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Home My WebLink AboutZMA201500007 Traffic Study Zoning Map Amendment 2016-03-07Brookhill Neighborhood Albemarle County, Virginia February 2016 w�. K A M E P ASSOCIATES TRANSPORTATION ENGINEERS TRAFFIC IMPACT ANALYSIS FOR BROOKHILL NEIGHBORHOOD LOCATED IN ALBEMARLE COUNTY, VIRGINIA Prepared For: Riverbend Development 455 Second Street SE Suite 400 Charlottesville, Virginia 22902 Prepared By: Ramey Kemp & Associates, Inc 4343 Cox Road Glen Allen, Virginia 23060 February 2016 RKA Project No. 15007 41 pN .T F `s Z CARL A. HULT Eta y Lic. No. 049 4 -"e NAL e Prepared By: MEL Reviewed By: CAH Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia TABLE OF CONTENTS 1. INTRODUCTION...................................................................................................1 1.1. Executive Summary...............................................................................................1 1.2. Site Location and Study Area.................................................................................8 1.3. Existing Land Uses.................................................................................................8 1.4. Proposed Land Uses and Access............................................................................8 1.5. Existing Roadway Network.................................................................................. 11 2. TRAFFIC ANALYSIS PROCEDURE.................................................................13 3. EXISTING (2014) TRAFFIC CONDITIONS.......................................................15 3.1. Analysis of Existing (2014) Peak Hour Traffic Conditions.................................15 4. NO -BUILD TRAFFIC CONDITIONS................................................................17 4.1. Background Traffic Growth.................................................................................17 4.2. Approved Development Traffic...........................................................................17 4.3. No -build (2024) Peak Hour Traffic Conditions...................................................17 4.4. No -build (2030) Peak Hour Traffic Conditions...................................................17 4.5. Analysis of No -build Peak Hour Traffic Conditions............................................20 5. TRIP GENERATION............................................................................................21 6. SITE TRIP DISTRIBUTION AND ASSIGNMENT............................................23 7. BUILD TRAFFIC CONDITIONS........................................................................32 7.1. Build (2024) Peak Hour Traffic Conditions.........................................................32 7.2. Build (2030) Peak Hour Traffic Conditions.........................................................32 7.3. Analysis of Build Peak Hour Traffic Conditions.................................................32 8. CAPACITY ANALYSIS.......................................................................................38 8.1. U.S. 29 at Ashwood Boulevard............................................................................38 8.2. U.S. 29 at Proposed Site Driveway 1...................................................................40 8.3. U.S. 29 at Polo Grounds Road / Rio Mills Road..................................................42 8.4. Polo Grounds Road at Site Driveway 2................................................................46 8.5. Polo Grounds Road at Site Driveway 3................................................................48 8.6. Ashwood Boulevard at Site Driveway 4..............................................................49 8.7. U.S. 29 at Median U -Turn ....................................................................................51 9. TRAFFIC SIGNAL WARRANT ANALYSIS.....................................................52 10. RECOMMENDATIONS.......................................................................................54 10.1. Recommended Lane Configuration......................................................................54 10.2. Recommended Option..........................................................................................57 VA AMEY KEMP SSOCIATES 1 Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia LIST OF FIGURES Figure 1 Site Location and Study Intersections....................................................................9 Figure 2 Conceptual Site Plan............................................................................................10 Figure 3 Existing Lane Configuration................................................................................12 Figure 4 Existing (2014) Traffic Volumes.........................................................................16 Figure 5 No -Build (2024) Traffic Volumes........................................................................18 Figure 6 No -Build (2030) Traffic Volumes........................................................................19 Figure 7 Site Traffic Distribution - Option A....................................................................25 Figure 8 Site Traffic Distribution - Option B.....................................................................26 Figure 9 Site Traffic Distribution - Option C.....................................................................27 Figure 10 Site Traffic Assignment - By-Right....................................................................28 Figure 11 Site Traffic Assignment - Option A....................................................................29 Figure 12 Site Traffic Assignment - Option B.....................................................................30 Figure 13 Site Traffic Assignment - Option C.....................................................................31 Figure 14 Build (2024) Traffic Volumes - By-Right..........................................................33 Figure 15 Build (2024) Traffic Volumes - Option A............................................................34 Figure 16 Build (2024) Traffic Volumes - Option B...........................................................35 Figure 17 Build (2024) Traffic Volumes - Option C...........................................................36 Figure 18 Build (2030) Traffic Volumes - Option A............................................................37 Figure 19 Recommended Lane Configuration - Option AA................................................59 Figure 20 Recommended Lane Configuration - Option BA................................................60 Figure 21 Recommended Lane Configuration - Option CA................................................61 VA AMEY KEMP SSOCIATES 11 Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia LIST OF TABLES Table 1 Highway Capacity Manual Levels -of -Service and Delay....................................13 Appendix B Table 2 ITE Trip Generation - 9' Edition - Weekday - Proposed Neighborhood.............21 Synchro Output — Existing 2014 Conditions Table 3 ITE Trip Generation - 9"' Edition - Weekday - By -Right Conditions .................22 Appendix E Table 4 Analysis Summary of U.S. 29 at Ashwood Boulevard........................................39 Synchro Output — Build 2024 Conditions — Option A and Option AA Table 5 Analysis Summary of U.S. 29 at Proposed Site Driveway 1 ...............................40 Appendix H Table 6 Analysis Summary of U.S. 29 at Polo Grounds Road / Rio Mills Road..............44 Synchro Output — Build 2030 Conditions — Option A Table 7 Analysis Summary of Polo Grounds Road at Proposed Site Driveway 2 ............46 Appendix K Table 8 Analysis Summary of Polo Grounds Road at Proposed Site Driveway 3 ............48 Table 9 Analysis Summary of Ashwood Boulevard at Proposed Site Driveway 4...........49 Table 10 Analysis Summary of U.S. 29 at Median U -Turn ................................................51 Table 11 Signal Warrant Analysis for U.S. 29 at Proposed Site Driveway 1 - Option A ...53 TECHNICAL APPENDIX Appendix A VDOT TIA Pre -Scope Form Appendix B Traffic Count Data Appendix C Synchro Output — Existing 2014 Conditions