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HomeMy WebLinkAbout09-24 Signal Justification Report (SJR)VDOT Signal Justification Report Template - Version 2.0 - December 2019 Page 1 of 5 VDOT Signal Justification Report (SJR) Staunton District Date: July 12, 2024 I. Study Intersection Major Street Route # and Name: Reliance Road (Route 627) Direction: East/West Minor Street Route # and Name: I-81 Ramps Direction: North/South County or Locality: Frederick County, VA Is the Intersection on the Arterial Preservation Network (APN)?: No Sketch/Diagram/Aerial of the Intersection Geometry: . Describe the origin and nature of the request. If this SJR is based on a recommendation from another study (e.g. Traffic Impact Analysis or Safety Study), then note the name/date of the study and attach the study to this SJR. . This SJR is based on a recommendation from the Hester Trust Property Traffic Impact Study dated July 27, 2022. Key excerpts are included in Appendix C. It is noted that this SJR incorporates both the I-81 NB Ramps/Reliance Road and the I-81 NB Ramps/Reliance Road intersections. Wells + Associates, Inc Tysons, Virginia TRAFFIC ENGINEER VDOT Signal Justification Report Template - Version 2.0 - December 2019 Page 2 of 5 If the origin of this SJR comes from another study, what were the key conclusions from that study that are related to this intersection? The study showed that a traffic signal would be necessary to provide adequate traffic operations at the Reliance Road/I- 81 NB Ramps/I-81 SB Ramps interchange under 2025 total future conditions with the proposed development of the Hester Trust Property site. With the installation of a traffic signal, acceptable levels-of-service would be maintained. An Operational and Safety Analysis Report (OSAR) was submitted under separate cover and approved. II. Signal Warrant Analysis Summary. Intersection Approach Information:. Approach Direction Road Name/Route Number Approach Speed Approach Speed Type Approach Speed Notes1 Number of Through Lanes Annual Average Daily Traffic (AADT) Northbound I-81 NB Ramps 30 MPH Other (Describe in Notes) Advisory Speed Limit of Ramp 1 1,600 Southbound I-81 SB Ramps 30 MPH Other (Describe in Notes) Advisory Speed Limit of Ramp 1 2,900 Eastbound Reliance Road (Route 627) 35 MPH Posted Speed Limit Based on a Speed Limit Resolution dated July 25, 2022. 1 2,100 Westbound Reliance Road (Route 627) 35 MPH Posted Speed Limit Based on a Speed Limit Resolution dated July 25, 2022. 1 2,100 1 If approach speed type is not the posted/statutory speed limit, explain the reason why the posted/statutory speed limit was not used. Summary of Traffic Count Source:. AADT estimates were taken from the 2021 VDOT published traffic data. Signal warrant and capacity analysis based on 13- hour traffic counts collected on Tuesday, May 3, 2022. Summary of MUTCD Signal Warrant Analysis: MUTCD Signal Warrants Warrant Satisfied? Notes / Summary Warrant 1: Eight-Hour Vehicular Volume ☒ Yes ☐ No ☐ N/A Warrants 1A, 1B, 1 C Warrant 1: VDOT ADT Option1 ☐ Yes ☐ No ☒ N/A Warrant 2: Four-Hour Vehicular Volume ☒ Yes ☐ No ☐ N/A Warrant 3: Peak Hour2 ☒ Yes ☐ No ☐ N/A Warrants 3A and 3B Warrant 4: Pedestrian Volume ☐ Yes ☐ No ☒ N/A Warrant 5: School Crossing ☐ Yes ☐ No ☒ N/A Warrant 6: Coordinated Signal System ☐ Yes ☐ No ☒ N/A Warrant 7: Crash Experience3 ☐ Yes ☒ No ☐ N/A Warrant 8: Roadway Network ☐ Yes ☐ No ☒ N/A Warrant 9: Intersection Near a Grade Crossing ☐ Yes ☐ No ☒ N/A 1 The VDOT ADT Estimate Warrant in the VA Supplement to the MUTCD may be used instead of MUTCD Warrants 1 and 2 if the DTE concurs that it is infeasible to project estimated opening-day volumes over 8 or more hours of the day. Refer to Chapter 4C of the Virginia Supplement to the MUTCD for additional information on the use of this option. 2 As per MUTCD Section 4C.04, Warrant 3 shall only be applied in unusual cases, such as facilities that attract or discharge large numbers of vehicles over a short period of time. 3 The Alternative Signal Warrant 7 – Crash Experience documented in FHWA Interim Approval #19 (IA-19) shall be used as per the Virginia Supplement to the MUTCD and the latest edition of IIM-TE-387. The most recent available three years of available crash data shall be used. Are the signal warrant analyses based on current volumes or anticipated future volumes? ☐ Current volumes ☒ Anticipated future volumes/conditions VDOT Signal Justification Report Template - Version 2.0 - December 2019 Page 3 of 5 If the signal warrant is only met under future conditions, provide a summary of trip generation assumptions and anticipated development thresholds that will trigger the signal being justified: . Trip generation and traffic forecast assumptions are consistent with the previously referenced Hester Trust Property Traffic Impact Study dated July 29, 2022. Key excerpts are included in Appendix C Was the 70% volume reduction factor applied to various signal warrant thresholds? ☐ Yes ☒ No If yes, please describe the additional justification based on engineering judgment for use of the 70% volume reduction factor: Was a right-turn volume adjustment used? ☐ Yes ☒ No Please describe the rationale for this determination (whether yes or no above) and how the right turn vehicle volumes were considered in the analysis: The minor street approaches consist of a single shared left-thru-right lane. Because exclusive right turn lanes are not provided, no right-turn volume adjustment was applied. III. VJuST Innovative Intersection Consideration. Summary of Potentially Feasible Innovative Intersections according to VJuST results: . Innovative Intersection Type Feasibility Decision and Reason Roundabout Is this Innovative Intersection type feasible? ☐ Yes ☒ No Explanation: Providing roundabouts at the I-81 Ramp intersections would require wider approach cross-sections to accommodate features such as the splitter islands that would provide a greater deflection angle. This roadway widening would likely require a replacement of the Reliance Road bridge over I-81. In addition, due to the proximity of Buckton Road and other commercial entrances to the existing intersections, vehicle access changes to would be required on Reliance Road in the vicinity of the interchange. Diverging Diamond Is this Innovative Intersection type feasible? ☐ Yes ☒ No Explanation: While a diverging diamond design would maintain the existing overall diamond interchange configuration, a significant redesign of the approaches would be required. Due to the need for a wider cross-section on Reliance Road, the bridge over I-81 would likely need to be replaced. In addition, the location of the I-81 ramps may need to be modified. . IV. Intersection Configuration and Control Recommendations and Signal Justification . Intersection configuration and control recommendations: Intersection configuration and control recommendations are included in the attached document. Signal Justification: A signal justification report is included in the attached document. Based on the results, it is anticipated that a traffic signal is justified at this location. Based on the traffic operations, the signal at the I-81 NB Ramps should be prioritized. VDOT Signal Justification Report Template - Version 2.0 - December 2019 Page 4 of 5 Is an Access Management Exception or Access Management Waiver necessitated by the recommended intersection control method?: ☐ Yes ☒ No If yes, please describe the specific spacing requirement that is not met (e.g., which spacing requirement from the Road Design Manual Appendix F) and brief rationale for recommending this condition: VDOT Signal Justification Report Template - Version 2.0 - December 2019 Appendix A: Signal Warrant Analysis      A‐1    INTRODUCTION    At the request of the Virginia Department of Transportation (VDOT) and in accordance with the  evaluation criteria for a new traffic signal,  Wells + Associates (W+A) has prepared a Traffic Signal  Justification Report for the grade‐separated interchange of Reliance Road (Route 627) and the I‐ 81 Ramps in Frederick County, Virginia. This SJR analyzes both I‐81 Ramp intersections as part of  the warrant analysis.  The subject intersections, as shown on Figure 1, are located at I‐81 mile‐ marker 302 and are approximately 2,000 feet east of Valley Pike (U.S. Route 11).    This Signal Justification Report is being prepared in conjunction with the rezoning application for  the Hester Trust Property.  The subject property is planned for 848,000 square foot (S.F.) of  general light industrial uses along the east side of Valley Pike (U.S. Route 11) and west of  Interstate 81. The site is expected to be constructed in a single development phase with  completion planned for 2025. Vehicular access to the site is proposed via two full‐movement  driveways on Valley Pike (U.S. Route 11).    This SJR was completed based on traffic data collected by W+A, information from the Hester  Trust Property Traffic Impact Study, dated July 29, 2022, and guidelines contained in VDOT’s IIM‐ TE‐387.1 as well as the Manual on Uniform Traffic Control Devices (MUTCD), 2009 Edition,  revised through 2012. The Traffic Engineering Applications Package (TEAPAC) computer software  was used to evaluate the MUTCD warrants, and Synchro 11 was used in order to analyze traffic  volumes and levels of service.    It is noted that an Operational and Safety Analysis Report (OSAR) was submitted under separate  cover and approved.      EXISTING 2022 TRAFFIC COUNTS    Vehicle turning movement data was collected during a 13‐hour period on Tuesday, May 3, 2022  from 6:00 AM to 7:00 PM. Traffic counts are included in Attachment I. Minimal pedestrian or  bicycle traffic was noted during on‐site observations. As part of the previously prepared traffic  study, peak hour link volumes on Valley Pike (U.S. Route 11) north of Mustang Lane were  compared to year 2017 VDOT data.  The recently conducted counts appear to be slightly higher  than published VDOT count data. Therefore, no further adjustments were made to baseline  traffic volumes to account for the effects of the COVID‐19 pandemic.       SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11INTERSTATE81INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.0109 SIGNAL WARRANT GRAPHICS.DWGFigure 1Study LocationHester Trust PropertyFrederick County, VirginiaStudyIntersectionsA-2 A-3 ROAD NETWORK Interstate 81 is a four-lane divided Interstate highway with a posted speed limit of 70 mph in the vicinity of the Reliance Road interchange. A full-movement interchange is provided at Reliance Road via a diamond configuration with both ramp terminals operating under stop sign control. Reliance Road (Route 627) is classified as a Major Collector that provides east-west access to the area with connections to Interstate 81 via a grade-separated interchange. It generally provides a single travel lane in each direction with stop-controlled intersections at the interchange ramps and Valley Pike (U.S. Route 11). SIGNALIZED INTERSECTION SPACING The subject driveway is located on Reliance Road. The nearest signal to the west is the planned traffic signal at Valley Pike (U.S. Route 11) and the nearest signal to the east is at Winchester Road (U.S. Route 522). The required and provide signal spacing is shown in Table 1 below. Table 1 Signalized Intersection Spacing1 Segment of Reliance Road Required (feet) Measured (feet) Valley Pike (U.S. Route 11)2 to I-81 SB Ramps 660 2,000 Winchester Road (U.S. Route 522) to I-81 SB Ramps 660 30,000 Notes: 1. Distances Measured using Google Earth Pro. 2. Location of Potential Future Traffic Signal Based on Appendix F of the Virginia Department of Transportation’s Road Design Manual, a Major Collector with a design speed between 35 and 45 mph would require traffic signals to be spaced at least 660 feet apart. As shown in Table 1 above, the subject intersections satisfy VDOT’s Access Management spacing guidelines. TRAFFIC FORECASTS The traffic forecasts used in this study were based on the Hester Trust Property Traffic Impact Study, dated July 29, 2022 (Key excerpts are included in Appendix C). Below presents the various forecast layers to arrive at the 2025 Future Conditions with Development that were utilized in assessing the need for a traffic signal. Refer to Attachment II for traffic volume layers information. A-4 Diurnal rate distributions were used to forecast future land uses (pipeline developments and the proposed light industrial uses) during the hours of 6:00 AM to 7:00 PM. These rates were taken from the Institute of Transportation Engineers (ITE), Trip Generation Manual, 11th Edition. As noted previously, traffic forecast details can be found in Attachment II. Existing Conditions 13-hour vehicular counts of through traffic were collected on Tuesday, May 3, 2022 from 6:00 AM to 7:00 PM. As noted earlier, a comparison with previously collected VDOT link data indicated that no further adjustments were required to account for the effects of the COVID-19 pandemic. Existing traffic volumes are shown in Tables II-1 and III-1 of Attachment II. Pipeline Developments Traffic volumes associated with three (3) nearby pipeline developments were assumed in the future traffic forecasts. Trip generation information for pipeline development is shown on Table 1 and detailed pipeline development forecasts are shown on Tables II-2A through II-2E and III-2A through III-2E included in Attachment II. Regional Growth An annual growth rate of 1.0 percent per year was applied to all traffic movements along Reliance Road and the I-81 Ramps to account for growth in regional traffic over time for 2025 conditions. Detailed growth estimates are included in Tables II-3 and III-3 of Attachment II. Future Traffic Forecasts Without Development (2025) Traffic forecasts without the proposed Hester Trust Property development were developed for the horizon year of 2025. These forecasts were based on the existing baseline traffic counts, regional growth estimates, and pipeline trip assignments. Detailed traffic volumes forecasts are shown on Tables II-4 and III-4 of Attachment II. Site Generated Traffic The number of AM and PM peak hour trips expected to be generated by the proposed development program were estimated based on the ITE Trip Generation Manual, 11th Edition trip rates and equations. ITE Land Use Code 110 (General Light Industrial) was used to prepare the analysis. As shown in Table 2 of Attachment II, the proposed development program (848,000 S.F.) is estimated to generate 580 AM peak hour trips (510 in and 70 out), 188 PM peak hour trips (26 in A-5 and 162 out), and 3,239 average daily (24-hour) trips. Trucks would account for eight (8) AM peak hour, eight (8) PM peak hour, and 212 daily trips. Directional Distribution. Consistent with the traffic study the estimated new daily trips were distributed onto the surrounding road network based on the following distributions: Passenger Vehicles Trucks To/From the North on I-81: 25% 40% To/From the South on I-81: 40% 60% To/From the North on Valley Pike (U.S. Route 11): 15% 0% To/From the South on Valley Pike (U.S. Route 11): 15% 0% To/From the East on Reliance Road: 5% 0% Total: 100% 100% 13-Hour Forecasts. Using the trip generation estimates along with the above-described distributions and the diurnal rates, 13-hour site trip forecasts were developed for the site generated traffic. Details of these forecasts can be found in Tables II-5A and II-5B and III-5A and III-5B of Attachment II. Total Future Traffic Forecasts with Development (2025) Combining the existing traffic volumes, regional growth, pipeline developments, and new site generated trips, 13-hour traffic forecasts were derived for the hours of 6:00 AM to 7:00 PM for future conditions with development in 2025. A summary of the 13-hour Total Future traffic volumes is included in Tables II-6 and III-6 of Attachment II. TRAFFIC SIGNAL WARRANT ANALYSIS Criteria. This traffic signal warrant study has been conducted in accordance with the MUTCD, 2009 Edition. The purpose of the study is to determine if the subject intersection warrants the installation of a traffic signal under future 2025 conditions. A-6 The MUTCD lists nine (9) warrants that could indicate the need for, and appropriateness of, a new traffic signal and are also summarized in Attachment III. Each of the warrants considered are listed below. Warrant 1 – Eight-Hour Vehicular Volume Condition A – Minimum Vehicular Volume Condition B – Interruption of Continuous Traffic Condition C – Combination of Warrants Warrant 2 – Four-Hour Vehicular Volume Warrant 3 – Peak Hour Condition A – Peak Hour Delay Condition B – Peak Hour Volume Warrant 4 – Pedestrian Volume Condition A – Peak Hour Volume Condition B – Four-Hour Volume Warrant 5 – School Crossing Warrant 6 – Coordinated Signal System Warrant 7 – Crash Experience Warrant 8 – Roadway Network Warrant 9 – Intersection Near a Grade Crossing The following warrants were not applicable to the analysis: Warrant 4 – The Pedestrian Volume Warrant (Warrant 4) was not analyzed for the study intersection based on the field observations of negligible pedestrian volumes during all of the study hours. Warrant 5 – School Crossing – This warrant applies only to locations where there is an established school crossing. No known established school crossing exists at this intersection. Warrant 6 – Coordinated Signal System – This warrant applies only when progressive movement in a coordinated signal system is needed to control platooning. The subject location is not part of a coordinated corridor. Warrant 8 – Roadway Network – This warrant applies only to the intersection of two major roadways. Warrant 9 – Intersection near a Grade Crossing - This warrant is intended for use at a location where none of other eight warrants are met and at-grade (railroad, light-rail, etc.) is a concern and creates a conflict. A-7 One or more of the nine (9) warrants should be satisfied before a new signal is considered for installation; however, satisfaction of a warrant does not in itself justify the need for a new signal. A new signal should improve the overall safety and/or operation of the intersection. For purposes of this analysis, Warrants 1, 2, 3 and 7 are applicable based on available data. Warrants 4, 5, 6, 8 and 9 are not applicable at the subject intersections. It is noted that a Speed Limit Resolution was approved on July 25, 2022, setting the speed limit of Reliance Road at the I-81 interchange to 35 mph. Therefore the 70% factor was not applied the warrant thresholds. Unsignalized Peak Hour Level of Service Evaluation. Since delay is a required input for TEAPAC, 2022 existing and 2025 future peak hour levels of service (LOS) were estimated at the study intersections based on the forecasted vehicular traffic counts and the existing lane usage shown on Figure 2-4 of Appendix C and the Highway Capacity Manual (HCM) 6th Edition unsignalized intersection capacity analysis methodology using Synchro 11. The results are presented in Attachment IV and are summarized in Table 2. Table 2 Levels of Services (LOS) Summary – Unsignalized Conditions Lane 2022 Existing 2025 Background Without Development 2025 Total Future with Development Group AM PM AM PM AM PM 1. I-81 NB Ramps/Reliance Road – Stop-Control NBLTR C [23.8] C [16.5] F [109.5] F [284.2] F [802.7] F [475.2] EBLT A [8.1] A [7.9] A [9.2] A [9.1] A [9.4] A [9.4] 2. I-81 SB Ramps/Reliance Road – Stop-Control WBLT A [8.2] A [8.1] A [9.1] A [9.2] A [9.3] A [9.7] SBLTR B [11.6] B [12.9] D [28.4] F [76.4] F [180.3] F [108.3] Note: Capacity analysis based on Highway Capacity Manual 6th Edition Methodology, using Synchro 11. As shown in Table 2, The northbound approach of the I-81 NB Ramp/Reliance Road intersection would operate beyond capacity (LOS “F”) during the AM and PM peak hours under both background and future conditions. The southbound approach of the I-81 SB Ramp/Reliance Road intersection would operate beyond capacity (LOS “F”) during the PM peak period under background conditions and during both the AM and PM peak hours with the proposed development. Right Turns. At both intersections, the minor street approaches currently consist of a single shared left-thru-right lane. Because exclusive right turn lanes are not provided, no right-turn volume adjustment was applied. A-8 Crash Data. Crash data from January 1, 2019 through December 31, 2021 was obtained from the VDOT database for the I-81 NB Ramps/Reliance Road and the I-81 SB Ramps/Reliance Road intersections. The crash data is included in Attachment V and summarized below: I-81 NB Ramps/Reliance Road Intersection. Four crashes occurred at this intersection within a recent three-year period. One of these crashes were of an angle type and deemed “correctable” by a traffic signal and no crashes involved pedestrians. No fatalities were reported, and the angle crash did not involve injuries. A maximum of one angle crash occurred within a 12-month period but