The development is estimated to generate approximately 7,591 weekday daily trips, 540 weekday a.m. (270 in, 270 out), and 467 weekday p.m. (234 in, 233 out) peak hour trips when built out in year 2024. Year 2024 Total Traffic Conditions  All study intersections and site access driveways are forecast to continue to operate at LOS C or better under 2024 total traffic conditions.  As would be expected, 95th percentile queues are forecast to generally grow slightly with the addition of site-generated traffic, but the change is incremental and does not change the overall queuing condition outlined under background traffic conditions. Queue lengths are projected to be accommodated within the available storage length. Access Management Evaluation  An evaluation of the proposed entrances to the Round Hill Crossing Gasoline Station development was performed with respect to VDOT’s Access Management policies. Round Hill Crossing Gasoline Station Development Conclusions and Recommendations May 2023 39 Kittelson & Associates, Inc.  The proposed full access entrance on Retail Boulevard is located approximately 313 feet from the adjacent signalized intersection to the south. It is located outside of the upstream functional area of the adjacent US 50 (Northwestern Turnpike)/Retail Boulevard/Route 803 (Round Hill Road) signalized intersection, meeting the minimum spacing standard per RDM.  The proposed right-in entrance on US 50 (Northwestern Turnpike) is approximately 248 feet away from the adjacent signalized intersection to the east and 347 feet from the Virginia Department of Transportation maintenance facility driveway to the west. The spacing complies with the minimum requirement of 305 feet from adjacent intersections and commercial entrances per RDM. Additionally, it is located outside the functional area of the adjacent US 50 (Northwestern Turnpike)/Retail Boulevard/Route 803 (Round Hill Road) signalized intersection, thus fulfilling the minimum spacing standard per RDM. Recommendation Based on the analysis conducted, no off-site improvements or mitigations have been identified as necessary concerning the intersection operations. However, based on the right-turn lane warrant analysis, it has been determined that the westbound approach meets the right-turn lane warrants for all peak hours under the projected year 2024 total traffic condition. Consequently, it is planned to provide an exclusive right turn lane at the proposed driveway along US 50 to accommodate the traffic flow efficiently. Section 5 References Round Hill Crossing Gasoline Station Development References May 2023 41 Kittelson & Associates, Inc. REFERENCES 1. VDOT Functional Classification Map. https://www.arcgis.com/home/webmap/viewer.html?webmap=3eca6c9adb6649c988d98734f8 5baddb. Accessed June 17, 2023. 2. VDOT Traffic Counts Map. https://www.virginiaroads.org/datasets/traffic-volume/explore. Accessed June 17, 2023. 3. VDOT’s Traffic Operations and Safety Analysis Manual (TOSAM) 4. Transportation Research Board. Highway Capacity Manual. 2016. 5. Institute of Transportation Engineers. Trip Generation, 11th Edition. 2022. Appendix A Scoping Correspondence It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. PRE-SCOPE OF WORK MEETING FORM Information on the Project Traffic Impact Analysis Base Assumptions The applicant is responsible for entering the relevant information and submitting the form to VDOT and the locality no less than three (3) business days prior to the meeting. If a form is not received by this deadline, the scope of work meeting may be postponed. Contact Information Consultant Name: Tele: E-mail: Andrew Butsick, PE & John Callow - Kittelson & Associates, Inc. (703) 885-8970 abutsick@kittelson.com Developer/Owner Name: Tele: E-mail: Richie Wilkins (540) 662 7215 rwilkins@wilkinsco.com Project Information Project Name: Round Hill Wawa Locality/County: Frederick Project Location: (Attach regional and site specific location map) See Figure 1 - attached Submission Type Comp Plan Rezoning Site Plan Subd Plat Project Description: (Including details on the land use, acreage, phasing, access location, etc. Attach additional sheet if necessary) Round Hill Crossing is a proffered commercial 70-acre property located in the northwest quadrant of the US 50 (Northwestern Turnpike)/Route 37 interchange. A portion of the development has already been built-out (including the WalMart center) with access provided via Retail Boulevard and Chambersville Lane along US 50. Additional development is planned in the northwest quadrant of the US 50/Retail Boulevard intersection; however, a transportation impact analysis is proffered at such time that the development generates over 15,000 vehicles per day. As part of a proposed proffer amendment to adjust the ADT threshold for a full TIA of the larger Round Hill development, this traffic study will be conducted to evaluate the ability of the existing and proposed entrances to accommodate the development of a 5,915 square-foot convenience store with 16 gasoline fuel pumps in the NW quadrant of the US 50/Retail Boulevard/Round Hill Road intersection. Prior to full build-out of the larger Round Hill development, access is proposed via the existing partial entrance at Chambersville Lane, full-movement entrance at Retail Boulevard, and a proposed right-in to the convenience store development. Figure 2 illustrates a conceptual site plan. Proposed Use(s): (Check all that apply; attach additional pages as necessary) Residential Commercial Mixed Use Other It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. Residential Uses(s) Number of Units: ITE LU Code(s): Commercial Use(s) ITE LU Code(s): 945 (see attached Trip Gen table) Square Ft or Other Variable: 1,000 S.F. GFA Other Use(s) ITE LU Code(s): Independent Variable(s): Total Peak Hour Trip Projection: Less than 100 100 – 499 500 – 999 1,000 or more Traffic Impact Analysis Assumptions Study Period Existing Year: 2023 Build-out Year: 2024 Design Year: Study Area Boundaries (Attach map) North: Wal-Mart Drive South: US 50 (Northwestern Turnpike) East: Route 37 NB Ramps West: VDOT Maintenance Driveway External Factors That Could Affect Project (Planned road improvements, other nearby developments) Future build out of the Round Hill Crossing development Winchester Shops (13,562 SF strip retail center along Crock Wells Mill Drive) Consistency With Comprehensive Plan (Land use, transportation plan) Yes Available Traffic Data (Historical, forecasts) 2021 AADT Volumes from VDOT US 50 (Round Hill Road West to Route 37) - 19,000 Route 803 (Round Hill Road) [Singhass Road to US 50] - 1,100 Trip Distribution (Attach sketch) Road Name: See Figure 3 Road Name: Road Name: Road Name: Annual Vehicle Trip Growth Rate: 1% on public roadways (see attached historical AADTs) Peak Period for Study (check all that apply) AM PM SAT Peak Hour of the Generator 6-9am 4-7pm Study Intersections and/or Road Segments (Attach additional sheets as necessary) 1.US 50/Retail Boulevard/Round Hill Road 6. 2.Retail Boulevard/Crock Wells Mill Drive 7. 3.US 50/Right-In Entrance (Turn 8. It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. lane & access management evaluations only) 4. 9. 5. 10. Trip Adjustment Factors Internal allowance: Yes No Reduction: Internal trips from adjacent shopping center to be taken from pass-by trip estimates% trips Pass-by allowance: Yes No Reduction: 76 AM, 75% PM/SAT% trips Software Methodology Synchro HCS (v.2000/+) aaSIDRA CORSIM Other Traffic Signal Proposed or Affected (Analysis software to be used, progression speed, cycle length) Analysis Software: Synchro v11, Sim Traffic (oversaturated conditions) Results: HCM Methodology Improvement(s) Assumed or to be Considered Signalized pedestrian crossing across the north leg of the US 50/Retail Boulevard intersection Background Traffic Studies Considered Winchester Shops (13,562 SF strip retail center along Crock Wells Mill Drive) Plan Submission Master Development Plan (MDP) Generalized Development Plan (GDP) Preliminary/Sketch Plan Other Plan type (Final Site, Subd. Plan) Additional Issues to be Addressed Queuing analysis Actuation/Coordination Weaving analysis Merge analysis Bike/Ped Accommodations Intersection(s) TDM Measures Other Access Management Evaluation, Turn Lane Evaluations NOTES on ASSUMPTIONS: All parameters of the study will be compliant with the provisions and analysis procedures established in VDOT's Traffic Operations and Safety Analysis Manual (TOSAM). Pass-by trips from the ITE trip generation estimate will be broken into pass-by, diverted (from Route 37), and internal trips as shown in Figure 3. SCOPE OF WORK MEETING ADDITIONS TO THE REQUIRED ELEMENTS, CHANGES TO THE METHODOLOGY OR STANDARD ASSUMPTIONS, AND SIGNATURE PAGE Any additions to the Required Elements or changes to the Methodology or Standard Assumptions due to special circumstances that are approved by VDOT: _____________________________________________________________________________ _____________________________________________________________________________ _____________________________________________________________________________ _____________________________________________________________________________ _____________________________________________________________________________ _____________________________________________________________________________ _____________________________________________________________________________ _____________________________________________________________________________ _____________________________________________________________________________ _____________________________________________________________________________ _____________________________________________________________________________ _____________________________________________________________________________ _____________________________________________________________________________ AGREED: _________________________________ DATE: ______________ Applicant or Consultant PRINT NAME: _____________________________ Applicant or Consultant SIGNED: __________________________________ DATE: ______________ VDOT Representative PRINT NAME: _____________________________ VDOT Representative SIGNED: __________________________________ DATE: ______________ Local Government Representative PRINT NAME: _____________________________ Local Government Representative Round Hill Wawa 04/26/2023 Andrew Butsick 50 522 50 11 81 81 11 37 522 259 7 - Study Intersections## N C:\Users\abutsick\appdata\local\temp\AcPublish_35624\28763 - ScopingFigs.dwg Apr 03, 2023 - 10:25am - abutsick Layout Tab: 01Site Vicnity Map Frederick County, VA 1 Round Hill Wawa April 2023 Figure FREDERICK COUNTY, VA SITE - Future Study Intersections 37 803 50 ROUND HI L L R D WARD AVEBOTANICAL BLVDECHO LNCROC K W E L L S M I L L D RRETAIL BLVDVDOT MAINTENANCE DWY CHAMBERSVILLE LN SITE C:\Users\abutsick\appdata\local\temp\AcPublish_35624\28763 - ScopingFigs.dwg Apr 03, 2023 - 10:26am - abutsick Layout Tab: 02 Conceptual Site PlanProvided by Bohler (April 2023)Frederick County, VA2Round Hill WawaApril 2023Figure N3780350ROUND HILL RDWARD A V E BOTANI C A L B L V D E C H O L NCROCK WELLS MILL DRRET A I L B L V DVDOTMAINTENANCEDWY CHAMBERSVILLE LNC:\Users\abutsick\appdata\local\temp\AcPublish_35624\28763 - ScopingFigs.dwg Apr 03, 2023 - 10:26am - abutsick Layout Tab: 03 Assumed Trip DistributionFrederick County, VA3Round Hill WawaApril 2023Figure49%1%50%XX%- ASSUMED NET- NEW TRIP DISTRIBUTIONSITE- ASSUMED PASS-BY/ DIVERTED/ INTERNAL TRIP DISTRIBUTION Round Hill Wawa ITE Trip Gen 11th Ed Using Convenience Store Size as Independent Variable1 Total In Out Total In Out Total In Out Convenience Store/Gas Station 945 5.915 1,000 S.F.7,591 6,746 540 270 270 467 234 233 415 208 207 (5,693)(5,060)(410)(205)(205)(350)(176)(174)(311)(156)(155) 1,898 1,686 130 65 65 117 58 59 104 52 52 1Land Use Subcategory: 16 to 24 fueling positions Using Number of Fueling Positions as Independent Variable1 Total In Out Total In Out Total In Out Convenience Store/Gas Station 945 16 Fueling postions 5,532 6,124 506 253 253 430 215 215 476 233 243 (4,149)(4,593)(385)(192)(193)(323)(161)(162)(357)(175)(182) 1,383 1,531 121 61 60 107 54 53 119 58 61 1Land Use Subcategory: GFA (5.5-10k) Peak Hour Adjacent Street Weekday AM Peak Hour Weekday PM Peak Hour Saturday Peak Hour To be used in the analysis Saturday Daily2 Peak Hour Adjacent Street Weekday AM Peak Hour Weekday PM Peak Hour Saturday Peak Hour 2Saturday Daily rates not available for LUC 945 using Subcategory: 16 to 24 fueling positions. Ratio of Weekday PM Peak Hour/Weekday Daily trips assumed to apply to Saturday Peak Hour/Saturday Daily trips to estimate Saturday Daily trips. Net New Trips Saturday Daily2Land Use ITE Code Net New Trips 2Saturday Daily rates not available for LUC 945 using Subcategory: GFA (5.5-10K). Ratio of Weekday PM Peak Hour/Weekday Daily trips assumed to apply to Saturday Peak Hour/Saturday Daily trips to estimate Saturday Daily trips. Land Use ITE Code Units Weekday Daily Pass-bys (76% AM, 75% PM/SAT) Pass-bys (76% AM, 75% PM/SAT) Units Weekday Daily 20,000 19,000 20,000 21,000 21,000 20,000 21,000 17,000 19,000 1,100 1,100 1,100 1,200 1,000 1,000 1,000 980 1,100 0 5,000 10,000 15,000 20,000 25,000 2013 2014 2015 2016 2017 2018 2019 2020 2021AADT (vpd)Historical VDOT AADT1 US 50 (Northwestern Turnpike)Route 803 (Round Hill Road) 1 https://www.virginiadot.org/info/ct-TrafficCounts.asp Appendix B All Turning Movement Count Data Sheets File Name : 3-US 50 & Retail Blvd AM Site Code : Start Date : 11/9/2022 Page No : 1 Groups Printed- Cars Retail Blvd Southbound US 50 Westbound Retail Blvd Northbound US 50 Eastbound 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 06:00 AM 7 0 19 0 26 1 40 12 0 53 8 1 0 0 9 0 188 4 0 192 280 06:15 AM 4 1 22 0 27 0 48 12 0 60 4 0 1 0 5 0 319 12 0 331 423 06:30 AM 12 2 29 0 43 2 64 22 0 88 7 0 0 0 7 0 317 11 0 328 466 06:45 AM 10 3 20 0 33 2 50 17 0 69 10 1 2 0 13 2 302 17 0 321 436 Total 33 6 90 0 129 5 202 63 0 270 29 2 3 0 34 2 1126 44 0 1172 1605 07:00 AM 9 0 41 0 50 2 63 9 0 74 18 2 1 0 21 0 269 14 0 283 428 07:15 AM 13 1 34 0 48 3 89 6 0 98 20 0 0 0 20 0 338 16 0 354 520 07:30 AM 9 2 43 0 54 3 84 11 0 98 19 1 4 0 24 2 328 17 0 347 523 07:45 AM 15 1 38 0 54 2 112 7 0 121 16 0 0 0 16 1 297 20 0 318 509 Total 46 4 156 0 206 10 348 33 0 391 73 3 5 0 81 3 1232 67 0 1302 1980 08:00 AM 10 0 46 0 56 6 79 10 0 95 11 0 0 0 11 2 232 19 0 253 415 08:15 AM 5 3 41 0 49 6 104 13 0 123 13 3 0 0 16 0 192 12 0 204 392 08:30 AM 10 0 48 0 58 4 93 10 0 107 18 1 0 0 19 0 199 16 0 215 399 08:45 AM 16 0 47 0 63 9 83 8 0 100 16 1 0 0 17 0 191 19 0 210 390 Total 41 3 182 0 226 25 359 41 0 425 58 5 0 0 63 2 814 66 0 882 1596 Grand Total 120 13 428 0 561 40 909 137 0 1086 160 10 8 0 178 7 3172 177 0 3356 5181 Apprch %21.4 2.3 76.3 0 3.7 83.7 12.6 0 89.9 5.6 4.5 0 0.2 94.5 5.3 0 Total %2.3 0.3 8.3 0 10.8 0.8 17.5 2.6 0 21 3.1 0.2 0.2 0 3.4 0.1 61.2 3.4 0 64.8 Retail Blvd Southbound US 50 Westbound Retail Blvd Northbound US 50 Eastbound 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 Peak Hour Analysis From 06:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 9 0 41 0 50 2 63 9 0 74 18 2 1 0 21 0 269 14 0 283 428 07:15 AM 13 1 34 0 48 3 89 6 0 98 20 0 0 0 20 0 338 16 0 354 520 07:30 AM 9 2 43 0 54 3 84 11 0 98 19 1 4 0 24 2 328 17 0 347 523 07:45 AM 15 1 38 0 54 2 112 7 0 121 16 0 0 0 16 1 297 20 0 318 509 Total Volume 46 4 156 0 206 10 348 33 0 391 73 3 5 0 81 3 1232 67 0 1302 1980 % App. Total 22.3 1.9 75.7 0 2.6 89 8.4 0 90.1 3.7 6.2 0 0.2 94.6 5.1 0 PHF .767 .500 .907 .000 .954 .833 .777 .750 .000 .808 .913 .375 .313 .000 .844 .375 .911 .838 .000 .919 .946 Peggy Malone and Associates 904-992-8072 File Name : 3-US 50 & Retail Blvd AM Site Code : Start Date : 11/9/2022 Page No : 1 Groups Printed- Trucks Retail Blvd Southbound US 50 Westbound Retail Blvd Northbound US 50 Eastbound 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 06:00 AM 0 0 1 0 1 0 5 1 0 6 0 0 0 0 0 0 6 0 0 6 13 06:15 AM 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 0 6 0 0 6 13 06:30 AM 0 0 0 0 0 0 4 2 0 6 0 0 0 0 0 0 8 0 0 8 14 06:45 AM 0 0 2 0 2 0 4 0 0 4 3 0 2 0 5 0 4 0 0 4 15 Total 0 0 3 0 3 0 20 3 0 23 3 0 2 0 5 0 24 0 0 24 55 07:00 AM 0 0 0 0 0 0 8 4 0 12 11 0 3 0 14 0 10 0 0 10 36 07:15 AM 0 0 2 0 2 0 7 0 0 7 9 0 1 0 10 0 8 0 0 8 27 07:30 AM 0 0 3 0 3 0 7 2 0 9 2 0 0 0 2 0 5 0 0 5 19 07:45 AM 0 0 3 0 3 2 11 4 0 17 4 0 1 0 5 0 8 0 0 8 33 Total 0 0 8 0 8 2 33 10 0 45 26 0 5 0 31 0 31 0 0 31 115 08:00 AM 2 0 2 0 4 1 11 5 0 17 5 0 0 0 5 2 4 0 0 6 32 08:15 AM 2 0 0 0 2 1 10 0 0 11 5 0 0 0 5 0 7 1 0 8 26 08:30 AM 2 0 3 0 5 0 11 2 0 13 5 0 1 0 6 1 11 0 0 12 36 08:45 AM 0 0 0 0 0 0 10 5 0 15 1 0 0 0 1 0 3 0 0 3 19 Total 6 0 5 0 11 2 42 12 0 56 16 0 1 0 17 3 25 1 0 29 113 Grand Total 6 0 16 0 22 4 95 25 0 124 45 0 8 0 53 3 80 1 0 84 283 Apprch %27.3 0 72.7 0 3.2 76.6 20.2 0 84.9 0 15.1 0 3.6 95.2 1.2 0 Total %2.1 0 5.7 0 7.8 1.4 33.6 8.8 0 43.8 15.9 0 2.8 0 18.7 1.1 28.3 0.4 0 29.7 Retail Blvd Southbound US 50 Westbound Retail Blvd Northbound US 50 Eastbound 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 Peak Hour Analysis From 06:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 0 0 3 0 3 2 11 4 0 17 4 0 1 0 5 0 8 0 0 8 33 08:00 AM 2 0 2 0 4 1 11 5 0 17 5 0 0 0 5 2 4 0 0 6 32 08:15 AM 2 0 0 0 2 1 10 0 0 11 5 0 0 0 5 0 7 1 0 8 26 08:30 AM 2 0 3 0 5 0 11 2 0 13 5 0 1 0 6 1 11 0 0 12 36 Total Volume 6 0 8 0 14 4 43 11 0 58 19 0 2 0 21 3 30 1 0 34 127 % App. Total 42.9 0 57.1 0 6.9 74.1 19 0 90.5 0 9.5 0 8.8 88.2 2.9 0 PHF .750 .000 .667 .000 .700 .500 .977 .550 .000 .853 .950 .000 .500 .000 .875 .375 .682 .250 .000 .708 .882 Peggy Malone and Associates 904-992-8072 File Name : 3-US 50 & Retail Blvd AM Site Code : Start Date : 11/9/2022 Page No : 1 Groups Printed- Bicycles on Crosswalk Retail Blvd Southbound US 50 Westbound Retail Blvd Northbound US 50 Eastbound 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 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 0 0 0 0 0 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 0 0 0 0 0 07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:45 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 Grand Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Apprch %0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total % Retail Blvd Southbound US 50 Westbound Retail Blvd Northbound US 50 Eastbound 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 Peak Hour Analysis From 06:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 06:00 AM 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 0 0 0 0 0 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 Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % App. Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Peggy Malone and Associates 904-992-8072 File Name : 3-US 50 & Retail Blvd AM Site Code : Start Date : 11/9/2022 Page No : 1 Groups Printed- Pedestrians Retail Blvd Southbound US 50 Westbound Retail Blvd Northbound US 50 Eastbound 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 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 0 0 0 0 0 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 0 0 0 0 0 07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:45 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 Grand Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Apprch %0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total % Retail Blvd Southbound US 50 Westbound Retail Blvd Northbound US 50 Eastbound 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 Peak Hour Analysis From 06:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 06:00 AM 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 0 0 0 0 0 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 Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % App. Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Peggy Malone and Associates 904-992-8072 File Name : 3-US 50 & Retail Blvd AM Site Code : Start Date : 11/9/2022 Page No : 1 Groups Printed- Combined Retail Blvd Southbound US 50 Westbound Retail Blvd Northbound US 50 Eastbound 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 06:00 AM 7 0 20 0 27 1 45 13 0 59 8 1 0 0 9 0 194 4 0 198 293 06:15 AM 4 1 22 0 27 0 55 12 0 67 4 0 1 0 5 0 325 12 0 337 436 06:30 AM 12 2 29 0 43 2 68 24 0 94 7 0 0 0 7 0 325 11 0 336 480 06:45 AM 10 3 22 0 35 2 54 17 0 73 13 1 4 0 18 2 306 17 0 325 451 Total 33 6 93 0 132 5 222 66 0 293 32 2 5 0 39 2 1150 44 0 1196 1660 07:00 AM 9 0 41 0 50 2 71 13 0 86 29 2 4 0 35 0 279 14 0 293 464 07:15 AM 13 1 36 0 50 3 96 6 0 105 29 0 1 0 30 0 346 16 0 362 547 07:30 AM 9 2 46 0 57 3 91 13 0 107 21 1 4 0 26 2 333 17 0 352 542 07:45 AM 15 1 41 0 57 4 123 11 0 138 20 0 1 0 21 1 305 20 0 326 542 Total 46 4 164 0 214 12 381 43 0 436 99 3 10 0 112 3 1263 67 0 1333 2095 08:00 AM 12 0 48 0 60 7 90 15 0 112 16 0 0 0 16 4 236 19 0 259 447 08:15 AM 7 3 41 0 51 7 114 13 0 134 18 3 0 0 21 0 199 13 0 212 418 08:30 AM 12 0 51 0 63 4 104 12 0 120 23 1 1 0 25 1 210 16 0 227 435 08:45 AM 16 0 47 0 63 9 93 13 0 115 17 1 0 0 18 0 194 19 0 213 409 Total 47 3 187 0 237 27 401 53 0 481 74 5 1 0 80 5 839 67 0 911 1709 Grand Total 126 13 444 0 583 44 1004 162 0 1210 205 10 16 0 231 10 3252 178 0 3440 5464 Apprch %21.6 2.2 76.2 0 3.6 83 13.4 0 88.7 4.3 6.9 0 0.3 94.5 5.2 0 Total %2.3 0.2 8.1 0 10.7 0.8 18.4 3 0 22.1 3.8 0.2 0.3 0 4.2 0.2 59.5 3.3 0 63 Retail Blvd Southbound US 50 Westbound Retail Blvd Northbound US 50 Eastbound 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 Peak Hour Analysis From 06:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 9 0 41 0 50 2 71 13 0 86 29 2 4 0 35 0 279 14 0 293 464 07:15 AM 13 1 36 0 50 3 96 6 0 105 29 0 1 0 30 0 346 16 0 362 547 07:30 AM 9 2 46 0 57 3 91 13 0 107 21 1 4 0 26 2 333 17 0 352 542 07:45 AM 15 1 41 0 57 4 123 11 0 138 20 0 1 0 21 1 305 20 0 326 542 Total Volume 46 4 164 0 214 12 381 43 0 436 99 3 10 0 112 3 1263 67 0 1333 2095 % App. Total 21.5 1.9 76.6 0 2.8 87.4 9.9 0 88.4 2.7 8.9 0 0.2 94.7 5 0 PHF .767 .500 .891 .000 .939 .750 .774 .827 .000 .790 .853 .375 .625 .000 .800 .375 .913 .838 .000 .921 .957 Peggy Malone and Associates 904-992-8072 File Name : 3-US 50 & Retail Blvd MID Site Code : Start Date : 11/9/2022 Page No : 1 Groups Printed- Cars Retail Blvd Southbound US 50 Westbound Retail Blvd Northbound US 50 Eastbound 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 11:00 AM 30 0 71 0 101 17 103 10 0 130 6 1 0 0 7 1 148 15 0 164 402 11:15 AM 31 1 77 0 109 9 128 10 0 147 11 2 0 0 13 2 137 15 0 154 423 11:30 AM 20 2 74 0 96 10 98 11 0 119 8 1 1 0 10 1 125 21 0 147 372 11:45 AM 33 2 71 0 106 17 140 9 0 166 17 0 1 0 18 2 134 19 0 155 445 Total 114 5 293 0 412 53 469 40 0 562 42 4 2 0 48 6 544 70 0 620 1642 12:00 PM 34 1 72 0 107 14 100 9 0 123 14 3 0 0 17 2 130 22 0 154 401 12:15 PM 38 2 72 0 112 13 136 12 0 161 16 3 0 0 19 0 110 28 0 138 430 12:30 PM 51 5 63 0 119 14 106 14 0 134 10 0 0 0 10 0 98 21 0 119 382 12:45 PM 47 0 83 0 130 8 127 4 0 139 6 0 0 0 6 0 123 14 0 137 412 Total 170 8 290 0 468 49 469 39 0 557 46 6 0 0 52 2 461 85 0 548 1625 Grand Total 284 13 583 0 880 102 938 79 0 1119 88 10 2 0 100 8 1005 155 0 1168 3267 Apprch %32.3 1.5 66.2 0 9.1 83.8 7.1 0 88 10 2 0 0.7 86 13.3 0 Total %8.7 0.4 17.8 0 26.9 3.1 28.7 2.4 0 34.3 2.7 0.3 0.1 0 3.1 0.2 30.8 4.7 0 35.8 Retail Blvd Southbound US 50 Westbound Retail Blvd Northbound US 50 Eastbound 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 Peak Hour Analysis From 11:00 AM to 12:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:45 AM 11:45 AM 33 2 71 0 106 17 140 9 0 166 17 0 1 0 18 2 134 19 0 155 445 12:00 PM 34 1 72 0 107 14 100 9 0 123 14 3 0 0 17 2 130 22 0 154 401 12:15 PM 38 2 72 0 112 13 136 12 0 161 16 3 0 0 19 0 110 28 0 138 430 12:30 PM 51 5 63 0 119 14 106 14 0 134 10 0 0 0 10 0 98 21 0 119 382 Total Volume 156 10 278 0 444 58 482 44 0 584 57 6 1 0 64 4 472 90 0 566 1658 % App. Total 35.1 2.3 62.6 0 9.9 82.5 7.5 0 89.1 9.4 1.6 0 0.7 83.4 15.9 0 PHF .765 .500 .965 .000 .933 .853 .861 .786 .000 .880 .838 .500 .250 .000 .842 .500 .881 .804 .000 .913 .931 Peggy Malone and Associates 904-992-8072 File Name : 3-US 50 & Retail Blvd MID Site Code : Start Date : 11/9/2022 Page No : 1 Groups Printed- Trucks Retail Blvd Southbound US 50 Westbound Retail Blvd Northbound US 50 Eastbound 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 11:00 AM 0 0 2 0 2 0 6 3 0 9 3 0 2 0 5 0 10 0 0 10 26 11:15 AM 0 1 1 0 2 0 8 2 0 10 3 0 1 0 4 1 8 0 0 9 25 11:30 AM 0 0 0 0 0 0 6 4 0 10 3 0 0 0 3 0 12 1 0 13 26 11:45 AM 1 0 1 0 2 0 8 5 0 13 6 0 0 0 6 0 7 0 0 7 28 Total 1 1 4 0 6 0 28 14 0 42 15 0 3 0 18 1 37 1 0 39 105 12:00 PM 0 0 0 0 0 0 9 4 0 13 2 0 2 0 4 0 10 0 0 10 27 12:15 PM 0 0 2 0 2 0 6 2 0 8 4 0 1 0 5 0 7 0 0 7 22 12:30 PM 0 0 1 0 1 0 10 3 0 13 4 0 0 0 4 0 7 0 0 7 25 12:45 PM 1 0 0 0 1 1 11 0 0 12 3 0 0 0 3 1 12 0 0 13 29 Total 1 0 3 0 4 1 36 9 0 46 13 0 3 0 16 1 36 0 0 37 103 Grand Total 2 1 7 0 10 1 64 23 0 88 28 0 6 0 34 2 73 1 0 76 208 Apprch %20 10 70 0 1.1 72.7 26.1 0 82.4 0 17.6 0 2.6 96.1 1.3 0 Total %1 0.5 3.4 0 4.8 0.5 30.8 11.1 0 42.3 13.5 0 2.9 0 16.3 1 35.1 0.5 0 36.5 Retail Blvd Southbound US 50 Westbound Retail Blvd Northbound US 50 Eastbound 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 Peak Hour Analysis From 11:00 AM to 12:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:15 AM 11:15 AM 0 1 1 0 2 0 8 2 0 10 3 0 1 0 4 1 8 0 0 9 25 11:30 AM 0 0 0 0 0 0 6 4 0 10 3 0 0 0 3 0 12 1 0 13 26 11:45 AM 1 0 1 0 2 0 8 5 0 13 6 0 0 0 6 0 7 0 0 7 28 12:00 PM 0 0 0 0 0 0 9 4 0 13 2 0 2 0 4 0 10 0 0 10 27 Total Volume 1 1 2 0 4 0 31 15 0 46 14 0 3 0 17 1 37 1 0 39 106 % App. Total 25 25 50 0 0 67.4 32.6 0 82.4 0 17.6 0 2.6 94.9 2.6 0 PHF .250 .250 .500 .000 .500 .000 .861 .750 .000 .885 .583 .000 .375 .000 .708 .250 .771 .250 .000 .750 .946 Peggy Malone and Associates 904-992-8072 File Name : 3-US 50 & Retail Blvd MID Site Code : Start Date : 11/9/2022 Page No : 1 Groups Printed- Bicycles on Crosswalk Retail Blvd Southbound US 50 Westbound Retail Blvd Northbound US 50 Eastbound 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 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:45 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 12:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:45 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Apprch %0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total % Retail Blvd Southbound US 50 Westbound Retail Blvd Northbound US 50 Eastbound 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 Peak Hour Analysis From 11:00 AM to 12:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:00 AM 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % App. Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Peggy Malone and Associates 904-992-8072 File Name : 3-US 50 & Retail Blvd MID Site Code : Start Date : 11/9/2022 Page No : 1 Groups Printed- Pedestrians Retail Blvd Southbound US 50 Westbound Retail Blvd Northbound US 50 Eastbound 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 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:45 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 12:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:45 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Apprch %0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total % Retail Blvd Southbound US 50 Westbound Retail Blvd Northbound US 50 Eastbound 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 Peak Hour Analysis From 11:00 AM to 12:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:00 AM 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % App. Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Peggy Malone and Associates 904-992-8072 File Name : 3-US 50 & Retail Blvd MID Site Code : Start Date : 11/9/2022 Page No : 1 Groups Printed- Combined Retail Blvd Southbound US 50 Westbound Retail Blvd Northbound US 50 Eastbound 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 11:00 AM 30 0 73 0 103 17 109 13 0 139 9 1 2 0 12 1 158 15 0 174 428 11:15 AM 31 2 78 0 111 9 136 12 0 157 14 2 1 0 17 3 145 15 0 163 448 11:30 AM 20 2 74 0 96 10 104 15 0 129 11 1 1 0 13 1 137 22 0 160 398 11:45 AM 34 2 72 0 108 17 148 14 0 179 23 0 1 0 24 2 141 19 0 162 473 Total 115 6 297 0 418 53 497 54 0 604 57 4 5 0 66 7 581 71 0 659 1747 12:00 PM 34 1 72 0 107 14 109 13 0 136 16 3 2 0 21 2 140 22 0 164 428 12:15 PM 38 2 74 0 114 13 142 14 0 169 20 3 1 0 24 0 117 28 0 145 452 12:30 PM 51 5 64 0 120 14 116 17 0 147 14 0 0 0 14 0 105 21 0 126 407 12:45 PM 48 0 83 0 131 9 138 4 0 151 9 0 0 0 9 1 135 14 0 150 441 Total 171 8 293 0 472 50 505 48 0 603 59 6 3 0 68 3 497 85 0 585 1728 Grand Total 286 14 590 0 890 103 1002 102 0 1207 116 10 8 0 134 10 1078 156 0 1244 3475 Apprch %32.1 1.6 66.3 0 8.5 83 8.5 0 86.6 7.5 6 0 0.8 86.7 12.5 0 Total %8.2 0.4 17 0 25.6 3 28.8 2.9 0 34.7 3.3 0.3 0.2 0 3.9 0.3 31 4.5 0 35.8 Retail Blvd Southbound US 50 Westbound Retail Blvd Northbound US 50 Eastbound 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 Peak Hour Analysis From 11:00 AM to 12:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:45 AM 11:45 AM 34 2 72 0 108 17 148 14 0 179 23 0 1 0 24 2 141 19 0 162 473 12:00 PM 34 1 72 0 107 14 109 13 0 136 16 3 2 0 21 2 140 22 0 164 428 12:15 PM 38 2 74 0 114 13 142 14 0 169 20 3 1 0 24 0 117 28 0 145 452 12:30 PM 51 5 64 0 120 14 116 17 0 147 14 0 0 0 14 0 105 21 0 126 407 Total Volume 157 10 282 0 449 58 515 58 0 631 73 6 4 0 83 4 503 90 0 597 1760 % App. Total 35 2.2 62.8 0 9.2 81.6 9.2 0 88 7.2 4.8 0 0.7 84.3 15.1 0 PHF .770 .500 .953 .000 .935 .853 .870 .853 .000 .881 .793 .500 .500 .000 .865 .500 .892 .804 .000 .910 .930 Peggy Malone and Associates 904-992-8072 File Name : 3-US 50 & Retail Blvd PM Site Code : Start Date : 11/9/2022 Page No : 1 Groups Printed- Cars Retail Blvd Southbound US 50 Westbound Retail Blvd Northbound US 50 Eastbound 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 03:00 PM 55 2 76 0 133 11 257 21 0 289 19 0 2 0 21 5 132 24 0 161 604 03:15 PM 43 1 60 0 104 10 222 19 0 251 21 0 3 0 24 0 143 14 0 157 536 03:30 PM 62 2 70 0 134 12 247 17 0 276 22 5 0 0 27 1 128 18 0 147 584 03:45 PM 58 0 66 0 124 7 289 16 0 312 17 1 2 0 20 0 127 14 0 141 597 Total 218 5 272 0 495 40 1015 73 0 1128 79 6 7 0 92 6 530 70 0 606 2321 04:00 PM 58 6 71 0 135 15 259 16 0 290 15 2 2 0 19 1 132 14 0 147 591 04:15 PM 60 3 70 0 133 4 294 12 0 310 13 1 0 0 14 3 144 20 0 167 624 04:30 PM 60 2 67 0 129 7 263 11 0 281 14 4 2 0 20 2 116 23 0 141 571 04:45 PM 59 3 59 0 121 8 291 22 0 321 12 0 0 0 12 1 145 22 0 168 622 Total 237 14 267 0 518 34 1107 61 0 1202 54 7 4 0 65 7 537 79 0 623 2408 05:00 PM 62 1 66 0 129 11 296 16 0 323 12 5 2 0 19 1 125 16 0 142 613 05:15 PM 66 4 68 0 138 12 308 18 0 338 12 3 0 0 15 0 147 15 0 162 653 05:30 PM 56 4 54 0 114 9 284 14 0 307 10 2 1 0 13 1 137 9 0 147 581 05:45 PM 46 4 48 0 98 12 249 21 0 282 7 2 0 0 9 0 88 19 0 107 496 Total 230 13 236 0 479 44 1137 69 0 1250 41 12 3 0 56 2 497 59 0 558 2343 Grand Total 685 32 775 0 1492 118 3259 203 0 3580 174 25 14 0 213 15 1564 208 0 1787 7072 Apprch %45.9 2.1 51.9 0 3.3 91 5.7 0 81.7 11.7 6.6 0 0.8 87.5 11.6 0 Total %9.7 0.5 11 0 21.1 1.7 46.1 2.9 0 50.6 2.5 0.4 0.2 0 3 0.2 22.1 2.9 0 25.3 Retail Blvd Southbound US 50 Westbound Retail Blvd Northbound US 50 Eastbound 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 Peak Hour Analysis From 03:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 59 3 59 0 121 8 291 22 0 321 12 0 0 0 12 1 145 22 0 168 622 05:00 PM 62 1 66 0 129 11 296 16 0 323 12 5 2 0 19 1 125 16 0 142 613 05:15 PM 66 4 68 0 138 12 308 18 0 338 12 3 0 0 15 0 147 15 0 162 653 05:30 PM 56 4 54 0 114 9 284 14 0 307 10 2 1 0 13 1 137 9 0 147 581 Total Volume 243 12 247 0 502 40 1179 70 0 1289 46 10 3 0 59 3 554 62 0 619 2469 % App. Total 48.4 2.4 49.2 0 3.1 91.5 5.4 0 78 16.9 5.1 0 0.5 89.5 10 0 PHF .920 .750 .908 .000 .909 .833 .957 .795 .000 .953 .958 .500 .375 .000 .776 .750 .942 .705 .000 .921 .945 Peggy Malone and Associates 904-992-8072 File Name : 3-US 50 & Retail Blvd PM Site Code : Start Date : 11/9/2022 Page No : 1 Groups Printed- Trucks Retail Blvd Southbound US 50 Westbound Retail Blvd Northbound US 50 Eastbound 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 03:00 PM 0 0 1 0 1 1 12 2 0 15 0 0 0 0 0 0 4 0 0 4 20 03:15 PM 0 0 1 0 1 0 10 3 0 13 0 0 0 0 0 0 8 1 0 9 23 03:30 PM 0 0 1 0 1 0 6 1 0 7 3 0 0 0 3 0 5 0 0 5 16 03:45 PM 0 0 0 0 0 1 2 2 0 5 2 0 0 0 2 0 11 1 0 12 19 Total 0 0 3 0 3 2 30 8 0 40 5 0 0 0 5 0 28 2 0 30 78 04:00 PM 1 0 0 0 1 1 5 1 0 7 0 0 0 0 0 0 3 0 0 3 11 04:15 PM 1 0 0 0 1 0 6 0 0 6 0 0 1 0 1 1 4 0 0 5 13 04:30 PM 1 0 0 0 1 0 7 0 0 7 1 0 0 0 1 0 6 0 0 6 15 04:45 PM 0 0 0 0 0 0 6 0 0 6 1 0 0 0 1 0 4 0 0 4 11 Total 3 0 0 0 3 1 24 1 0 26 2 0 1 0 3 1 17 0 0 18 50 05:00 PM 2 0 0 0 2 1 4 1 0 6 1 0 0 0 1 0 7 0 0 7 16 05:15 PM 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 3 0 0 3 7 05:30 PM 0 0 1 0 1 0 4 0 0 4 0 0 0 0 0 0 5 0 0 5 10 05:45 PM 1 0 0 0 1 0 2 1 0 3 0 0 0 0 0 0 5 0 0 5 9 Total 3 0 1 0 4 1 14 2 0 17 1 0 0 0 1 0 20 0 0 20 42 Grand Total 6 0 4 0 10 4 68 11 0 83 8 0 1 0 9 1 65 2 0 68 170 Apprch %60 0 40 0 4.8 81.9 13.3 0 88.9 0 11.1 0 1.5 95.6 2.9 0 Total %3.5 0 2.4 0 5.9 2.4 40 6.5 0 48.8 4.7 0 0.6 0 5.3 0.6 38.2 1.2 0 40 Retail Blvd Southbound US 50 Westbound Retail Blvd Northbound US 50 Eastbound 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 Peak Hour Analysis From 03:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:00 PM 03:00 PM 0 0 1 0 1 1 12 2 0 15 0 0 0 0 0 0 4 0 0 4 20 03:15 PM 0 0 1 0 1 0 10 3 0 13 0 0 0 0 0 0 8 1 0 9 23 03:30 PM 0 0 1 0 1 0 6 1 0 7 3 0 0 0 3 0 5 0 0 5 16 03:45 PM 0 0 0 0 0 1 2 2 0 5 2 0 0 0 2 0 11 1 0 12 19 Total Volume 0 0 3 0 3 2 30 8 0 40 5 0 0 0 5 0 28 2 0 30 78 % App. Total 0 0 100 0 5 75 20 0 100 0 0 0 0 93.3 6.7 0 PHF .000 .000 .750 .000 .750 .500 .625 .667 .000 .667 .417 .000 .000 .000 .417 .000 .636 .500 .000 .625 .848 Peggy Malone and Associates 904-992-8072 File Name : 3-US 50 & Retail Blvd PM Site Code : Start Date : 11/9/2022 Page No : 1 Groups Printed- Bicycles on Crosswalk Retail Blvd Southbound US 50 Westbound Retail Blvd Northbound US 50 Eastbound 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 03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:45 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 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 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 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Apprch %0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total % Retail Blvd Southbound US 50 Westbound Retail Blvd Northbound US 50 Eastbound 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 Peak Hour Analysis From 03:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:00 PM 03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % App. Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Peggy Malone and Associates 904-992-8072 File Name : 3-US 50 & Retail Blvd PM Site Code : Start Date : 11/9/2022 Page No : 1 Groups Printed- Pedestrians Retail Blvd Southbound US 50 Westbound Retail Blvd Northbound US 50 Eastbound 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 03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:45 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 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 1 04:45 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 1 1 0 0 0 0 0 1 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 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 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 1 Apprch %0 0 0 0 0 0 0 0 0 0 0 100 0 0 0 0 Total %0 0 0 0 0 0 0 0 0 0 0 0 0 100 100 0 0 0 0 0 Retail Blvd Southbound US 50 Westbound Retail Blvd Northbound US 50 Eastbound 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 Peak Hour Analysis From 03:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:45 PM 03:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 1 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 1 % App. Total 0 0 0 0 0 0 0 0 0 0 0 100 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .250 .250 .000 .000 .000 .000 .000 .250 Peggy Malone and Associates 904-992-8072 File Name : 3-US 50 & Retail Blvd PM Site Code : Start Date : 11/9/2022 Page No : 1 Groups Printed- Combined Retail Blvd Southbound US 50 Westbound Retail Blvd Northbound US 50 Eastbound 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 03:00 PM 55 2 77 0 134 12 269 23 0 304 19 0 2 0 21 5 136 24 0 165 624 03:15 PM 43 1 61 0 105 10 232 22 0 264 21 0 3 0 24 0 151 15 0 166 559 03:30 PM 62 2 71 0 135 12 253 18 0 283 25 5 0 0 30 1 133 18 0 152 600 03:45 PM 58 0 66 0 124 8 291 18 0 317 19 1 2 0 22 0 138 15 0 153 616 Total 218 5 275 0 498 42 1045 81 0 1168 84 6 7 0 97 6 558 72 0 636 2399 04:00 PM 59 6 71 0 136 16 264 17 0 297 15 2 2 0 19 1 135 14 0 150 602 04:15 PM 61 3 70 0 134 4 300 12 0 316 13 1 1 0 15 4 148 20 0 172 637 04:30 PM 61 2 67 0 130 7 270 11 0 288 15 4 2 1 22 2 122 23 0 147 587 04:45 PM 59 3 59 0 121 8 297 22 0 327 13 0 0 0 13 1 149 22 0 172 633 Total 240 14 267 0 521 35 1131 62 0 1228 56 7 5 1 69 8 554 79 0 641 2459 05:00 PM 