Appendix D Synchro Output — No -Build 2024 Conditions Appendix E Synchro Output — By -Right 2024 Conditions Appendix F Synchro Output — Build 2024 Conditions — Option A and Option AA Appendix G Synchro Output — Build 2024 Conditions — Option B and Option BA Appendix H Synchro Output — Build 2024 Conditions — Option C and Option CA Appendix I Synchro Output — Build 2030 Conditions — Option A Appendix J Traffic Signal Warrant Calculations Appendix K VDOT Turn Lane Warrants VA AMEY KEMP SSOCIATES iii TRAFFIC IMPACT ANALYSIS BROOKHILL NEIGHBORHOOD ALBEMARLE COUNTY, VIRGINIA 1. INTRODUCTION This report summarizes the findings of the Chapter 527 Traffic Impact Analysis (TIA) that was performed for the proposed Brookhill Neighborhood in Albemarle County, Virginia. The purpose of this study is to evaluate the current traffic conditions at the study intersections, estimate the trip generation potential of the proposed neighborhood, and determine what roadway improvements are needed to accommodate the projected traffic volumes. The original TIA was dated June 10, 2015, and this updated TIA is based on review comments provided by the County and VDOT in a letter dated July 31, and several meetings with VDOT. 1.1. Executive Summary The proposed neighborhood is located on the northeast quadrant of the U.S. 29 at Polo Grounds Road / Rio Mills Road intersection in Albemarle County, Virginia. At build -out, the site is expected to consist of up to 550 single-family homes, 600 multi -family units, 200 townhomes, an elementary school with up to 400 students, 80,000 s.f. of office space, and 100,000 s.f. of neighborhood retail space. If approved, the development is expected to be complete in 2024. The proposed access plan includes one full -movement driveway on U.S. 29, two full -movement driveways on Polo Grounds Road, and one full -movement driveway on Ashwood Boulevard. The weekday AM and PM peak hours were studied for the following intersections: ■ U.S. 29 at Ashwood Boulevard ■ U.S. 29 at Proposed Site Driveway 1 ■ U.S. 29 at Polo Grounds Road / Rio Mills Road ■ Polo Grounds Road at Proposed Site Driveway 2 ■ Polo Grounds Road at Proposed Site Driveway 3 ■ Ashwood Boulevard at Proposed Site Driveway 4 RAMEY KEMP ASSOCIATES Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia Based on the TIA scoping meeting with the County and VDOT on January 21, 2015, and several subsequent meetings, the following scenarios were analyzed: ■ Existing 2014 traffic conditions ■ No -build 2024 traffic conditions ■ Build 2024 traffic conditions — With Continuous Green T (Option A) ■ Build 2024 traffic conditions — With Continuous Green T and Rio Mills Road Converted to Right -in / Right -out (Option AA) ■ Build 2024 traffic conditions — With Right -in / Right -out (Option B) ■ Build 2024 traffic conditions — With Right -in / Right -out and Rio Mills Road Converted to Right -in / Right -out (Option BA) ■ Build 2024 traffic conditions — With Median U -Turn (Option C) ■ Build 2024 traffic conditions — With Median U -Turn and Rio Mills Road Converted to Right -in / Right -out (Option CA) ■ Build 2030 traffic conditions — For Informational Purposes Only The build 2024 traffic conditions include the proposed neighborhood and commercial space, and is the basis for the recommendations in this study. Three options for access to U.S. 29 were evaluated: ■ Option A — includes new median break on U.S. 29 at the proposed driveway location, and a Continuous Green T traffic signal. This will allow full -movement access, with one outbound left -turn lane turning into an auxiliary lane in the U.S. 29 median, which will merge into the southbound through lanes north of Polo Grounds Road. Under this configuration, southbound U.S. 29 never has to stop. ■ Option B —the proposed driveway on U.S. 29 would be right -in / right -out only ■ Option C — a directional crossover (left -in / right -in / right -out) median break at the proposed driveway location, and a U-turn median break would be constructed on U.S. 29 north of the proposed driveway. VA AMEY KEMP 2 SSOCIATES Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia Based on a meeting with VDOT on January 28, the intersection of U.S. 29 at Polo Grounds Road / Rio Mills Road was also analyzed with Rio Mills Road converted to right -in / right -out operation. This conversion may be possible in the future after the extension of Berkmar Drive is complete. Although this conversion might be inconvenient for drivers turning left on and off Rio Mills Road, it would eliminate two signal phases, which would have a significant positive impact on the progression of traffic in both directions on U.S. 29, which is documented in Table 6 of this report. For the purpose of the TIA, the scenarios that include Rio Mills Road converted to right -in / right - out operation are labeled Option AA, Option BA, and Option CA. Based on the traffic capacity analysis, the following roadway improvements are recommended to accommodate the projected 2024 traffic conditions under Option AA: U.S. 29 at Proposed Site Driveway ■ Install a traffic signal ■ Construct a southbound left -turn lane on U.S. 29 with 200 feet of storage ■ Construct a northbound right -turn lane on U.S. 29 with 200 feet of storage ■ Construct westbound driveway to provide one left -turn lane and one right -turn lane ■ Construct a Continuous Green T configuration with a southbound auxiliary lane in the U.S. 29 median to accept the left -turn out of the site U.S. 29 at Polo Grounds Road / Rio Mills Road: ■ Convert Rio Mills Road to right -in / right -out operation ■ Extend westbound right -turn lane on Polo Grounds Road from 50 feet of storage to 200 feet of storage ■ Construct one new westbound left -turn lane on Polo Grounds Road with 250 feet of storage Polo Grounds Road at Proposed Site Driveway 2: ■ Construct southbound driveway to provide one left -turn lane and one right -turn lane ■ Construct an eastbound left -turn lane on Polo Grounds Road with 150 feet of storage Polo Grounds Road at Proposed Site Driveway 3: ■ Construct southbound driveway to provide one left -turn lane and one right -turn lane ■ Construct an eastbound left -turn lane on Polo Grounds Road with 150 feet of storage VA AMEY KEMP 3 SSOCIATES Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia Ashwood Boulevard at Proposed Site Driveway 4: ■ Construct northbound driveway to provide one left -turn lane and one right -turn lane ■ Restripe painted median to provide westbound left -turn lane on Ashwood Boulevard with 100 feet of storage ■ Restripe eastbound Ashwood Boulevard approach to provide one right -turn lane Based on the traffic capacity analysis, the following roadway improvements would be needed to accommodate the projected 2024 traffic conditions under Option BA: U.S. 29 at Proposed Site Driveway ■ Construct a right -in / right -out driveway ■ Construct a northbound right -turn lane on U.S. 29 with 200 feet of storage U.S. 29 at Polo Grounds Road / Rio Mills Road: ■ Convert Rio Mills Road to right -in / right -out operation ■ Extend westbound right -turn lane on Polo Grounds Road from 50 feet of storage to 200 feet of storage ■ Construct one new westbound left -turn lane on Polo Grounds Road with 375 feet of storage Polo Grounds Road at Proposed Site Driveway ■ Construct southbound driveway to provide one left -turn lane and one right -turn lane ■ Construct an eastbound left -turn lane on Polo Grounds Road with 150 feet of storage Polo Grounds Road at Proposed Site Driveway 3: ■ Construct southbound driveway to provide one left -turn lane and one right -turn lane ■ Construct an eastbound left -turn lane on Polo Grounds Road with 150 feet of storage Ashwood Boulevard at Proposed Site Driveway 4: ■ Construct northbound driveway to provide one left -turn lane and one right -turn lane ■ Restripe painted median to provide westbound left -turn lane on Ashwood Boulevard with 100 feet of storage ■ Restripe eastbound Ashwood Boulevard approach to provide one right -turn lane VA AMEY KEMP 4 SSOCIATES Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia Based on the traffic capacity analysis, the following roadway improvements are