did not involve injuries. I-81 SB Ramps/Reliance Road Intersection. Three crashes occurred at this intersection within a recent three-year period. All three of these crashes were of an angle type and deemed “correctable” by a traffic signal and no crashes involved pedestrians. No fatalities were reported, and one angle crash involved injuries. A maximum of three angle crashes occurred within a 12- month period, one of which involve injuries. Per VDOT’s IIM-TE-387.1, Warrant 7 (Crash Experience) was assessed based on the Alternative Signal Warrant 7 – Crash Experience documented in FHWA Interim Approval #19 (IA-19). Based on FHWA guidelines, a rural four-leg intersection with single through lane approaches would warrant signalization if it meets at least one of the following criteria:  Four (4) Angle or Pedestrian crashes in a 12-month period  Three (3) Angle or Pedestrian crashes involving injuries in a 12-month period  Six (6) Angle or Pedestrian crashes in a three-year period  Four (4) Angle or Pedestrian crashes involving injuries in a three-year period Based on the crash data described above, neither intersection would meet the Alternative Crash Experience Warrant. MUTCD Warrant Analysis An evaluation of the MUTCD guidelines was prepared based on the 13-hour traffic count data, roadway geometry, and approach delay. For purposes of the TEAPAC analysis, Reliance Road was used as the major street at the subject intersection. The results of the TEAPAC analysis are presented in Attachment VI and are summarized in Table 3. A-9 I-81 NB Ramps/Reliance Road: As shown in Table 3, the following MUTCD warrants would be met at the I-81 NB Ramps/Reliance Road intersection under 2025 total future conditions with full buildout of the development: • Warrant 1A: 8-Hour Minimum Vehicular Volume • Warrant 2: 4-Hour Vehicular Volume • Warrant 3A: Peak Hour Delay • Warrant 3B: Peak Hour Volume I-81 SB Ramps/Reliance Road: As shown in Table 3, the following MUTCD warrants would be met at the I-81 SB Ramps/Reliance Road intersection under 2025 total future conditions with full buildout of the development: • Warrant 1A: 8-Hour Minimum Vehicular Volume • Warrant 1B: 8-Hour Interruption of Continuous Traffic • Warrant 1C: 8-Hour Combination of Warrants • Warrant 2: 4-Hour Vehicular Volume • Warrant 3A: Peak Hour Delay • Warrant 3B: Peak Hour Volume Traffic Signal Justification VDOT memorandum IIM-TE-387.1 provides the requirements for the justification of a new traffic signal. In order to prioritize mobility and safety on a corridor level, a new traffic signal must be determined to be both warranted and necessary to preserve traffic operations. Reliance Road is not designated as part of the Arterial Preservation Network in Development through Frederick County. However, other alternative traffic controls were assessed. A-10 Table 3 I-81 Ramps/Reliance Road Signal Warrant Study Traffic Signal Warrant Summary 1 Warrant Warrant Requirements Number Title 1-A 8 - Hour Minimum Vehicular Volume 8 hours 12 hours Met 13 hours Met 1-B 8 - Hour Interruption of Continuous Traffic 8 hours 4 hours Not Met 12 hours Met 1-C 8 - Hour Combination of Warrants Warrant 1-A (80%)8 hours 13 hours Met 13 hours Met Warrant 1-B (80%)8 hours 10 hours Met 13 hours Met Overall 1-C Warrant 8 hours (Both A +B)Met Met 2 4 - Hour Vehicular Volume 4 hours 11 hours Met 13 hours Met 3-A Peak Hour Delay ≥ 4 vehicle-hours of delay >20 vehicle-hrs >12 vehicle-hrs Overall 3-A Warrant Met Met 3-B Peak Hour Volume 1 hour 4 hour Met 10 hours Met 4-A Pedestrian 4-Hour Volume2 4 hours N/A N/A N/A N/A 4-B Pedestrian Peak Hour Volume2 1 hour N/A N/A N/A N/A 5 School Crossing 2 Min. 20 students/hour N/A N/A N/A N/A 6 Coordinated Signal System 2 Maintain Proper Platooning N/A N/A N/A N/A 7 Crash Experience ≥ 4 correctable accidents 1 crash Not Met 3 crashes Not Met for one 12 month period 8 Roadway Network 2 ≥ 1000 vehs on Sat./Sun. N/A N/A N/A N/A 9 Intersection Near a Grade Crossing 2, 3 N/A N/A N/A N/A Notes: 1. Warrant summary based on TEAPAC (version 8.60.02) - 2009 MUTCD Warrant Analysis 3. This warrant is intended for use at a location where none of the conditions described in the other eight (8) warrants are met, but the intersection’s proximity to a grade crossing is the principal reason to consider a traffic signal. 2. N/A: Not Applicable or does not apply Analysis Results Warrant Results 2025 Total Future Conditions Warrant Results Analysis Results I-81 NB Ramps/ Reliance Road I-81 SB Ramps/ Reliance Road A-11 Signalized Peak Hour Level of Service Evaluation. Total future delays were estimated for an optimized signalized condition based on the Highway Capacity Manual (HCM) 2000 Edition methodology using Synchro 11. The results are presented in Attachment IV and are summarized in Table 4. As shown in Table 4, under future signalized conditions, each approach of the subject intersections and all lane groups are expected to operate at overall LOS “D” or better during the both the AM and PM peak hours under both background and total future conditions with development. Table 4 Levels of Services (LOS) Summary – Signalized Conditions Lane 2025 Background Without Development 2025 Total Future with Development Group AM PM AM PM 1. I-81 NB Ramps/Reliance Road – Signalized EBLT B (13.8) C (32.3) D (44.4) D (39.4) WBTR A (7.0) A (7.5) B (13.1) A (7.7) NBLTR D (39.1) D (48.0) D (52.3) D (49.3) Overall B (16.6) C (27.7) D (36.8) C (31.7) 2. I-81 SB Ramps/Reliance Road – Signalized EBTR A (8.9) B (13.0) B (14.6) B (16.9) WBLT A (7.6) A (3.2) C (21.5) A (8.7) SBLTR D (36.6) D (42.8) D (46.3) D (43.6) Overall B (15.1) B (18.1) C (25.3) C (21.3) Note: Capacity analysis based on Highway Capacity Manual 6th Edition Methodology, using Synchro 11 Roundabout. The Virginia Supplement to the 2009 MUTCD indicates that roundabouts are to be considered when constructing or reconstructing a signalized or an un-signalized intersection. Roundabouts are the preferred alternative if a study shows that they are feasible. Providing roundabouts at the I-81 Ramp intersections would require wider approach cross-sections to accommodate features such as the splitter islands that would provide a greater deflection angle. This roadway widening would likely require a replacement of the Reliance Road bridge over I-81. In addition, due to the proximity of Buckton Road and other commercial entrances to the existing intersections, vehicle access changes to would be required on Reliance Road in the vicinity of the interchange. An exhibit is attached showing the impact of constructing roundabouts at this location. A-12 Diverging Diamond (Innovative Interchange Design). The VDOT Junction Screening Tool provides a number of alternative interchange designs. While an alternative such as the diverging diamond design would maintain the existing overall diamond interchange configuration, a significant redesign of the approaches would be required. Due to the need for a wider cross-section on Reliance Road, the bridge over I-81 would likely need to be replaced. In addition, the location of the I-81 ramps may need to be modified. The VJuST information is contained in Appendix B. CONCLUSION/RECOMMENDATION Based on the 13-hour traffic data and the MUTCD traffic signal warrant analyses contained herein a traffic signal is warranted at the Reliance Road/I-81 NB Ramps interchange with buildout of the proposed development. Specifically, the following four (4) warrants would be met at the I-81 NB Ramps/Reliance Road intersection for 2025 conditions: •Warrant 1A: 8-Hour Minimum Vehicular Volume •Warrant 2: 4-Hour Vehicular Volume •Warrant 3A: Peak Hour Delay •Warrant 3B: Peak Hour Volume The following six (6) warrants would be met at the I-81 SB Ramps/Reliance Road intersection for 2031 conditions: •Warrant 1A: 8-Hour Minimum Vehicular Volume •Warrant 1B: 8-Hour Interruption of Continuous Traffic •Warrant 1C: 8-Hour Combination of Warrants •Warrant 2: 4-Hour Vehicular Volume •Warrant 3A: Peak Hour Delay •Warrant 3B: Peak Hour Volume It is recommended that in order to accommodate the estimated traffic demand at the subject interchange, a traffic signal should be designed and installed at both locations. As shown above, traffic signal warrants would be met at both intersections. Based on the traffic operations, the signal at the I-81 NB Ramps should be prioritized. Further, providing signalized control would maintain acceptable levels of service at both locations. O:\Projects\8501-9000\8555 Hester Property\Documents\SJR\Reliance Road & I-81 Ramps SJR Traffic Signal Warrant Analysis (Submission 7.12.2024).docx VDOT Signal Justification Report Template - Version 2.0 - December 2019 Appendix A: Signal Warrant Analysis Attachment I  Traffic Count Data     National Data & Surveying ServicesIntersection Turning Movement Count Location:I-81 NB Ramps & Reliance Rd City:Middletown Project ID: Control:1-Way Stop(NB)Date: NS/EW Streets: 0100000001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 6:00 AM 701000002418000119070 6:15 AM 1412000003619000910091 6:30 AM 14020000040250001390103 6:45 AM 21040000034240001560104 7:00 AM 251300000481500017170126 7:15 AM 320400000531200024190144 7:30 AM 430500000592100020260174 7:45 AM 320400000362100027120132 8:00 AM 161900000262200018140106 8:15 AM 250200000331800014180110 8:30 AM 201200000382000022110114 8:45 AM 25040000027210001012099 9:00 AM 14130000019160001612081 9:15 AM 804000001916000149070 9:30 AM 291000000173400028100119 9:45 AM 1803000001824000216090 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :3436520000052732600027920001733 APPROACH %'s :85.54% 1.50% 12.97% 0.00%61.78% 38.22% 0.00% 0.00% 0.00% 58.25% 41.75% 0.00% PEAK HR :07:00 AM 37 TOTAL PEAK HR VOL :132116000001966900088740576 PEAK HR FACTOR :0.767 0.250 0.800 0.000 0.000 0.000 0.000 0.000 0.831 0.821 0.000 0.000 0.000 0.815 0.712 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0100000001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 10:00 AM 121500000201900089074 10:15 AM 1408000002425000124087 10:30 AM 11130000019200001814086 10:45 AM 1606000003223000166099 11:00 AM 902000002228000219091 11:15 AM 12070000022270002940101 11:30 AM 1613000002619000169090 11:45 AM 1414000001932000186094 12:00 PM 15030000034250002140102 12:15 PM 22040000031210002170106 12:30 PM 15070000028290002570111 12:45 PM 1905000001821000227092 1:00 PM 200500000223100029120119 1:15 PM 414000002824000277095 1:30 PM 16030000031250002090104 1:45 PM 180600000282000023100105 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :2335750000040438900032612401556 APPROACH %'s :74.44% 1.60% 23.96% 0.00%50.95% 49.05% 0.00% 0.00% 0.00% 72.44% 27.56% 0.00% PEAK HR :12:15 PM 12:00 AM TOTAL PEAK HR VOL :76021000009910200097330428 PEAK HR FACTOR :0.864 0.000 0.750 0.000 0.000 0.000 0.000 0.000 0.798 0.823 0.000 0.000 0.000 0.836 0.688 0.000 0100000001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 2:00 PM 1703000002224000208094 2:15 PM 2307000001817000175087 2:30 PM 172300000233100025120113 2:45 PM 151800000343100021110121 3:00 PM 250100000343300022190134 3:15 PM 270400000352700029110133 3:30 PM 211500000544100022120156 3:45 PM 221500000504800024110161 4:00 PM 2511200000433200023190155 4:15 PM 230600000444300034130163 4:30 PM 292900000304100033140158 4:45 PM 201600000363500035140147 5:00 PM 241600000393400033140151 5:15 PM 311400000384100026170158 5:30 PM 2201000000373900019110138 5:45 PM 160300000321800025100104 6:00 PM 18050000024190002770100 6:15 PM 13030000030230001812099 6:30 PM 23160000018210002660101 6:45 PM 13010000020300001716097 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :424121070000066162800049624202570 APPROACH %'s :78.08% 2.21% 19.71% 0.00%51.28% 48.72% 0.00% 0.00% 0.00% 67.21% 32.79% 0.00% PEAK HR :04:30 PM 12:00 AM TOTAL PEAK HR VOL :10452500000143151000127590614 PEAK HR FACTOR :0.839 0.625 0.694 0.000 0.000 0.000 0.000 0.000 0.917 0.921 0.000 0.000 0.000 0.907 0.868 0.000 04:30 PM - 05:30 PM 0.9720.838 0.930 0.949 PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 12:15 PM - 01:15 PM 0.8990.933 0.882 0.793 NOON NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 07:00 AM - 08:00 AM 0.8280.776 0.828 0.880 AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 22-260042-001 5/3/2022 Data - Total I-81 NB Ramps I-81 NB Ramps Reliance Rd Reliance Rd I-1 National Data & Surveying ServicesIntersection Turning Movement Count Location:I-81 SB Ramps & Reliance Rd City:Middletown Project ID: Control:1-Way Stop(SB)Date: NS/EW Streets: 0000010001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 6:00 AM 0000701800351301170091 6:15 AM 00008029004829032000137 6:30 AM 0 0 0 0100340 054200 2240 0144 6:45 AM 0 0 0 0121440 046260 3340 0166 7:00 AM 00006127005733043800166 7:15 AM 00006055006132054900208 7:30 AM 00002137007728046100210 7:45 AM 00009054004729055200196 8:00 AM 00007047004124013500155 8:15 AM 00002141004926033600158 8:30 AM 00006128005218023900146 8:45 AM 0 0 0 0100330 038240 1350 0141 9:00 AM 00004028003119012800111 9:15 AM 0000702000291501220094 9:30 AM 00008127004214035400149 9:45 AM 0 0 0 0110440 032180 2350 0142 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0 0 0 0 115 6 566 0 0 739 368 0 41 579 0 0 2414 APPROACH %'s :16.74% 0.87% 82.39% 0.00% 0.00% 66.76% 33.24% 0.00% 6.61% 93.39% 0.00% 0.00% PEAK HR :07:00 AM 37 TOTAL PEAK HR VOL :00002321730024212201820000780 PEAK HR FACTOR :0.000 0.000 0.000 0.000 0.639 0.500 0.786 0.000 0.000 0.786 0.924 0.000 0.900 0.820 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0000010001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 10:00 AM 00003126003519032100108 10:15 AM 0 0 0 0130190 036150 6200 0109 10:30 AM 0 0 0 0110180 030150 2260 0102 10:45 AM 00003020005116003100121 11:00 AM 00004024004622052700128 11:15 AM 0 0 0 0100280 039300 5360 0148 11:30 AM 00007036003917013100131 11:45 AM 0 0 0 0100330 040120 4280 0127 12:00 PM 0 0 0 0100220 049210 5310 0138 12:15 PM 00003027004818014100138 12:30 PM 00006030005214023800142 12:45 PM 00004231003412043800125 1:00 PM 00009020004416074100137 1:15 PM 00005028004811042800124 1:30 PM 00003121005212033200124 1:45 PM 00006032004224043800146 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0 0 0 0 107 4 415 0 0 685 274 0 56 507 0 0 2048 APPROACH %'s :20.34% 0.76% 78.90% 0.00% 0.00% 71.43% 28.57% 0.00% 9.95% 90.05% 0.00% 0.00% PEAK HR :11:45 AM 12:00 AM TOTAL PEAK HR VOL :0000290112001896501213800545 PEAK HR FACTOR :0.000 0.000 0.000 0.000 0.725 0.000 0.848 0.000 0.000 0.909 0.774 0.000 0.600 0.841 0.000 0.000 0000010001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 2:00 PM 00008020003925053200129 2:15 PM 00004024003011043400107 2:30 PM 0 0 0 0141340 041220 3410 0156 2:45 PM 00007035005723003600158 3:00 PM 00009138005918014600172 3:15 PM 0 0 0 0120360 049150 3510 0166 3:30 PM 00008040008825034200206 3:45 PM 0 0 0 0110380 086250 1440 0205 4:00 PM 00007032006819004800174 4:15 PM 0 0 0 0170450 071190 4540 0210 4:30 PM 0 0 0 0120490 058240 5550 0203 4:45 PM 00009051006324065100204 5:00 PM 0 0 0 0140450 060280 4520 0203 5:15 PM 0 0 0 0150500 063290 4540 0215 5:30 PM 0 0 0 0151450 060200 2370 0180 5:45 PM 00001003400406033900132 6:00 PM 0 0 0 0100400 033140 2440 0143 6:15 PM 0 0 0 0110350 043140 1300 0134 6:30 PM 00009230003012024700132 6:45 PM 0000802100429032700110 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0 0 0 0 210 5 742 0 0 1080 382 0 56 864 0 0 3339 APPROACH %'s :21.94% 0.52% 77.53% 0.00% 0.00% 73.87% 26.13% 0.00% 6.09% 93.91% 0.00% 0.00% PEAK HR :04:30 PM 12:00 AM TOTAL PEAK HR VOL :00005001950024410501921200825 PEAK HR FACTOR :0.000 0.000 0.000 0.000 0.833 0.000 0.956 0.000 0.000 0.968 0.905 0.000 0.792 0.964 0.000 0.000 04:30 PM - 05:30 PM 0.9590.942 0.948 0.963 PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 11:45 AM - 12:45 PM 0.9600.820 0.907 0.893 NOON NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 07:00 AM - 08:00 AM 0.9290.786 0.867 0.838 AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 22-260042-002 5/3/2022 Data - Total I-81 SB Ramps I-81 SB Ramps Reliance Rd Reliance Rd I-2 Attachment II  Traffic Forecasts     Table 1Hester Trust PropertyPipeline Development Trip Generation Analysis1ITEAverageLand Use Code Size Units In Out Total In Out Total Daily TripsVillage at MiddletownSingle‐Family Residential 210 86                 DU 17              48              65              54              32              86        878                Multi‐Family Residential 220 22                 DU2                7                9                8                4                12        148                Stand‐Alone Commercial 820 58,600         SF63              38              101            149            155            304      3,957             Total 82              93              175            211            191            402      4,983             Single Family HousingSingle Family Housing 210 92                 DU18              51              69              58              34              92        935                Gas Station/Convenience Store (4‐5.5k)Gas Station/Convenience Store (4‐5.5k) 945 16                 Fueling 217            216            433            182            182            364      4,114             Pass‐By Trips (60% AM, 56% PM)Positions130           130           260           102           102           204     2,386 New Gas Station Trips87              86              173            80              80              160      1,728             Truck StopFuelingTruck Stop 950 10                 Positions 69              71              140            82              72              154      2,240             Total Pipeline Trips 256            301            557            431            377            808      9,886             Notes:1. Trip Generation obtained from ITE's Trip Generation Manual, 11th Edition.AM Peak HourPM Peak HourII-1 Table 2Hester Trust PropertySite Trip Generation Analysis 1ITE WeekdayAverage Land UseCode Size Units In Out Total In Out Total Daily TripsProposed DevelopmentGeneral Light Industrial 110 848,000       S.F. 510                70                  580                26                  162                188                3,239              Truck Trip Generation 5                   3                   8                   4                   4                   8                   212                 Passenger Vehicle Trip Generation 505               67                 572               22                 158               180               3,027             Notes:1. Trip Generation obtained from ITE's Trip Generation Manual, 11th Edition.AM Peak HourPM Peak HourII-2 Table II-1Existing Traffic Volumes Reliance Road/I-81 NB RampsAverage WeekdayHour of DaySBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBL Total6:00-7:00 AM0 0 034480 9 156086134368 7:00-8:00 AM0 0 074880161132069196576 8:00-9:00 AM0 0 05564017286081124429 9:00-10:00 AM0 0 0377901026909073360 10:00-11:00 AM0 0 0335402225308795346 11:00-12:00 PM0 0 02884016251010689376 12:00-1:00 PM0 0 02589019071096111411 1:00-2:00 PM0 0 038990181580100109423 2:00-3:00 PM0 0 03683021372010397415 3:00-4:00 PM0 0 053970152950149173584 4:00-5:00 PM0 0 0601250334970151153623 5:00-6:00 PM0 0 0521030232930132146551 6:00-7:00 PM0 0 0418801516709392397 Totals- - - 566 1,101 - 234 23 1,000 - 1,343 1,592 5,859 n/aReliance RoadI-81 NB RampsReliance RoadWells + Associates, IncTysons, VirginiaII-3 Table II-2APipeline Development - Village at Middletown (Residential)Reliance Road/I-81 NB RampsAverage WeekdayHour of DaySBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBL Total6:00-7:00 AM0 00000003001417 7:00-8:00 AM0 00000007002532 8:00-9:00 AM0 00000007002027 9:00-10:00 AM0 00000006001420 10:00-11:00 AM0 00000008001321 11:00-12:00 PM0 000000010001222 12:00-1:00 PM0 000000010001323 1:00-2:00 PM0 000000011001425 2:00-3:00 PM0 000000013001427 3:00-4:00 PM0 000000016001430 4:00-5:00 PM0 000000022001739 5:00-6:00 PM0 000000018001735 6:00-7:00 PM0 000000015001429 Totals- - - - - - - - 146 - - 201 347 Percent Inbound35%Percent Outbound45%n/aReliance RoadI-81 NB RampsReliance RoadWells + Associates, IncTysons, VirginiaII-4 Table II-2BPipeline Development - Village at Middletown (Retail)Reliance Road/I-81 NB RampsAverage WeekdayHour of DaySBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBL Total6:00-7:00 AM0 0000000600410 7:00-8:00 AM0 000000022001739 8:00-9:00 AM0 000000020001636 9:00-10:00 AM0 000000034002862 10:00-11:00 AM0 000000049004796 11:00-12:00 PM0 0000000590065124 12:00-1:00 PM0 0000000670079146 1:00-2:00 PM0 0000000600080140 2:00-3:00 PM0 0000000540077131 3:00-4:00 PM0 0000000560075131 4:00-5:00 PM0 0000000520070122 5:00-6:00 PM0 0000000610079140 6:00-7:00 PM0 0000000530070123 Totals- - - - - - - - 593 - - 707 1,300 Percent Inbound35%Percent Outbound45%Reliance Roadn/a Reliance Road I-81 NB RampsWells + Associates, IncTysons, VirginiaII-5 Table II-2CPipeline Development - Seasons of MiddletownReliance Road/I-81 NB RampsAverage WeekdayHour of DaySBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBL Total6:00-7:00 AM0 00000002001214 7:00-8:00 AM0 00000006002329 8:00-9:00 AM0 00000006001824 9:00-10:00 AM0 00000006001218 10:00-11:00 AM0 00000007001219 11:00-12:00 PM0 00000009001120 12:00-1:00 PM0 00000009001221 1:00-2:00 PM0 000000010001323 2:00-3:00 PM0 000000012001325 3:00-4:00 PM0 000000014001327 4:00-5:00 PM0 000000020001535 5:00-6:00 PM0 000000016001531 6:00-7:00 PM0 000000014001226 Totals- - - - - - - - 131 - - 181 312 Percent Inbound35%Percent Outbound45%n/aReliance RoadI-81 NB RampsReliance RoadWells + Associates, IncTysons, VirginiaII-6 Table II-2DPipeline Development - By-Right Gas Station/Truck Stop (Primary)Reliance Road/I-81 NB RampsAverage WeekdayHour of DaySBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBL Total6:00-7:00 AM0 0 023590230 0 0600165 7:00-8:00 AM00 0 50 129 0 50 0 0 0 129 0358 8:00-9:00 AM0 0 029760290 0 0750209 9:00-10:00 AM0 0 025660250 0 0650181 10:00-11:00 AM0 0 026660260 0 0660184 11:00-12:00 PM0 0 026680270 0 0690190 12:00-1:00 PM0 0 029740290 0 0740206 1:00-2:00 PM0 0 027690270 0 0700193 2:00-3:00 PM0 0 029750300 0 0780212 3:00-4:00 PM0 0 032830320 0 0840231 4:00-5:00 PM00 0 46 120 0 46 0 0 0 120 0332 5:00-6:00 PM0 0 035900350 0 0900250 6:00-7:00 PM0 0 033850320 0 0830233 Totals- - - 410 1,060 - 411 - - - 1,063 - 2,944 Percent Inbound25%65%Percent Outbound25%65%n/aReliance RoadI-81 NB RampsReliance RoadWells + Associates, IncTysons, VirginiaII-7 Table II-2EPipeline Development - By-Right Gas Station/Truck Stop (Pass-By)Reliance Road/I-81 NB RampsAverage WeekdayHour of DaySBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBL Total6:00-7:00 AM0 0 018120130-13019-1930 7:00-8:00 AM0 0 044300300-30044-4474 8:00-9:00 AM0 0 024160160-16023-2340 9:00-10:00 AM0 0 021140140-14020-2035 10:00-11:00 AM0 0 021140140-14021-2135 11:00-12:00 PM0 0 021140150-15022-2235 12:00-1:00 PM0 0 017110110-11017-1728 1:00-2:00 PM0 0 015100100-10015-1525 2:00-3:00 PM0 0 017110120-12017-1728 3:00-4:00 PM0 0 018120120-12018-1830 4:00-5:00 PM0 0 024160160-16024-2440 5:00-6:00 PM0 0 020130130-13020-2033 6:00-7:00 PM0 0 019120120-12018-1831 Totals- - - 279 185 - 188 - (188) - 278 (278) 464 Percent Inbound (AM)23%-23%34%-34%Percent Outbound (AM)34%23%Percent Inbound (PM)16%-16%24%-24%Percent Outbound (PM)24%16%n/aReliance RoadI-81 NB RampsReliance RoadWells + Associates, IncTysons, VirginiaII-8 Table II-3Regional Growth Existing Year:2022 Growth Rate:1.00%Reliance Road/I-81 NB Ramps Buildout Year:2025Rate:Average WeekdayHour of DaySBRSBTSBL WBR WBT WBL NBRNBTNBL EBR EBT EBLTotal6:00-7:00 AM0 0011000203411 7:00-8:00 AM0 0023000402617 8:00-9:00 AM0 0022010302414 9:00-10:00 AM0 0012000203210 10:00-11:00 AM0 0012010203312 11:00-12:00 PM0 0013000203312 12:00-1:00 PM0 0013010203313 1:00-2:00 PM0 0013010203313 2:00-3:00 PM0 0013010203313 3:00-4:00 PM0 0023000305518 4:00-5:00 PM0 0024010305520 5:00-6:00 PM0 0023010304417 6:00-7:00 PM0 0013000203312 Totals- - - 18 35 - 7 - 32 - 42 48 182 3.0301%n/aReliance RoadReliance RoadI-81 NB RampsWells + Associates, IncTysons, VirginiaII-9 Table II-4Background Condittion 2025Reliance Road/I-81 NB RampsAverage WeekdayHour of DaySBRSBTSBL WBR WBT WBL NBRNBTNBL EBR EBT EBLTotal6:00-7:00 AM- - - 76 120 - 45 1 56 - 168 149 615 7:00-8:00 AM- - - 170 250 - 96 1 141 - 244 223 1,125 8:00-9:00 AM- - - 110 158 - 63 2 106 - 181 159 779 9:00-10:00 AM- - - 84 161 - 49 2 103 - 178 109 686 10:00-11:00 AM- - - 81 136 - 63 2 105 - 177 149 713 11:00-12:00 PM- - - 76 169 - 58 2 116 - 200 158 779 12:00-1:00 PM- - - 72 177 - 60 - 148 - 190 201 848 1:00-2:00 PM- - - 81 181 - 56 1 131 - 188 204 842 2:00-3:00 PM- - - 83 172 - 64 3 141 - 201 187 851 3:00-4:00 PM- - - 105 195 - 59 2 172 - 256 262 1,051 4:00-5:00 PM- - - 132 265 - 96 4 178 - 300 236 1,211 5:00-6:00 PM- - - 109 209 - 72 2 178 - 246 241 1,057 6:00-7:00 PM- - - 94 188 - 59 1 139 - 197 173 851 Totals- - - 1,273 2,381 - 840 23 1,714 - 2,726 2,451 11,408 Reliance RoadI-81 NB RampsReliance Roadn/aWells + Associates, IncTysons, VirginiaII-10 Table II-5ASite Trip Assignments (Passenger Vehicle)Light Industrial Passenger Vehicle Diurnal RatesReliance Road/I-81 NB RampsReliance Road/I-81 NB RampsAverage WeekdayAverage WeekdayHour of DaySBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBLTotalin out6:00-7:00 AM0 00050004401353 6:00-7:00 AM7.21% 0.70%109 11 7:00-8:00 AM0 000250002020317247 7:00-8:00 AM33.35% 4.45%505 67 8:00-9:00 AM0 000800066031794 8:00-9:00 AM10.82% 4.58%164 69 9:00-10:00 AM0 000600044062884 9:00-10:00 AM7.31% 7.26%111 110 10:00-11:00 AM0 000600047062988 10:00-11:00 AM7.72% 7.76%117 117 11:00-12:00 PM0 000500040063283 11:00-12:00 PM6.51% 8.46%99 128 12:00-1:00 PM0 0007000540841110 12:00-1:00 PM9.02% 10.85%136 164 1:00-2:00 PM0 000600052062892 1:00-2:00 PM8.52% 7.26%129 110 2:00-3:00 PM0 000600044073491 2:00-3:00 PM7.31% 8.86%111 134 3:00-4:00 PM0 000500036094393 3:00-4:00 PM6.01% 11.34%91 172 4:00-5:00 PM0 00010009084058 4:00-5:00 PM1.45% 10.45%22 158 5:00-6:00 PM0 000100070136384 5:00-6:00 PM1.20% 16.72%18 253 6:00-7:00 PM0 0000000102912 6:00-7:00 PM0.10% 2.39%2 36 Totals- - - - 81 - - - - 78 384 1,189 106.54% 101.07%Percent Inbound5%40%Percent Outbound5%25%n/aReliance RoadI-81 NB RampsReliance RoadPercentVehicle Trips3027Wells + Associates, IncTysons, VirginiaII-11 Table II-5BSite Trip Assignments (Passenger Vehicle)Light Industrial Passenger Vehicle Diurnal RatesReliance Road/I-81 NB RampsReliance Road/I-81 NB RampsAverage WeekdayAverage WeekdayHour of DaySBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBLTotalin out6:00-7:00 AM0- - - - - - - 0000- 6:00-7:00 AM0.00% 0.00%- - 7:00-8:00 AM0- - - - - - - 30014 7:00-8:00 AM5.00% 3.00%5 3 8:00-9:00 AM0- - - - - - - 600410 8:00-9:00 AM9.09% 9.85%10 10 9:00-10:00 AM0- - - - - - - 10 0 0 717 9:00-10:00 AM15.15% 15.91%16 17 10:00-11:00 AM0- - - - - - - 800715 10:00-11:00 AM12.12% 17.42%13 18 11:00-12:00 PM0- - - - - - - 50027 11:00-12:00 PM7.58% 4.55%8 5 12:00-1:00 PM0- - - - - - - 600410 12:00-1:00 PM9.09% 8.33%10 9 1:00-2:00 PM0- - - - - - - 800614 1:00-2:00 PM12.88% 12.88%14 14 2:00-3:00 PM0- - - - - - - 700411 2:00-3:00 PM10.61% 10.61%11 11 3:00-4:00 PM0- - - - - - - 600410 3:00-4:00 PM9.85% 8.33%10 9 4:00-5:00 PM0- - - - - - - 20024 4:00-5:00 PM3.50% 3.79%4 4 5:00-6:00 PM0- - - - - - - 10012 5:00-6:00 PM0.76% 2.27%1 2 6:00-7:00 PM0- - - - - - - 0000- 6:00-7:00 PM0.00% 0.00%- - Totals- - - - - - - - - - 42 104 95.62% 96.94%Percent Inbound0%60%Percent Outbound0%40%Reliance RoadPercent Vehicle Trips212n/a Reliance Road I-81 NB RampsWells + Associates, IncTysons, VirginiaII-12 Table II-62025 Total Future Traffic VolumesReliance Road/I-81 NB RampsAverage WeekdayHour of DaySBRSBTSBL WBR WBT WBL NBRNBTNBL EBR EBT EBLTotal6:00-7:00 AM0 0 0 76 125 0 45 1 100 0 169 152668 7:00-8:00 AM0 0 0 170 275 0 96 1 346 0 247 2411,376 8:00-9:00 AM0 0 0 110 166 0 63 2 178 0 184 180883 9:00-10:00 AM0 0 0 84 167 0 49 2 157 0 184 144787 10:00-11:00 AM0 0 0 81 142 0 63 2 160 0 183 185816 11:00-12:00 PM0 0 0 76 174 0 58 2 161 0 206 192869 12:00-1:00 PM0 0 0 72 184 0 60 0 208 0 198 246968 1:00-2:00 PM0 0 0 81 187 0 56 1 191 0 194 238948 2:00-3:00 PM0 0 0 83 178 0 64 3 192 0 208 225953 3:00-4:00 PM0 0 0 105 200 0 59 2 214 0 265 3091,154 4:00-5:00 PM0 0 0 132 266 0 96 4 189 0 308 2781,273 5:00-6:00 PM0 0 0 109 210 0 72 2 186 0 259 3051,143 6:00-7:00 PM0 0 0 94 188 0 59 1 140 0 199 182863 Totals- - - 1,273 2,462 - 840 23 2,422 - 2,804 2,877 12,701 n/aReliance RoadI-81 NB RampsReliance RoadWells + Associates, IncTysons, VirginiaII-13 Table III-1Existing Traffic Volumes Reliance Road/I-81 SB RampsAverage WeekdayHour of DaySBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBL Total6:00-7:00 AM125 1370959000881830538 7:00-8:00 AM173 2 23 0 200 18 0 0 0 122 242 0780 8:00-9:00 AM149 22501457000921800600 9:00-10:00 AM119 13001397000661340496 10:00-11:00 AM831 30 0 98 11 0 0 0 65 152 0440 11:00-12:00 PM121 0 31 0 122 15 0 0 0 81 164 0534 12:00-1:00 PM110 2 23 0 148 12 0 0 0 65 183 0543 1:00-2:00 PM101 1 23 0 139 18 0 0 0 63 186 0531 2:00-3:00 PM113 1 33 0 143 12 0 0 0 81 167 0550 3:00-4:00 PM152 14001838000832820749 4:00-5:00 PM177 0 45 0 208 15 0 0 0 86 260 0791 5:00-6:00 PM174 1 54 0 182 13 0 0 0 83 223 0730 6:00-7:00 PM126 23801488000491480519 Totals1,723 15 432 - 1,950 153 - - - 1,024 2,504 - 7,801 I-81 SB RampsReliance Road-Reliance RoadWells + Associates, IncTysons, VirginiaII-14 Table III-2APipeline Development - Village at Middletown (Residential)Reliance Road/I-81 SB RampsAverage WeekdayHour of DaySBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBL Total6:00-7:00 AM4 000300001114032 7:00-8:00 AM9 000700001925060 8:00-9:00 AM9 000700001520051 9:00-10:00 AM8 000600001114039 10:00-11:00 AM10 000800001013041 11:00-12:00 PM13 000100000912044 12:00-1:00 PM13 0001000001013046 1:00-2:00 PM14 0001100001114050 2:00-3:00 PM17 0001300001114055 3:00-4:00 PM20 0001600001114061 4:00-5:00 PM28 0002200001317080 5:00-6:00 PM23 0001800001317071 6:00-7:00 PM20 0001500001114060 Totals188 - - - 146 - - - - 155 201 - 690 Percent Inbound45%35%Percent Outbound35%45%I-81 SB RampsReliance Road-Reliance RoadWells + Associates, IncTysons, VirginiaII-15 Table III-2BPipeline Development - Village at Middletown (Retail)Reliance Road/I-81 SB RampsAverage WeekdayHour of DaySBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBL Total6:00-7:00 AM8 0006000034021 7:00-8:00 AM28 0002200001317080 8:00-9:00 AM26 0002000001316075 9:00-10:00 AM44 00034000022280128 10:00-11:00 AM63 00049000036470195 11:00-12:00 PM76 00059000050650250 12:00-1:00 PM86 00067000061790293 1:00-2:00 PM77 00060000062800279 2:00-3:00 PM70 00054000060770261 3:00-4:00 PM72 00056000058750261 4:00-5:00 PM67 00052000054700243 5:00-6:00 PM78 00061000062790280 6:00-7:00 PM68 00053000054700245 Totals763 - - - 593 - - - - 548 707 - 2,611 Percent Inbound45%35%Percent Outbound35%45%I-81 SB RampsReliance Road-Reliance RoadWells + Associates, IncTysons, VirginiaII-16 Table III-2CPipeline Development - Seasons of MiddletownReliance Road/I-81 SB RampsAverage WeekdayHour of DaySBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBL Total6:00-7:00 AM3 00020000912026 7:00-8:00 AM8 000600001823055 8:00-9:00 AM8 000600001418046 9:00-10:00 AM7 00060000912034 10:00-11:00 AM9 00070000912037 11:00-12:00 PM11 00090000811039 12:00-1:00 PM12 00090000912042 1:00-2:00 PM13 0001000001013046 2:00-3:00 PM15 0001200001013050 3:00-4:00 PM18 0001400001013055 4:00-5:00 PM26 0002000001215073 5:00-6:00 PM21 0001600001215064 6:00-7:00 PM18 000140000912053 Totals169 - - - 131 - - - - 139 181 - 620 Percent Inbound45%35%Percent Outbound35%45%I-81 SB RampsReliance Road-Reliance RoadWells + Associates, IncTysons, VirginiaII-17 Table III-2DPipeline Development - By-Right Gas Station/Truck Stop (Primary)Reliance Road/I-81 SB RampsAverage WeekdayHour of DaySBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBL Total6:00-7:00 AM0 023036230000370119 7:00-8:00 AM0 050079500000800259 8:00-9:00 AM0 029047290000460151 9:00-10:00 AM0 025040250000400130 10:00-11:00 AM0 026041260000410134 11:00-12:00 PM0 027042260000420137 12:00-1:00 PM0 029046290000460150 1:00-2:00 PM0 027042270000430139 2:00-3:00 PM0 030046290000480153 3:00-4:00 PM0 032051320000520167 4:00-5:00 PM0 046074460000740240 5:00-6:00 PM0 035055350000550180 6:00-7:00 PM0 032052330000510168 Totals- - 411 - 651 410 - - - - 655 - 2,127 Percent Inbound25%40%Percent Outbound40%25%I-81 SB RampsReliance Road-Reliance RoadWells + Associates, IncTysons, VirginiaII-18 Table III-2EPipeline Development - By-Right Gas Station/Truck Stop (Pass-By)Reliance Road/I-81 SB RampsAverage WeekdayHour of DaySBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBL Total6:00-7:00 AM0 00000000000- 7:00-8:00 AM0 00000000000- 8:00-9:00 AM0 00000000000- 9:00-10:00 AM0 00000000000- 10:00-11:00 AM0 00000000000- 11:00-12:00 PM0 00000000000- 12:00-1:00 PM0 00000000000- 1:00-2:00 PM0 00000000000- 2:00-3:00 PM0 00000000000- 3:00-4:00 PM0 00000000000- 4:00-5:00 PM0 00000000000- 5:00-6:00 PM0 00000000000- 6:00-7:00 PM0 00000000000- Totals- - - - - - - - - - - - - Percent Inbound (AM)Percent Outbound (AM)Percent Inbound (PM)Percent Outbound (PM)I-81 SB RampsReliance Road-Reliance RoadWells + Associates, IncTysons, VirginiaII-19 Table III-3Regional Growth Existing Year:2022 Growth Rate:1.00%Reliance Road/I-81 SB Ramps Buildout Year:2025Rate:Average WeekdayHour of DaySBRSBTSBL WBR WBT WBL NBRNBTNBL EBR EBT EBLTotal6:00-7:00 AM4 0103000036017 7:00-8:00 AM5 0106100047024 8:00-9:00 AM5 0104000035018 9:00-10:00 AM4 0104000024015 10:00-11:00 AM3 0103000025014 11:00-12:00 PM4 0104000025016 12:00-1:00 PM3 0104000026016 1:00-2:00 PM3 0104100026017 2:00-3:00 PM3 0104000025015 3:00-4:00 PM5 0106000039024 4:00-5:00 PM5 0106000038023 5:00-6:00 PM5 0206000037023 6:00-7:00 PM4 0104000014014 Totals53 - 14 - 58 2 - - - 32 77 - 236 3.0301%I-81 SB Ramps Reliance Road - Reliance RoadWells + Associates, IncTysons, VirginiaII-20 Table III-4Background Condittion 2025Reliance Road/I-81 SB RampsAverage WeekdayHour of DaySBRSBTSBL WBR WBT WBL NBRNBTNBL EBR EBT EBLTotal6:00-7:00 AM144 1 61 - 145 32 - - - 114 256 - 753 7:00-8:00 AM223 2 74 - 320 69 - - - 176 394 - 1,258 8:00-9:00 AM197 2 55 - 229 36 - - - 137 285 - 941 9:00-10:00 AM182 1 56 - 229 32 - - - 110 232 - 842 10:00-11:00 AM168 1 57 - 206 37 - - - 122 270 - 861 11:00-12:00 PM225 - 59 - 246 41 - - - 150 299 - 1,020 12:00-1:00 PM224 2 53 - 284 41 - - - 147 339 - 1,090 1:00-2:00 PM208 1 51 - 266 46 - - - 148 342 - 1,062 2:00-3:00 PM218 1 64 - 272 41 - - - 164 324 - 1,084 3:00-4:00 PM267 1 73 - 326 40 - - - 165 445 - 1,317 4:00-5:00 PM303 - 92 - 382 61 - - - 168 444 - 1,450 5:00-6:00 PM301 1 91 - 338 48 - - - 173 396 - 1,348 6:00-7:00 PM236 2 71 - 286 41 - - - 124 299 - 1,059 Totals2,896 15 857 - 3,529 565 - - - 1,898 4,325 - 14,085 I-81 SB RampsReliance Road-Reliance RoadWells + Associates, IncTysons, VirginiaII-21 Table III-5ASite Trip Assignments (Passenger Vehicle)Light Industrial Passenger Vehicle Diurnal RatesReliance Road/I-81 SB RampsReliance Road/I-81 SB RampsAverage WeekdayAverage WeekdayHour of DaySBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBLTotalin out6:00-7:00 AM27 00049000043083 6:00-7:00 AM7.21% 0.70%109 11 7:00-8:00 AM126 000227000027200400 7:00-8:00 AM33.35% 4.45%505 67 8:00-9:00 AM41 00074000028210164 8:00-9:00 AM10.82% 4.58%164 69 9:00-10:00 AM28 00050000044330155 9:00-10:00 AM7.31% 7.26%111 110 10:00-11:00 AM29 00053000047350164 10:00-11:00 AM7.72% 7.76%117 117 11:00-12:00 PM25 00045000051380159 11:00-12:00 PM6.51% 8.46%99 128 12:00-1:00 PM34 00061000066490210 12:00-1:00 PM9.02% 10.85%136 164 1:00-2:00 PM32 00058000044330167 1:00-2:00 PM8.52% 7.26%129 110 2:00-3:00 PM28 00050000054400172 2:00-3:00 PM7.31% 8.86%111 134 3:00-4:00 PM23 00041000069520185 3:00-4:00 PM6.01% 11.34%91 172 4:00-5:00 PM6 00010000063470126 4:00-5:00 PM1.45% 10.45%22 158 5:00-6:00 PM5 00080000101760190 5:00-6:00 PM1.20% 16.72%18 253 6:00-7:00 PM1 000100001411027 6:00-7:00 PM0.10% 2.39%2 36 Totals405 - - - 727 - - - 612 458 - 2,202 106.54% 101.07%Percent Inbound25%45%0%Percent Outbound40%30%0%PercentVehicle Trips3027I-81 SB RampsReliance Road-Reliance RoadWells + Associates, IncTysons, VirginiaII-22 Table III-5BSite Trip Assignments (Passenger Vehicle)Light Industrial Passenger Vehicle Diurnal RatesReliance Road/I-81 SB RampsReliance Road/I-81 SB RampsAverage WeekdayAverage WeekdayHour of DaySBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBLTotalin out6:00-7:00 AM0- - - - - - - 0000- 6:00-7:00 AM0.00% 0.00%- - 7:00-8:00 AM2- - - 3 - - - 02108 7:00-8:00 AM5.00% 3.00%5 3 8:00-9:00 AM4- - - 6 - - - 064020 8:00-9:00 AM9.09% 9.85%10 10 9:00-10:00 AM6- - - 10 - - - 0 10 7 033 9:00-10:00 AM15.15% 15.91%16 17 10:00-11:00 AM5- - - 8 - - - 0 11 7 031 10:00-11:00 AM12.12% 17.42%13 18 11:00-12:00 PM3- - - 5 - - - 032013 11:00-12:00 PM7.58% 4.55%8 5 12:00-1:00 PM4- - - 6 - - - 054019 12:00-1:00 PM9.09% 8.33%10 9 1:00-2:00 PM6- - - 8 - - - 086028 1:00-2:00 PM12.88% 12.88%14 14 2:00-3:00 PM4- - - 7 - - - 074022 2:00-3:00 PM10.61% 10.61%11 11 3:00-4:00 PM4- - - 6 - - - 054019 3:00-4:00 PM9.85% 8.33%10 9 4:00-5:00 PM2- - - 2 - - - 02208 4:00-5:00 PM3.50% 3.79%4 4 5:00-6:00 PM0- - - 1 - - - 01103 5:00-6:00 PM0.76% 2.27%1 2 6:00-7:00 PM0- - - - - - - 0000- 6:00-7:00 PM0.00% 0.00%- - Totals40 - - - 62 - - - 60 42 - 204 95.62% 96.94%Percent Inbound40%60%0%Percent Outbound60%40%0%Vehicle Trips212I-81 SB Ramps Reliance Road - Reliance RoadPercentWells + Associates, IncTysons, VirginiaII-23 Table III-62025 Total Future Traffic VolumesReliance Road/I-81 SB RampsAverage WeekdayHour of DaySBRSBTSBL WBR WBT WBL NBRNBTNBL EBR EBT EBLTotal6:00-7:00 AM171 1 61 0 194 32 0 0 0 118 259 0836 7:00-8:00 AM351 2 74 0 550 69 0 0 0 205 415 01,666 8:00-9:00 AM242 2 55 0 309 36 0 0 0 171 310 01,125 9:00-10:00 AM216 1 56 0 289 32 0 0 0 164 272 01,030 10:00-11:00 AM202 1 57 0 267 37 0 0 0 180 312 01,056 11:00-12:00 PM253 0 59 0 296 41 0 0 0 204 339 01,192 12:00-1:00 PM262 2 53 0 351 41 0 0 0 218 392 01,319 1:00-2:00 PM246 1 51 0 332 46 0 0 0 200 381 01,257 2:00-3:00 PM250 1 64 0 329 41 0 0 0 225 368 01,278 3:00-4:00 PM294 1 73 0 373 40 0 0 0 239 501 01,521 4:00-5:00 PM311 0 92 0 394 61 0 0 0 233 493 01,584 5:00-6:00 PM306 1 91 0 347 48 0 0 0 275 473 01,541 6:00-7:00 PM237 2 71 0 287 41 0 0 0 138 310 01,086 Totals3,341 15 857 - 4,318 565 - - - 2,570 4,825 - 16,491 I-81 SB Ramps Reliance Road - Reliance RoadWells + Associates, IncTysons, VirginiaII-24 Attachment III  MUTCD Warrant Descriptions     01 02 03 04 05 06 07 08 09 10 11 12 III-1 13 14 15 16 17 18 01 02 03 III-2 04 05 06 07 Table 4C-1. Warrant 1, Eight-Hour Vehicular Volume Condition A—Minimum Vehicular Volume Number of lanes for moving traffic on each approach Vehicles per hour on major street (total of both approaches) Vehicles per hour on higher-volume minor-street approach (one direction only) Major Street Minor Street 100% a 80%b 70%c 56%d 100%a 80%b 70%c 56%d 1 1 500 400 350 280 150 120 105 84 2 or more 1 600 480 420 336 150 120 105 84 2 or more 2 or more 600 480 420 336 200 160 140 112 1 2 or more 500 400 350 280 200 160 140 112 Condition B—Interruption of Continuous Traffic Number of lanes for moving traffic on each approach Vehicles per hour on major street (total of both approaches) Vehicles per hour on higher-volume minor-street approach (one direction only) Major Street Minor Street 100% a 80%b 70%c 56%d 100%a 80%b 70%c 56%d 1 1 750 600 525 420 75 60 53 42 2 or more 1 900 720 630 504 75 60 53 42 2 or more 2 or more 900 720 630 504 100 80 70 56 1 2 or more 750 600 525 420 100 80 70 56 a Basic minimum hourly volume b Used for combination of Conditions A and B after adequate trial of other remedial measures c May be used when the major-street speed exceeds 40 mph or in an isolated community with a population of less than 10,000 d May be used for combination of Conditions A and B after adequate trial of other remedial measures when the major-street speed exceeds 40 mph or in an isolated community with a population of less than 10,000 III-3 08 01 02 03 01 02 03 04 05 06 III-4 Figure 4C-2. Warrant 2, Four-Hour Vehicular Volume (70% Factor) (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) MINOR STREET HIGHER- VOLUME APPROACH - VPH MAJOR STREET—TOTAL OF BOTH APPROACHES— VEHICLES PER HOUR (VPH) *Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor-street approach with one lane. 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE 200 300 400 500 600 700 800 900 1000 100 200 300 400 60* 80* 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 100 200 300 400 500 MINOR STREET HIGHER- VOLUME APPROACH - VPH 115* 80* MAJOR STREET—TOTAL OF BOTH APPROACHES— VEHICLES PER HOUR (VPH) *Note: 115 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 80 vph applies as the lower threshold volume for a minor-street approach with one lane. Figure 4C-1. Warrant 2, Four-Hour Vehicular Volume III-5 150* 100*100 200 300 400 500 MINOR STREET HIGHER- VOLUME APPROACH - VPH 600 1500400 500 600 700 800 900 1000 1100 1200 1300 1400 1600 1700 1800 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE MAJOR STREET—TOTAL OF BOTH APPROACHES— VEHICLES PER HOUR (VPH) *Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane. Figure 4C-3. Warrant 3, Peak Hour Figure 4C-4. Warrant 3, Peak Hour (70% Factor) (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) MAJOR STREET—TOTAL OF BOTH APPROACHES— VEHICLES PER HOUR (VPH) *Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane. 300 400 500 600 700 800 900 1000 MINOR STREET HIGHER- VOLUME APPROACH - VPH 100 200 300 400 75* 100* 1100 1200 1300 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE III-6 01 02 03 04 05 06 07 08 01 02 III-7 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 100 200 300 400 500 TOTAL OF ALL PEDESTRIANS CROSSING MAJOR STREET- PEDESTRIANS PER HOUR (PPH) 107* MAJOR STREET—TOTAL OF BOTH APPROACHES— VEHICLES PER HOUR (VPH) *Note: 107 pph applies as the lower threshold volume. Figure 4C-5. Warrant 4, Pedestrian Four-Hour Volume 200 1000 100 200 300 400 TOTAL OF ALL PEDESTRIANS CROSSING MAJOR STREET- PEDESTRIANS PER HOUR (PPH) 75* MAJOR STREET—TOTAL OF BOTH APPROACHES— VEHICLES PER HOUR (VPH) *Note: 75 pph applies as the lower threshold volume. 