64 1 66 0 131 12 300 17 0 329 13 5 2 0 20 1 132 16 0 149 629 05:15 PM 66 4 68 0 138 12 312 18 0 342 12 3 0 0 15 0 150 15 0 165 660 05:30 PM 56 4 55 0 115 9 288 14 0 311 10 2 1 0 13 1 142 9 0 152 591 05:45 PM 47 4 48 0 99 12 251 22 0 285 7 2 0 0 9 0 93 19 0 112 505 Total 233 13 237 0 483 45 1151 71 0 1267 42 12 3 0 57 2 517 59 0 578 2385 Grand Total 691 32 779 0 1502 122 3327 214 0 3663 182 25 15 1 223 16 1629 210 0 1855 7243 Apprch %46 2.1 51.9 0 3.3 90.8 5.8 0 81.6 11.2 6.7 0.4 0.9 87.8 11.3 0 Total %9.5 0.4 10.8 0 20.7 1.7 45.9 3 0 50.6 2.5 0.3 0.2 0 3.1 0.2 22.5 2.9 0 25.6 Retail Blvd Southbound US 50 Westbound Retail Blvd Northbound US 50 Eastbound 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 Peak Hour Analysis From 03:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 59 3 59 0 121 8 297 22 0 327 13 0 0 0 13 1 149 22 0 172 633 05:00 PM 64 1 66 0 131 12 300 17 0 329 13 5 2 0 20 1 132 16 0 149 629 05:15 PM 66 4 68 0 138 12 312 18 0 342 12 3 0 0 15 0 150 15 0 165 660 05:30 PM 56 4 55 0 115 9 288 14 0 311 10 2 1 0 13 1 142 9 0 152 591 Total Volume 245 12 248 0 505 41 1197 71 0 1309 48 10 3 0 61 3 573 62 0 638 2513 % App. Total 48.5 2.4 49.1 0 3.1 91.4 5.4 0 78.7 16.4 4.9 0 0.5 89.8 9.7 0 PHF .928 .750 .912 .000 .915 .854 .959 .807 .000 .957 .923 .500 .375 .000 .763 .750 .955 .705 .000 .927 .952 Peggy Malone and Associates 904-992-8072 Appendix C Year 2023 Existing Conditions Level-of-Service Worksheets Queues Existing AM 1: Round Hill Rd/Retail Blvd & US-50 06/26/2023 Existing AM Existing AM 4:12 pm 01/09/2023 Baseline Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBL SBT SBR Lane Group Flow (vph) 76 1301 7 49 432 18 7 92 182 4 52 v/c Ratio 0.60 0.66 0.01 0.52 0.24 0.02 0.11 0.30 0.66 0.03 0.14 Control Delay 71.2 21.6 0.0 57.4 9.6 0.1 56.7 2.6 62.7 47.0 0.8 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 71.2 21.6 0.0 57.4 9.6 0.1 56.7 2.6 62.7 47.0 0.8 Queue Length 50th (ft) 55 357 0 38 51 0 5 0 68 3 0 Queue Length 95th (ft) 104 494 0 72 70 0 21 0 104 14 0 Internal Link Dist (ft) 408 939 1474 367 Turn Bay Length (ft) 300 280 1000 250 300 250 Base Capacity (vph) 163 1968 793 130 1834 854 96 326 306 176 377 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 0.47 0.66 0.01 0.38 0.24 0.02 0.07 0.28 0.59 0.02 0.14 Intersection Summary HCM Signalized Intersection Capacity Analysis Existing AM 1: Round Hill Rd/Retail Blvd & US-50 06/26/2023 Existing AM Existing AM 4:12 pm 01/09/2023 Baseline Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 72 1236 7 47 410 17 6 1 87 173 4 49 Future Volume (vph) 72 1236 7 47 410 17 6 1 87 173 4 49 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.6 5.4 5.4 7.9 5.3 5.3 9.2 9.2 9.0 9.0 9.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 0.97 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.96 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1805 3539 1252 1456 3312 1369 1420 1313 3303 1900 1553 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.96 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1805 3539 1252 1456 3312 1369 1420 1313 3303 1900 1553 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 76 1301 7 49 432 18 6 1 92 182 4 52 RTOR Reduction (vph) 0 0 3 0 0 8 0 0 88 0 0 48 Lane Group Flow (vph) 76 1301 4 49 432 10 0 7 4 182 4 4 Heavy Vehicles (%) 0% 2% 29% 24% 9% 18% 33% 0% 23% 6% 0% 4% Turn Type Prot NA Perm Prot NA Perm Split NA Perm Split NA Perm Protected Phases 5 2 1 6 3 3 4 4 Permitted Phases 2 6 3 4 Actuated Green, G (s) 7.0 62.3 62.3 6.5 62.2 62.2 5.1 5.1 9.6 9.6 9.6 Effective Green, g (s) 7.0 62.3 62.3 6.5 62.2 62.2 5.1 5.1 9.6 9.6 9.6 Actuated g/C Ratio 0.06 0.54 0.54 0.06 0.54 0.54 0.04 0.04 0.08 0.08 0.08 Clearance Time (s) 7.6 5.4 5.4 7.9 5.3 5.3 9.2 9.2 9.0 9.0 9.0 Vehicle Extension (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lane Grp Cap (vph) 109 1917 678 82 1791 740 62 58 275 158 129 v/s Ratio Prot 0.04 c0.37 c0.03 0.13 c0.00 c0.06 0.00 v/s Ratio Perm 0.00 0.01 0.00 0.00 v/c Ratio 0.70 0.68 0.01 0.60 0.24 0.01 0.11 0.07 0.66 0.03 0.03 Uniform Delay, d1 53.0 19.1 12.1 53.0 13.9 12.2 52.8 52.7 51.1 48.4 48.4 Progression Factor 1.00 1.00 1.00 0.74 0.64 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.5 2.0 0.0 7.5 0.3 0.0 0.3 0.2 4.6 0.0 0.0 Delay (s) 67.5 21.1 12.1 46.8 9.2 12.2 53.1 52.9 55.7 48.4 48.5 Level of Service E C B D A B D D E D D Approach Delay (s) 23.6 13.0 52.9 54.0 Approach LOS C B D D Intersection Summary HCM 2000 Control Delay 25.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 31.5 Intersection Capacity Utilization 68.5% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM 6th TWSC Existing AM 2: Retail Blvd & Crock Wells Mill Dr 06/26/2023 Existing AM Existing AM 4:12 pm 01/09/2023 Baseline Synchro 11 Report Page 4 Intersection Int Delay, s/veh 3.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 123 1 29 61 1 103 Future Vol, veh/h 123 1 29 61 1 103 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 150 0 - - 190 - 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 134 1 32 66 1 112 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 123 49 0 0 98 0 Stage 1 65 - - - - - Stage 2 58 - - - - - Critical Hdwy 6.84 6.94 - - 4.14 - Critical Hdwy Stg 1 5.84 - - - - - Critical Hdwy Stg 2 5.84 - - - - - Follow-up Hdwy 3.52 3.32 - - 2.22 - Pot Cap-1 Maneuver 859 1009 - - 1493 - Stage 1 950 - - - - - Stage 2 958 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 858 1009 - - 1493 - Mov Cap-2 Maneuver 858 - - - - - Stage 1 950 - - - - - Stage 2 957 - - - - - Approach WB NB SB HCM Control Delay, s 10 0 0.1 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 858 1009 1493 - HCM Lane V/C Ratio - - 0.156 0.001 0.001 - HCM Control Delay (s) - - 10 8.6 7.4 - HCM Lane LOS - - B A A - HCM 95th %tile Q(veh) - - 0.6 0 0 - HCM Unsignalized Intersection Capacity Analysis Existing AM 3: US-50 06/26/2023 Existing AM Existing AM 4:12 pm 01/09/2023 Baseline Synchro 11 Report Page 5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 1315 465 0 0 0 Future Volume (Veh/h) 0 1315 465 0 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 1429 505 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) 488 pX, platoon unblocked 0.98 0.98 0.98 vC, conflicting volume 505 1220 168 vC1, stage 1 conf vol 505 vC2, stage 2 conf vol 714 vCu, unblocked vol 439 1165 96 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s)5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 100 cM capacity (veh/h) 1099 316 926 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 Volume Total 714 714 202 202 101 Volume Left 0 0 0 0 0 Volume Right 0 0 0 0 0 cSH 1700 1700 1700 1700 1700 Volume to Capacity 0.42 0.42 0.12 0.12 0.06 Queue Length 95th (ft) 0 0 0 0 0 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 Lane LOS Approach Delay (s) 0.0 0.0 Approach LOS Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 39.7% ICU Level of Service A Analysis Period (min) 15 Queues Existing PM 1: Round Hill Rd/Retail Blvd & US-50 06/26/2023 Existing PM Existing PM 9:20 am 02/15/2023 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBL SBT SBR Lane Group Flow (vph) 82 617 8 67 1217 38 12 63 297 15 250 v/c Ratio 0.63 0.31 0.01 0.58 0.62 0.04 0.16 0.21 0.76 0.07 0.62 Control Delay 73.9 16.9 0.0 68.4 13.2 0.1 60.2 1.6 64.1 46.7 13.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 73.9 16.9 0.0 68.4 13.2 0.1 60.2 1.6 64.1 46.7 13.1 Queue Length 50th (ft) 63 142 0 53 291 0 9 0 116 11 0 Queue Length 95th (ft) 114 206 0 92 389 1 30 0 159 31 76 Internal Link Dist (ft) 408 939 1474 367 Turn Bay Length (ft) 300 280 1000 250 300 250 Base Capacity (vph) 179 1970 878 148 1973 965 85 309 496 269 441 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 0.46 0.31 0.01 0.45 0.62 0.04 0.14 0.20 0.60 0.06 0.57 Intersection Summary HCM Signalized Intersection Capacity Analysis Existing PM 1: Round Hill Rd/Retail Blvd & US-50 06/26/2023 Existing PM Existing PM 9:20 am 02/15/2023 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 79 592 8 64 1168 36 5 7 60 285 14 240 Future Volume (vph) 79 592 8 64 1168 36 5 7 60 285 14 240 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.6 5.4 5.4 7.9 5.3 5.3 9.2 9.2 9.0 9.0 9.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 0.97 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 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 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.98 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1805 3505 1399 1770 3539 1568 1718 1553 3502 1900 1599 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.98 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1805 3505 1399 1770 3539 1568 1718 1553 3502 1900 1599 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) 82 617 8 67 1217 38 5 7 62 297 15 250 RTOR Reduction (vph) 0 0 4 0 0 18 0 0 61 0 0 222 Lane Group Flow (vph) 82 617 4 67 1217 20 0 12 2 297 15 28 Confl. Peds. (#/hr) 1 1 Heavy Vehicles (%) 0% 3% 13% 2% 2% 3% 20% 0% 4% 0% 0% 1% Turn Type Prot NA Perm Prot NA Perm Split NA Perm Split NA Perm Protected Phases 5 2 1 6 3 3 4 4 Permitted Phases 2 6 3 4 Actuated Green, G (s) 7.8 64.0 64.0 6.8 63.4 63.4 4.2 4.2 13.5 13.5 13.5 Effective Green, g (s) 7.8 64.0 64.0 6.8 63.4 63.4 4.2 4.2 13.5 13.5 13.5 Actuated g/C Ratio 0.06 0.53 0.53 0.06 0.53 0.53 0.04 0.04 0.11 0.11 0.11 Clearance Time (s) 7.6 5.4 5.4 7.9 5.3 5.3 9.2 9.2 9.0 9.0 9.0 Vehicle Extension (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lane Grp Cap (vph) 117 1869 746 100 1869 828 60 54 393 213 179 v/s Ratio Prot c0.05 0.18 0.04 c0.34 c0.01 c0.08 0.01 v/s Ratio Perm 0.00 0.01 0.00 0.02 v/c Ratio 0.70 0.33 0.01 0.67 0.65 0.02 0.20 0.04 0.76 0.07 0.16 Uniform Delay, d1 55.0 15.9 13.1 55.5 20.3 13.5 56.3 56.0 51.7 47.6 48.1 Progression Factor 1.00 1.00 1.00 0.92 0.56 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.3 0.5 0.0 12.1 1.7 0.1 0.6 0.1 7.2 0.1 0.1 Delay (s) 69.3 16.3 13.1 63.2 13.0 13.6 56.9 56.1 58.8 47.7 48.3 Level of Service E B B E B B E E E D D Approach Delay (s) 22.4 15.6 56.2 53.8 Approach LOS C B E D Intersection Summary HCM 2000 Control Delay 26.