recommended to accommodate the projected 2024 traffic conditions under Option CA: U.S. 29 at Proposed Site Driveway ■ Install a traffic signal ■ Construct a southbound left -turn lane on U.S. 29 with 200 feet of storage ■ Construct a northbound right -turn lane on U.S. 29 with 200 feet of storage ■ Construct westbound driveway to provide one left -turn lane and one right turn lane U.S. 29 at Median U -Turn: ■ Install a traffic signal ■ Construct a northbound U-turn lane on U.S. 29 with 400 feet of storage U.S. 29 at Polo Grounds Road / Rio Mills Road: ■ Convert Rio Mills Road to right -in / right -out operation ■ Extend westbound right -turn lane on Polo Grounds Road from 50 feet of storage to 200 feet of storage ■ Construct one new westbound left -turn lane on Polo Grounds Road with 250 feet of storage Polo Grounds Road at Proposed Site Driveway 2: ■ Construct southbound driveway to provide one left -turn lane and one right -turn lane ■ Construct an eastbound left -turn lane on Polo Grounds Road with 150 feet of storage Polo Grounds Road at Proposed Site Driveway 3: ■ Construct southbound driveway to provide one left -turn lane and one right -turn lane ■ Construct an eastbound left -turn lane on Polo Grounds Road with 150 feet of storage Ashwood Boulevard at Proposed Site Driveway 4: ■ Construct northbound driveway to provide one left -turn lane and one right -turn lane ■ Restripe painted median to provide westbound left -turn lane on Ashwood Boulevard with 100 feet of storage ■ Restripe eastbound Ashwood Boulevard approach to provide one right -turn lane VA AMEY KEMP 5 SSOCIATES Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia Based on the analysis, the projected traffic operations under Option A are significantly better than Option B for several reasons, including: ■ Under Option A, the left -turn movements out of the proposed neighborhood are dispersed, which will allow better progression on the U.S. 29 corridor. This will be a simple, three- phase traffic signal, and southbound U.S. 29 will never have to stop, so it will be easy to integrate into the U.S. 29 corridor timing progression plans. ■ Option B would concentrate left -turn movements at Polo Grounds Road, and would also create a northbound U-turn movement at Ashwood Boulevard, which would increase delays for all drivers at both intersections. ■ Under Option AA, the intersection of U.S. 29 at Polo Grounds Road / Rio Mills Road is projected to operate at LOS B during the AM and PM peak hours at build -out. Under Option BA, this intersection is projected to operate at LOS C during the AM peak hour and LOS D during the PM peak hour at build -out. ■ Under Option BA, the average delays at the intersection of U.S. 29 at Polo Grounds Road / Rio Mills Road would be nearly three times longer in the PM peak hour, compared to Option AA. ■ Under Option BA, the westbound left -turn queue on Polo Grounds Road is projected to be approximately 35% longer during the AM peak hour and approximately 70% longer during the PM peak hour, compared to Option AA. VA AMEY KEMP 6 SSOCIATES Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia Based on the analysis, the projected traffic operations under Option A are better than Option C for several reasons, including: ■ The Option A configuration allows for better progression on U.S. 29 because the southbound direction never has to stop ■ Option C creates an undesirable weaving movement across three through lanes with heavy volume from the site driveway to the median U-turn. ■ Option A requires only on new traffic signal on U.S. 29, while Option C requires two new traffic signals. Based on the analysis, the projected traffic operations under Option AA are better than Option A for several reasons, including: ■ Under Option AA, the intersection of U.S. 29 at Polo Grounds Road / Rio Mills Road is projected to operate at LOS B during the AM and PM peak hours at build -out. Under Option A, this intersection is projected to operate at LOS C during the AM peak hour and LOS D during the PM peak hour at build -out. ■ Under Option AA, the average delays at the intersection of U.S. 29 at Polo Grounds Road / Rio Mills Road will be less than half the average delays under Option A. VA AMEY KEMP 7 SSOCIATES Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia 1.2. Site Location and Study Area The proposed neighborhood is located on the northeast quadrant of the U.S. 29 at Polo Grounds Road / Rio Mills Road intersection in Albemarle County, Virginia. Based on our scoping meeting with the County and VDOT on January 21, 2015, the study area consists of the following intersections: ■ U.S. 29 at Ashwood Boulevard ■ U.S. 29 at Proposed Site Driveway 1 ■ U.S. 29 at Polo Grounds Road / Rio Mills Road ■ Polo Grounds Road at Proposed Site Driveway 2 ■ Polo Grounds Road at Proposed Site Driveway 3 ■ Ashwood Boulevard at Proposed Site Driveway 4 Figure 1 illustrates the site location and study intersections. 1.3. Existing Land Uses The subject property is currently zoned R-1, and the applicant is seeking a rezoning to NMD (Neighborhood Model District). The surrounding area consists of primarily residential areas to the north and east, and commercial development to the south. 1.4. Proposed Land Uses and Access By -right conditions allow for up to 269 single family homes to be constructed. With the proposed rezoning, the neighborhood is expected to consist of up to 550 single-family homes, 600 multi- family units, 200 townhomes, an elementary school with up to 400 students, 80,000 s.£ of office space, and 100,000 s.f. of neighborhood retail space. If approved, the development is expected to be complete in 2024. The proposed access plan includes one full -movement driveway on U.S. 29, two full -movement driveways on Polo Grounds Road, and one full -movement driveway on Ashwood Boulevard. Figure 2 shows the conceptual site plan. VA AMEY KEMP 8 SSOCIATES RAMEY KEMP a. ASSOCIATES TRANSPORTATION ENGINEERS Brookhill Neighborhood Conceptual Site Plan Albemarle County, Virginia 10 Scale: Not to Scale I Figure 2 Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia 1.5. Existing Roadway Network U.S. 29 (Seminole Trail) is an Urban Principal Arterial with a posted speed limit of 45 mph and has an average daily traffic (ADT) volume of approximately 46,000 vehicles per day. U.S. 29 is a four -lane divided roadway between Polo Grounds Road and Towncenter Drive, and a six -lane divided cross section south of Polo Grounds Road and north of Towncenter Drive. VDOT is planning to widen the four -lane divided section to six lanes in 2017. Looking south along U.S. 29 at Polo Grounds Road intersection Ashwood Boulevard is a two-lane residential collector with a posted speed limit of 35 mph, and an ADT volume of approximately 5,100 vehicles per day. Route 643 (Polo Grounds Road) is a two-lane local collector with a posted speed limit of 45 mph, and an ADT volume of approximately 2,400 vehicles per day. Figure 3 shows the existing lane configurations. VA AMEY KEMPSSOCIATES Rio Mills Road RAMEY KEMP a. j ASSOCIATES TRANSPORTATION ENGINEERS wood levard 'olo Grounds Road LEGEND U.S. 29 Existing Traffic Signal (Seminole Trail) —► Existing Lane XI Storage (In Feet) Existing Brookhill Neighborhood Lane Configurations Albemarle County, Virginia 12 Scale: Not to Scale I Figure 3 Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia 2. TRAFFIC ANALYSIS PROCEDURE The traffic capacity analysis was performed with Synchro 9, which is a comprehensive software package that allows the user to determine the level -of -service (LOS) for the study intersections based on the control delay thresholds specified in the 2010 Highway Capacity Manual (HCM). LOS is a qualitative measure of traffic operation that ranges from LOS A, which represents free- flow conditions, to LOS F, which represents congestion and long delays. For signalized intersections, Synchro calculates the average control delay and queue length for each lane group, and the LOS for the overall intersection. For unsignalized intersections, Synchro calculates the average control delay and queue length for stop -controlled movements, but does not provide an overall LOS