400 500300 600 800700 900 Figure 4C-6. Warrant 4, Pedestrian Four-Hour Volume (70% Factor) III-8 300 1800 100 200 300 400 500 600 700 TOTAL OF ALL PEDESTRIANS CROSSING MAJOR STREET- PEDESTRIANS PER HOUR (PPH) 133* MAJOR STREET—TOTAL OF BOTH APPROACHES— VEHICLES PER HOUR (VPH) *Note: 133 pph applies as the lower threshold volume. 600 700 800500400 900 1000 1100 1200 15001300 16001400 1700 Figure 4C-7. Warrant 4, Pedestrian Peak Hour 100 200 300 400 500 TOTAL OF ALL PEDESTRIANS CROSSING MAJOR STREET- PEDESTRIANS PER HOUR (PPH) 93* MAJOR STREET—TOTAL OF BOTH APPROACHES— VEHICLES PER HOUR (VPH) *Note: 93 pph applies as the lower threshold volume. 200 400300 600 800 1000500700900 1100 1200 Figure 4C-8. Warrant 4, Pedestrian Peak Hour (70% Factor) III-9 03 04 05 01 02 03 01 02 III-10 03 01 02 03 01 02 03 04 III-11 Figure 4C-9. Warrant 9, Intersection Near a Grade Crossing (One Approach Lane at the Track Crossing) MINOR STREET, CROSSING APPROACH - EQUIVALENT VPH** 50 100 150 200 250 300 350 0 100 200 300 400 500 600 700 800 MAJOR STREET—TOTAL OF BOTH APPROACHES—VEHICLES PER HOUR (VPH) D = 1 3 0 f t D = 1 1 0 f t D = 9 0 f t D = 7 0 f t D = 5 0 f t D = 3 0 f t 25* Major Street Minor Street D 6 ft * 25 vph applies as the lower threshold volume ** VPH after applying the adjustment factors in Tables 4C-2, 4C-3, and/or 4C-4, if appropriate MINOR STREET, CROSSING APPROACH - EQUIVALENT VPH** 50 100 150 200 250 300 350 0 100 200 300 400 500 600 700 800 25* MAJOR STREET—TOTAL OF BOTH APPROACHES—VEHICLES PER HOUR (VPH)D = 130 f t D = 1 1 0 f t D = 9 0 f t D = 7 0 f t D = 5 0 f t D = 3 0 f t Minor Street D 6 ft Major Street Figure 4C-10. Warrant 9, Intersection Near a Grade Crossing (Two or More Approach Lanes at the Track Crossing) * 25 vph applies as the lower threshold volume ** VPH after applying the adjustment factors in Tables 4C-2, 4C-3, and/or 4C-4, if appropriate III-12 05 06 07 08 09 10 Table 4C-4. Warrant 9, Adjustment Factor for Percentage of Tractor-Trailer Trucks % of Tractor-Trailer Trucks on Minor-Street Approach Adjustment Factor D less than 70 feet D of 70 feet or more 0% to 2.5%0.50 0.50 2.6% to 7.5%0.75 0.75 7.6% to 12.5%1.00 1.00 12.6% to 17.5%2.30 1.15 17.6% to 22.5%2.70 1.35 22.6% to 27.5%3.28 1.64 More than 27.5%4.18 2.09 Table 4C-2. Warrant 9, Adjustment Factor for Daily Frequency of Rail Traffic Rail Traffic per Day Adjustment Factor 1 0.67 2 0.91 3 to 5 1.00 6 to 8 1.18 9 to 11 1.25 12 or more 1.33 Table 4C-3. Warrant 9, Adjustment Factor for Percentage of High-Occupancy Buses % of High-Occupancy Buses* on Minor-Street Approach Adjustment Factor 0%1.00 2% 1.09 4% 1.19 6% or more 1.32 * A high-occupancy bus is defined as a bus occupied by at least 20 people. III-13 Attachment IV  Synchro Worksheets     HCM 6th TWSC 2022 Existing AM 1: I-81 NB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 1 Intersection Int Delay, s/veh 8.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 196 69 0 0 88 74 132 1 16 0 0 0 Future Vol, veh/h 196 69 0 0 88 74 132 1 16 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 3 33333333333 Mvmt Flow 231 81 0 0 104 87 155 1 19 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 191 0 - - - 0 691 734 81 Stage 1 ------543543- Stage 2 ------148191- Critical Hdwy 4.13 -----6.43 6.53 6.23 Critical Hdwy Stg 1 ------5.43 5.53 - Critical Hdwy Stg 2 ------5.43 5.53 - Follow-up Hdwy 2.227 -----3.527 4.027 3.327 Pot Cap-1 Maneuver 1377 - 0 0 - - 409 346 976 Stage 1 - - 0 0 - - 580 518 - Stage 2 - - 0 0 - - 877 740 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1377 -----3370976 Mov Cap-2 Maneuver ------3370- Stage 1 ------4780- Stage 2 ------8770- Approach EB WB NB HCM Control Delay, s 6 0 23.8 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h)363 1377 - - - HCM Lane V/C Ratio 0.483 0.167 - - - HCM Control Delay (s) 23.8 8.1 0 - - HCM Lane LOS C A A - - HCM 95th %tile Q(veh) 2.5 0.6 - - - IV-1 HCM 6th TWSC 2022 Existing AM 2: I-81 SB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 2 Intersection Int Delay, s/veh 3.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 242 122 18 200 0000232173 Future Vol, veh/h 0 242 122 18 200 0000232173 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 3 33333333333 Mvmt Flow 0 260 131 19 215 0000252186 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 391 0 0 579 644 215 Stage 1 ------ 253253- Stage 2 ------ 326391- Critical Hdwy - - - 4.13 - -6.43 6.53 6.23 Critical Hdwy Stg 1 ------5.43 5.53 - Critical Hdwy Stg 2 ------5.43 5.53 - Follow-up Hdwy - - - 2.227 - - 3.527 4.027 3.327 Pot Cap-1 Maneuver 0 - - 1162 - 0 475 390 822 Stage 1 0 ----0 787696- Stage 2 0 ----0 729605- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 1162 - -466 0 822 Mov Cap-2 Maneuver ------4660- Stage 1 ------ 7870- Stage 2 ------ 7150- Approach EB WB SB HCM Control Delay, s 0 0.7 11.6 HCM LOS B Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1 Capacity (veh/h)- - 1162 - 754 HCM Lane V/C Ratio - - 0.017 - 0.282 HCM Control Delay (s) - - 8.2 0 11.6 HCM Lane LOS - - A A B HCM 95th %tile Q(veh) - - 0.1 - 1.2 IV-2 HCM 6th TWSC 2022 Existing PM 1: I-81 NB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Page 1 Intersection Int Delay, s/veh 5.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 143 151 0 0 127 59 104 5 25 0 0 0 Future Vol, veh/h 143 151 0 0 127 59 104 5 25 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 3 33333333333 Mvmt Flow 147 156 0 0 131 61 107 5 26 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 192 0 - - - 0 612 642 156 Stage 1 ------450450- Stage 2 ------162192- Critical Hdwy 4.13 -----6.43 6.53 6.23 Critical Hdwy Stg 1 ------5.43 5.53 - Critical Hdwy Stg 2 ------5.43 5.53 - Follow-up Hdwy 2.227 -----3.527 4.027 3.327 Pot Cap-1 Maneuver 1375 - 0 0 - - 455 391 887 Stage 1 - - 0 0 - - 640 570 - Stage 2 - - 0 0 - - 865 740 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1375 -----4020887 Mov Cap-2 Maneuver ------4020- Stage 1 ------5650- Stage 2 ------8650- Approach EB WB NB HCM Control Delay, s 3.9 0 16.5 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h)450 1375 - - - HCM Lane V/C Ratio 0.307 0.107 - - - HCM Control Delay (s) 16.5 7.9 0 - - HCM Lane LOS C A A - - HCM 95th %tile Q(veh) 1.3 0.4 - - - IV-3 HCM 6th TWSC 2022 Existing PM 2: I-81 SB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Page 2 Intersection Int Delay, s/veh 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 244 105 19 212 0000500195 Future Vol, veh/h 0 244 105 19 212 0000500195 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 3 33333333333 Mvmt Flow 0 254 109 20 221 0000520203 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 363 0 0 570 624 221 Stage 1 ------ 261261- Stage 2 ------ 309363- Critical Hdwy - - - 4.13 - -6.43 6.53 6.23 Critical Hdwy Stg 1 ------5.43 5.53 - Critical Hdwy Stg 2 ------5.43 5.53 - Follow-up Hdwy - - - 2.227 - - 3.527 4.027 3.327 Pot Cap-1 Maneuver 0 - - 1190 - 0 481 400 816 Stage 1 0 ----0 780690- Stage 2 0 ----0 742623- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 1190 - -472 0 816 Mov Cap-2 Maneuver ------4720- Stage 1 ------ 7800- Stage 2 ------ 7280- Approach EB WB SB HCM Control Delay, s 0 0.7 12.9 HCM LOS B Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1 Capacity (veh/h)- - 1190 - 710 HCM Lane V/C Ratio - - 0.017 - 0.359 HCM Control Delay (s) - - 8.1 0 12.9 HCM Lane LOS - - A A B HCM 95th %tile Q(veh) - - 0.1 - 1.6 IV-4 HCM 6th TWSC 2025 Background AM (TWSC) 1: I-81 NB Ramp & Reliance Rd 07/09/2024 Hester Property Synchro 11 Report Wells + Associates Page 1 Intersection Int Delay, s/veh 25 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 223 244 0 0 250 170 141 1 96 0 0 0 Future Vol, veh/h 223 244 0 0 250 170 141 1 96 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 242 265 0 0 272 185 153 1 104 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 457 0 - - - 0 1114 1206 265 Stage 1 ------749749- Stage 2 ------365457- Critical Hdwy 4.12 -----6.42 6.52 6.22 Critical Hdwy Stg 1 ------5.42 5.52 - Critical Hdwy Stg 2 ------5.42 5.52 - Follow-up Hdwy 2.218 -----3.518 4.018 3.318 Pot Cap-1 Maneuver 1104 - 0 0 - - 230 184 774 Stage 1 - - 0 0 - - 467 419 - Stage 2 - - 0 0 - - 702 568 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1104 -----1710774 Mov Cap-2 Maneuver ------1710- Stage 1 ------3470- Stage 2 ------7020- Approach EB WB NB HCM Control Delay, s 4.4 0 109.5 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h)250 1104 - - - HCM Lane V/C Ratio 1.035 0.22 - - - HCM Control Delay (s) 109.5 9.2 0 - - HCM Lane LOS F A A - - HCM 95th %tile Q(veh) 10.4 0.8 - - - IV-5 HCM 6th TWSC 2025 Background AM (TWSC) 2: I-81 SB Ramp & Reliance Rd 07/09/2024 Hester Property Synchro 11 Report Wells + Associates Page 2 Intersection Int Delay, s/veh 7.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 394 176 69 320 0000742223 Future Vol, veh/h 0 394 176 69 320 0000742223 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 428 191 75 348 0000802242 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 619 0 0 1022 1117 348 Stage 1 ------ 498498- Stage 2 ------ 524619- Critical Hdwy - - - 4.12 - -6.42 6.52 6.22 Critical Hdwy Stg 1 ------5.42 5.52 - Critical Hdwy Stg 2 ------5.42 5.52 - Follow-up Hdwy - - - 2.218 - - 3.518 4.018 3.318 Pot Cap-1 Maneuver 0 - - 961 - 0 261 207 695 Stage 1 0 ----0 611544- Stage 2 0 ----0 594480- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 961 - -236 0 695 Mov Cap-2 Maneuver ------2360- Stage 1 ------ 6110- Stage 2 ------ 5360- Approach EB WB SB HCM Control Delay, s 0 1.6 28.4 HCM LOS D Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1 Capacity (veh/h)- - 961 - 468 HCM Lane V/C Ratio - - 0.078 - 0.694 HCM Control Delay (s) - - 9.1 0 28.4 HCM Lane LOS - - A A D HCM 95th %tile Q(veh) - - 0.3 - 5.3 IV-6 HCM 6th TWSC 2025 Background PM (TWSC) 1: I-81 NB Ramp & Reliance Rd 07/09/2024 Hester Property Synchro 11 Report Wells + Associates Page 1 Intersection Int Delay, s/veh 67 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 236 300 0 0 265 132 178 4 96 0 0 0 Future Vol, veh/h 236 300 0 0 265 132 178 4 96 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 257 326 0 0 288 143 193 4 104 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 431 0 - - - 0 1200 1271 326 Stage 1 ------840840- Stage 2 ------360431- Critical Hdwy 4.12 -----6.42 6.52 6.22 Critical Hdwy Stg 1 ------5.42 5.52 - Critical Hdwy Stg 2 ------5.42 5.52 - Follow-up Hdwy 2.218 -----3.518 4.018 3.318 Pot Cap-1 Maneuver 1129 - 0 0 - - 204 168 715 Stage 1 - - 0 0 - - 424 381 - Stage 2 - - 0 0 - - 706 583 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1129 -----~ 1470715 Mov Cap-2 Maneuver ------~ 1470- Stage 1 ------3060- Stage 2 ------7060- Approach EB WB NB HCM Control Delay, s 4 0 284.2 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h)204 1129 - - - HCM Lane V/C Ratio 1.481 0.227 - - - HCM Control Delay (s) 284.2 9.1 0 - - HCM Lane LOS F A A - - HCM 95th %tile Q(veh) 18.4 0.9 - - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon IV-7 HCM 6th TWSC 2025 Background PM (TWSC) 2: I-81 SB Ramp & Reliance Rd 07/09/2024 Hester Property Synchro 11 Report Wells + Associates Page 2 Intersection Int Delay, s/veh 21.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 444 168 61 382 0000922303 Future Vol, veh/h 0 444 168 61 382 0000922303 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 483 183 66 415 00001002329 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 666 0 0 1122 1213 415 Stage 1 ------ 547547- Stage 2 ------ 575666- Critical Hdwy - - - 4.12 - -6.42 6.52 6.22 Critical Hdwy Stg 1 ------5.42 5.52 - Critical Hdwy Stg 2 ------5.42 5.52 - Follow-up Hdwy - - - 2.218 - - 3.518 4.018 3.318 Pot Cap-1 Maneuver 0 - - 923 - 0 228 182 637 Stage 1 0 ----0 580517- Stage 2 0 ----0 563457- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 923 - -207 0 637 Mov Cap-2 Maneuver ------2070- Stage 1 ------ 5800- Stage 2 ------ 5110- Approach EB WB SB HCM Control Delay, s 0 1.3 76.4 HCM LOS F Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1 Capacity (veh/h)- - 923 - 429 HCM Lane V/C Ratio - - 0.072 - 1.006 HCM Control Delay (s) - - 9.2 0 76.4 HCM Lane LOS - - A A F HCM 95th %tile Q(veh) - - 0.2 - 12.9 IV-8 HCM 6th TWSC 2025 Total Future AM (TWSC) 1: I-81 NB Ramp & Reliance Rd 07/09/2024 Hester Property Synchro 11 Report Wells + Associates Page 1 Intersection Int Delay, s/veh 260.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 241 247 0 0 275 170 346 1 96 0 0 0 Future Vol, veh/h 241 247 0 0 275 170 346 1 96 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 262 268 0 0 299 185 376 1 104 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 484 0 - - - 0 1184 1276 268 Stage 1 ------792792- Stage 2 ------392484- Critical Hdwy 4.12 -----6.42 6.52 6.22 Critical Hdwy Stg 1 ------5.42 5.52 - Critical Hdwy Stg 2 ------5.42 5.52 - Follow-up Hdwy 2.218 -----3.518 4.018 3.318 Pot Cap-1 Maneuver 1079 - 0 0 - - ~ 209 167 771 Stage 1 - - 0 0 - - 446 401 - Stage 2 - - 0 0 - - 683 552 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1079 -----~ 1490771 Mov Cap-2 Maneuver ------~ 1490- Stage 1 ------~ 3190- Stage 2 ------6830- Approach EB WB NB HCM Control Delay, s 4.6 0 $ 802.7 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h)181 1079 - - - HCM Lane V/C Ratio 2.66 0.243 - - - HCM Control Delay (s) $ 802.7 9.4 0 - - HCM Lane LOS F A A - - HCM 95th %tile Q(veh) 41.9 1 - - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon IV-9 HCM 6th TWSC 2025 Total Future AM (TWSC) 2: I-81 SB Ramp & Reliance Rd 07/09/2024 Hester Property Synchro 11 Report Wells + Associates Page 2 Intersection Int Delay, s/veh 46.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 415 205 69 550 0000742351 Future Vol, veh/h 0 415 205 69 550 0000742351 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 451 223 75 598 0000802382 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 674 0 0 1311 1422 598 Stage 1 ------ 748748- Stage 2 ------ 563674- Critical Hdwy - - - 4.12 - -6.42 6.52 6.22 Critical Hdwy Stg 1 ------5.42 5.52 - Critical Hdwy Stg 2 ------5.42 5.52 - Follow-up Hdwy - - - 2.218 - - 3.518 4.018 3.318 Pot Cap-1 Maneuver 0 - - 917 - 0 175 136 502 Stage 1 0 ----0 468420- Stage 2 0 ----0 570454- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 917 - -154 0 502 Mov Cap-2 Maneuver ------1540- Stage 1 ------ 4680- Stage 2 ------ 5000- Approach EB WB SB HCM Control Delay, s 0 1 180.3 HCM LOS F Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1 Capacity (veh/h)- - 917 - 360 HCM Lane V/C Ratio - - 0.082 - 1.289 HCM Control Delay (s) - - 9.3 0 180.3 HCM Lane LOS - - A A F HCM 95th %tile Q(veh) - - 0.3 - 21.2 IV-10 HCM 6th TWSC 2025 Total Future PM (TWSC) 1: I-81 NB Ramp & Reliance Rd 07/09/2024 Hester Property Synchro 11 Report Wells + Associates Page 1 Intersection Int Delay, s/veh 109.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 278 308 0 0 266 132 189 4 96 0 0 0 Future Vol, veh/h 278 308 0 0 266 132 189 4 96 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 302 335 0 0 289 143 205 4 104 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 432 0 - - - 0 1300 1371 335 Stage 1 ------939939- Stage 2 ------361432- Critical Hdwy 4.12 -----6.42 6.52 6.22 Critical Hdwy Stg 1 ------5.42 5.52 - Critical Hdwy Stg 2 ------5.42 5.52 - Follow-up Hdwy 2.218 -----3.518 4.018 3.318 Pot Cap-1 Maneuver 1128 - 0 0 - - ~ 178 146 707 Stage 1 - - 0 0 - - 380 343 - Stage 2 - - 0 0 - - 705 582 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1128 -----~ 1190707 Mov Cap-2 Maneuver ------~ 1190- Stage 1 ------2550- Stage 2 ------7050- Approach EB WB NB HCM Control Delay, s 4.4 0 $ 475.2 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h)165 1128 - - - HCM Lane V/C Ratio 1.904 0.268 - - - HCM Control Delay (s) $ 475.2 9.4 0 - - HCM Lane LOS F A A - - HCM 95th %tile Q(veh) 23.6 1.1 - - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon IV-11 HCM 6th TWSC 2025 Total Future PM (TWSC) 2: I-81 SB Ramp & Reliance Rd 07/09/2024 Hester Property Synchro 11 Report Wells + Associates Page 2 Intersection Int Delay, s/veh 27.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 493 233 61 394 0000920311 Future Vol, veh/h 0 493 233 61 394 0000920311 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 536 253 66 428 00001000338 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 789 0 0 1223 1349 428 Stage 1 ------ 560560- Stage 2 ------ 663789- Critical Hdwy - - - 4.12 - -6.42 6.52 6.22 Critical Hdwy Stg 1 ------5.42 5.52 - Critical Hdwy Stg 2 ------5.42 5.52 - Follow-up Hdwy - - - 2.218 - - 3.518 4.018 3.318 Pot Cap-1 Maneuver 0 - - 831 - 0 198 151 627 Stage 1 0 ----0 572511- Stage 2 0 ----0 512402- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 831 - -177 0 627 Mov Cap-2 Maneuver ------1770- Stage 1 ------ 5720- Stage 2 ------ 4590- Approach EB WB SB HCM Control Delay, s 0 1.3 108.3 HCM LOS F Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1 Capacity (veh/h)- - 831 - 397 HCM Lane V/C Ratio - - 0.08 - 1.103 HCM Control Delay (s) - - 9.7 0 108.3 HCM Lane LOS - - A A F HCM 95th %tile Q(veh) - - 0.3 - 15.6 IV-12 HCM 6th Signalized Intersection Summary 2025 Background AM (Signalized) 1: I-81 NB Ramp & Reliance Rd 07/09/2024 Hester Property Synchro 11 Report Wells + Associates Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 223 244 0 0 250 170 141 1 96 0 0 0 Future Volume (veh/h) 223 244 0 0 250 170 141 1 96 0 0 0 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 242 265 0 0 272 185 153 1 104 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %220022222 Cap, veh/h 401 419 0 0 701 477 184 1 125 Arrive On Green 0.68 0.68 0.00 0.00 0.68 0.68 0.18 0.18 0.18 Sat Flow, veh/h 501 620 0 0 1038 706 1006 7 684 Grp Volume(v), veh/h 507 000045725800 Grp Sat Flow(s),veh/h/ln 1121 00001743 1697 0 0 Q Serve(g_s), s 19.6 0.0 0.0 0.0 0.0 9.8 12.4 0.0 0.0 Cycle Q Clear(g_c), s 29.4 0.0 0.0 0.0 0.0 9.8 12.4 0.0 0.0 Prop In Lane 0.48 0.00 0.00 0.40 0.59 0.40 Lane Grp Cap(c), veh/h 820 00001178 311 0 0 V/C Ratio(X) 0.62 0.00 0.00 0.00 0.00 0.39 0.83 0.00 0.00 Avail Cap(c_a), veh/h 820 00001178 519 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.88 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 10.8 0.0 0.0 0.0 0.0 6.1 33.4 0.0 0.0 Incr Delay (d2), s/veh 3.1 0.0 0.0 0.0 0.0 1.0 5.7 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.7 0.0 0.0 0.0 0.0 2.8 5.5 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.8 0.0 0.0 0.0 0.0 7.0 39.1 0.0 0.0 LnGrp LOS BAAAAADAA Approach Vol, veh/h 507 457 258 Approach Delay, s/veh 13.8 7.0 39.1 Approach LOS B A D Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 63.4 63.4 21.6 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 47.0 47.0 26.0 Max Q Clear Time (g_c+I1), s 31.4 11.8 14.4 Green Ext Time (p_c), s 3.2 2.9 1.2 Intersection Summary HCM 6th Ctrl Delay 16.6 HCM 6th LOS B IV-13 HCM 6th Signalized Intersection Summary 2025 Background AM (Signalized) 2: I-81 SB Ramp & Reliance Rd 07/09/2024 Hester Property Synchro 11 Report Wells + Associates Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 394 176 69 320 0000742223 Future Volume (veh/h) 0 394 176 69 320 0000742223 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 428 191 75 348 0 80 2 242 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %022220 222 Cap, veh/h 0 792 353 179 799 0 94 2 284 Arrive On Green 0.00 0.65 0.65 0.65 0.65 0.00 0.23 0.23 0.23 Sat Flow, veh/h 0 1225 547 190 1235 0 403 10 1218 Grp Volume(v), veh/h 0 0 619 423 0 0 324 0 0 Grp Sat Flow(s),veh/h/ln 0 0 1772 1425 0 0 1631 0 0 Q Serve(g_s), s 0.0 0.0 14.2 2.0 0.0 0.0 14.3 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 14.2 16.2 0.0 0.0 14.3 0.0 0.0 Prop In Lane 0.00 0.31 0.18 0.00 0.25 0.75 Lane Grp Cap(c), veh/h 0 0 1146 978 0 0 381 0 0 V/C Ratio(X)0.00 0.00 0.54 0.43 0.00 0.00 0.85 0.00 0.00 Avail Cap(c_a), veh/h 0 0 1146 978 0 0 533 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.00 0.94 0.93 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 7.2 6.3 0.0 0.0 27.5 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 1.7 1.3 0.0 0.0 9.