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 31.5 Intersection Capacity Utilization 70.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM 6th TWSC Existing PM 2: Retail Blvd & Crock Wells Mill Dr 06/26/2023 Existing PM Existing PM 9:20 am 02/15/2023 Synchro 11 Report Page 4 Intersection Int Delay, s/veh 4.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 218 1 52 70 1 321 Future Vol, veh/h 218 1 52 70 1 321 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 150 0 - - 190 - 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 237 1 57 76 1 349 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 272 67 0 0 133 0 Stage 1 95 - - - - - Stage 2 177 - - - - - Critical Hdwy 6.84 6.94 - - 4.14 - Critical Hdwy Stg 1 5.84 - - - - - Critical Hdwy Stg 2 5.84 - - - - - Follow-up Hdwy 3.52 3.32 - - 2.22 - Pot Cap-1 Maneuver 695 983 - - 1449 - Stage 1 918 - - - - - Stage 2 836 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 694 983 - - 1449 - Mov Cap-2 Maneuver 694 - - - - - Stage 1 918 - - - - - Stage 2 835 - - - - - Approach WB NB SB HCM Control Delay, s 12.9 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 694 983 1449 - HCM Lane V/C Ratio - - 0.341 0.001 0.001 - HCM Control Delay (s) - - 12.9 8.7 7.5 - HCM Lane LOS - - B A A - HCM 95th %tile Q(veh) - - 1.5 0 0 - HCM Unsignalized Intersection Capacity Analysis Existing PM 3: US-50 06/26/2023 Existing PM Existing PM 9:20 am 02/15/2023 Synchro 11 Report Page 5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 679 1413 0 0 0 Future Volume (Veh/h) 0 679 1413 0 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 738 1536 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) 488 pX, platoon unblocked 0.80 0.80 0.80 vC, conflicting volume 1536 1905 512 vC1, stage 1 conf vol 1536 vC2, stage 2 conf vol 369 vCu, unblocked vol 786 1248 0 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s)5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 100 cM capacity (veh/h) 661 251 865 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 Volume Total 369 369 614 614 307 Volume Left 0 0 0 0 0 Volume Right 0 0 0 0 0 cSH 1700 1700 1700 1700 1700 Volume to Capacity 0.22 0.22 0.36 0.36 0.18 Queue Length 95th (ft) 0 0 0 0 0 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 Lane LOS Approach Delay (s) 0.0 0.0 Approach LOS Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 30.6% ICU Level of Service A Analysis Period (min) 15 Appendix D Winchester Shops Development Site Plan ±3,900SF ±4,062SF60 '62.5'65 24'25'24'24'24' 24' 3,200SF 2,400SF 24' Appendix E Year 2024 Background Traffic Level-of-Service Worksheets Queues Background AM 1: Round Hill Rd/Retail Blvd & US-50 06/26/2023 Background AM 3:31 pm 06/13/2023 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBL SBT SBR Lane Group Flow (vph) 80 1321 7 49 442 18 7 93 189 4 54 v/c Ratio 0.62 0.67 0.01 0.53 0.24 0.02 0.11 0.31 0.67 0.02 0.15 Control Delay 72.2 22.0 0.0 58.1 9.9 0.1 56.7 2.6 63.0 47.0 0.8 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 72.2 22.0 0.0 58.1 9.9 0.1 56.7 2.6 63.0 47.0 0.8 Queue Length 50th (ft) 58 368 0 37 52 0 5 0 71 3 0 Queue Length 95th (ft) 109 504 0 73 72 0 21 0 107 14 0 Internal Link Dist (ft) 408 939 1474 367 Turn Bay Length (ft) 300 280 1000 250 300 250 Base Capacity (vph) 163 1962 791 130 1824 851 96 326 308 177 377 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.49 0.67 0.01 0.38 0.24 0.02 0.07 0.29 0.61 0.02 0.14 Intersection Summary HCM Signalized Intersection Capacity Analysis Background AM 1: Round Hill Rd/Retail Blvd & US-50 06/26/2023 Background AM 3:31 pm 06/13/2023 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 76 1255 7 47 420 17 6 1 88 180 4 51 Future Volume (vph) 76 1255 7 47 420 17 6 1 88 180 4 51 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.6 5.4 5.4 7.9 5.3 5.3 9.2 9.2 9.0 9.0 9.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 0.97 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.96 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1805 3539 1252 1456 3312 1369 1420 1313 3303 1900 1553 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.96 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1805 3539 1252 1456 3312 1369 1420 1313 3303 1900 1553 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 80 1321 7 49 442 18 6 1 93 189 4 54 RTOR Reduction (vph) 0 0 3 0 0 8 0 0 89 0 0 49 Lane Group Flow (vph) 80 1321 4 49 442 10 0 7 4 189 4 5 Heavy Vehicles (%) 0% 2% 29% 24% 9% 18% 33% 0% 23% 6% 0% 4% Turn Type Prot NA Perm Prot NA Perm Split NA Perm Split NA Perm Protected Phases 5 2 1 6 3 3 4 4 Permitted Phases 2 6 3 4 Actuated Green, G (s) 7.2 62.2 62.2 6.4 61.8 61.8 5.1 5.1 9.8 9.8 9.8 Effective Green, g (s) 7.2 62.2 62.2 6.4 61.8 61.8 5.1 5.1 9.8 9.8 9.8 Actuated g/C Ratio 0.06 0.54 0.54 0.06 0.54 0.54 0.04 0.04 0.09 0.09 0.09 Clearance Time (s) 7.6 5.4 5.4 7.9 5.3 5.3 9.2 9.2 9.0 9.0 9.0 Vehicle Extension (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lane Grp Cap (vph) 113 1914 677 81 1779 735 62 58 281 161 132 v/s Ratio Prot 0.04 c0.37 c0.03 0.13 c0.00 c0.06 0.00 v/s Ratio Perm 0.00 0.01 0.00 0.00 v/c Ratio 0.71 0.69 0.01 0.60 0.25 0.01 0.11 0.07 0.67 0.02 0.03 Uniform Delay, d1 52.9 19.3 12.2 53.1 14.2 12.4 52.8 52.7 51.0 48.2 48.3 Progression Factor 1.00 1.00 1.00 0.75 0.65 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 15.2 2.1 0.0 8.4 0.3 0.0 0.3 0.2 4.9 0.0 0.0 Delay (s) 68.1 21.4 12.2 48.2 9.5 12.4 53.1 52.9 56.0 48.2 48.3 Level of Service E C B D A B D D E D D Approach Delay (s) 24.0 13.3 52.9 54.2 Approach LOS C B D D Intersection Summary HCM 2000 Control Delay 26.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 31.5 Intersection Capacity Utilization 69.2% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM 6th TWSC Background AM 2: Retail Blvd & Crock Wells Mill Dr 06/26/2023 Background AM 3:31 pm 06/13/2023 Synchro 11 Report Page 4 Intersection Int Delay, s/veh 4.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 131 1 30 64 1 104 Future Vol, veh/h 131 1 30 64 1 104 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 150 0 - - 190 - 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 142 1 33 70 1 113 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 127 52 0 0 103 0 Stage 1 68 - - - - - Stage 2 59 - - - - - Critical Hdwy 6.84 6.94 - - 4.14 - Critical Hdwy Stg 1 5.84 - - - - - Critical Hdwy Stg 2 5.84 - - - - - Follow-up Hdwy 3.52 3.32 - - 2.22 - Pot Cap-1 Maneuver 854 1005 - - 1487 - Stage 1 947 - - - - - Stage 2 956 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 853 1005 - - 1487 - Mov Cap-2 Maneuver 853 - - - - - Stage 1 947 - - - - - Stage 2 955 - - - - - Approach WB NB SB HCM Control Delay, s 10.1 0 0.1 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 853 1005 1487 - HCM Lane V/C Ratio - - 0.167 0.001 0.001 - HCM Control Delay (s) - - 10.1 8.6 7.4 - HCM Lane LOS - - B A A - HCM 95th %tile Q(veh) - - 0.6 0 0 - HCM Unsignalized Intersection Capacity Analysis Background AM 3: US-50 06/26/2023 Background AM 3:31 pm 06/13/2023 Synchro 11 Report Page 5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 1338 477 0 0 0 Future Volume (Veh/h) 0 1338 477 0 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 1454 518 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) 488 pX, platoon unblocked 0.98 0.98 0.98 vC, conflicting volume 518 1245 173 vC1, stage 1 conf vol 518 vC2, stage 2 conf vol 727 vCu, unblocked vol 441 1182 89 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s)5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 100 cM capacity (veh/h) 1094 311 933 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 Volume Total 727 727 207 207 104 Volume Left 0 0 0 0 0 Volume Right 0 0 0 0 0 cSH 1700 1700 1700 1700 1700 Volume to Capacity 0.43 0.43 0.12 0.12 0.06 Queue Length 95th (ft) 0 0 0 0 0 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 Lane LOS Approach Delay (s) 0.0 0.0 Approach LOS Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 40.3% ICU Level of Service A Analysis Period (min) 15 Queues Background PM 1: Round Hill Rd/Retail Blvd & US-50 06/26/2023 Background PM 3:52 pm 06/13/2023 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBL SBT SBR Lane Group Flow (vph) 88 633 8 68 1240 38 12 64 316 15 256 v/c Ratio 0.66 0.32 0.01 0.59 0.66 0.04 0.16 0.21 0.78 0.07 0.62 Control Delay 76.1 17.3 0.0 69.2 16.5 0.1 60.2 1.6 65.0 46.4 12.8 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 76.1 17.3 0.0 69.2 16.5 0.1 60.2 1.6 65.0 46.4 12.8 Queue Length 50th (ft) 67 148 0 54 300 0 9 0 124 11 0 Queue Length 95th (ft) 121 212 0 95 412 1 30 0 169 31 77 Internal Link Dist (ft) 408 939 1474 367 Turn Bay Length (ft) 300 280 1000 250 300 250 Base Capacity (vph) 178 1956 873 148 1878 929 85 309 496 269 446 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.49 0.32 0.01 0.46 0.66 0.04 0.14 0.21 0.64 0.06 0.57 Intersection Summary HCM Signalized Intersection Capacity Analysis Background PM 1: Round Hill Rd/Retail Blvd & US-50 06/26/2023 Background PM 3:52 pm 06/13/2023 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 84 608 8 65 1190 36 5 7 61 303 14 246 Future Volume (vph) 84 608 8 65 1190 36 5 7 61 303 14 246 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.6 5.4 5.4 7.9 5.3 5.3 9.2 9.2 9.0 9.0 9.