for the intersection. Table 1 shows the control delay thresholds for unsignalized and signalized movements. Table 1 Highway Capacity Manual — Levels -of -Service and Delay UNSIGNALIZED INTERSECTION SIGNALIZED INTERSECTION LEVEL CONTROL DELAY LEVEL CONTROL DELAY OF PER VEHICLE OF PER VEHICLE SERVICE (SECONDS) SERVICE (SECONDS) A 0-10 A 0-10 B 10-15 B 10-20 C 15-25 C 20-35 D 25-35 D 35-55 E 35-50 E 55-80 F >50 F >80 LOS D is typically an acceptable overall LOS for signalized intersections, and it is common for left -turn and minor street movements to experience LOS E or F at signalized and unsignalized intersections. Note that since the June 2015 TIA, the Synchro models were updated to include the intersection of U.S. 29 at Hilton Heights Road in order to more accurately model the progression of traffic on northbound U.S. 29. VA AMEY KEMP 13 SSOCIATES Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia VDOT provided their Synchro files from the U.S. 29 Corridor Study to be used as a basis for this TIA. The following adjustments were made to the files: ■ RKA observed the northbound approach at the intersection of U.S. 29 at Polo Grounds Road / Rio Mills Road and found that most drivers merged into two lanes before passing through the signal. Therefore, the northbound through lane utilization factor for the existing conditions was adjusted from the 0.91 default to 0.79 to account for this merging behavior. For all future conditions, the default lane utilization factor of 0.91 was used because U.S. 29 will have a continuous six -lane cross section through the study area. ■ The 7% truck percentage for through movements on U.S. 29 remains, but the truck percentages turning onto Polo Grounds Road and Ashwood Boulevard were reduced to 2%, which is typical for residential roadways ■ Added correct approach grades VA AMEY KEMP 14 SSOCIATES Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia 3. EXISTING (2014) TRAFFIC CONDTIONS Existing lane configurations, turn lane storage lengths, and traffic signal timing information was collected in the field by Ramey Kemp & Associates, Inc. (RKA). The AM peak hour (7:00 to 9:00 AM) and PM peak hour (4:00 to 6:00 PM) turning movement counts were conducted by VDOT at the following intersections in September 2014 as part of the U.S. 29 Corridor Study: ■ U.S. 29 at Ashwood Boulevard ■ U.S. 29 at Polo Grounds Road / Rio Mills Road RKA performed an updated turning movement count at the following intersection on January 7, 2016: ■ U.S. 29 at Polo Grounds Road / Rio Mills Road Compared to the September 2014 count, the total approach volume at this intersection has dropped by approximately 2.5% during the past 15 months. The AM peak hour analysis was updated based on the new count data. Figure 4 shows the existing AM and PM peak hour volumes at the study intersections, and the count data are provided in the Appendix. Note that some through volumes have been increased to balance between study intersections. 3.1. Analysis of Existing (2014) Peak Hour Traffic Conditions The existing (2014) weekday AM and PM peak hour traffic volumes at the study intersection were analyzed to determine the current LOS under existing roadway conditions. The results of the analysis are presented in Section 8 of this report. VA AMEY KEMP 15 SSOCIATES 00 0 M � 50 (63) 416 (150) Ashwood Boulevard T (� W) N W N N N r` CD N .��, 23 (3 1) N f 0 (0) 173 (92) Rio Mills Polo Grounds Road T /1 Road (4)101\� (20)33 o V) N U.S. 29 (Seminole Trail) LEGEND X (Y) AM (PM) Peak Hour Traffic Existing (2014) R A M E Y K E M P Brookhill Neighborhood Peak Hour Traffic Volumes a. j ASS O C I A T E S Albemarle County, Virginia TRANSPORTATION ENGINEERS Scale: Not to Scale Figure 4 16 Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia 4. NO -BUILD TRAFFIC CONDITIONS In order to determine the traffic impact of the proposed development, a comparison of the future conditions of the study intersections must be made. This is done by analyzing the future build -out year (2024) with and without the traffic generated by the proposed development. The future year condition without the development is called the no -build condition, and is determined by projecting the existing traffic to the build -out year using an annualized growth rate and adding it to traffic from approved (but not yet built) developments in the study area. 4.1. Background Traffic Growth Based on discussion with the County and VDOT, an annual growth rate of 1.15% per year was applied to the existing traffic volumes, which is consistent with VDOT's U.S. 29 Corridor Study. This background rate accounts for the planned U.S. 29 widening and the planned Berkmar Drive extension project. 4.2. Approved Development Traffic Based on discussion with the County and VDOT, there are no approved developments in the vicinity of the site that will generate a significant amount of traffic. 4.3. No -build (2024) Peak Hour Traffic Conditions The no -build (2024) peak hour traffic volumes were determined by growing the existing 2014 traffic volumes for ten years, to 2024, using an annual growth rate of 1.15%. Figure 5 shows the projected no -build (2024) peak hour traffic volumes. 4.4. No -build (2030) Peak Hour Traffic Conditions The no -build (2030) peak hour traffic volumes were determined by growing the existing 2014 traffic volumes for sixteen years at an annual rate of 1.15%. Figure 6 shows the projected no -build (2030) peak hour traffic volumes. VA AMEY KEMP 17 SSOCIATES M O DD 0 N 00 N 56 (71) 466 (168) Ashwood Boulevard T �o O 00 M N ^ O M 26 (35) p M � cv °, f- 2 (0) 194 (103) Rio Mills Polo Grounds Road � t Road (5)1-► �o� (22) 37 ^ � ^ N DD N U.S. 29 (Seminole Trail) LEGEND X (Y) AM (PM) Peak Hour Traffic No -Build (2024) R A M E Y K E M P Brookhill Neighborhood Peak Hour Traffic Volumes a. j ASS O C I A T E S Albemarle County, Virginia TRANSPORTATION ENGINEERS Scale: Not to Scale Figure 5 18 0 M N N 60 (76) 499 (180) Ashwood Boulevard T C� Go 00 c L N IN O c M 28 (37) -�MNN f2(0) 208 (110) Rio Mills Polo Grounds Road � t Road (6)1� �rn� (24) 40 � o 0 cri U.S. 29 (Seminole Trail) LEGEND X (Y) AM (PM) Peak Hour Traffic R A M E Y K E M P Brookhill NeiNo-Build (2030) a.Neighborhood Peak Hour Traffic Volumes j ASS O C I A T E S Albemarle County, Virginia TRANSPORTATION ENGINEERS Scale: Not to Scale Figure 6 19 Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia 4.5. Analysis of No -build Peak Hour Traffic Conditions No -build (2024) conditions were analyzed with existing lane configurations and traffic control. The results of the no -build (2024) traffic conditions analyses are presented in Section 8 of this report. No -build (2030) conditions were not analyzed as part of this study, which is consistent with VDOT standards. As part of the Charlottesville -Albemarle MPO's Transportation Improvement Plan, VDOT is planning to widen U.S. 29 from four to six lanes from Polo Grounds Road to Towncenter Drive. VDOT is also planning a Berkmar Drive Extension from Hilton Heights Road to Towncenter Drive. This will create a parallel alternate route to U.S. 29 for local traffic, and will relieve congestion on U.S. 29. These projects are expected to be complete in 2017 and have been included as background improvements in this TIA. VA AMEY KEMP 20 SSOCIATES Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia 5. TRIP GENERATION At build -out, the proposed neighborhood is expected to consist of up to 550 single family homes, 600 multifamily units, 200 townhomes, an elementary school with up to 400 students, 80,000 s.