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 4.2 2.4 0.0 0.0 6.3 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.0 8.9 7.6 0.0 0.0 36.6 0.0 0.0 LnGrp LOS AAAAAA DAA Approach Vol, veh/h 619 423 324 Approach Delay, s/veh 8.9 7.6 36.6 Approach LOS A A D Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 53.0 22.0 53.0 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 41.5 24.5 41.5 Max Q Clear Time (g_c+I1), s 16.2 16.3 18.2 Green Ext Time (p_c), s 4.1 1.3 2.7 Intersection Summary HCM 6th Ctrl Delay 15.1 HCM 6th LOS B IV-14 HCM 6th Signalized Intersection Summary 2025 Background PM (Signalized) 1: I-81 NB Ramp & Reliance Rd 07/09/2024 Hester Property Synchro 11 Report Wells + Associates Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 236 300 0 0 265 132 178 4 96 0 0 0 Future Volume (veh/h) 236 300 0 0 265 132 178 4 96 0 0 0 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 257 326 0 0 288 143 193 4 104 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %220022222 Cap, veh/h 372 436 0 0 754 374 220 5 119 Arrive On Green 0.21 0.21 0.00 0.00 0.64 0.64 0.20 0.20 0.20 Sat Flow, veh/h 474 682 0 0 1179 586 1096 23 591 Grp Volume(v), veh/h 583 000043130100 Grp Sat Flow(s),veh/h/ln 1156 00001765 1709 0 0 Q Serve(g_s), s 28.8 0.0 0.0 0.0 0.0 8.8 12.8 0.0 0.0 Cycle Q Clear(g_c), s 37.5 0.0 0.0 0.0 0.0 8.8 12.8 0.0 0.0 Prop In Lane 0.44 0.00 0.00 0.33 0.64 0.35 Lane Grp Cap(c), veh/h 808 00001128 344 0 0 V/C Ratio(X) 0.72 0.00 0.00 0.00 0.00 0.38 0.88 0.00 0.00 Avail Cap(c_a), veh/h 808 00001128 376 0 0 HCM Platoon Ratio 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.82 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 27.7 0.0 0.0 0.0 0.0 6.5 29.1 0.0 0.0 Incr Delay (d2), s/veh 4.6 0.0 0.0 0.0 0.0 1.0 18.9 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.8 0.0 0.0 0.0 0.0 2.6 6.8 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.3 0.0 0.0 0.0 0.0 7.5 48.0 0.0 0.0 LnGrp LOS C AAAAADAA Approach Vol, veh/h 583 431 301 Approach Delay, s/veh 32.3 7.5 48.0 Approach LOS C A D Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 53.9 53.9 21.1 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 46.5 46.5 16.5 Max Q Clear Time (g_c+I1), s 39.5 10.8 14.8 Green Ext Time (p_c), s 2.3 2.7 0.3 Intersection Summary HCM 6th Ctrl Delay 27.7 HCM 6th LOS C IV-15 HCM 6th Signalized Intersection Summary 2025 Background PM (Signalized) 2: I-81 SB Ramp & Reliance Rd 07/09/2024 Hester Property Synchro 11 Report Wells + Associates Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 444 168 61 382 0000920303 Future Volume (veh/h) 0 444 168 61 382 0000920303 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 483 183 66 415 0 100 0 329 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %022220 222 Cap, veh/h 0 759 288 128 762 0 111 0 365 Arrive On Green 0.00 0.59 0.59 1.00 1.00 0.00 0.29 0.00 0.29 Sat Flow, veh/h 0 1293 490 125 1297 0 379 0 1248 Grp Volume(v), veh/h 0 0 666 481 0 0 429 0 0 Grp Sat Flow(s),veh/h/ln 0 0 1782 1422 0 0 1627 0 0 Q Serve(g_s), s 0.0 0.0 18.5 7.0 0.0 0.0 19.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 18.5 25.5 0.0 0.0 19.0 0.0 0.0 Prop In Lane 0.00 0.27 0.14 0.00 0.23 0.77 Lane Grp Cap(c), veh/h 0 0 1047 890 0 0 476 0 0 V/C Ratio(X)0.00 0.00 0.64 0.54 0.00 0.00 0.90 0.00 0.00 Avail Cap(c_a), veh/h 0 0 1047 890 0 0 531 0 0 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.00 0.94 0.94 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 10.2 1.0 0.0 0.0 25.5 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 2.8 2.2 0.0 0.0 17.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 6.2 0.5 0.0 0.0 9.2 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.0 13.0 3.2 0.0 0.0 42.8 0.0 0.0 LnGrp LOS AABAAA DAA Approach Vol, veh/h 666 481 429 Approach Delay, s/veh 13.0 3.2 42.8 Approach LOS B A D Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 48.6 26.4 48.6 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 41.5 24.5 41.5 Max Q Clear Time (g_c+I1), s 20.5 21.0 27.5 Green Ext Time (p_c), s 4.3 0.9 2.6 Intersection Summary HCM 6th Ctrl Delay 18.1 HCM 6th LOS B IV-16 HCM 6th Signalized Intersection Summary 2025 Total Future AM (Signalized) 1: I-81 NB Ramp & Reliance Rd 07/09/2024 Hester Property Synchro 11 Report Wells + Associates Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 241 247 0 0 275 170 346 1 96 0 0 0 Future Volume (veh/h) 241 247 0 0 275 170 346 1 96 0 0 0 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 262 268 0 0 299 185 376 1 104 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %220022222 Cap, veh/h 303 271 0 0 607 376 403 1 112 Arrive On Green 0.56 0.56 0.00 0.00 0.56 0.56 0.30 0.30 0.30 Sat Flow, veh/h 427 483 0 0 1081 669 1356 4 375 Grp Volume(v), veh/h 530 000048448100 Grp Sat Flow(s),veh/h/ln 910 00001750 1735 0 0 Q Serve(g_s), s 33.5 0.0 0.0 0.0 0.0 14.2 22.9 0.0 0.0 Cycle Q Clear(g_c), s 47.7 0.0 0.0 0.0 0.0 14.2 22.9 0.0 0.0 Prop In Lane 0.49 0.00 0.00 0.38 0.78 0.22 Lane Grp Cap(c), veh/h 574 000098351600 V/C Ratio(X) 0.92 0.00 0.00 0.00 0.00 0.49 0.93 0.00 0.00 Avail Cap(c_a), veh/h 574 000098353100 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.81 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 24.9 0.0 0.0 0.0 0.0 11.3 29.0 0.0 0.0 Incr Delay (d2), s/veh 19.5 0.0 0.0 0.0 0.0 1.8 23.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.7 0.0 0.0 0.0 0.0 5.0 12.5 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 44.4 0.0 0.0 0.0 0.0 13.1 52.3 0.0 0.0 LnGrp LOS D AAAABDAA Approach Vol, veh/h 530 484 481 Approach Delay, s/veh 44.4 13.1 52.3 Approach LOS D B D Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 53.7 53.7 31.3 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 47.0 47.0 26.0 Max Q Clear Time (g_c+I1), s 49.7 16.2 24.9 Green Ext Time (p_c), s 0.0 3.1 0.4 Intersection Summary HCM 6th Ctrl Delay 36.8 HCM 6th LOS D IV-17 HCM 6th Signalized Intersection Summary 2025 Total Future AM (Signalized) 2: I-81 SB Ramp & Reliance Rd 07/09/2024 Hester Property Synchro 11 Report Wells + Associates Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 415 205 69 550 0000742351 Future Volume (veh/h) 0 415 205 69 550 0000742351 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 451 223 75 598 0 80 2 382 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %022220 222 Cap, veh/h 0 672 332 108 724 0 87 2 414 Arrive On Green 0.00 0.57 0.57 0.57 0.57 0.00 0.31 0.31 0.31 Sat Flow, veh/h 0 1181 584 95 1272 0 279 7 1331 Grp Volume(v), veh/h 0 0 674 673 0 0 464 0 0 Grp Sat Flow(s),veh/h/ln 0 0 1765 1368 0 0 1617 0 0 Q Serve(g_s), s 0.0 0.0 20.0 14.3 0.0 0.0 20.8 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 20.0 34.3 0.0 0.0 20.8 0.0 0.0 Prop In Lane 0.00 0.33 0.11 0.00 0.17 0.82 Lane Grp Cap(c), veh/h 0 0 1004 831 0 0 503 0 0 V/C Ratio(X)0.00 0.00 0.67 0.81 0.00 0.00 0.92 0.00 0.00 Avail Cap(c_a), veh/h 0 0 1004 831 0 0 528 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.00 0.94 0.88 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 11.3 14.0 0.0 0.0 25.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 3.4 7.4 0.0 0.0 21.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 6.9 7.4 0.0 0.0 10.4 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.0 14.6 21.5 0.0 0.0 46.3 0.0 0.0 LnGrp LOS A A B C A A D A A Approach Vol, veh/h 674 673 464 Approach Delay, s/veh 14.6 21.5 46.3 Approach LOS B C D Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 47.2 27.8 47.2 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 41.5 24.5 41.5 Max Q Clear Time (g_c+I1), s 22.0 22.8 36.3 Green Ext Time (p_c), s 4.3 0.5 2.0 Intersection Summary HCM 6th Ctrl Delay 25.3 HCM 6th LOS C IV-18 HCM 6th Signalized Intersection Summary 2025 Total Future PM (Signalized) 1: I-81 NB Ramp & Reliance Rd 07/09/2024 Hester Property Synchro 11 Report Wells + Associates Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 278 308 0 0 266 132 189 4 96 0 0 0 Future Volume (veh/h) 278 308 0 0 266 132 189 4 96 0 0 0 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 302 335 0 0 289 143 205 4 104 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %220022222 Cap, veh/h 385 375 0 0 748 370 232 5 118 Arrive On Green 0.21 0.21 0.00 0.00 0.63 0.63 0.21 0.21 0.21 Sat Flow, veh/h 496 592 0 0 1181 584 1121 22 569 Grp Volume(v), veh/h 637 000043231300 Grp Sat Flow(s),veh/h/ln 1088 00001765 1712 0 0 Q Serve(g_s), s 35.0 0.0 0.0 0.0 0.0 8.9 13.3 0.0 0.0 Cycle Q Clear(g_c), s 43.9 0.0 0.0 0.0 0.0 8.9 13.3 0.0 0.0 Prop In Lane 0.47 0.00 0.00 0.33 0.65 0.33 Lane Grp Cap(c), veh/h 760 00001118 354 0 0 V/C Ratio(X) 0.84 0.00 0.00 0.00 0.00 0.39 0.88 0.00 0.00 Avail Cap(c_a), veh/h 760 00001118 377 0 0 HCM Platoon Ratio 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.71 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 31.5 0.0 0.0 0.0 0.0 6.7 28.9 0.0 0.0 Incr Delay (d2), s/veh 7.9 0.0 0.0 0.0 0.0 1.0 20.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 13.9 0.0 0.0 0.0 0.0 2.7 7.2 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 39.4 0.0 0.0 0.0 0.0 7.7 49.3 0.0 0.0 LnGrp LOS D AAAAADAA Approach Vol, veh/h 637 432 313 Approach Delay, s/veh 39.4 7.7 49.3 Approach LOS D A D Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 53.5 53.5 21.5 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 46.5 46.5 16.5 Max Q Clear Time (g_c+I1), s 45.9 10.9 15.3 Green Ext Time (p_c), s 0.3 2.7 0.2 Intersection Summary HCM 6th Ctrl Delay 31.7 HCM 6th LOS C IV-19 HCM 6th Signalized Intersection Summary 2025 Total Future PM (Signalized) 2: I-81 SB Ramp & Reliance Rd 07/09/2024 Hester Property Synchro 11 Report Wells + Associates Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 493 233 61 394 0000920311 Future Volume (veh/h) 0 493 233 61 394 0000920311 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 536 253 66 428 0 100 0 338 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %022220 222 Cap, veh/h 0 700 330 105 634 0 110 0 373 Arrive On Green 0.00 0.58 0.58 1.00 1.00 0.00 0.30 0.00 0.30 Sat Flow, veh/h 0 1201 567 86 1088 0 371 0 1255 Grp Volume(v), veh/h 0 0 789 494 0 0 438 0 0 Grp Sat Flow(s),veh/h/ln 0 0 1768 1174 0 0 1626 0 0 Q Serve(g_s), s 0.0 0.0 25.2 16.1 0.0 0.0 19.4 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 25.2 41.3 0.0 0.0 19.4 0.0 0.0 Prop In Lane 0.00 0.32 0.13 0.00 0.23 0.77 Lane Grp Cap(c), veh/h 0 0 1031 739 0 0 483 0 0 V/C Ratio(X)0.00 0.00 0.77 0.67 0.00 0.00 0.91 0.00 0.00 Avail Cap(c_a), veh/h 0 0 1031 739 0 0 531 0 0 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.00 0.94 0.93 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 11.8 4.2 0.0 0.0 25.4 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 5.1 4.4 0.0 0.0 18.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 8.8 1.0 0.0 0.0 9.5 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.0 16.9 8.7 0.0 0.0 43.6 0.0 0.0 LnGrp LOS AABAAA DAA Approach Vol, veh/h 789 494 438 Approach Delay, s/veh 16.9 8.7 43.6 Approach LOS B A D Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 48.2 26.8 48.2 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 41.5 24.5 41.5 Max Q Clear Time (g_c+I1), s 27.2 21.4 43.3 Green Ext Time (p_c), s 4.6 0.9 0.0 Intersection Summary HCM 6th Ctrl Delay 21.3 HCM 6th LOS C IV-20 Attachment V  Crash Data     I‐81 NB Ramps & Reliance RoadDocument Nbr Crash DateCrash Military Time Crash SeverityK_People A_People B_People C_People Persons InjPedestrianPedestrianVehicle Co Collision Type191145223 4/22/2019 1630 PDO. Property Damage Only 000000021. Rear End193435503 12/9/2019 1011 PDO. Property Damage Only 000000021. Rear End212435332 8/14/2021 1841 B. Visible Injury 001120023. Head On212535039 9/8/2021 2236 PDO. Property Damage Only 000000022. AngleV-1 I‐81 SB Ramps & Reliance RoadDocument Nbr Crash Date Crash Military Time Crash Severity K_People A_People B_People C_People Persons InjPedestrianPedestrianVehicle CouCollision Type192435102 8/29/2019 1105 B. Visible Injury 001010022. Angle190395051 2/7/2019 1505 PDO. Property Damage Only 000000022. Angle191275105 5/3/2019 1036 PDO. Property Damage Only 000000022. AngleV-2 Attachment VI  Signal Warrant Analysis  I-81 NB Ramps/Reliance Road 07/09/24 2025 Total Future 10:30:38 TEAPAC[Ver 9.50.02] - MUTCD Warrant Analysis Conditions Used for Warrant Analysis 2009 MUTCD Intersection # 1 Major Street Direction EastWest Number of Lanes in North-South direction 1 Number of Lanes in East-West direction 1 Approach speed on major street is greater than 40 mph No Isolated community has population less than 10,000 No Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to improve conditions Yes Number of accidents correctable by a signal 1 Peak hour stop sign delay for worst minor approach (veh-hours)20 Number of accidents correctable by a multi-way stop 0 Peak hour average delay for all minor approaches (sec/veh)0 TEAPAC[Ver 9.50.02] - Warrant Analysis for Traffic Signal Warrant 1A Analysis - 8-Hour Minimum Vehicular Volume Start Time 700 1600 1500 1200 1700 1400 1300 800 Req. Minor Volume 443 289 275 268 260 259 248 243 150 Major Volume 933 984 879 700 883 694 700 640 500 Warrant Met? Yes Yes Yes Yes Yes Yes Yes Yes 8 Number of 1-hour periods meeting the warrant 12 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 1A IS MET << Warrant 1B Analysis - 8-Hour Interruption of Continuous Traffic Start Time 700 1600 1500 1700 1200 1400 1300 800 Req. Minor Volume 443 289 275 260 268 259 248 243 75 Major Volume 933 984 879 883 700 694 700 640 750 Warrant Met? Yes Yes Yes Yes No No No No 8 Number of 1-hour periods meeting the warrant 4 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 1B IS NOT MET << VI-1 I-81 NB Ramps/Reliance Road 07/09/24 2025 Total Future 10:30:38 TEAPAC[Ver 9.50.02] - Warrant Analysis for Traffic Signal Warrant 1A Analysis (80%) - 8-Hour Minimum Vehicular Volume Start Time 700 1600 1500 1200 1700 1400 1300 800 Req. Minor Volume 443 289 275 268 260 259 248 243 120 Major Volume 933 984 879 700 883 694 700 640 400 Warrant Met? Yes Yes Yes Yes Yes Yes Yes Yes 8 Number of 1-hour periods meeting the warrant 13 Warrant 1B Analysis (80%) - 8-Hour Interruption of Continuous Traf Start Time 700 1600 1500 1200 1700 1400 1300 800 Req. Minor Volume 443 289 275 268 260 259 248 243 60 Major Volume 933 984 879 700 883 694 700 640 600 Warrant Met? Yes Yes Yes Yes Yes Yes Yes Yes 8 Number of 1-hour periods meeting the warrant 10 Warrant 1C Analysis - 8-Hour Combination of Warrants 80% of Warrants 1A and 1B are met Yes Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to reduce delays Yes >> WARRANT 1C IS MET << Warrant 2 Analysis - 4-Hour Vehicular Volume Start Time 700 1600 1500 1200 1700 1400 1300 800 Req. Minor Volume 443 289 275 268 260 259 248 243 Minor Reqrmt 117 104 131 180 130 182 180 201 <-- Warrant Met? Yes Yes Yes Yes Yes Yes Yes Yes 4 Number of 1-hour periods meeting the warrant 11 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 2 IS MET << VI-2 I-81 NB Ramps/Reliance Road 07/09/24 2025 Total Future 10:30:38 TEAPAC[Ver 9.50.02] - Warrant Analysis for Traffic Signal Warrant 3A Analysis - Peak Hour Delay Start Time 700 1600 1500 1200 1700 1400 1300 800 Req. Minor Volume 443 289 275 268 260 259 248 243 100 Total Volume 1376 1273 1154 968 1143 953 948 883 650 Warrant Met? Yes Yes Yes Yes Yes Yes Yes Yes 1 Number of 1-hour periods meeting the warrant 13 Signal will not seriously disrupt progressive traffic flow Yes Delay for worst minor approach (must be at least 4 veh-hours)20 >> WARRANT 3A IS MET << Warrant 3B Analysis - Peak Hour Volume Start Time 700 1600 1500 1700 1200 1400 1300 800 Req. Minor Volume 443 289 275 260 268 259 248 243 Minor Reqrmt 225 210 244 243 320 323 320 350 <-- Warrant Met? Yes Yes Yes Yes No No No No 1 Number of 1-hour periods meeting the warrant 4 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 3B IS MET << Warrant 7 Analysis - Crash Experience 80% of Warrant 1A or 1B is met Yes Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to reduce accidents Yes Number of correctable accidents (must be 5 or more per year)1 >> WARRANT 7 IS NOT MET << Summary of MUTCD Traffic Signal Warrant Analysis Warrant 1A 8-Hour Minimum Vehicular Volume MET Warrant 1B 8-Hour Interruption of Continuous Traffic NOT MET Warrant 1C 8-Hour Combination of Warrants MET Warrant 2 4-Hour Vehicular Volume MET Warrant 3A Peak Hour Delay MET Warrant 3B Peak Hour Volume MET Warrant 7 Crash Experience NOT MET >> Traffic Signal Warrant is MET << VI-3 I-81 SB Ramps/Reliance Road 07/09/24 2025 Total Future 10:31:58 TEAPAC[Ver 9.50.02] - MUTCD Warrant Analysis Conditions Used for Warrant Analysis 2009 MUTCD Intersection # 1 Major Street Direction EastWest Number of Lanes in North-South direction 1 Number of Lanes in East-West direction 1 Approach speed on major street is greater than 40 mph No Isolated community has population less than 10,000 No Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to improve conditions Yes Number of accidents correctable by a signal 3 Peak hour stop sign delay for worst minor approach (veh-hours)12 Number of accidents correctable by a multi-way stop 0 Peak hour average delay for all minor approaches (sec/veh)0 TEAPAC[Ver 9.50.02] - Warrant Analysis for Traffic Signal Warrant 1A Analysis - 8-Hour Minimum Vehicular Volume Start Time 700 1600 1700 1500 1200 1400 1100 1800 Req. Minor Volume 427 403 398 368 317 315 312 310 150 Major Volume 1239 1181 1143 1153 1002 963 880 776 500 Warrant Met? Yes Yes Yes Yes Yes Yes Yes Yes 8 Number of 1-hour periods meeting the warrant 13 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 1A IS MET << Warrant 1B Analysis - 8-Hour Interruption of Continuous Traffic Start Time 700 1600 1700 1500 1200 1400 1100 1800 Req. Minor Volume 427 403 398 368 317 315 312 310 75 Major Volume 1239 1181 1143 1153 1002 963 880 776 750 Warrant Met? Yes Yes Yes Yes Yes Yes Yes Yes 8 Number of 1-hour periods meeting the warrant 12 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 1B IS MET << VI-4 I-81 SB Ramps/Reliance Road 07/09/24 2025 Total Future 10:31:58 TEAPAC[Ver 9.50.02] - Warrant Analysis for Traffic Signal Warrant 1A Analysis (80%) - 8-Hour Minimum Vehicular Volume Start Time 700 1600 1700 1500 1200 1400 1100 1800 Req. Minor Volume 427 403 398 368 317 315 312 310 120 Major Volume 1239 1181 1143 1153 1002 963 880 776 400 Warrant Met? Yes Yes Yes Yes Yes Yes Yes Yes 8 Number of 1-hour periods meeting the warrant 13 Warrant 1B Analysis (80%) - 8-Hour Interruption of Continuous Traf Start Time 700 1600 1700 1500 1200 1400 1100 1800 Req. Minor Volume 427 403 398 368 317 315 312 310 60 Major Volume 1239 1181 1143 1153 1002 963 880 776 600 Warrant Met? Yes Yes Yes Yes Yes Yes Yes Yes 8 Number of 1-hour periods meeting the warrant 13 Warrant 1C Analysis - 8-Hour Combination of Warrants 80% of Warrants 1A and 1B are met Yes Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to reduce delays Yes >> WARRANT 1C IS MET << Warrant 2 Analysis - 4-Hour Vehicular Volume Start Time 700 1600 1700 1500 1200 1400 1100 1800 Req. Minor Volume 427 403 398 368 317 315 312 310 Minor Reqrmt 80 81 83 82 100 109 131 161 <-- Warrant Met? Yes Yes Yes Yes Yes Yes Yes Yes 4 Number of 1-hour periods meeting the warrant 13 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 2 IS MET << VI-5 I-81 SB Ramps/Reliance Road 07/09/24 2025 Total Future 10:31:58 TEAPAC[Ver 9.50.02] - Warrant Analysis for Traffic Signal Warrant 3A Analysis - Peak Hour Delay Start Time 700 1600 1700 1500 1200 1400 1100 1800 Req. Minor Volume 427 403 398 368 317 315 312 310 100 Total Volume 1666 1584 1541 1521 1319 1278 1192 1086 650 Warrant Met? Yes Yes Yes Yes Yes Yes Yes Yes 1 Number of 1-hour periods meeting the warrant 13 Signal will not seriously disrupt progressive traffic flow Yes Delay for worst minor approach (must be at least 4 veh-hours)12 >> WARRANT 3A IS MET << Warrant 3B Analysis - Peak Hour Volume Start Time 700 1600 1700 1500 1200 1400 1100 1800 Req. Minor Volume 427 403 398 368 317 315 312 310 Minor Reqrmt 140 155 164 162 204 216 244 290 <-- Warrant Met? Yes Yes Yes Yes Yes Yes Yes Yes 1 Number of 1-hour periods meeting the warrant 10 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 3B IS MET << Warrant 7 Analysis - Crash Experience 80% of Warrant 1A or 1B is met Yes Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to reduce accidents Yes Number of correctable accidents (must be 5 or more per year)3 >> WARRANT 7 IS NOT MET << Summary of MUTCD Traffic Signal Warrant Analysis Warrant 1A 8-Hour Minimum Vehicular Volume MET Warrant 1B 8-Hour Interruption of Continuous Traffic MET Warrant 1C 8-Hour Combination of Warrants MET Warrant 2 4-Hour Vehicular Volume MET Warrant 3A Peak Hour Delay MET Warrant 3B Peak Hour Volume MET Warrant 7 Crash Experience NOT MET >> Traffic Signal Warrant is MET << VI-6 VDOT Signal Justification Report Template - Version 2.0 - December 2019 Appendix B: VJuST Input and Results Worksheets Project Title: E-W Facility: N-S Facility: Date: Through Right Eastbound 247 0 3.00% Westbound 275 170 3.00% Northbound 1 96 3.00% Southbound 0 0 3.00% Adjustment Factor 0.80 0.95 0.85 Suggested U - 0.8 L - 0.95 0.85 Through Right Approach Eastbound 254 0 502 Westbound 283 175 458 Northbound 1 99 456 Southbound 0 0 0 July 8, 2024 Equivalent Passenger Car Volume Volume (pc/hr) Traffic Volume Demand Truck Percent (%) Truck to PCE Factor Critical Lane Volume Suggested = 2.00 Direction 1 truck = X Passenger Car Equivalents Conversion of U-turning vehicles to equivalent through vehicles Truck to PCE Factor 1600 VDOT Junction Screening Tool Input Worksheet 2025 Total Future AM Reliance Road I-81 NB Ramps Volume (veh/hr) 2.00 U-Turn / Left Notes: U-turn Adjustment Factor Conversion of left-turning vehicles to equivalent through vehicles 241 0 346 U-Turn / Left Critical Lane Volume Sum Limit Right-turn Adjustment Factor Conversion of right-turning vehicles to equivalent through vehicles Left-turn Adjustment