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 0.97 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 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 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.98 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1805 3505 1399 1770 3539 1568 1718 1553 3502 1900 1599 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.98 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1805 3505 1399 1770 3539 1568 1718 1553 3502 1900 1599 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) 88 633 8 68 1240 38 5 7 64 316 15 256 RTOR Reduction (vph) 0 0 4 0 0 19 0 0 62 0 0 226 Lane Group Flow (vph) 88 633 4 68 1240 19 0 12 2 316 15 30 Confl. Peds. (#/hr) 1 1 Heavy Vehicles (%) 0% 3% 13% 2% 2% 3% 20% 0% 4% 0% 0% 1% Turn Type Prot NA Perm Prot NA Perm Split NA Perm Split NA Perm Protected Phases 5 2 1 6 3 3 4 4 Permitted Phases 2 6 3 4 Actuated Green, G (s) 10.5 63.6 63.6 6.8 60.3 60.3 4.2 4.2 13.9 13.9 13.9 Effective Green, g (s) 10.5 63.6 63.6 6.8 60.3 60.3 4.2 4.2 13.9 13.9 13.9 Actuated g/C Ratio 0.09 0.53 0.53 0.06 0.50 0.50 0.04 0.04 0.12 0.12 0.12 Clearance Time (s) 7.6 5.4 5.4 7.9 5.3 5.3 9.2 9.2 9.0 9.0 9.0 Vehicle Extension (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lane Grp Cap (vph) 157 1857 741 100 1778 787 60 54 405 220 185 v/s Ratio Prot c0.05 0.18 0.04 c0.35 c0.01 c0.09 0.01 v/s Ratio Perm 0.00 0.01 0.00 0.02 v/c Ratio 0.56 0.34 0.01 0.68 0.70 0.02 0.20 0.04 0.78 0.07 0.16 Uniform Delay, d1 52.5 16.2 13.3 55.5 22.9 15.0 56.3 56.0 51.6 47.3 47.8 Progression Factor 1.00 1.00 1.00 0.93 0.65 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.7 0.5 0.0 13.2 2.1 0.1 0.6 0.1 8.7 0.0 0.1 Delay (s) 55.2 16.7 13.3 64.7 17.1 15.1 56.9 56.1 60.3 47.3 47.9 Level of Service E B B E B B E E E D D Approach Delay (s) 21.3 19.4 56.2 54.6 Approach LOS C B E D Intersection Summary HCM 2000 Control Delay 28.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 31.5 Intersection Capacity Utilization 71.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM 6th TWSC Background PM 2: Retail Blvd & Crock Wells Mill Dr 06/26/2023 Background PM 3:52 pm 06/13/2023 Synchro 11 Report Page 4 Intersection Int Delay, s/veh 4.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 235 1 52 75 1 328 Future Vol, veh/h 235 1 52 75 1 328 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 150 0 - - 190 - 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 255 1 57 82 1 357 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 279 70 0 0 139 0 Stage 1 98 - - - - - Stage 2 181 - - - - - Critical Hdwy 6.84 6.94 - - 4.14 - Critical Hdwy Stg 1 5.84 - - - - - Critical Hdwy Stg 2 5.84 - - - - - Follow-up Hdwy 3.52 3.32 - - 2.22 - Pot Cap-1 Maneuver 688 978 - - 1442 - Stage 1 915 - - - - - Stage 2 832 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 687 978 - - 1442 - Mov Cap-2 Maneuver 687 - - - - - Stage 1 915 - - - - - Stage 2 831 - - - - - Approach WB NB SB HCM Control Delay, s 13.3 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 687 978 1442 - HCM Lane V/C Ratio - - 0.372 0.001 0.001 - HCM Control Delay (s) - - 13.3 8.7 7.5 - HCM Lane LOS - - B A A - HCM 95th %tile Q(veh) - - 1.7 0 0 - HCM Unsignalized Intersection Capacity Analysis Background PM 3: US-50 06/26/2023 Background PM 3:52 pm 06/13/2023 Synchro 11 Report Page 5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 700 1441 0 0 0 Future Volume (Veh/h) 0 700 1441 0 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 761 1566 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) 488 pX, platoon unblocked 0.78 0.78 0.78 vC, conflicting volume 1566 1946 522 vC1, stage 1 conf vol 1566 vC2, stage 2 conf vol 380 vCu, unblocked vol 723 1213 0 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s)5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 100 cM capacity (veh/h) 680 259 842 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 Volume Total 380 380 626 626 313 Volume Left 0 0 0 0 0 Volume Right 0 0 0 0 0 cSH 1700 1700 1700 1700 1700 Volume to Capacity 0.22 0.22 0.37 0.37 0.18 Queue Length 95th (ft) 0 0 0 0 0 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 Lane LOS Approach Delay (s) 0.0 0.0 Approach LOS Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 31.2% ICU Level of Service A Analysis Period (min) 15 Appendix F Year 2024 Total Traffic Level-of- Service Worksheets Queues Total AM 1: Round Hill Rd/Retail Blvd & US-50 07/17/2023 Total AM 3:31 pm 06/13/2023 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBL SBT SBR Lane Group Flow (vph) 121 1295 7 49 484 29 7 93 269 4 237 v/c Ratio 0.74 0.70 0.01 0.52 0.30 0.04 0.11 0.31 0.72 0.02 0.59 Control Delay 76.7 24.3 0.0 59.0 13.6 0.1 56.7 2.6 60.7 45.2 10.8 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 76.7 24.3 0.0 59.0 13.6 0.1 56.7 2.6 60.7 45.2 10.8 Queue Length 50th (ft) 88 388 0 38 61 0 5 0 99 3 0 Queue Length 95th (ft) #183 491 0 74 82 0 21 0 #160 14 60 Internal Link Dist (ft) 408 939 1474 367 Turn Bay Length (ft) 300 280 1000 250 300 275 Base Capacity (vph) 177 1867 764 131 1641 787 96 326 375 215 404 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 0.68 0.69 0.01 0.37 0.29 0.04 0.07 0.29 0.72 0.02 0.59 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM Signalized Intersection Capacity Analysis Total AM 1: Round Hill Rd/Retail Blvd & US-50 07/17/2023 Total AM 3:31 pm 06/13/2023 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 115 1230 7 47 460 28 6 1 88 256 4 225 Future Volume (vph) 115 1230 7 47 460 28 6 1 88 256 4 225 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.6 5.4 5.4 7.9 5.3 5.3 9.2 9.2 9.0 9.0 9.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 0.97 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.96 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1805 3539 1252 1456 3312 1369 1420 1313 3303 1900 1553 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.96 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1805 3539 1252 1456 3312 1369 1420 1313 3303 1900 1553 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 121 1295 7 49 484 29 6 1 93 269 4 237 RTOR Reduction (vph) 0 0 3 0 0 15 0 0 89 0 0 210 Lane Group Flow (vph) 121 1295 4 49 484 14 0 7 4 269 4 27 Heavy Vehicles (%) 0% 2% 29% 24% 9% 18% 33% 0% 23% 6% 0% 4% Turn Type Prot NA Perm Prot NA Perm Split NA Perm Split NA Perm Protected Phases 5 2 1 6 3 3 4 4 Permitted Phases 2 6 3 4 Actuated Green, G (s) 10.4 58.8 58.8 6.5 55.3 55.3 5.1 5.1 13.1 13.1 13.1 Effective Green, g (s) 10.4 58.8 58.8 6.5 55.3 55.3 5.1 5.1 13.1 13.1 13.1 Actuated g/C Ratio 0.09 0.51 0.51 0.06 0.48 0.48 0.04 0.04 0.11 0.11 0.11 Clearance Time (s) 7.6 5.4 5.4 7.9 5.3 5.3 9.2 9.2 9.0 9.0 9.0 Vehicle Extension (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lane Grp Cap (vph) 163 1809 640 82 1592 658 62 58 376 216 176 v/s Ratio Prot 0.07 c0.37 c0.03 0.15 c0.00 c0.08 0.00 v/s Ratio Perm 0.00 0.01 0.00 0.02 v/c Ratio 0.74 0.72 0.01 0.60 0.30 0.02 0.11 0.07 0.72 0.02 0.15 Uniform Delay, d1 51.0 21.7 13.8 53.0 18.1 15.7 52.8 52.7 49.2 45.2 45.9 Progression Factor 1.00 1.00 1.00 0.78 0.70 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.7 2.5 0.0 7.5 0.5 0.1 0.3 0.2 5.3 0.0 0.1 Delay (s) 65.7 24.1 13.8 48.7 13.1 15.7 53.1 52.9 54.5 45.3 46.1 Level of Service E C B D B B D D D D D Approach Delay (s) 27.6 16.4 52.9 50.5 Approach LOS C B D D Intersection Summary HCM 2000 Control Delay 30.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 31.5 Intersection Capacity Utilization 70.