£ of office space, and 100,000 s.f. of neighborhood retail space. The average weekday daily and peak hour trips were calculated based on the Institute of Transportation Engineers (ITE) Trip Generation Manual, 9th Edition. Table 2 presents a summary of the trip generation calculations. Table 2 ITE THD Generation — 911 Edition — Weekdav — Proposed Rezoning _RAMEY KEMP 21 ASSOCIATES Weekday Land Use Daily Traffic AM Peak Hour PM Peak Hour (ITE Land Use Code) See (vpd) v (ph (vph) p Enter Exit Enter Exit Enter Exit Single -Family Detached Housing 550 homes 2,618 2,618 103 310 347 203 210 Multi -Family Units (220) 600 units 1,995 1,995 61 245 242 130 Townhomes 200 homes 581 581 15 73 70 34 (230) Elementary School 400 students 258 258 99 81 29 31 (520) General Office Space (710) 80,000 s.f. 554 554 141 19 29 139 General Retail Space (820) 100,000 s.f 3,396 3,396 97 59 288 311 Subtotal 9,402 9,402 516 787 1,005 848 ITE Internal Capture — 4% / 18% -1,034 -1,034 -26 -26 -166 -166 Driveway Volumes 8,368 8,368 490 761 839 682 ITE Pass -by Trips: General Retail — 34% -1,027 -1,027 -23 -23 -90 -90 Net New External Trips 7,341 7,341 467 738 749 592 _RAMEY KEMP 21 ASSOCIATES Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia The ITE internal capture methodology predicts an internal capture rate of 4% in the AM peak hour and 18% in the PM peak hour to account for trips that will occur between the residential, office, and commercial space within the mixed-use development. The conceptual plan includes an extensive network of paths to facilitate pedestrian and bicycle activity. Note that the ITE internal capture methodology does not account for schools, but there will obviously be internal capture between the neighborhood and the elementary school. To be conservative, the elementary school trips were excluded from the internal trip rate calculations. Retail space attracts pass -by trips, which are made by drivers who are already driving by the site today and will visit the center in the future because it is convenient. Table 2 shows the ITE pass - by trip adjustments that could be applied. However, the proposed retail space is intended to serve the neighborhood, and will not front U.S. 29, so to be conservative, no pass -by trip adjustments were applied in this study. By -right conditions allow up to 269 single family homes to be constructed. The average weekday daily and peak hour trips were calculated based on the Institute of Transportation Engineers (ITE) Trip Generation Manual, 9th Edition. Table 3 presents a summary of the trip generation calculations. Table 3 ITE Trip Generation — 9' Edition — Weekdav — Current Zoning Table 4 and Table 6 include the by -right (2024) analysis scenario with the trip generation potential of the 269 single family homes for comparison purposes to the no -build (2024) traffic conditions and to the proposed build -out conditions. VA AMEY KEMP 22 SSOCIATES Weekday Land Use Daily Traffic AM Peak Hour PM Peak Hour (ITE Land Use Code) Size (vpd) (vph) (vph) Enter Exit Enter Exit Enter Exit Single -Family Detached Housing 269 homes 1,281 1,281 51 151 169 100 210 Table 4 and Table 6 include the by -right (2024) analysis scenario with the trip generation potential of the 269 single family homes for comparison purposes to the no -build (2024) traffic conditions and to the proposed build -out conditions. VA AMEY KEMP 22 SSOCIATES Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia 6. SITE TRIP DISTRIBUTION AND ASSIGNMENT The primary site trip distribution for the proposed neighborhood was determined based on a review of existing traffic patterns, surrounding land uses, engineering judgment, and discussion with the County and VDOT: ■ 80% to / from the south on U.S. 29 ■ 13% to / from the north on U.S. 29 ■ 5% to / from the east on Ashwood Boulevard (due to the schools) ■ 1% to / from the west on Rio Mills Road ■ 1 % to / from the east Polo Grounds Road At the request of the County and VDOT, the intersection of U.S. 29 at Proposed Site Driveway 1 has been analyzed under three configurations: ■ Option A — includes new median break on U.S. 29 at the proposed driveway location, and a Continuous Green T traffic signal. This will allow full -movement access, with one outbound left -turn lane turning into an auxiliary lane in the U.S. 29 median, which will merge into the southbound through lanes north of Polo Grounds Road. Under this configuration, southbound U.S. 29 never has to stop. ■ Option B — the proposed driveway on U.S. 29 would be right -in / right -out only ■ Option C — a directional crossover (left -in / right -in / right -out) median break at the proposed driveway location, and a U-turn median break would be constructed on U.S. 29 north of the proposed driveway. The same overall distribution was applied to all three options, but the individual turning movements are different. Figures 7 and 11 show the site trip distribution and assignment for Option A. Figures 8 and 12 show the site trip distribution and assignment for Option B. Figures 9 and 13 show the site trip distribution and assignment for Option C. VA AMEY KEMP 23 SSOCIATES Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia The by -right scenario was analyzed using the trip distribution for Option B without the intersection of U.S. 29 at Site Drive 1. The trips using Site Drive 1 were redirected to use the U.S. 29 at Polo Grounds Road / Rio Mills Road intersection. Figure 10 shows the site trip assignment for the by - right conditions. VA AMEY KEMP 24 SSOCIATES 13% 5% 5% 4% I Ashwood Blvd 0 0 o �n Site Drive 4 ----------------------------i i Proposed Site Drive 1 i Site � i ---------------------------� Site Drive 2 Site Drive 3 o �o o (0.5%) �o (8.5%) 0 0C o (41.5%) o o � = o � 5% 5% 4% I Ashwood Blvd 0 0 o �n Site Drive 4 ----------------------------i i Proposed Site Drive 1 i Site � i ---------------------------� Site Drive 2 Site Drive 3 o �o o (0.5%) �o o f (0.5%) o 0.5% = 0.5% (33%) �►4— (17%) --*J L. -f 0.5% 1% 1% ? (� 20% 17% Polo Grounds Rio Mills 0.5% Road 0.5%--p. o 0 17% - ► (0.5%) Road � M 80% U.S. 29 (Seminole Trail) RAMEY KEMP a. j ASSOCIATES TRANSPORTATION ENGINEERS LEGEND X (Y) Entering (Exiting) Trip Distribution xx-io Regional Trip Distribution Site Trip Distribution Brookhill Neighborhood option A Albemarle County, Virginia 25 Scale: Not to Scale I Figure 7 I 13% 0 00 a o (4%) 5% �► ON f 0 12.5% Ashwood Blvd 00 00 00 Site Drive 4 0 -------------------------- �f Proposed Site Drive 1 i Site � ---------------------------� o � Site Drive 2 Site Drive 3 o (0.5%) �o �o �It W)�o f(0.5%) �o o �o 0 (20%) _ f 0.5% F10/01 Rio Mills 0.5% (� 20% J 17% Polo Grounds Road 0.5%—► 0 0 17% --w- (0.5%) —► Road � M u U.S. 29 (Seminole Trail) _ 1_RAMEY KEMP a. j ASSOCIATES TRANSPORTATION ENGINEERS LEGEND X (Y) Entering (Exiting) Trip Distribution Frio Regional Trip Distribution 000. Right -In / Right -Out Brookhill Neighborhood Albemarle County, Virginia 26 Site Trip Distribution Option B Scale: Not to Scale Figure 8 13% (4%) 5% 4% '1 r► T Ashwood Blvd 0 0 0 0 rn Site Drive 4 Median U -Turn --------------------------- Proposed 00 W) I Site o06 (50%) ; Site Drive 1 1--------------------------- i o � o � Site Drive 2 Site Drive 3 o o o (0.5%) o 0 �o f(0.5%) �o �0.5% �� 0.5% r (33%) � Ll -(17%) -.j Ll -0.5% 1% 1 1% Rio Mills0.5% (� 20% 17% J Polo Grounds Road 0.5% —► o 0 17% (0.5%) Road � M 80% U.S. 29 (Seminole Trail) RAMEY KEMP a. j ASSOCIATES TRANSPORTATION ENGINEERS LEGEND X (Y) Entering (Exiting) Trip Distribution xx-io Regional Trip Distribution Brookhill Neighborhood Albemarle County, Virginia 27 Site Trip Distribution Option C Scale: Not to Scale Figure 9 6 (3) 9 (6) T 14 (9) L► 113 (75) Rio Mills (2) 2 --► I -,,- Road M W M U.S. 29 (Seminole Trail) RAMEY KEMP a. j ASSOCIATES TRANSPORTATION ENGINEERS (21) 5 (109) 33 (29) 9 1 2 (8) Ashwood Blvd Site Drive 4 ---------------------------� i Proposed 1 Site ' -------------------------- Site Drive 2 �— 30 (20) Site Drive 3 0 N .. (29) 9 (1) 1 --► Polo Grounds I Road LEGEND X (Y) AM (PM) Peak Hour Traffic Volumes Brookhill Neighborhood Albemarle County, Virginia 28 Site Trip Assignment for By -Right Conditions Scale: Not to Scale Figure 10 � N L Site Drive 2 (58) 30 (27) o �MN Site Drive 1 �► 46 (41) —251(225)2 25 (42) Rio Mills (4) 2 M N (168) 98 J M � � C` (34) 20 ► 01 N �O O M M Site Drive 4 Ashwood Blvd ----------------------------� i Proposed ' Site ' i --------------------------- 65 Site Drive 2 (58) 316 (283) o �MN Site Drive 1 ,- N� T (� —251(225)2 2 4 ( ) f 129 (116) Rio Mills (4) 2 M N (168) 98 J M � � C` M Site Drive 4 Ashwood Blvd ----------------------------� i Proposed ' Site ' i --------------------------- U.S. 29 (Seminole Trail) RAMEY KEMP a. j ASSOCIATES TRANSPORTATION ENGINEERS Site Drive 3 Site Drive 2 N �O o �MN 4 (3) f3(4) ,- N� —251(225)2 2 4 ( ) f 129 (116) Rio Mills (4) 2 (� (168) 98 J Road (5)3--p. � � (143) 83 01 N �O O M M U.S. 29 (Seminole Trail) RAMEY KEMP a. j ASSOCIATES TRANSPORTATION ENGINEERS Site Drive 3 (143) 83 J (3) 4 —w- Polo Grounds I Road LEGEND X (Y) AM (PM) Peak Hour Traffic Volumes Site Trip Assignment Brookhill Neighborhood option A Albemarle County, Virginia 29 Scale: Not to Scale I Figure 11 j rq rq 2 (4) �► f 2 (4) (143) 83 J (3) 4 —w- Polo Grounds I Road LEGEND X (Y) AM (PM) Peak Hour Traffic Volumes Site Trip Assignment Brookhill Neighborhood option A Albemarle County, Virginia 29 Scale: Not to Scale I Figure 11 j 0 N 30 (27) �► 46 (41) 25 (42) Ashwood Blvd (105) 61 r► 00 It Site Drive 4 --------------------------M � j 1 N I 1 I 1 129 (116)Proposed I I Site Drive 1 i ,Site 1 1 I 1 I 1 T 1 1 00 1 - N 1_ M t` M Site Drive 2 Site Drive 3 0 Q1 0 N 0 M Road (5) 3 ".. 