Factor Saturation value for critical lane volume sum at an intersection 0 0 248 0 356 1B-1 # Intersections Information Consider?Justification 1 Conventional -Y 2 Bowtie Link N 3 Center Turn Overpass Link N 4 Continuous Green-T Link N 5 Echelon Link N 6 Full Displaced Left Turn Link N 7 Median U-Turn Link N 8 Partial Displaced Left Turn Link N 9 Partial Median U-Turn Link N 10 Quadrant Roadway N-E Link N 11 Quadrant Roadway N-W Link N 12 Quadrant Roadway S-E Link N 13 Quadrant Roadway S-W Link N 14 Restricted Crossing U-Turn Link N 15 Single Loop Link N 16 Split Intersection Link N 17 Thru-Cut Link N 18 50 Mini Roundabout Link N 19 75 Mini Roundabout Link N 20 Roundabout Link Y 21 Two-Way Stop Control -Y # Interchanges Information Consider? Justification 22 Traditional Diamond Link N 23 Contraflow Left Link N 24 Displaced Left Turn Link N 25 Diverging Diamond Link N 26 Double Roundabout Link N 27 Michigan Urban Diamond Link N 28 Partial Cloverleaf Link N 29 Single Point Link N 30 Single Roundabout Link N Indicate with a "Y" or "N" if each intersection or interchange configuration should or should not be considered. Use the information links for guidance. Then, click the "Show/Hide Configurations button" to hide the worksheets for the configurations that will not be considered. Possible Configurations VDOT Junction Screening Tool Signalized Intersections Unsignalized Intersections 2B-2 Intersections Direction TwoDirList FourDirList EchelonList TwoDirList TwoDirList TwoDirList TwoDirList SingleLoopList TwoDirList TwoDirList TwoDirList Interchanges Direction TwoDirList Base Number of Through Lanes Enter a base number of through lanes for each direction. The number of through lanes entered will populate on each non-roundabout lane configuration worksheet. This tool also allows the user to enter the number of through lanes on the lane configuration worksheets directly. This base number may be overwritten on individual lane configuration worksheets. Turn lanes, shared lanes, and channelized lanes must still be entered in each lane configuration worksheet. Eastbound Westbound Northbound Southbound 1 1 1 1 N/A N/A N/A Question N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A All Bowtie Continuous Green-T Echelon Median U-Turn Partial Displaced Left Turn Thru-Cut Single Loop Split Intersection N/A N/A Partial Median U-Turn Restricted Crossing U-Turn N/AN/A VDOT Junction Screening Tool Directional Questions and Base Lane Configurations Before entering a base number of through lanes for each direction, answer all applicable directional question for each intersection or interchange configuration selected for consideration. Navigate to the lane configuration worksheet for example diagrams, if provided. N/A N/A Question N/A N/A 3B-3 U-Turn / Left Through Right 241 247 0 0 275 170 346 1 96 000 Volumes (veh/hr) Eastbound Northbound Westbound Southbound VDOT Junction Screening Tool Results Worksheet Intersection Results Project Title: EW Facility: NS Facility: Date: General Information 2025 Total Future AM Reliance Road I-81 NB Ramps July 8, 2024 General Instructions: All intersection and interchange configurations have a default assumption of one exclusive lane per movement. No results shall be interpreted until the user has verified the lane configurations on each worksheet.CongestionPedestrianSafetyNotes Type Dir Maximum V/C Accommodation Compared to Conventional Weighted Total Conflict Points Conventional -0.76 48 Roundabout -0.62 8 Two-Way Stop Control -2.07 48 *The continuous green-T is the only three-legged innovative intersection in this tool. To compare the continuous green-T to other innovative intersections, conflicts corresponding with the fourth leg must be removed. This has been done for the conventional intersection. Conflict point diagrams for three-legged and four-legged conventional intersections have been provided on the conventional intersection worksheet for reference. 1B-4 Interchange ResultsCongestionPedestrianSafety Notes Type Dir Maximum V/C Accommodation Compared to Traditional Diamond Weighted Total Conflict Points Congestion Pedestrian Safety Information The maximum v/c ratio represents the worst v/c of all zones that make up an intersection. Compares the potential of each design to accommodate pedestrians based on safety, wayfinding, and delay. Potential is qualitatively defined as better (+), similar (blank cell), or worse (-) than a conventional intersection or traditional diamond interchange. Weighted Total = (2 x Crossing Conflicts) + Merging Conflicts + Diverging Conflicts 2B-5 Conventional Conventional EW Split? FALSENS Split? FALSE NS Facility:I-81 NB Ramps VOLUME / CAPACITY RATIO:0.76 N DESIGN AND RESULTS DATA INPUT AND CONFIGURATION Project Name:2025 Total Future AM Critical Lane Volume Sum Date:July 8, 2024 EW Facility:Reliance Road < 1200 1200 - 1399 1400 - 1599 ≥ 1600 No Shared ? Shared ? Yes Yes SB Critical Vol473 Channelized w/ Rcv Lane? Enter the lane configurations in the yellow cells. S Channelized w/ Rcv Lane? Shared ? WE No 0.76 V / C 1223 pcph pcph pcph 000 0pcphYes 000 EB Critical Vol489 Yes Shared ?pcph00No Channelized w/ Rcv Lane?0Yes Shared ?pcph00pcph750489pcph0Shared ? Yes 0 473 011223 0010 pcph1 Merging 1 Diverging 1 Weighted Total Conflict Points 48 Safety - Conflict Point Diagram (Three Legs) Weighted Total Conflict Points 12 Diverging 3 Total 9 Conflict Type Weight Crossing 2 Merging 1 Diverging Conflict Type Total Note: This diagram does not reflect the actual lane configuration of the intersection Safety - Conflict Point Diagram Weight Crossing 2 Conflict Type Count Crossing Merging Diverging 16 8 8 32 WB Critical Vol750 NB Critical Vol0 Conflict Type Count Crossing 3 Merging 3 Yes Yes Channelized w/ Rcv Lane? pcph pcph pcph Shared ? Shared ? No 1Zone 5 Zone 5 Back to Results VDOT JUNCTION SCREENING TOOL Ver 1.0 1 B-6 1111● The number of circulaƟng lanes in one quadrant is assumed to be equal to the number of exiting lanes in the next quadrant.● The roundabout is limited to a maximum of two entry lanes and two circulating lanes.● All leŌ-turning vehicles are assumed to stay in the innermost lane unƟl exiting the roundabout.● This worksheet does not use the CLV methodology. The calculaƟons are based on the HCM 6th Edition.Predicted approach capacityPredicted approach capacitySlip Lane?NoPredicted approach capacityLane 2EBSafety - Conflict Point DiagramConflict Type CountCrossing 0Merging8Conflict Type WeightCrossingLane 10.36WESPredicted approach capacityLane 1Lane 2V/CV/C Lane 2Lane 10.62V/CLane 2 V/CV/CV/C Lane 10.55V/C2025 Total Future AMCritical Lane Volume SumI-81 NB RampsV/CJuly 8, 2024VOLUME / CAPACITY RATIO:0.62N0WB2Total 8Slip Lane?AssumptionsSBNumber of Entry LanesWeighted Total Conflict PointsMergingDiverging 11Diverging 44Number of Circulating Lanes1pcph 248Slip Lane?Number of Entry Lanes1Number of Circulating LanesNumber of Entry Lanes0pcphpcph0100pcph pcphDESIGN AND RESULTSDATA INPUT AND CONFIGURATIONCAPACITY CALCULATIONS0.50Lane CapacityEW Facility:Reliance Road< 12001200 - 1399 1400 - 1599≥ 16001175pcphThrough lane utilization factor283pcphProject Name:NS Facility:Enter the lane configurations in the yellow cells.Date:2pcph pcph V/C RATIO V/C RATIO639 SBWBConflicting flow0 458pcphNoNumber of Circulating Lanes1pcph 502V/C RATIO0.36745V/C RATIOpcphConflicting flow60510.62V/C RATIO21Conflicting flow Number of Circulating LanesNoSlip Lane?1Through lane utilization factor Number of Entry Lanes0 254 248 pcph V/C RATIONo110.50pcphConflicting flow502EBLane Capacity 1380V/C RATIOpcph 254356 1 99827356pcph pcph pcph pcph 0Number of Entry LanesNumber of Circulating LanesLane A B11-1380 0.001021420 0.00085-2121NBThrough lane utilization factor0.000910.000911420Right12Lane Capacity0.509911 1Lane Capacity175283122Left135010.50Through lane utilization factor0Left1420RoundaboutRoundaboutRoundaboutEQUATION: A x exp(-B x Q)10.55456pcphV/C RATIONB0.000920.000851420Right22Zone 1Zone 3Zone 2Zone 4Backto ResultsVDOT JUNCTION SCREENING TOOLVer 1.01B-7 Priority MVMTRank1 EBL 2 1 2 241 0 Yes0.03vc,1445.00tc,14.13tf,12.23cp,11109.88cm,11109.881 1109.8810.222EBT1 4 2 0 0 Yes0.03vc,4247.00tc,44.13tf,42.23cp,41313.03cm,41313.032 1800.0020.143 EBR 1 7 3 346 0 Yes Yes 0.03vc,71089.00tc,76.43tf,73.53cp,7237.37cm,7177.6313 1500.0030.004WBL2 80 1vc,8tc,8tf,8cp,8cm,804 1313.0340.005WBT1 9 2 96 0 Yes Yes 0.03vc,9247.00tc,96.23tf,93.33cp,9789.29cm,9789.2915 1800.0050.156WBR1 100 0 0vc,10tc,10tf,10cp,10cm,1006 1500.0060.117NBL3 110 0vc,11tc,11tf,11cp,11cm,110--------NBT012 000vc,120.00tc,12tf,12cp,12cm,1207-8-9 213.587-8-9 2.079NBR2--------SBL 0 2 1 247 10.03vc,I,7729.00tc,I,75.43-- -- 0.00SBT0 3 1 0 0 Yes No 0.03vc,II,7360.00tc,II,75.4311 11 0.00StopsSBR 0 5 1 275 10.03vc,I,8729.00tc,I,8cp,I,7475.62cm,I,7355.91cm,7177.63----0.0016 1 170 0 Yes No 0.03vc,II,8445.00tc,II,8cp,II,7703.74cm,II,7703.74cm,8#VALUE!MAJOR MINORvc,I,10tc,I,10cp,I,8cm,I,8cm,10EB NBvc,II,10tc,II,10cp,II,8cm,II,8cm,11WBvc,I,11tc,I,11cp,I,10cm,I,10vc,II,11tc,II,11cp,II,10cm,II,102cp,I,11cm,I,11TRUEcp,II,11cm,II,11TRUEy70.63cT,7262.27y8cT,8y10cT,10y11cT,11p0,10.78p0,41.00a0.91p*0,10.75p0,80.00p0,90.88p*0,41.00p0,111.00p0,121.00p"70.748p'70.81fp,70.81p"10p'10#VALUE!fp,10#VALUE!x1i,1+20.14x4i,1+20.27ThroughRightf80.75f110.75f70.75f100.75fI,80.75fII,81.00p0,I,81.00fI,111.00fII,110.75p0,I,111.00fI,70.75fII,71.00fI.101.00fII.100.66Two StageOne StageTwo-Way Stop Control (TWSC)Two-Way Stop Control (TWSC)Two-Way Stop Control (TWSC)Intersection V/C2.07Shared Movement CapacitiesMovementCapacitiesPotentialCapacitiesFollow-UpHeadwaysCritical HeadwaysConflicting FlowsPriority Flow Rates Lanes Shared?Stop controlled?Truck %DESIGN AND RESULTSDATA INPUT AND CONFIGURATIONProject Name:0Stop-controlled approachesMvmt 4, shared leftMvmt 7, 4-legMvmt 10, 4-legNoApproach Stop Controlled?OneNS Major?Major street lanesM1 Shared?M4 Shared?Mvmt 1, excl leftMvmt 4, excl leftFALSENumber of Lanes00170vphShared?Yes1Mvmt 1, shared leftvph● This worksheet does not use the CLV methodology. The calculaƟons are based on the HCM, 6th Edition. The calculations are based on vehicles per hour.HCM 6 CALCULATIONSStep 1: Identify which approaches are stop-controlled by selecting "Yes" from the drop-down box.Step 2: Enter the lane configurations in the yellow cells.Approach Stop Controlled?No2.07YesShared?Shared?YesYesOne or two-stage minor street left and through movments*?001Safety - Conflict Point DiagramAssumptionsApproach Stop Controlled?YesYes YesShared?Note: This diagram does not reflect the actual lane configuration of the intersectionShared?Conflict Type CountCrossing 16Total 32Diverging 1Diverging 848Conflict Type WeightWeighted Total Conflict PointsCrossing 2Merging 8Merging 12025 Total Future AMCritical Lane Volume SumYesApproach Stop Controlled?I-81 NB RampsVOLUME / CAPACITY RATIO:NDate:July 8, 2024EW Facility:Reliance Road< 12001200 - 1399 1400 - 1599≥ 1600NS Facility:WESNumber of Lanes Stop-controlled approavph vph vph00vph1100 Shared?241 0 0 Shared?Yes01Stop-controlled approaNumber of Lanes247 Yes1 Number of Lanes1Shared?vph 0 0 Stop-controlled approachesvph 0 0Movement CapacitiesMovement V/COne storage space in median (nm = 1) for two-stage turns*Assumption:Rank18001500960vph vph10vph0113460275vphSaturation Flow Rates213.580.00NoTwo-Stage Movement CapacitiesSingle-Stage Movement CapacitiesV/C Not Reported for Any Movements?Two-Stage Potential CapacitiesZone 5Backto ResultsVDOT JUNCTION SCREENING TOOLVer 1.01B-8 Project Title: E-W Facility: N-S Facility: Date: Through Right Eastbound 308 0 3.00% Westbound 266 132 3.00% Northbound 4 96 3.00% Southbound 0 0 3.00% Adjustment Factor 0.80 0.95 0.85 Suggested U - 0.8 L - 0.95 0.85 Through Right Approach Eastbound 317 0 603 Westbound 274 136 410 Northbound 4 99 298 Southbound 0 0 0 278 0 189 U-Turn / Left Critical Lane Volume Sum Limit Right-turn Adjustment Factor Conversion of right-turning vehicles to equivalent through vehicles Left-turn Adjustment Factor Saturation value for critical lane volume sum at an intersection 0 0 286 0 195 1 truck = X Passenger Car Equivalents Conversion of U-turning vehicles to equivalent through vehicles Truck to PCE Factor 1600 VDOT Junction Screening Tool Input Worksheet 2025 Total Future PM Reliance Road I-81 NB Ramps Volume (veh/hr) 2.00 U-Turn / Left Notes: U-turn Adjustment Factor Conversion of left-turning vehicles to equivalent through vehicles July 8, 2024 Equivalent Passenger Car Volume Volume (pc/hr) Traffic Volume Demand Truck Percent (%) Truck to PCE Factor Critical Lane Volume Suggested = 2.00 Direction 1B-9 # Intersections Information Consider?Justification 1 Conventional -Y 2 Bowtie Link N 3 Center Turn Overpass Link N 4 Continuous Green-T Link N 5 Echelon Link N 6 Full Displaced Left Turn Link N 7 Median U-Turn Link N 8 Partial Displaced Left Turn Link N 9 Partial Median U-Turn Link N 10 Quadrant Roadway N-E Link N 11 Quadrant Roadway N-W Link N 12 Quadrant Roadway S-E Link N 13 Quadrant Roadway S-W Link N 14 Restricted Crossing U-Turn Link N 15 Single Loop Link N 16 Split Intersection Link N 17 Thru-Cut Link N 18 50 Mini Roundabout Link N 19 75 Mini Roundabout Link N 20 Roundabout Link Y 21 Two-Way Stop Control -Y # Interchanges Information Consider? Justification 22 Traditional Diamond Link N 23 Contraflow Left Link N 24 Displaced Left Turn Link N 25 Diverging Diamond Link N 26 Double Roundabout Link N 27 Michigan Urban Diamond Link N 28 Partial Cloverleaf Link N 29 Single Point Link N 30 Single Roundabout Link N Unsignalized Intersections Indicate with a "Y" or "N" if each intersection or interchange configuration should or should not be considered. Use the information links for guidance. Then, click the "Show/Hide Configurations button" to hide the worksheets for the configurations that will not be considered. Possible Configurations VDOT Junction Screening Tool Signalized Intersections 2B-10 Intersections Direction TwoDirList FourDirList EchelonList TwoDirList TwoDirList TwoDirList TwoDirList SingleLoopList TwoDirList TwoDirList TwoDirList Interchanges Direction TwoDirList N/AN/A VDOT Junction Screening Tool Directional Questions and Base Lane Configurations Before entering a base number of through lanes for each direction, answer all applicable directional question for each intersection or interchange configuration selected for consideration. Navigate to the lane configuration worksheet for example diagrams, if provided. N/A N/A Question N/A N/A N/A N/A N/A All Bowtie Continuous Green-T Echelon Median U-Turn Partial Displaced Left Turn Thru-Cut Single Loop Split Intersection N/A N/A Partial Median U-Turn Restricted Crossing U-Turn N/A N/A N/A N/A N/A N/A N/A N/A Question N/A N/A N/A Southbound 1 1 1 1 Base Number of Through Lanes Enter a base number of through lanes for each direction. The number of through lanes entered will populate on each non-roundabout lane configuration worksheet. This tool also allows the user to enter the number of through lanes on the lane configuration worksheets directly. This base number may be overwritten on individual lane configuration worksheets. Turn lanes, shared lanes, and channelized lanes must still be entered in each lane configuration worksheet. Eastbound Westbound Northbound 3B-11 U-Turn / Left Through Right 278 308 0 0 266 132 189 4 96 000 2025 Total Future PM Reliance Road I-81 NB Ramps July 8, 2024 General Instructions: All intersection and interchange configurations have a default assumption of one exclusive lane per movement. No results shall be interpreted until the user has verified the lane configurations on each worksheet. VDOT Junction Screening Tool Results Worksheet Intersection Results Project Title: EW Facility: NS Facility: Date: General Information Volumes (veh/hr) Eastbound Northbound Westbound Southbound CongestionPedestrianSafetyNotes Type Dir Maximum V/C Accommodation Compared to Conventional Weighted Total Conflict Points Conventional -0.75 48 Roundabout -0.49 8 Two-Way Stop Control -1.43 48 *The continuous green-T is the only three-legged innovative intersection in this tool. To compare the continuous green-T to other innovative intersections, conflicts corresponding with the fourth leg must be removed. This has been done for the conventional intersection. Conflict point diagrams for three-legged and four-legged conventional intersections have been provided on the conventional intersection worksheet for reference. 1B-12 Interchange ResultsCongestionPedestrianSafety Notes Type Dir Maximum V/C Accommodation Compared to Traditional Diamond Weighted Total Conflict Points Congestion Pedestrian Safety Information The maximum v/c ratio represents the worst v/c of all zones that make up an intersection. Compares the potential of each design to accommodate pedestrians based on safety, wayfinding, and delay. Potential is qualitatively defined as better (+), similar (blank cell), or worse (-) than a conventional intersection or traditional diamond interchange. Weighted Total = (2 x Crossing Conflicts) + Merging Conflicts + Diverging Conflicts 2B-13 WB Critical Vol889 NB Critical Vol0 Conflict Type Count Crossing 3 Merging 3 Yes Yes Channelized w/ Rcv Lane? pcph pcph pcph Shared ? Shared ? No 1Note: This diagram does not reflect the actual lane configuration of the intersection Safety - Conflict Point Diagram Weight Crossing 2 Conflict Type Count Crossing Merging Diverging 16 8 8 32 1 Merging 1 Diverging 1 Weighted Total Conflict Points 48 Safety - Conflict Point Diagram (Three Legs) Weighted Total Conflict Points 12 Diverging 3 Total 9 Conflict Type Weight Crossing 2 Merging 1 Diverging Conflict Type Total 434pcph0Shared ? Yes 0 315 011204 0010 pcphYes Shared ?pcph00No Channelized w/ Rcv Lane?0Yes Shared ?pcph00pcph889S Channelized w/ Rcv Lane? Shared ? WE No 0.75 V / C 1204 pcph pcph pcph 000 0pcphYes 000 EB Critical Vol434 1400 - 1599 ≥ 1600 No Shared ? Shared ? Yes Yes SB Critical Vol315 Channelized w/ Rcv Lane? Enter the lane configurations in the yellow cells. Conventional Conventional EW Split? FALSENS Split? FALSE NS Facility:I-81 NB Ramps VOLUME / CAPACITY RATIO:0.75 N DESIGN AND RESULTS DATA INPUT AND CONFIGURATION Project Name:2025 Total Future PM Critical Lane Volume Sum Date:July 8, 2024 EW Facility:Reliance Road < 1200 1200 - 1399 Zone 5 Zone 5 Back to Results VDOT JUNCTION SCREENING TOOL Ver 1.0 1 B-14 1111RoundaboutRoundaboutRoundaboutEQUATION: A x exp(-B x Q)40.40298pcphV/C RATIONB0.000920.000851420Right22Lane Capacity136274122Left135010.50Through lane utilization factor0Left1420 0.000910.000911420Right12Lane Capacity0.509911 1 pcph 0Number of Entry LanesNumber of Circulating LanesLane A B11-1380 0.001021420 0.00085-2121NBThrough lane utilization factorpcph 317195 4 99746195pcph pcph pcph pcph V/C RATIONo110.50pcphConflicting flow603EBLane Capacity 1380V/C RATIONumber of Circulating LanesNoSlip Lane?1Through lane utilization factor Number of Entry Lanes0 317 286 pcph 603V/C RATIO0.44841V/C RATIOpcphConflicting flow48510.49V/C RATIO21Conflicting flow 0 410pcphNoNumber of Circulating Lanes1469SBWBConflicting flow2pcph pcph V/C RATIO V/C RATIO DESIGN AND RESULTSDATA INPUT AND CONFIGURATIONCAPACITY CALCULATIONS0.50Lane CapacityEW Facility:Reliance Road< 12001200 - 1399 1400 - 1599≥ 16001136pcphThrough lane utilization factor274pcphProject Name:NS Facility:Enter the lane configurations in the yellow cells.Date:Slip Lane?Number of Entry Lanes1Number of Circulating LanesNumber of Entry Lanes0pcphpcph0100pcph pcphWB2Total 8Slip Lane?AssumptionsSBNumber of Entry LanesWeighted Total Conflict PointsMergingDiverging 11Diverging 44Number of Circulating Lanes1pcph 286 2025 Total Future PMCritical Lane Volume SumI-81 NB RampsV/CJuly 8, 2024VOLUME / CAPACITY RATIO:0.49N00.44WESPredicted approach capacityLane 1Lane 2V/CV/C Lane 2Lane 10.49V/CLane 2 V/CV/CV/C Lane 10.40V/C● The number of circulaƟng lanes in one quadrant is assumed to be equal to the number of exiting lanes in the next quadrant.● The roundabout is limited to a maximum of two entry lanes and two circulating lanes.● All leŌ-turning vehicles are assumed to stay in the innermost lane unƟl exiting the roundabout.