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM 6th TWSC Total AM 2: Retail Blvd & Driveway 1/Crock Wells Mill Dr 07/17/2023 Total AM 3:31 pm 06/13/2023 Synchro 11 Report Page 5 Intersection Int Delay, s/veh 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 10 250 131 10 1 50 30 64 1 104 10 Future Vol, veh/h 10 10 250 131 10 1 50 30 64 1 104 10 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - 160 - - - - - 0 - - 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 11 11 272 142 11 1 54 33 70 1 113 11 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 251 332 62 240 302 52 124 0 0 103 0 0 Stage 1 121 121 - 176 176 - - - - - - - Stage 2 130 211 - 64 126 - - - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - 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 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 682 586 990 694 610 1005 1461 - - 1487 - - Stage 1 870 795 - 809 752 - - - - - - - Stage 2 860 726 - 939 791 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 651 562 990 481 585 1005 1461 - - 1487 - - Mov Cap-2 Maneuver 651 562 - 481 585 - - - - - - - Stage 1 835 794 - 777 722 - - - - - - - Stage 2 812 697 - 671 790 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.5 15.2 2.6 0.1 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1461 - - 945 481 608 1487 - - HCM Lane V/C Ratio 0.037 - - 0.311 0.296 0.02 0.001 - - HCM Control Delay (s) 7.6 0 - 10.5 15.6 11 7.4 - - HCM Lane LOS A A - B C B A - - HCM 95th %tile Q(veh) 0.1 - - 1.3 1.2 0.1 0 - - HCM Unsignalized Intersection Capacity Analysis Total AM 3: US-50 & Driveway 2 07/17/2023 Total AM 3:31 pm 06/13/2023 Synchro 11 Report Page 6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 1352 491 200 0 0 Future Volume (Veh/h) 0 1352 491 200 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 1470 534 217 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) 488 pX, platoon unblocked 0.96 0.96 0.96 vC, conflicting volume 751 1378 286 vC1, stage 1 conf vol 642 vC2, stage 2 conf vol 735 vCu, unblocked vol 606 1257 124 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s)5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 100 cM capacity (veh/h) 932 293 870 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 Volume Total 735 735 214 214 324 Volume Left 0 0 0 0 0 Volume Right 0 0 0 0 217 cSH 1700 1700 1700 1700 1700 Volume to Capacity 0.43 0.43 0.13 0.13 0.19 Queue Length 95th (ft) 0 0 0 0 0 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 Lane LOS Approach Delay (s) 0.0 0.0 Approach LOS Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 40.7% ICU Level of Service A Analysis Period (min) 15 Queues Total PM 1: Round Hill Rd/Retail Blvd & US-50 07/17/2023 Total PM 3:52 pm 06/13/2023 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBL SBT SBR Lane Group Flow (vph) 123 611 8 68 1276 48 12 64 384 15 413 v/c Ratio 0.75 0.32 0.01 0.59 0.72 0.05 0.16 0.21 0.84 0.06 0.86 Control Delay 80.3 18.1 0.0 71.3 21.1 0.2 60.2 1.6 67.1 45.3 32.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 80.3 18.1 0.0 71.3 21.1 0.2 60.2 1.6 67.1 45.3 32.2 Queue Length 50th (ft) 94 151 0 55 368 0 9 0 148 10 76 Queue Length 95th (ft) #180 204 0 95 451 3 30 0 #209 31 #248 Internal Link Dist (ft) 408 939 1474 367 Turn Bay Length (ft) 300 280 1000 250 300 275 Base Capacity (vph) 184 1902 855 148 1775 889 85 309 501 272 493 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 0.67 0.32 0.01 0.46 0.72 0.05 0.14 0.21 0.77 0.06 0.84 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM Signalized Intersection Capacity Analysis Total PM 1: Round Hill Rd/Retail Blvd & US-50 07/17/2023 Total PM 3:52 pm 06/13/2023 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 118 587 8 65 1225 46 5 7 61 369 14 396 Future Volume (vph) 118 587 8 65 1225 46 5 7 61 369 14 396 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.6 5.4 5.4 7.9 5.3 5.3 9.2 9.2 9.0 9.0 9.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 0.97 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 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 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.98 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1805 3505 1399 1770 3539 1568 1718 1553 3502 1900 1599 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.98 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1805 3505 1399 1770 3539 1568 1718 1553 3502 1900 1599 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) 123 611 8 68 1276 48 5 7 64 384 15 412 RTOR Reduction (vph) 0 0 4 0 0 25 0 0 62 0 0 268 Lane Group Flow (vph) 123 611 4 68 1276 23 0 12 2 384 15 145 Confl. Peds. (#/hr) 1 1 Heavy Vehicles (%) 0% 3% 13% 2% 2% 3% 20% 0% 4% 0% 0% 1% Turn Type Prot NA Perm Prot NA Perm Split NA Perm Split NA Perm Protected Phases 5 2 1 6 3 3 4 4 Permitted Phases 2 6 3 4 Actuated Green, G (s) 12.4 61.7 61.7 6.8 56.5 56.5 4.2 4.2 15.8 15.8 15.8 Effective Green, g (s) 12.4 61.7 61.7 6.8 56.5 56.5 4.2 4.2 15.8 15.8 15.8 Actuated g/C Ratio 0.10 0.51 0.51 0.06 0.47 0.47 0.04 0.04 0.13 0.13 0.13 Clearance Time (s) 7.6 5.4 5.4 7.9 5.3 5.3 9.2 9.2 9.0 9.0 9.0 Vehicle Extension (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lane Grp Cap (vph) 186 1802 719 100 1666 738 60 54 461 250 210 v/s Ratio Prot c0.07 0.17 0.04 c0.36 c0.01 c0.11 0.01 v/s Ratio Perm 0.00 0.01 0.00 0.09 v/c Ratio 0.66 0.34 0.01 0.68 0.77 0.03 0.20 0.04 0.83 0.06 0.69 Uniform Delay, d1 51.8 17.2 14.2 55.5 26.3 17.0 56.3 56.0 50.8 45.6 49.8 Progression Factor 1.00 1.00 1.00 0.96 0.73 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.7 0.5 0.0 13.3 3.2 0.1 0.6 0.1 11.7 0.0 7.3 Delay (s) 58.4 17.7 14.2 66.7 22.3 17.1 56.9 56.1 62.5 45.6 57.0 Level of Service E B B E C B E E E D E Approach Delay (s) 24.4 24.3 56.2 59.4 Approach LOS C C E E Intersection Summary HCM 2000 Control Delay 34.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.74 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 31.5 Intersection Capacity Utilization 82.1% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM 6th TWSC Total PM 2: Retail Blvd & Driveway 1/Crock Wells Mill Dr 07/17/2023 Total PM 3:52 pm 06/13/2023 Synchro 11 Report Page 5 Intersection Int Delay, s/veh 11.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 9 8 216 235 9 1 44 52 75 1 328 9 Future Vol, veh/h 9 8 216 235 9 1 44 52 75 1 328 9 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - 160 - - - - - 0 - - 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 10 9 235 255 10 1 48 57 82 1 357 10 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 494 599 184 379 563 70 367 0 0 139 0 0 Stage 1 364 364 - 194 194 - - - - - - - Stage 2 130 235 - 185 369 - - - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - 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 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 458 414 827 553 434 978 1188 - - 1442 - - Stage 1 627 622 - 789 739 - - - - - - - Stage 2 860 709 - 799 619 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 434 395 827 376 414 978 1188 - - 1442 - - Mov Cap-2 Maneuver 434 395 - 376 414 - - - - - - - Stage 1 599 621 - 754 706 - - - - - - - Stage 2 810 678 - 564 618 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.9 31.8 2.1 0 HCM LOS B D Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1188 - - 771 376 439 1442 - - HCM Lane V/C Ratio 0.04 - - 0.328 0.679 0.025 0.001 - - HCM Control Delay (s) 8.2 0.1 - 11.9 32.6 13.4 7.5 - - HCM Lane LOS A A - B D B A - - HCM 95th %tile Q(veh) 0.1 - - 1.4 4.8 0.1 0 - - HCM Unsignalized Intersection Capacity Analysis Total PM 3: US-50 & Driveway 2 07/17/2023 Total PM 3:52 pm 06/13/2023 Synchro 11 Report Page 6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 713 1454 172 0 0 Future Volume (Veh/h) 0 713 1454 172 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 775 1580 187 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) 488 pX, platoon unblocked 0.75 0.75 0.75 vC, conflicting volume 1767 2061 620 vC1, stage 1 conf vol 1674 vC2, stage 2 conf vol 388 vCu, unblocked vol 839 1233 0 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s)5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 100 cM capacity (veh/h) 591 251 810 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 Volume Total 388 388 632 632 503 Volume Left 0 0 0 0 0 Volume Right 0 0 0 0 187 cSH 1700 1700 1700 1700 1700 Volume to Capacity 0.23 0.23 0.37 0.37 0.30 Queue Length 95th (ft) 0 0 0 0 0 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 Lane LOS Approach Delay (s) 0.0 0.0 Approach LOS Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 35.3% ICU Level of Service A Analysis Period (min) 15 Queuing and Blocking Report Total AM SimTraffic Reports 07/19/2023 Total AM SimTraffic Report Page 1 Intersection: 1: Round Hill Rd/Retail Blvd & US-50 Movement EB EB EB EB WB WB WB WB NB NB SB SB Directions Served L T T R L T T R LT R L L Maximum Queue (ft) 271 375 388 154 136 182 222 60 54 147 182 213 Average Queue (ft) 101 204 234 9 42 74 106 12 6 53 87 115 95th Queue (ft) 211 342 367 76 98 146 185 42 32 109 158 188 Link Distance (ft) 374 374 871 871 871 871 1473 300 Upstream Blk Time (%) 0 1 Queuing Penalty (veh) 3 7 Storage Bay Dist (ft) 300 280 250 300 Storage Blk Time (%) 0 2 5 0 Queuing Penalty (veh) 0 2 0 0 Intersection: 1: Round Hill Rd/Retail Blvd & US-50 Movement SB SB Directions Served T R Maximum Queue (ft) 34 135 Average Queue (ft) 4 61 95th Queue (ft) 21 98 Link Distance (ft) 300 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 275 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Total PM SimTraffic Reports 07/19/2023 Total PM SimTraffic Report Page 1 Intersection: 1: Round Hill Rd/Retail Blvd & US-50 Movement EB EB EB EB WB WB WB WB NB NB SB SB Directions Served L T T R L T T R LT R L L Maximum Queue (ft) 169 194 235 58 123 415 445 52 60 74 230 251 Average Queue (ft) 83 95 115 4 50 237 259 15 12 28 115 145 95th Queue (ft) 143 173 201 35 100 371 396 41 40 56 190 219 Link Distance (ft) 374 374 871 871 871 871 1473 300 Upstream Blk Time (%)0 Queuing Penalty (veh)0 Storage Bay Dist (ft) 300 280 250 300 Storage Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Intersection: 1: Round Hill Rd/Retail Blvd & US-50 Movement SB SB Directions Served T R Maximum Queue (ft) 212 272 Average Queue (ft) 21 160 95th Queue (ft) 104 264 Link Distance (ft) 300 Upstream Blk Time (%) 0 Queuing Penalty (veh) 1 Storage Bay Dist (ft) 275 Storage Blk Time (%) 0 1 Queuing Penalty (veh) 1 0