4 M (3) O\ N N N .4-4(3) 2 (4) 3 (4) L,- 21 f 502 (450) f 152 (136) ---*J �► f 2 (4) Rio Mills (4) 2 (— (168) 98 Road (5) 3 (143) 83 O\ N �O O M M U.S. 29 (Seminole Trail) RAMEY KEMP a. j ASSOCIATES TRANSPORTATION ENGINEERS (143)83 J Polo Grounds (4) 4 —Do- Road LEGEND X (I') AM (PM) Peak Hour Traffic Volumes Site Trip Assignment Brookhill Neighborhood option B Albemarle County, Virginia 30 Scale: Not to Scale I Figure 12 U.S. 29 (Seminole Trail) RAMEY KEMP - —a. ASSOCIATES TRANSPORTATION ENGINEERS 1— 25 (42) Ashwood Blvd (34) 20 Site Drive 4 ---------------------------� 1 1 1 Proposed ' 1 1 Site ' 1 1 1 1 1 Site Drive 1 Site Drive 2 ^ 2 (4) (► f 129 (116) (168) 98 (143) 83 Site Drive 3 ^ T (' l� M t 00 M N N 30 (27) �► Road 46 (41) ^ N T ^ O � M N 3 (4) –251 (225) Median U -Turn Rio Mills (4) 2 T Road (5) 3 M ^ M � � DD N ^ � M � 381 (341) U.S. 29 (Seminole Trail) RAMEY KEMP - —a. ASSOCIATES TRANSPORTATION ENGINEERS 1— 25 (42) Ashwood Blvd (34) 20 Site Drive 4 ---------------------------� 1 1 1 Proposed ' 1 1 Site ' 1 1 1 1 1 Site Drive 1 Site Drive 2 ^ 2 (4) (► f 129 (116) (168) 98 (143) 83 Site Drive 3 ^ T (' t 00 M N (143)83 M (3) 4 Road M ^ N �4(3) ^00 M N 3 (4) –251 (225) Rio Mills (4) 2 ? (� Road (5) 3 ^ ^ O� N �O O M M U.S. 29 (Seminole Trail) RAMEY KEMP - —a. ASSOCIATES TRANSPORTATION ENGINEERS 1— 25 (42) Ashwood Blvd (34) 20 Site Drive 4 ---------------------------� 1 1 1 Proposed ' 1 1 Site ' 1 1 1 1 1 Site Drive 1 Site Drive 2 ^ 2 (4) (► f 129 (116) (168) 98 (143) 83 Site Drive 3 ^ 2 (4) �— 2 (4) (143)83 Polo Grounds (3) 4 Road LEGEND X (Y) AM (PM) Peak Hour Traffic Volumes Brookhill Neighborhood Albemarle County, Virginia 31 Site Trip Assignment Option C Scale: Not to Scale Figure 13 Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia 7. BUILD TRAFFIC CONDITIONS Build traffic represents the future build out year of a development. It is typically determined by adding the no -build traffic condition and the site traffic. 7.1. Build (2024) Peak Hour Traffic Conditions Build (2024) conditions were determined by adding the no -build (2024) traffic volumes (Figure 5) with the site trips (Figures 9, 10, 11, and 12). Figure 14 shows the projected by -right (2024) peak hour traffic volumes. Figure 15 shows the projected build (2024) peak hour traffic volumes for Option A, Figure 16 shows the projected build (2024) peak hour traffic volumes for Option B, and Figure 17 shows the projected build (2024) peak hour traffic volumes for Option C. 7.2. Build (2030) Peak Hour Traffic Conditions Build (2030) conditions were determined by adding the no -build (2030) traffic volumes (Figure 6) with the site trips (Figure 11). Figure 18 shows the projected build (2030) peak hour traffic volumes. Note that build 2030 conditions are based on Option AA. 7.3. Analysis of Build Peak Hour Traffic Conditions Build (2024) traffic volumes were analyzed with the recommended lane configurations and traffic control, and the results are presented in Section 8 of this report. This is the basis for the recommendations in this study. Note that current zoning conditions were only analyzed for the intersection of U.S. 29 at Polo Grounds Road / Rio Mills Road, and the intersection of U.S. 29 at Ashwood Boulevard. Build (2030) traffic volumes were analyzed with the recommended lane configurations and traffic control described in the build (2024) Option AA analysis, and the results are presented in Section 8 of this report. VA AMEY KEMP32 SSOCIATES 0 O 00 00 00 62 (74) �— 522 (239) N N 2 l8) 475 (174) l 1 Ashwood Blvd (431) 130 --o- -,*] I-,,- (21)5 ►(21)5 n N � N Site Drive 4 --------------------------- Proposed ' Site ----------------------------' Site Drive 2 Site Drive 3 M M 40 (44) "' 0 00 0-0— 1 () 1 0 j 1 L-,..307 (178) �j 250 (158) ► �— 221 (139) Rio Mills Polo Grounds Road (1) 0 (109) 33 (29) 9 Road (7)3--a- ^ 0 00 (326) 76 --► (298) 68 --► (22) 37 W 00 ^00 00 N U.S. 29 (Seminole Trail) LEGEND X (Y) AM (PM) Peak Hour Traffic Volumes R A M E Y K E M P Brookhill NeiBy-Right (2024) Peak Hour a.Neighborhood Traffic Volumes j ASS O C I A T E S Albemarle County, Virginia TRANSPORTATION ENGINEERS Scale: Not to Scale Figure 14 33 Rio Mills Road On 0 N 'IT 0 ---,j � L- (5) 2 J (10)4--p- (22)37 10)4--►(22)37 86 (98) �— 522 (239) 512 (209) 25 (42) Ashwood Blvd (431) 130 c rw- (34) 20 00 M 0^O N Site Drive 4 65 (58) 316 (283) Site Drive 1 T � N �„\ M O � 00 N 30 (38) f 5 (4) 445 (328) Wduffr M 1p M .r N � � N M � o `Mn 0 M U.S. 29 (Seminole Trail) RAMEY KEMP a. j ASSOCIATES TRANSPORTATION ENGINEERS 1 1 1 1 Proposed 1 Site 1 1 1 ---------------------------- Site Drive 2 (168) 98 J (440) 150 --► 2 (4) 351 (254) Site Drive 3 2 (4) 224 (142) Polo Grounds (143) 83 Road (300) 71 —► LEGEND X (Z') AM (PM) Peak Hour Traffic Volumes Brookhill Neighborhood Albemarle County, Virginia 34 Build (2024) Peak Hour Traffic Volumes for Option A Scale: Not to Scale Figure 15 0 ao �? 86 (98) N ao 512 (209) T �ro- 0 o M ^i 3 (4) --1jf h 374 (274) � . - 224 (142) �i 0 N N 129 (116) T r' O 00 M � N ~ M O � 00 N N O 30 (38) M 3 (3) � N N 696 (553) Rio Mills 2 Road (5) (10)4--m- 10)4--►(22)37 (22)37 o "' 0 c+i U.S. 29 (Seminole Trail) RAMEY KEMP a. j ASSOCIATES TRANSPORTATION ENGINEERS �— 522 (239) 25 (42) Ashwood Blvd (431) 130 -"*I r► (105) 61 on 00 It Site Drive 4 ----------------------------1 1 1 1 1 1 1 1 1 1 1 Proposed 1 1 1 1 ' Site Drive 1 1 Site 1 1 1 1 1 1 1 1 1 1 1---------------------------- Site Drive 2 Site Drive 3 O M 2 (4) 3 (4) --1jf h 374 (274) � . - 224 (142) (168) 98 J (440) 150 --► Polo Grounds (143)83 Road (301) 71 --o- LEGEND -► LEGEND X (Y) AM (PM) Peak Hour Traffic Volumes Brookhill Neighborhood Albemarle County, Virginia 35 Build (2024) Peak Hour Traffic Volumes Option B Scale: Not to Scale Figure 16 Rio Mills Road ia mano (5) 2 -# (10)4--m- (22)37 10)4--►(22)37 86 (98) 512 (209) T Wn o 00 .--i Median U-turn M � M DO 00 N 381 (341) I 0 00 � N M v7 � ao N 30 (38) �- 5 (4) 445 (328) M 1p M � � N o `n 00 c+i U.S. 29 (Seminole Trail) RAMEY KEMP a. j ASSOCIATES TRANSPORTATION ENGINEERS f 522 (239) 25 (42) Ashwood Blvd (431) 130 ro- (34) 20 00 l� M 00 �I 1 ItM Site Drive Drive 1 Site Drive 4 1 1 1 1 Proposed 1 ' Site 1 1 1 1 ---------------------------- Site Drive 2 41 � 2 (4) 351 (254) (168) 98 j (440) 150 -► Site Drive 3 PIN Polo Grounds (143) 83 J Road (300) 71 -► LEGEND X (Z') AM (PM) Peak Hour Traffic Volumes Brookhill Neighborhood Albemarle County, Virginia 36 Build (2024) Peak Hour Traffic Volumes for Option C Scale: Not to Scale Figure 17 a1 � 2 (4) 224 (142) Polo Grounds (143) 83 J Road (300) 71 -► LEGEND X (Z') AM (PM) Peak Hour Traffic Volumes Brookhill Neighborhood Albemarle County, Virginia 36 Build (2024) Peak Hour Traffic Volumes for Option C Scale: Not to Scale Figure 17 Rio Mills Road M a a (5) 2 (11)4--m- (24),40 11)4--►(24)40 90 (103) �— 559 (256) 545 (221) 25 (42) Ashwood Blvd (462) 140 --► (34) 20 (� 00 0C0 rn °` N Site Drive 4 65 (58) 316 (283) 32 (40) �— 5 (4) 459 (335) U.S. 29 (Seminole Trail) RAMEY KEMP a. j ASSOCIATES TRANSPORTATION ENGINEERS Site Drive 1 Site Drive 2 (168) 98 —# (462) 154—► ----------------------------� i i i Proposed ' i Site ' i i i 2 (4) 367 (263) X (Y) Brookhill Neighborhood Albemarle County, Virginia 37 Site Drive 3 Polo Grounds (143) 83 Road (322) 75 —► LEGEND