● This worksheet does not use the CLV methodology. The calculaƟons are based on the HCM 6th Edition.Predicted approach capacityPredicted approach capacitySlip Lane?NoPredicted approach capacityLane 2EBSafety - Conflict Point DiagramConflict Type CountCrossing 0Merging8Conflict Type WeightCrossingLane 1Zone 1Zone 3Zone 2Zone 4Backto ResultsVDOT JUNCTION SCREENING TOOLVer 1.01B-15 Priority MVMTRank1 EBL 2 1 2 278 0 Yes0.03vc,1398.00tc,14.13tf,12.23cp,11155.19cm,11155.191 1155.1910.242EBT1 4 2 0 0 Yes0.03vc,4308.00tc,44.13tf,42.23cp,41246.93cm,41246.932 1800.0020.173 EBR 1 7 3 189 0 Yes Yes 0.03vc,71196.00tc,76.43tf,73.53cp,7204.66cm,7145.2413 1500.0030.004WBL2 80 1vc,8tc,8tf,8cp,8cm,804 1246.9340.005WBT1 9 2 96 0 Yes Yes 0.03vc,9308.00tc,96.23tf,93.33cp,9729.64cm,9729.6415 1800.0050.156WBR1 100 0 0vc,10tc,10tf,10cp,10cm,1006 1500.0060.097NBL3 110 0vc,11tc,11tf,11cp,11cm,110--------NBT012 000vc,120.00tc,12tf,12cp,12cm,1207-8-9 198.907-8-9 1.439NBR2--------SBL 0 2 1 308 10.03vc,I,7864.00tc,I,75.43-- -- 0.00SBT0 3 1 0 0 Yes No 0.03vc,II,7332.00tc,II,75.4311 11 0.00StopsSBR 0 5 1 266 10.03vc,I,8864.00tc,I,8cp,I,7411.00cm,I,7291.68cm,7145.24----0.0016 1 132 0 Yes No 0.03vc,II,8398.00tc,II,8cp,II,7724.66cm,II,7724.66cm,8#VALUE!MAJOR MINORvc,I,10tc,I,10cp,I,8cm,I,8cm,10EB NBvc,II,10tc,II,10cp,II,8cm,II,8cm,11WBvc,I,11tc,I,11cp,I,10cm,I,10vc,II,11tc,II,11cp,II,10cm,II,102cp,I,11cm,I,11TRUEcp,II,11cm,II,11TRUEy70.49cT,7222.54y8cT,8y10cT,10y11cT,11p0,10.76p0,41.00a0.91p*0,10.71p0,80.00p0,90.87p*0,41.00p0,111.00p0,121.00p"70.710p'70.78fp,70.78p"10p'10#VALUE!fp,10#VALUE!x1i,1+20.17x4i,1+20.24ThroughRightf80.71f110.71f70.71f100.71fI,80.71fII,81.00p0,I,81.00fI,111.00fII,110.71p0,I,111.00fI,70.71fII,71.00fI.101.00fII.100.62Saturation Flow Rates198.900.00NoTwo-Stage Movement CapacitiesSingle-Stage Movement CapacitiesV/C Not Reported for Any Movements?Two-Stage Potential CapacitiesMovement CapacitiesMovement V/COne storage space in median (nm = 1) for two-stage turns*Assumption:Rank18001500960vph vph10vph0111890266vph0 Shared?Yes01Stop-controlled approaNumber of Lanes308 Yes1 Number of Lanes4Shared?vph 0 0 Stop-controlled approachesvph 0 0 SNumber of Lanes Stop-controlled approavph vph vph00vph1100 Shared?278 0 2025 Total Future PMCritical Lane Volume SumYesApproach Stop Controlled?I-81 NB RampsVOLUME / CAPACITY RATIO:NDate:July 8, 2024EW Facility:Reliance Road< 12001200 - 1399 1400 - 1599≥ 1600NS Facility:WEConflict Type CountCrossing 16Total 32Diverging 1Diverging 848Conflict Type WeightWeighted Total Conflict PointsCrossing 2Merging 8Merging 1Safety - Conflict Point DiagramAssumptionsApproach Stop Controlled?YesYes YesShared?Note: This diagram does not reflect the actual lane configuration of the intersectionShared?1Mvmt 1, shared leftvph● This worksheet does not use the CLV methodology. The calculaƟons arebased on the HCM, 6th Edition. The calculations are based on vehicles per hour.HCM 6 CALCULATIONSStep 1: Identify which approaches are stop-controlled by selecting "Yes" from the drop-down box.Step 2: Enter the lane configurations in the yellow cells.Approach Stop Controlled?No1.43YesShared?Shared?YesYesOne or two-stage minor street left and through movments*?0010Stop-controlled approachesMvmt 4, shared leftMvmt 7, 4-legMvmt 10, 4-legNoApproach Stop Controlled?OneNS Major?Major street lanesM1 Shared?M4 Shared?Mvmt 1, excl leftMvmt 4, excl leftFALSENumber of Lanes00132vphShared?YesTwo StageOne StageTwo-Way Stop Control (TWSC)Two-Way Stop Control (TWSC)Two-Way Stop Control (TWSC)Intersection V/C1.43Shared Movement CapacitiesMovementCapacitiesPotentialCapacitiesFollow-UpHeadwaysCritical HeadwaysConflicting FlowsPriority Flow Rates Lanes Shared?Stop controlled?Truck %DESIGN AND RESULTSDATA INPUT AND CONFIGURATIONProject Name:Zone 5Backto ResultsVDOT JUNCTION SCREENING TOOLVer 1.01B-16 Project Title: E-W Facility: N-S Facility: Date: Through Right Eastbound 415 205 3.00% Westbound 550 0 3.00% Northbound 0 0 3.00% Southbound 2 351 3.00% Adjustment Factor 0.80 0.95 0.85 Suggested U - 0.8 L - 0.95 0.85 Through Right Approach Eastbound 427 211 638 Westbound 567 0 638 Northbound 0 0 0 Southbound 2 362 440 July 8, 2024 Equivalent Passenger Car Volume Volume (pc/hr) Traffic Volume Demand Truck Percent (%) Truck to PCE Factor Critical Lane Volume Suggested = 2.00 Direction 1 truck = X Passenger Car Equivalents Conversion of U-turning vehicles to equivalent through vehicles Truck to PCE Factor 1600 VDOT Junction Screening Tool Input Worksheet 2025 Total Future AM Reliance Road I-81 SB Ramps Volume (veh/hr) 2.00 U-Turn / Left Notes: U-turn Adjustment Factor Conversion of left-turning vehicles to equivalent through vehicles 0 69 0 U-Turn / Left Critical Lane Volume Sum Limit Right-turn Adjustment Factor Conversion of right-turning vehicles to equivalent through vehicles Left-turn Adjustment Factor Saturation value for critical lane volume sum at an intersection 74 76 0 71 0 1B-17 # Intersections Information Consider?Justification 1 Conventional -N 2 Bowtie Link N 3 Center Turn Overpass Link N 4 Continuous Green-T Link N 5 Echelon Link N 6 Full Displaced Left Turn Link N 7 Median U-Turn Link N 8 Partial Displaced Left Turn Link N 9 Partial Median U-Turn Link N 10 Quadrant Roadway N-E Link N 11 Quadrant Roadway N-W Link N 12 Quadrant Roadway S-E Link N 13 Quadrant Roadway S-W Link N 14 Restricted Crossing U-Turn Link N 15 Single Loop Link N 16 Split Intersection Link N 17 Thru-Cut Link N 18 50 Mini Roundabout Link N 19 75 Mini Roundabout Link N 20 Roundabout Link N 21 Two-Way Stop Control -N # Interchanges Information Consider? Justification 22 Traditional Diamond Link N 23 Contraflow Left Link N 24 Displaced Left Turn Link N 25 Diverging Diamond Link N 26 Double Roundabout Link N 27 Michigan Urban Diamond Link N 28 Partial Cloverleaf Link N 29 Single Point Link N 30 Single Roundabout Link N Indicate with a "Y" or "N" if each intersection or interchange configuration should or should not be considered. Use the information links for guidance. Then, click the "Show/Hide Configurations button" to hide the worksheets for the configurations that will not be considered. Possible Configurations VDOT Junction Screening Tool Signalized Intersections Unsignalized Intersections 2B-18 Intersections Direction TwoDirList FourDirList EchelonList TwoDirList TwoDirList TwoDirList TwoDirList SingleLoopList TwoDirList TwoDirList TwoDirList Interchanges Direction TwoDirList Base Number of Through Lanes Enter a base number of through lanes for each direction. The number of through lanes entered will populate on each non-roundabout lane configuration worksheet. This tool also allows the user to enter the number of through lanes on the lane configuration worksheets directly. This base number may be overwritten on individual lane configuration worksheets. Turn lanes, shared lanes, and channelized lanes must still be entered in each lane configuration worksheet. Eastbound Westbound Northbound Southbound 1 1 1 1 N/A N/A N/A Question N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A All Bowtie Continuous Green-T Echelon Median U-Turn Partial Displaced Left Turn Thru-Cut Single Loop Split Intersection N/A N/A Partial Median U-Turn Restricted Crossing U-Turn N/AN/A VDOT Junction Screening Tool Directional Questions and Base Lane Configurations Before entering a base number of through lanes for each direction, answer all applicable directional question for each intersection or interchange configuration selected for consideration. Navigate to the lane configuration worksheet for example diagrams, if provided. N/A N/A Question N/A N/A 3B-19 U-Turn / Left Through Right 0 415 205 69 550 0 000 74 2 351 Volumes (veh/hr) Eastbound Northbound Westbound Southbound VDOT Junction Screening Tool Results Worksheet Intersection Results Project Title: EW Facility: NS Facility: Date: General Information 2025 Total Future AM Reliance Road I-81 SB Ramps July 8, 2024 General Instructions: All intersection and interchange configurations have a default assumption of one exclusive lane per movement. No results shall be interpreted until the user has verified the lane configurations on each worksheet.CongestionPedestrianSafetyNotes Type Dir Maximum V/C Accommodation Compared to Conventional Weighted Total Conflict Points Conventional -0.80 48 Roundabout -0.61 8 Two-Way Stop Control -0.66 48 *The continuous green-T is the only three-legged innovative intersection in this tool. To compare the continuous green-T to other innovative intersections, conflicts corresponding with the fourth leg must be removed. This has been done for the conventional intersection. Conflict point diagrams for three-legged and four-legged conventional intersections have been provided on the conventional intersection worksheet for reference. 1B-20 Interchange ResultsCongestionPedestrianSafety Notes Type Dir Maximum V/C Accommodation Compared to Traditional Diamond Weighted Total Conflict Points Congestion Pedestrian Safety Information The maximum v/c ratio represents the worst v/c of all zones that make up an intersection. Compares the potential of each design to accommodate pedestrians based on safety, wayfinding, and delay. Potential is qualitatively defined as better (+), similar (blank cell), or worse (-) than a conventional intersection or traditional diamond interchange. Weighted Total = (2 x Crossing Conflicts) + Merging Conflicts + Diverging Conflicts 2B-21 Conventional Conventional EW Split? FALSENS Split? FALSE NS Facility:I-81 SB Ramps VOLUME / CAPACITY RATIO:0.80 N DESIGN AND RESULTS DATA INPUT AND CONFIGURATION Project Name:2025 Total Future AM Critical Lane Volume Sum Date:July 8, 2024 EW Facility:Reliance Road < 1200 1200 - 1399 1400 - 1599 ≥ 1600 No Shared ? Shared ? Yes Yes SB Critical Vol0 Channelized w/ Rcv Lane? Enter the lane configurations in the yellow cells. S Channelized w/ Rcv Lane? Shared ? WE No 0.80 V / C 1284 pcph pcph pcph 0 504 0 0pcphYes 010 EB Critical Vol780 Yes Shared ?pcph00No Channelized w/ Rcv Lane?0Yes Shared ?pcph00pcph675780pcph0Shared ? Yes 00011284 0000 pcph1 Merging 1 Diverging 1 Weighted Total Conflict Points 48 Safety - Conflict Point Diagram (Three Legs) Weighted Total Conflict Points 12 Diverging 3 Total 9 Conflict Type Weight Crossing 2 Merging 1 Diverging Conflict Type Total Note: This diagram does not reflect the actual lane configuration of the intersection Safety - Conflict Point Diagram Weight Crossing 2 Conflict Type Count Crossing Merging Diverging 16 8 8 32 WB Critical Vol675 NB Critical Vol504 Conflict Type Count Crossing 3 Merging 3 Yes Yes Channelized w/ Rcv Lane? pcph pcph pcph Shared ? Shared ? No 1Zone 5 Zone 5 Back to Results VDOT JUNCTION SCREENING TOOL Ver 1.0 1 B-22 1111● The number of circulaƟng lanes in one quadrant is assumed to be equal to the number of exiting lanes in the next quadrant.● The roundabout is limited to a maximum of two entry lanes and two circulating lanes.● All leŌ-turning vehicles are assumed to stay in the innermost lane unƟl exiting the roundabout.● This worksheet does not use the CLV methodology. The calculaƟons are based on the HCM 6th Edition.Predicted approach capacityPredicted approach capacitySlip Lane?NoPredicted approach capacityLane 2EBSafety - Conflict Point DiagramConflict Type CountCrossing 0Merging8Conflict Type WeightCrossingLane 10.54WESPredicted approach capacityLane 10.61Lane 2V/CV/C Lane 2Lane 10.46V/CLane 2 V/CV/CV/C Lane 1 V/C2025 Total Future AMCritical Lane Volume SumI-81 SB RampsV/CJuly 8, 2024VOLUME / CAPACITY RATIO:0.61N1WB2Total 8Slip Lane?AssumptionsSBNumber of Entry LanesWeighted Total Conflict PointsMergingDiverging 11Diverging 44Number of Circulating Lanes1pcph 0Slip Lane?Number of Entry Lanes1Number of Circulating LanesNumber of Entry Lanes71pcphpcph3621276pcph pcphDESIGN AND RESULTSDATA INPUT AND CONFIGURATIONCAPACITY CALCULATIONS0.50Lane CapacityEW Facility:Reliance Road< 12001200 - 1399 1400 - 1599≥ 16000pcphThrough lane utilization factor567pcphProject Name:NS Facility:76Enter the lane configurations in the yellow cells.Date:4401 720362pcph pcph V/C RATIO V/C RATIO 0.616382SBWBConflicting flow149638 pcphNoNumber of Circulating Lanes1pcph 638V/C RATIO0.541380V/C RATIOpcphConflicting flow010.46V/C RATIO1Conflicting flow Number of Circulating LanesNoSlip Lane?1Through lane utilization factor Number of Entry Lanes211 427 0 pcph V/C RATIO1No100.50pcphConflicting flow503EBLane Capacity 1185V/C RATIOpcph 427000pcph pcph pcph pcph 211Number of Entry LanesNumber of Circulating LanesLane A B11-1380 0.001021420 0.00085-2122NBThrough lane utilization factor0.000910.000911420Right12Lane Capacity0.50121 1Lane Capacity0567122Left135010.50Through lane utilization factor71Left1420RoundaboutRoundaboutRoundaboutEQUATION: A x exp(-B x Q)pcphV/C RATIONB0.000920.000851420Right22Zone 1Zone 3Zone 2Zone 4Backto ResultsVDOT JUNCTION SCREENING TOOLVer 1.01B-23 Priority MVMTRank4EBL2 12 69 0Yes0.03vc,1620.00tc,14.13tf,12.23cp,1955.66cm,1955.661 955.6610.075EBT1 4 2 0 0 Yes0.03vc,4550.00tc,44.13tf,42.23cp,41014.71cm,41014.712 1800.0020.316 EBR 1 7 3 74 0 Yes Yes 0.03vc,71205.50tc,76.43tf,73.53cp,7201.98cm,7180.9813 1500.0030.001WBL2 80 1vc,8tc,8tf,8cp,8cm,804 1014.7140.002WBT1 9 2 351 1 No Yes 0.03vc,9550.00tc,96.23tf,93.33cp,9532.84cm,9532.8405 1800.0050.233WBR1 100 0 0vc,10tc,10tf,10cp,10cm,1006 1500.0060.14NBL 0 110 0vc,11tc,11tf,11cp,11cm,110--------NBT012 000vc,120.00tc,12tf,12cp,12cm,1207-8 180.987-8 0.41NBR 09 532.8490.667 SBL 3 2 1 550 10.03vc,I,7688.00tc,I,75.43-- -- 0.00SBT0 3 1 0 0 Yes No 0.03vc,II,7517.50tc,II,75.4311 11 0.00Stops9 SBR 2 5 1 415 10.03vc,I,8688.00tc,I,8cp,I,7497.04cm,I,7445.36cm,7180.98----0.0016 1 205 0 Yes No 0.03vc,II,8620.00tc,II,8cp,II,7596.15cm,II,7596.15cm,8#VALUE!MAJOR MINORvc,I,10tc,I,10cp,I,8cm,I,8cm,10EB SBvc,II,10tc,II,10cp,II,8cm,II,8cm,11WBvc,I,11tc,I,11cp,I,10cm,I,10vc,II,11tc,II,11cp,II,10cm,II,102cp,I,11cm,I,11TRUEcp,II,11cm,II,11TRUEy70.76cT,7302.02y8cT,8y10cT,10y11cT,11p0,10.93p0,41.00a0.91p*0,10.90p0,80.00p0,90.34p*0,41.00p0,111.00p0,121.00p"70.896p'70.92fp,70.92p"10p'10#VALUE!fp,10#VALUE!x1i,1+20.31x4i,1+20.37ThroughRightf80.90f110.90f70.90f100.90fI,80.90fII,81.00p0,I,81.00fI,111.00fII,110.90p0,I,111.00fI,70.90fII,71.00fI.101.00fII.100.31Two StageOne StageTwo-Way Stop Control (TWSC)Two-Way Stop Control (TWSC)Two-Way Stop Control (TWSC)Intersection V/C0.66Shared Movement CapacitiesMovementCapacitiesPotentialCapacitiesFollow-UpHeadwaysCritical HeadwaysConflicting FlowsPriority Flow Rates Lanes Shared?Stop controlled?Truck %DESIGN AND RESULTSDATA INPUT AND CONFIGURATIONProject Name:0Stop-controlled approachesMvmt 4, shared leftMvmt 7, 4-legMvmt 10, 4-legNoApproach Stop Controlled?OneNS Major?Major street lanesM1 Shared?M4 Shared?Mvmt 1, excl leftMvmt 4, excl leftFALSENumber of Lanes000vphShared?Yes1Mvmt 1, shared leftvph● This worksheet does not use the CLV methodology. The calculaƟons are based on the HCM, 6th Edition. The calculations are based on vehicles per hour.HCM 6 CALCULATIONSStep 1: Identify which approaches are stop-controlled by selecting "Yes" from the drop-down box.Step 2: Enter the lane configurations in the yellow cells.Approach Stop Controlled?No0.66YesShared?Shared?NoYesOne or two-stage minor street left and through movments*?011Safety - Conflict Point DiagramAssumptionsApproach Stop Controlled?YesYes YesShared?Note: This diagram does not reflect the actual lane configuration of the intersectionShared?Conflict Type CountCrossing 16Total 32Diverging 1Diverging 848Conflict Type WeightWeighted Total Conflict PointsCrossing 2Merging 8Merging 12025 Total Future AMCritical Lane Volume SumYesApproach Stop Controlled?I-81 SB RampsVOLUME / CAPACITY RATIO:NDate:July 8, 2024EW Facility:Reliance Road< 12001200 - 1399 1400 - 1599≥ 1600NS Facility:WESNumber of Lanes Stop-controlled approavph vph vph351 2 vph11740 Shared?0 0 0 Shared?Yes691Stop-controlled approaNumber of Lanes415 Yes1 Number of Lanes0Shared?vph 205 0 Stop-controlled approachesvph 0 0Movement CapacitiesMovement V/COne storage space in median (nm = 1) for two-stage turns*Assumption:Rank1800150000vph vph00vph11100550vphSaturation Flow Rates180.980.00NoTwo-Stage Movement CapacitiesSingle-Stage Movement CapacitiesV/C Not Reported for Any Movements?Two-Stage Potential CapacitiesZone 5Backto ResultsVDOT JUNCTION SCREENING TOOLVer 1.01B-24 Project Title: E-W Facility: N-S Facility: Date: Through Right Eastbound 493 233 3.00% Westbound 394 0 3.00% Northbound 0 0 3.00% Southbound 0 311 3.00% Adjustment Factor 0.80 0.95 0.85 Suggested U - 0.8 L - 0.95 0.85 Through Right Approach Eastbound 508 240 748 Westbound 406 0 469 Northbound 0 0 0 Southbound 0 320 415 July 8, 2024 Equivalent Passenger Car Volume Volume (pc/hr) Traffic Volume Demand Truck Percent (%) Truck to PCE Factor Critical Lane Volume Suggested = 2.00 Direction 1 truck = X Passenger Car Equivalents Conversion of U-turning vehicles to equivalent through vehicles Truck to PCE Factor 1600 VDOT Junction Screening Tool Input Worksheet 2025 Total Future PM Reliance Road I-81 SB Ramps Volume (veh/hr) 2.00 U-Turn / Left Notes: U-turn Adjustment Factor Conversion of left-turning vehicles to equivalent through vehicles 0 61 0 U-Turn / Left Critical Lane Volume Sum Limit Right-turn Adjustment Factor Conversion of right-turning vehicles to equivalent through vehicles Left-turn Adjustment Factor Saturation value for critical lane volume sum at an intersection 92 95 0 63 0 1B-25 # Intersections Information Consider?Justification 1 Conventional -Y 2 Bowtie Link N 3 Center Turn Overpass Link N 4 Continuous Green-T Link N 5 Echelon Link N 6 Full Displaced Left Turn Link N 7 Median U-Turn Link N 8 Partial Displaced Left Turn Link N 9 Partial Median U-Turn Link N 10 Quadrant Roadway N-E Link N 11 Quadrant Roadway N-W Link N 12 Quadrant Roadway S-E Link N 13 Quadrant Roadway S-W Link N 14 Restricted Crossing U-Turn Link N 15 Single Loop Link N 16 Split Intersection Link N 17 Thru-Cut Link N 18 50 Mini Roundabout Link N 19 75 Mini Roundabout Link N 20 Roundabout Link Y 21 Two-Way Stop Control -Y # Interchanges Information Consider? Justification 22 Traditional Diamond Link N 23 Contraflow Left Link N 24 Displaced Left Turn Link N 25 Diverging Diamond Link N 26 Double Roundabout Link N 27 Michigan Urban Diamond Link N 28 Partial Cloverleaf Link N 29 Single Point Link N 30 Single Roundabout Link N Indicate with a "Y" or "N" if each intersection or interchange configuration should or should not be considered. Use the information links for guidance. Then, click the "Show/Hide Configurations button" to hide the worksheets for the configurations that will not be considered. Possible Configurations VDOT Junction Screening Tool Signalized Intersections Unsignalized Intersections 2B-26 Intersections Direction TwoDirList FourDirList EchelonList TwoDirList TwoDirList TwoDirList TwoDirList SingleLoopList TwoDirList TwoDirList TwoDirList Interchanges Direction TwoDirList Base Number of Through Lanes Enter a base number of through lanes for each direction. The number of through lanes entered will populate on each non-roundabout lane configuration worksheet. This tool also allows the user to enter the number of through lanes on the lane configuration worksheets directly. This base number may be overwritten on individual lane configuration worksheets. Turn lanes, shared lanes, and channelized lanes must still be entered in each lane configuration worksheet. Eastbound Westbound Northbound Southbound 1 1 1 1 N/A N/A N/A Question N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A All Bowtie Continuous Green-T Echelon Median U-Turn Partial Displaced Left Turn Thru-Cut Single Loop Split Intersection N/A N/A Partial Median U-Turn Restricted Crossing U-Turn N/AN/A VDOT Junction Screening Tool Directional Questions and Base Lane Configurations Before entering a base number of through lanes for each direction, answer all applicable directional question for each intersection or interchange configuration selected for consideration. Navigate to the lane configuration worksheet for example diagrams, if provided. N/A N/A Question N/A N/A 3B-27 U-Turn / Left Through Right 0 493 233 61 394 0 000 92 0 311 Volumes (veh/hr) Eastbound Northbound Westbound Southbound VDOT Junction Screening Tool Results Worksheet Intersection Results Project Title: EW Facility: NS Facility: Date: General Information 2025 Total Future PM Reliance Road I-81 SB Ramps July 8, 2024 General Instructions: All intersection and interchange configurations have a default assumption of one exclusive lane per movement. No results shall be interpreted until the user has verified the lane configurations on each worksheet.CongestionPedestrianSafetyNotes Type Dir Maximum V/C Accommodation Compared to Conventional Weighted Total Conflict Points Conventional -0.79 48 Roundabout -0.64 8 Two-Way Stop Control -0.48 48 *The continuous green-T is the only three-legged innovative intersection in this tool. To compare the continuous green-T to other innovative intersections, conflicts corresponding with the fourth leg must be removed. This has been done for the conventional intersection. Conflict point diagrams for three-legged and four-legged conventional intersections have been provided on the conventional intersection worksheet for reference. 