AM (PM) Peak Hour Traffic Volumes Build (2030) Peak Hour Traffic Volumes Option A Scale: Not to Scale I Figure 18 2 (4) 240 (151) Polo Grounds (143) 83 Road (322) 75 —► LEGEND AM (PM) Peak Hour Traffic Volumes Build (2030) Peak Hour Traffic Volumes Option A Scale: Not to Scale I Figure 18 Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia 8. CAPACITY ANALYSIS 8.1. U.S. 29 at Ashwood Boulevard The signalized intersection of U.S. 29 at Ashwood Boulevard was analyzed under all traffic conditions. Table 4 presents a summary of the capacity analysis results, and the Synchro output is included in the Appendix. Capacity analysis indicates that the intersection currently operates at LOS C during the AM peak hour and LOS D during the PM peak hour. For the no -build conditions, with the widening of U.S. 29 to six lanes and the by -right scenario with 269 single family homes, this intersection is expected to operate at LOS B during both the AM and PM peak hours. Under build (2024) conditions, this intersection is projected to continue to operate at LOS B during the AM peak hour, and at LOS C during the PM peak hour under Option A. With Option B and Option C, this intersection is expected to operate at LOS B during both the AM and PM peak hours. Under build 2030 conditions, the intersection is expected to operate at LOS C during both the AM and PM peak hours with all movements operating at LOS E or better. VA AMEY KEMP 38 SSOCIATES Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia Table 4 Analysis Summary of U.S. 29 at Ashwood Boulevard *This scenario is for informational purposes only VA AMEY KEMP 39 SSOCIATES AM PEAK HOUR PM PEAK HOUR CONDITION LANE GROUP Lane Lane Overall Lane Lane Overall LOS Queue LOS LOS Queue LOS (Delay) ft(Delay) ft WBL D 200 D 93 WBR D 34 E 43 Existing (2014) NBT C 218 C F 854 D Conditions NBR B 25 (21.1 SeC) A 325 (39.9 sec) SBL C 34 D 89 SBT B 617 A 238 WBL D 207 D 105 WBR D 33 E 46 No -Build (2024) NBU A 0 B A 0 B Conditions NBR B 1 (16.0 sec) A 175 (11.2 sec) SBL D 37 D 102 SBT A 397 A 135 WBL D 212 D 108 WBR D 34 E 47 By -Right (2024) B B Conditions NBT NBR A A 4 0 (13.6 sec) B A 289 142 (13.2 sec) SBL D 43 D 125 SBT A 397 A 136 WBL D 239 E 127 WBR D 42 E 62 Build (2 024) NBU A 0 A 0 0 D 206 Conditions Option A NBT B (19.9 sec) C 103 (25.9 sec) SBL D 61 E 137 SBT A 364 A 145 WBL D 239 E 127 WBR D 42 E 53 Build (2024) NBU A 122 B A 116 B Conditions — Option B NBT NBR B A 68 65 (15.5 SeC) B A 283 137 (16.3 sec) SBL D 105 E 217 SBT A 550 A 263 WBL D 239 E 127 WBR D 42 E 62 Build (2024) NBT A 011 B B B 1U B 8039 Conditions — Option C NBR A 15 (14.8 sec) A 91 (12.6 sec) SBL D 61 E 137 SBT A 364 A 145 WBL D 312 E 133 WBR D 43 E 70 Build (2030)* NBU A 0 C* A 0 C* Conditions — Option A NBT NBR C B 119 64 (21.2 sec) D C 162 99 (27.6 sec) SBL D 63 E 170 SBT B 403 A 161 *This scenario is for informational purposes only VA AMEY KEMP 39 SSOCIATES Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia 8.2. U.S. 29 at Proposed Site Driveway 1 The intersection of U.S. 29 at Proposed Site Driveway 1 was analyzed under build traffic conditions. Table 5 presents a summary of the capacity analysis results, and the Synchro output is included in the Appendix. Table 5 Analvsis Summary of U.S. 29 at Proposed Site Drivewav 1 *This scenario is for informational purposes only 1. Level of service for minor approach 2. HCM methodology does not provide lane group or overall LOS, delay, and queue lengths for major street through movements or right turns at unsignalized intersections 3. HCM for signalized intersections does not support free-flow through movements. Therefore, the LOS from Synchro is reported 4. Level of service for major street left turn movement VA AMEY KEMP 40 SSOCIATES AM PEAK HOUR PM PEAK HOUR CONDITION LANE GROUP Lane Lane Overall Lane Lane Overall LOS Queue LOS LOS Queue LOS (ft) (Delay) ft (Delay) WBL D 293 E 344 WBR A 32 C 70 Build (2024) NBT A 165 A3 D 536 C3 Conditions — Option A NBR A 4 (5.7 sec) A 300 (24.2 sec) SBL D 84 E 141 SBT A 0 A 0 WBRI D 68 F 260 Build (2024) NBT -- - N/A 2 N/A2 Conditions — Option B NBR -- -- -- SBT -- -- - WBRI F 600 F 1,012 Build (2024) NBT Conditions — Option C NBR -- -- N/A2 -- N/A2 Unsignalized SBL4 D 23 F 230 SBT -- -- WBR D 258 F 385 Build (2024) NBT A 219 A3 C 839 C3 Conditions — Option C NBR A 4 A 300 Signalized SBL D 84 (5.1 sec) E 131 (20.4 Sec) SBT A 0 A 0 WBL D 298 E 353 WBR A 32 C 70 Build (2030)* NBT A 302 A3* E 734 D3* Conditions — Option A NBR A 3 (6.1 sec) A 300 (42.6 sec) SBL D 83 E 143 SBT A 0 A 0 *This scenario is for informational purposes only 1. Level of service for minor approach 2. HCM methodology does not provide lane group or overall LOS, delay, and queue lengths for major street through movements or right turns at unsignalized intersections 3. HCM for signalized intersections does not support free-flow through movements. Therefore, the LOS from Synchro is reported 4. Level of service for major street left turn movement VA AMEY KEMP 40 SSOCIATES Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia Based on review comments and discussions with the County and VDOT, the build 2024 conditions were analyzed with three access configurations: ■ Option A — includes new median break on U.S. 29 at the proposed driveway location, and a Continuous Green T traffic signal. This will allow full -movement access, with one outbound left -turn lane turning into an auxiliary lane in the U.S. 29 median, which will merge into the southbound through lanes north of Polo Grounds Road. Under this configuration, southbound U.S. 29 never has to stop. ■ Option B —the proposed driveway on U.S. 29 would be right -in / right -out only ■ Option C — a directional crossover (left -in / right -in / right -out) median break at the proposed driveway location, and a U-turn median break would be constructed on U.S. 29 north of the proposed driveway. Under Option A, the driveway is projected to operate at LOS A during the AM peak hour, and at LOS C during the PM peak hour. Under Option B, the minor street right -turn movement is projected to operate with moderate delays (between 25 and 50 seconds) during the AM peak hour, and with long delays (more than 50 seconds) during the PM peak hour. Option C was modeled as both an unsignalized and signalized intersection. If the intersection is unsingalized, the minor street movement operates with long delays (more than 50 seconds) and long queues during both peak hours. With the installation of a traffic signal, the driveway is projected to operate at LOS A during the AM peak hour, and at LOS C during the PM peak hour. Option A is the recommended alternative because southbound U.S. 29 never has to stop. The build 2030 conditions were modeled assuming Option A, and with this configuration, capacity analysis indicates that this intersection is expected to operate at LOS A during the AM peak hour and LOS D during the PM peak hour. VA AMEY KEMP 41 SSOCIATES Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia 8.3. U.S. 29 at Polo Grounds Road / Rio Mills Road The signalized intersection of U.S. 29 at Polo Grounds Road / Rio Mills Road was analyzed under all traffic conditions. Table 6 presents a summary of the capacity analysis results, and the Synchro output is included in the Appendix. Capacity analysis indicates that this intersection currently operates at LOS C during the AM peak hour, and at LOS D during the PM peak hour. For the no -build conditions, with the widening of U.S. 29 to six lanes, this intersection is expected to operate at LOS C during both peak hours. With the trip generation potential of the by -right scenario (269 homes) under access Option B, this intersection would be expected to operate at LOS D during both peak hours without any roadway or traffic signal improvements. For the build conditions under Option A and Option C, this intersection is projected to operate at LOS C during the AM peak hour and LOS D during the PM peak hour with the following improvements: ■ Extend westbound right -turn lane on Polo Grounds Road from 50 feet to 200 feet of storage ■ Construct two new westbound left -turn lanes on Polo Grounds Road with 325 feet of storage