1B-28 Interchange ResultsCongestionPedestrianSafety Notes Type Dir Maximum V/C Accommodation Compared to Traditional Diamond Weighted Total Conflict Points Congestion Pedestrian Safety Information The maximum v/c ratio represents the worst v/c of all zones that make up an intersection. Compares the potential of each design to accommodate pedestrians based on safety, wayfinding, and delay. Potential is qualitatively defined as better (+), similar (blank cell), or worse (-) than a conventional intersection or traditional diamond interchange. Weighted Total = (2 x Crossing Conflicts) + Merging Conflicts + Diverging Conflicts 2B-29 Conventional Conventional EW Split? FALSENS Split? FALSE NS Facility:I-81 SB Ramps VOLUME / CAPACITY RATIO:0.79 N DESIGN AND RESULTS DATA INPUT AND CONFIGURATION Project Name:2025 Total Future PM Critical Lane Volume Sum Date:July 8, 2024 EW Facility:Reliance Road < 1200 1200 - 1399 1400 - 1599 ≥ 1600 No Shared ? Shared ? Yes Yes SB Critical Vol0 Channelized w/ Rcv Lane? Enter the lane configurations in the yellow cells. S Channelized w/ Rcv Lane? Shared ? WE No 0.79 V / C 1261 pcph pcph pcph 0 471 0 0pcphYes 010 EB Critical Vol595 Yes Shared ?pcph00No Channelized w/ Rcv Lane?0Yes Shared ?pcph00pcph790595pcph0Shared ? Yes 00011261 0000 pcph1 Merging 1 Diverging 1 Weighted Total Conflict Points 48 Safety - Conflict Point Diagram (Three Legs) Weighted Total Conflict Points 12 Diverging 3 Total 9 Conflict Type Weight Crossing 2 Merging 1 Diverging Conflict Type Total Note: This diagram does not reflect the actual lane configuration of the intersection Safety - Conflict Point Diagram Weight Crossing 2 Conflict Type Count Crossing Merging Diverging 16 8 8 32 WB Critical Vol790 NB Critical Vol471 Conflict Type Count Crossing 3 Merging 3 Yes Yes Channelized w/ Rcv Lane? pcph pcph pcph Shared ? Shared ? No 1Zone 5 Zone 5 Back to Results VDOT JUNCTION SCREENING TOOL Ver 1.0 1 B-30 1111● The number of circulaƟng lanes in one quadrant is assumed to be equal to the number of exiting lanes in the next quadrant.● The roundabout is limited to a maximum of two entry lanes and two circulating lanes.● All leŌ-turning vehicles are assumed to stay in the innermost lane unƟl exiting the roundabout.● This worksheet does not use the CLV methodology. The calculaƟons are based on the HCM 6th Edition.Predicted approach capacityPredicted approach capacitySlip Lane?NoPredicted approach capacityLane 2EBSafety - Conflict Point DiagramConflict Type CountCrossing 0Merging8Conflict Type WeightCrossingLane 10.64WESPredicted approach capacityLane 10.49Lane 2V/CV/C Lane 2Lane 10.34V/CLane 2 V/CV/CV/C Lane 1 V/C2025 Total Future PMCritical Lane Volume SumI-81 SB RampsV/CJuly 8, 2024VOLUME / CAPACITY RATIO:0.64N1WB2Total 8Slip Lane?AssumptionsSBNumber of Entry LanesWeighted Total Conflict PointsMergingDiverging 11Diverging 44Number of Circulating Lanes1pcph 0Slip Lane?Number of Entry Lanes1Number of Circulating LanesNumber of Entry Lanes63pcphpcph3201095pcph pcphDESIGN AND RESULTSDATA INPUT AND CONFIGURATIONCAPACITY CALCULATIONS0.50Lane CapacityEW Facility:Reliance Road< 12001200 - 1399 1400 - 1599≥ 16000pcphThrough lane utilization factor406pcphProject Name:NS Facility:95Enter the lane configurations in the yellow cells.Date:4151 855320pcph pcph V/C RATIO V/C RATIO 0.494690SBWBConflicting flow158469 pcphNoNumber of Circulating Lanes1pcph 748V/C RATIO0.641380V/C RATIOpcphConflicting flow010.34V/C RATIO1Conflicting flow Number of Circulating LanesNoSlip Lane?1Through lane utilization factor Number of Entry Lanes240 508 0 pcph V/C RATIO1No100.50pcphConflicting flow603EBLane Capacity 1175V/C RATIOpcph 508000pcph pcph pcph pcph 240Number of Entry LanesNumber of Circulating LanesLane A B11-1380 0.001021420 0.00085-2122NBThrough lane utilization factor0.000910.000911420Right12Lane Capacity0.50121 1Lane Capacity0406122Left135010.50Through lane utilization factor63Left1420RoundaboutRoundaboutRoundaboutEQUATION: A x exp(-B x Q)pcphV/C RATIONB0.000920.000851420Right22Zone 1Zone 3Zone 2Zone 4Backto ResultsVDOT JUNCTION SCREENING TOOLVer 1.01B-31 Priority MVMTRank4EBL2 12 61 0Yes0.03vc,1726.00tc,14.13tf,12.23cp,1872.46cm,1872.461 872.4610.075EBT1 4 2 0 0 Yes0.03vc,4394.00tc,44.13tf,42.23cp,41159.12cm,41159.122 1800.0020.226 EBR 1 7 3 92 0 Yes Yes 0.03vc,71125.50tc,76.43tf,73.53cp,7225.69cm,7205.4913 1500.0030.001WBL2 80 1vc,8tc,8tf,8cp,8cm,804 1159.1240.002WBT1 9 2 311 1 No Yes 0.03vc,9394.00tc,96.23tf,93.33cp,9652.83cm,9652.8305 1800.0050.273WBR1 100 0 0vc,10tc,10tf,10cp,10cm,1006 1500.0060.16NBL 0 110 0vc,11tc,11tf,11cp,11cm,110--------NBT012 000vc,120.00tc,12tf,12cp,12cm,1207-8 205.497-8 0.45NBR 09 652.8390.487 SBL 3 2 1 394 10.03vc,I,7516.00tc,I,75.43-- -- 0.00SBT0 3 1 0 0 Yes No 0.03vc,II,7609.50tc,II,75.4311 11 0.00Stops9 SBR 2 5 1 493 10.03vc,I,8516.00tc,I,8cp,I,7597.10cm,I,7543.65cm,7205.49----0.0016 1 233 0 Yes No 0.03vc,II,8726.00tc,II,8cp,II,7540.59cm,II,7540.59cm,8#VALUE!MAJOR MINORvc,I,10tc,I,10cp,I,8cm,I,8cm,10EB SBvc,II,10tc,II,10cp,II,8cm,II,8cm,11WBvc,I,11tc,I,11cp,I,10cm,I,10vc,II,11tc,II,11cp,II,10cm,II,102cp,I,11cm,I,11TRUEcp,II,11cm,II,11TRUEy71.23cT,7325.76y8cT,8y10cT,10y11cT,11p0,10.93p0,41.00a0.91p*0,10.91p0,80.00p0,90.52p*0,41.00p0,111.00p0,121.00p"70.910p'70.93fp,70.93p"10p'10#VALUE!fp,10#VALUE!x1i,1+20.22x4i,1+20.43ThroughRightf80.91f110.91f70.91f100.91fI,80.91fII,81.00p0,I,81.00fI,111.00fII,110.91p0,I,111.00fI,70.91fII,71.00fI.101.00fII.100.48Two StageOne StageTwo-Way Stop Control (TWSC)Two-Way Stop Control (TWSC)Two-Way Stop Control (TWSC)Intersection V/C0.48Shared Movement CapacitiesMovementCapacitiesPotentialCapacitiesFollow-UpHeadwaysCritical HeadwaysConflicting FlowsPriority Flow Rates Lanes Shared?Stop controlled?Truck %DESIGN AND RESULTSDATA INPUT AND CONFIGURATIONProject Name:0Stop-controlled approachesMvmt 4, shared leftMvmt 7, 4-legMvmt 10, 4-legNoApproach Stop Controlled?OneNS Major?Major street lanesM1 Shared?M4 Shared?Mvmt 1, excl leftMvmt 4, excl leftFALSENumber of Lanes000vphShared?Yes1Mvmt 1, shared leftvph● This worksheet does not use the CLV methodology. The calculaƟons arebased on the HCM, 6th Edition. The calculations are based on vehicles per hour.HCM 6 CALCULATIONSStep 1: Identify which approaches are stop-controlled by selecting "Yes" from the drop-down box.Step 2: Enter the lane configurations in the yellow cells.Approach Stop Controlled?No0.48YesShared?Shared?NoYesOne or two-stage minor street left and through movments*?011Safety - Conflict Point DiagramAssumptionsApproach Stop Controlled?YesYes YesShared?Note: This diagram does not reflect the actual lane configuration of the intersectionShared?Conflict Type CountCrossing 16Total 32Diverging 1Diverging 848Conflict Type WeightWeighted Total Conflict PointsCrossing 2Merging 8Merging 12025 Total Future PMCritical Lane Volume SumYesApproach Stop Controlled?I-81 SB RampsVOLUME / CAPACITY RATIO:NDate:July 8, 2024EW Facility:Reliance Road< 12001200 - 1399 1400 - 1599≥ 1600NS Facility:WESNumber of Lanes Stop-controlled approavph vph vph311 0 vph11920 Shared?0 0 0 Shared?Yes611Stop-controlled approaNumber of Lanes493 Yes1 Number of Lanes0Shared?vph 233 0 Stop-controlled approachesvph 0 0Movement CapacitiesMovement V/COne storage space in median (nm = 1) for two-stage turns*Assumption:Rank1800150000vph vph00vph11100394vphSaturation Flow Rates205.490.00NoTwo-Stage Movement CapacitiesSingle-Stage Movement CapacitiesV/C Not Reported for Any Movements?Two-Stage Potential CapacitiesZone 5Backto ResultsVDOT JUNCTION SCREENING TOOLVer 1.01B-32 VDOT Signal Justification Report Template - Version 2.0 - December 2019 Appendix C: TIA, Safety Study, and/or other Studies HESTER TRUST PROPERTY FREDERICK COUNTY, VIRGINIA TRAFFIC IMPACT STUDY July 27, 2022 C-1 www.WellsAndAssociates.com @WellsAssoc @WellsandAssociates Wells + Associates HESTER TRUST PROPERTY Transportation Impact Analysis Frederick County, Virginia July 27, 2022 Prepared for: Middletown, LLC Prepared by: Wells + Associates Michael J. Workosky, PTP, TOPS, TSOS John F. Cavan, P.E., PTOE (703) 917-6620 C-2 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 2-4Existing Lane Use an Traffic ControlHester Trust PropertyFrederick County, VirginiaSTOPStop SignSignalized IntersectionRepresents One Travel Lane1RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11FUTUREINTERSECTIONFUTUREINTERSECTIONSTOPSTOPSTOPSTOP STOP 13C-3 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 3-1Existing Peak Hour Traffic VolumesHester Trust PropertyFrederick County, VirginiaAM PEAK HOURPM PEAK HOUR000 / 0001RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11173/1952/023/50200/21218/19122/105242/24474/5988/12716/251/5132/10469/151196/143140/27569/2041/4150/3665/18133/190FUTUREINTERSECTIONFUTUREINTERSECTION0/075/215112/138190/1320/193/144108/132134/1130/00/10/00/116C-4 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 4-1Regional Growth (2022-2025)Hester Trust PropertyFrederick County, VirginiaAM PEAK HOURPM PEAK HOUR000 / 0001RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 115/60/01/26/61/14/37/72/23/40/10/04/32/56/44/80/00/00/00/04/6FUTUREINTERSECTIONFUTUREINTERSECTION0/02/73/46/40/03/43/44/30/00/00/00/023C-5 Hester Trust Property Traffic Impact Study July 27, 2022 Table4‐1Hester Trust PropertyPipeline Development TripGeneration Analysis1,2ITEAverageLand Use Code Size Units In Out Total In Out Total Daily TripsVillage at MiddletownSingle‐Family Residential 210 86                 DU 17              48              65              54              32              86        878                Multi‐Family Residential 220 22                 DU2                7                9                8                4                12        148                Stand‐Alone Commercial 820 58,600         SF63              38              101            149            155            304      3,957             Total 82              93              175            211            191            402      4,983             Single Family HousingSingle Family Housing 210 92                 DU18              51              69              58              34              92        935                Gas Station/Convenience StoreGas Station/Convenience Store 945 8 Stations 108            108            216            91              91              182      2,057             Pass‐By Trips (60% AM, 56% PM)65             65             130           51             51             102     1,193 New Gas Station Trips43              43              86              40              40              80        864                Total Pipeline Trips143            187            330            309            265            574      6,782             Notes:1. Trip Generation obtained from ITE's Trip Generation Manual, 11th Edition.2. Assumes 8 fueling positions and ~5,000 S.F. convenience storeAM Peak HourPM Peak Hour25C-6 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 4-3Pipleline Trip AssignmentsHester Trust PropertyFrederick County, VirginiaAM PEAK HOURPM PEAK HOUR000 / 0001RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 1145/1210/05/1055/11013/1351/7972/11733/2243/3426/180/020/8650/3843/8917/450/00/00/00/027/38FUTUREINTERSECTIONFUTUREINTERSECTION0/04/114/912/180/033/6649/479/70/00/00/00/026C-7 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 4-42025 Future Traffic Forecasts Without DelopmentHester Trust PropertyFrederick County, VirginiaAM PEAK HOURPM PEAK HOUR000 / 0001RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11223/3222/029/62261/32832/30177/187231/368109/83134/16542/441/5156/193121/194245/236161/32868/2061/4150/3665/18164/234FUTUREINTERSECTIONFUTUREINTERSECTION0/081/233119/151208/1540/1129/214160/183147/1230/00/10/00/127C-8 Hester Trust Property Traffic Impact Study July 27, 2022 Table 5‐1Hester TrustPropertySite Trip Generation Analysis1ITE WeekdayAverage Land UseCode Size Units In Out Total In Out Total Daily TripsProposed DevelopmentGeneral Light Industrial 110 848,000       S.F. 510                70 580                26 162                188                3,239              Truck Trip Generation538448212Passenger Vehicle Trip Generation 505               67572               22 158               180               3,027             Notes:1.Trip Generation obtained from ITE's Trip Generation Manual, 11th Edition.AM Peak HourPM Peak Hour32C-9 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 5-1Site Generated TripsHester Trust PropertyFrederick County, VirginiaAM PEAK HOURPM PEAK HOUR000 / 0001RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11128/80/00/0230/120/029/6521/490/025/10/00/0205/113/818/4160/1380/00/00/00/0434/230/010/2450/115359/190/00/00/076/30/00/00/00/024/5725/13/836/81256/13179/1025/151/27/1624/57179/103/815 % / 0 % 25 % / 4 0 % 4 0 % / 6 0 %5%/0%1 5 % / 0 %Passenger VehicleHeavy TruckDirectional Trip DistributionX% / X%33C-10 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 6-12025 Future Traffic Forecasts With DelopmentHester Trust PropertyFrederick County, VirginiaAM PEAK HOURPM PEAK HOUR000 / 0001RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11351/3302/029/62491/34032/30206/252342/417109/83159/16642/441/5361/204124/202263/277221/46668/2061/4150/3665/18298/2570/091/257169/266567/1730/1129/214160/183223/1260/00/10/00/1255/40625/13/836/81256/13406/286256/35051/27/1624/57179/10230/28437C-11 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 6-22025 Future Conditions with Development Lane Use and Traffic ControlHester Trust PropertyFrederick County, VirginiaSTOPStop SignSignalized IntersectionRepresents One Travel Lane1RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11STOPSTOPSTOPSTOP STOP STOP STOP 38C-12 Hester Trust Property Traffic Impact Study July 27, 2022 Table 6‐1Hester Trust PropertyTotal Future with Development Conditions Levels of Service Summary1LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s)1. I‐81 NB Ramp/Reliance Road ‐ UnsignalizedNBLTR C 23.8 C 16.5 E 43.8 F 69.2 F 420.5 F 134.2 F 420.5 F 134.2EBLA 8.1 A 7.9 A 8.5 A 8.4 A 8.7 A 8.5 A 8.7 A 8.5Potential Improvement: SignalizationEBLTA 1.6 A 1.6 A 5.2 A 2.0 A 5.2 A 2.0WBTRA 4.9 A 5.3 A 9.3 A 5.5 A 9.3 A 5.5NBLTRD 35.7 D 42.4 D 45.4 D 43.4 D 45.4 D 43.4OverallB 11.0 B 13.3 C 21.6 B 13.5 C 21.6 B 13.52. I‐81 SB Ramp/Reliance Road ‐ UnsignalizedWBLA 8.2 A 8.1 A 8.6 A 8.8 A 8.8 A 9.2 A 8.8 A 9.2SBLTR B 11.6 B 12.9 B 14.3 C 24.2 E 40.3 D 28.3 E 40.3 D 28.3Potential Improvement: SignalizationEBTRA 8.7 B 13.2 B 14.0 B 15.0 B 13.9 D 15.0WBLTA 0.6 A 0.9 A 2.0 A 1.5 A 2.0 A 1.5SBLTRD 36.4 D 44.6 D 46.1 D 45.5 D 46.1 D 45.5OverallB 13.2 B 19.1 B 18.1 B 19.9 B 18.1 B 19.93. Reliance Road/U.S. Route 11 ‐ UnsignalizedNBLA 0.0 A 0.0 A 0.0 A 0.0 A 0.0 A 0.0 A 0.0 A 0.0EBLTR A 0.0 B 14.5 A 0.0 C 16.3 A 0.0 C 23.0 A 0.0 C 23.0WBLC 16.2 C 24.8 C 19.7 F 51.8 D 32.5 F 218.8 D 32.5 F 218.8WBRB 10.8 B 10.0 B 11.4 B 10.5 D 33.5 B 10.7 D 33.5 B 10.7SBLA 8.1 A 8.1 A 8.3 A 8.4 A 8.8 A 8.8 A 8.8 A 8.8Potential Improvement: SignalizationEBLTRA 0.0 B 13.4 A 0.0 B 15.4 A 0.0 B 15.4WBLTB 15.2 B 16.7 B 16.3 B 19.5 B 16.3 B 19.5WBRB 13.0 B 11.3 C 25.8 B 10.8 C 25.8 B 10.8NBLTRB 15.5 B 17.6 C 27.6 C 21.2 C 27.6 C 21.2SBLA 9.1 B 10.8 B 17.9 B 12.6 B 17.9 B 12.6SBTRA 5.2 A 7.0 B 10.7 A 7.4 B 10.7 A 7.4OverallB 12.9 B 13.2 C 23.4 B 14.6 C 23.4 B 14.64. U.S. Route 11/Mustang Road ‐ UnsignalizedWBLR B 11.7 B 11.7 B 11.8 B 12.7 C 22.2 B 14.2 C 22.2 B 14.4SBLA 7.9 A 7.7 A 7.9 A 7.9 A 9.4 A 7.9 A 9.4 A 7.95. South Site Driveway/U.S. Route 11 ‐ UnsignalizedWBLRB13.2 B 14.1 C 15.4 C 15.3SBLA9.2A7.9A9.5A7.96. North Site Driveway/U.S. Route 11 ‐ UnsignalizedWBLRB 11.9 B 12.7SBLA8.4A7.91. Capacity analysis based on Highway Capacity Manual 6th methodology, using Synchro 11 unless otherwise noted.2025 (One Driveway) Future Conditions with Development2025 (Two Driveways) Future Conditions with DevelopmentAM Peak Hour PM Peak HourAM Peak Hour PM Peak HourAM Peak HourExisting Conditions2025 Future Conditions without DevelopmentPM Peak HourNotes:AM Peak HourApproach/ Lane GroupPM Peak Hour40C-13 Hester Trust Property Traffic Impact Study July 27, 2022 Table 6‐2Hester Trust PropertyTotal Future with Development Conditions Queuing Summary50th%tile95th%tile50th%tile95th%tile50th%tile95th%tile50th%tile95th%tile50th%tile95th%tile50th%tile95th%tile50th%tile95th%tile50th%tile95th%tile1. I‐81 NB Ramp/Reliance Road ‐ UnsignalizedNBLTR‐‐63‐33‐133‐200‐755‐290‐755‐290EBL‐‐15‐10‐20‐18‐22‐22‐22‐22Potential Improvement: SignalizationEBLT‐35 58 43 67 131 63 47 72 131 63 47 72WBTR‐28 69 32 63 49 91 33 64 49 91 33 64NBLTR‐86 141 102 174 187 #344 107 #189 187 #344 107 #1892. I‐81 SB Ramp/Reliance Road ‐ UnsignalizedWBL‐‐3‐3‐3‐3‐3‐3‐3‐3SBLTR‐‐30‐40‐53‐138‐213‐160‐213‐160Potential Improvement: SignalizationEBTR‐ ‐‐‐‐61 162 79 225 97 254 107 307 97 254 107 307WBLT‐ ‐‐‐‐13 148 95 224 220 m335 108 233 220 m335 108 233SBLTR‐ ‐‐‐‐15 76 28 99 51 123 28 99 51 123 28 993. Reliance Road/U.S. Route 11 ‐ UnsignalizedNBLTR‐‐0‐0‐0‐0‐0‐0‐0‐0EBLTR‐‐0‐0‐0‐0‐0‐0‐0‐0WBL‐‐23‐58‐40‐153‐70‐318‐70‐318WBR240‐25‐15‐30‐18‐260‐20‐260‐20SBL285‐8‐10‐10‐10‐15‐23‐15‐23Potential Improvement: SignalizationEBLTR‐ ‐‐‐‐000000000000WBLT‐ ‐‐‐‐36 97 64 155 43 116 71 173 43 116 71 173WBR240‐‐‐‐0 31 0 24 29 139 0 26 29 139 0 26NBLTR‐ ‐‐‐‐68 163 66 174 111 246 75 194 111 246 75 194SBL285‐‐‐‐16 44 25 68 25 63 48 118 25 63 48 118SBTR‐ ‐‐‐‐11 32 40 11 13 37 46 11 13 37 46 114. U.S. Route 11/Mustang Road ‐ UnsignalizedWBLR‐‐18‐13‐18‐13‐43‐18‐43‐18SBL300‐5‐3‐5‐3‐8‐3‐8‐35. South Site Driveway/U.S. Route 11 ‐ UnsignalizedWBLR‐8‐19‐18‐38SBL‐3‐0‐8‐06. North Site Driveway/U.S. Route 11 ‐ UnsignalizedWBLR‐5‐263SBL‐5‐0Notes:  1.Capacity analysis based on Highway Capacity Manual 6th Edition methodology, using Synchro 11.2. "~" ‐ 50th percentile volume exceeds capacity, queue may be longer.3. "#" ‐ 95th percentile volume exceeds capacity, queue may be longer.4. "m" ‐ Volume for 95th percentile queue is metered by upstream signal.Approach/ Lane GroupStorage Length (ft)Existing Conditions2025 Future Conditions without Development2025 (One Driveway) Future Conditions with Development2025 (Two Driveways) Future Conditions with DevelopmentAM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak HourAM Peak Hour PM Peak Hour43C-14 Hester Trust Property Traffic Impact Study July 27, 2022 SECTION 7 CONCLUSIONS Conclusions The principal findings of this traffic impact analysis are as follows: 1.The existing conditions analysis indicates that all study intersections, that currently operate under stop sign control, operate at an acceptable level-of-service (LOS) “C” or better during the weekday AM and PM peak hours. This includes the I-81 ramps on Reliance Road, the Reliance Road/Valley Pike intersection, and the Valley Pike/Mustang Road intersection. 2.Under future conditions without development, regional traffic growth and pipeline developments would cause select movements and/or approaches at the I-81 NB Ramp/Reliance Road and the Valley Pike (U.S. Route 11)/Reliance Road intersections to operate beyond capacity. Signalization of the intersections would be needed to restore acceptable levels-of-service at these locations, assuming warrants for signalization are met. 3.The Hester Trust Property industrial development is planned to be built in a single phase by 2025. It is proposed to include 848,000 square feet (S.F.) of light industrial uses that are estimated to generate 580 AM peak hour trips (510 in and 70 out), 188 PM peak hour trips (26 in and 162 out), and 3,239 average daily (24-hour) trips when fully occupied. Trucks would account for eight (8) AM peak hour, eight (8) PM peak hour, and 212 daily trips. 4.The results of the future conditions analysis with the development indicate that the new site generated traffic would have only a minor effect on overall intersection delays. Acceptable levels-of-service at I-81 NB Ramp/Reliance Road and the Valley Pike (U.S. Route 11)/Reliance Road intersections would continue to be maintained with the installation of traffic signals, consistent with background conditions. While I-81 SB Ramp/Reliance Road intersection would approach capacity under Stop-control conditions, installing a traffic signal would improve overall levels-of-service. All proposed traffic signals would satisfy warrants for signalization and have been previously recommended in other area traffic studies. 5.The proposed site entrances would operate at acceptable levels-of-service, whether one or two entrances are provided. The proposed access would meet VDOT spacing standards but would warrant exclusive right and left turn lanes, which would be satisfied by the existing two-way left turn lane. O:\PROJECTS\8501-9000\8555 HESTER PROPERTY\DOCUMENTS\REPORT\HESTER PROPERTY TIA (7.27.2022).DOCX 44 C-15 VDOT Signal Justification Report Template - Version 2.0 - December 2019 Appendix D: Roundabout Layout Exhibit © 2023 Microsoft Corporation © 2023 Maxar ©CNES (2023) Distribution AirbusDSS BUCKTON RD (RT 842)RELIANCE R D ( R T 6 2 7 )N BUCKTON RD (RT 842)I-81 SOUTHBOUNDI-81 NORTHBOUNDEXIT 302NORTHBOUND ON -RAMP RE L I A N C E R D ( R T 6 2 7 )I-81 SOUTHBOUNDI-81 NORTHBOUNDEXIT 302SOUTHBOUND OFF-RAMPEXIT 302SOUTHBOUND ON -RAMPEXIT 302NORTHBOUND OFF-RAMPEX. RIGHT-OF-WAYEX. RIGHT-OF-WAYEX. RIGHT-OF-WAYEX. RIGHT-OF-WAYEX. RIGHT-OF - W A Y EX. R I G H T - O F - W A Y DATE:C.I.=OFSHEETFND 1971 ENGI NEERI NG PROUDLY SERVING VIRGINIA & WEST VIRGINIAOFFICES IN: ASHBURN, VA, WINCHESTER, VA, & MARTINSBURG, WV 45145 RESEARCH PLACEASHBURN, VIRGINIA 20147TELEPHONE: (703) 328-0788FAX: (540) 722-9528WWW.GREENWAYENG.COMSCALE:I-81 EXIT 302 ROUNDABOUT EXHIBIT MIDDLETOWN, LLC. - HESTER PROPERTY FREDERICK COUNTY, VAN/A2023-06-19111"=100'