For the build conditions under Option B, this intersection is projected to operate at LOS D during the AM peak hour and LOS E during the PM peak hour with the following improvements: ■ Extend westbound right -turn lane on Polo Grounds Road from 50 feet to 200 feet of storage ■ Construct two new westbound left -turn lane on Polo Grounds Road with 650 feet of storage Under Option B, with these improvements in place, the capacity analysis indicates that the westbound movements on Polo Grounds Road are expected to operate at LOS F with multi -cycle delays for most drivers during the peak hours. VA AMEY KEMP 42 SSOCIATES Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia For the build conditions under Option AA and Option CA, this intersection is projected to operate at LOS B during both the AM and PM peak hours with the following improvements: ■ Convert Rio Mills Road to right -in / right -out operation ■ Extend westbound right -turn lane on Polo Grounds Road from 50 feet to 200 feet of storage ■ Construct one new westbound left -turn lane on Polo Grounds Road with 250 feet of storage For the build conditions under Option BA, this intersection is projected to operate at LOS C during the AM peak hour and LOS D during the PM peak hour with the following improvements: ■ Convert Rio Mills Road to right -in / right -out operation ■ Extend westbound right -turn lane on Polo Grounds Road from 50 feet to 200 feet of storage ■ Construct one new westbound left -turn lanes on Polo Grounds Road with 375 feet of storage The build 2030 conditions were modeled assuming Option AA, and with this configuration, capacity analysis indicates that this intersection is expected to operate at LOS B during the AM peak hour and LOS C during the PM peak hour, and all movements are expected to operate at LOS E or better. VA AMEY KEMP 43 SSOCIATES Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia Table 6 Analysis Summary of U.S. 29 at Polo Grounds Road / Rio Mills Road _RAMEY KEMP 44 ASSOCIATES AM PEAK HOUR PM PEAK HOUR CONDITION LANE Lane Overall Lane Overall GROUP Lane Queue LOS Lane Queue LOS LOS (ft) (Dela) LOS (ft) (Delay) EBL/T D 9 E 17 EBR D 0 E 0 WBL/T F 281 E 130 WMR D 0 D 0 Existing (2014) NBL D 36 C D 157 D Conditions NBT B 74 (20.3 seC) F 1,093 (50.4 sec) NBR A 0 A 351 SBL C 56 D 64 SBT B 248 A 409 SBR A 1 A 0 EBL/T D 9 D 18 EBR D 0 E 0 WBL/T F 754 F 213 WBR D 0 D 0 No -Build (2024) NBL D 30 C C 165 C Conditions NBT C 302 (28.4 sec) C 1,370 (27.4 sec) NBR B 5 A 46 SBL C 58 D 98 SBT B 362 B 243 SBR A 1 B 0 EBL/T D 13 D 23 EBR D 0 E 0 WBL/T F 891 F 386 WBR D 0 D 0 By -Right (2024) NBL D 36 D C 182 D Conditions NBT D 342 (46.5 sec) E 875 (50.0 sec) NBR C 22 A 122 SBL D 85 D 118 SBT D 408 C 308 SBR A 27 B 1 EBL/T D 17 D 35 EBR D 0 E 0 WBL E 293 E 218 Build (2024) WBL/T E 313 E 233 Conditions — Option AB 0 C D BL D D 12 6 With Triple Lefts on NBT A 69 (32.1 sec) E 1,891 (41.6 sec) Polo Grounds Road NBR A 2 A 206 SBL C 71 D 71 SBT D 432 B 573 SBR A 26 A 2 Build (2024) WBL D 233 E 208 Conditions — Option WBR D 27 D 34 AA NBT A 431 B B 1,405 B With Dual Lefts on N 3R A 118 (12.9 sec) A 287 (14.3 sec) Polo Grounds Road SBL C 61 D 114 and Rio Mills RIRO SBT B 313 A 222 _RAMEY KEMP 44 ASSOCIATES Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia Table 6 (Continued) Analysis Summary of U.S. 29 at Polo Grounds Road / Rio Mills Road *This scenario is for informational purposes only _RAMEY KEMP 45 ASSOCIATES AM PEAK HOUR PM PEAK HOUR CONDITION LANE GROUP Lane Lane Overall Lane Lane Overall LOS Queue LOS LOS LOS Queue LOS (Delay) ft (Delay) EBL/T D 17 D 35 EBR D 0 E 0 WBL F 464 F 462 Build (2024) WBL/T F 649 F 555 Conditions — Option B ,[R D 0 D D E 107 With Triple Lefts on NBT C 449 (39.0 sec) F 1,440 (59.8 sec) Polo Grounds Road NBR B 116 A 520 SBL D 87 D 85 SBT D 394 B 482 SBR A 54 A 3 Build (2024) WBL D 319 E 357 Conditions — Option BA WMR C 24 D 31 With Dual Lefts on NBT C 449 C E 2,001 D NBR B 119 (24.1 sec) A 1,130 (41.6 sec) Polo Grounds Road SBL D 124 D 91 and Rio Mills R1R0 SBT C 251 A 113 EBL/T D 17 D 35 EBR D 0 E 0 WBL E 244 E 224 Build (2024) WBL/T E 257 E 246 Conditions — Option C v' R 0 C D D D 180 With Triple Lefts on NBT A 69 (30.3 sec) E 1,700 (41.6 sec) Polo Grounds Road NBR A 2 A 873 SBL C 65 D 72 SBT D 381 B 326 SBR A 3 A 2 Build (2024) WBL D 247 E 209 Conditions — Option CA WBR D 27 D 34 With Dual Lefts on NBT A 44 B B 1,393 B NBR A 2 (12.0 sec) A 164 (14.2 sec) Polo Grounds Road SBL C 53 D 81 and Rio Mills R1R0 SBT B 358 A 250 WBL E 252 E 227 Build 2030* ( ) WBR D 28 D 35 Conditions — Option AA NBT A 44 B* D 2,030 C* With Dual Lefts on NBR A 2 (15.2 sec) A 672 (28.7 sec) Polo Grounds Road SBL D 73 D 88 SBT B 357 A 326 *This scenario is for informational purposes only _RAMEY KEMP 45 ASSOCIATES Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia 8.4. Polo Grounds Road at Proposed Site Driveway 2 The unsignalized intersection of Polo Grounds Road at Proposed Site Driveway 2 was analyzed under build traffic conditions. Table 7 presents a summary of the capacity analysis results, and the Synchro output is included in the Appendix. Table 7 Analvsis Summary of Polo Grounds Road at Prouosed Site Drivewav 2 *This scenario is for informational purposes only 1. Level of service for minor approach 2. Level of service for major street left turn movement 3. HCM methodology does not provide lane group or overall LOS, delay, and queue lengths for major street through movements or right turns at unsignalized intersections Capacity analysis indicates that the major and minor street left -turn movements are expected to operate with short delays (less than 25 seconds) during the AM and PM peak hours under all analysis scenarios. Under Option A and Option C, all queue lengths are expected to be one vehicle or less. Under Option B, the southbound right -turn movement out of the neighborhood is expected to have a queue length of five vehicles during the AM peak hour, and three vehicles during the PM peak hour. VA AMEY KEMP 46 SSOCIATES AM PEAK HOUR PM PEAK HOUR CONDITION LANE GROUP Lane Lane Overall Lane Lane Overall LOS Queue LOS LOS Queue LOS (ft) (Delay)' 11 (Delay)' EBL2 A 8 A 13 Build (2024) EBT -- -- -- -- N/A N/A N/A Conditions — Option A SBL' 0 C 3 SBR' B 20 B 15 EBL2 A 8 A 13 Build (2024) EBTWBT -- -- N/A N/A Conditions — Option B BL;R C 0 D 3 SBR' C 110 B 68 EBL2 A 8 A 13 Build (2024) EBT -- -- -- N/A N/A Conditions — Option C SBL' C 0 C 3 SBR' B 20 B 15 EBL2 A 8 A 13 Build (2030)* EBT -- -- -- -- N A* N A * Conditions — Option A 0 BLI C D 3 SBR' B 23 B 15 *This scenario is for informational purposes only 1. Level of service for minor approach 2. Level of service for major street left turn movement 3. HCM methodology does not provide lane group or overall LOS, delay, and queue lengths for major street through movements or right turns at unsignalized intersections Capacity analysis indicates that the major and minor street left -turn movements are expected to operate with short delays (less than 25 seconds) during the AM and PM peak hours under all analysis scenarios. Under Option A and Option C, all queue lengths are expected to be one vehicle or less. Under Option B, the southbound right -turn movement out of the neighborhood is expected to have a queue length of five vehicles during the AM peak hour, and three vehicles during the PM peak hour. VA AMEY KEMP 46 SSOCIATES Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia Turn lane warrants were evaluated at this intersection, and based on VDOT's Access Management Design Standards for Entrances and Intersections, the projected 2024 traffic volumes warrant an eastbound left -turn lane on Polo Grounds Road. The VDOT turn lane warrant diagrams are included in the Appendix. VA AMEY KEMP 47 SSOCIATES Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia 8.5. Polo Grounds Road at Proposed Site Driveway 3 The unsignalized intersection of Polo Grounds Road at Proposed Site Driveway 3 was analyzed under build traffic conditions. Table 8 presents a summary of the capacity analysis results, and the Synchro output is included in the Appendix. Table 8 Analvsis Summary of Polo Grounds Road at Pronosed Site Drivewav 3 *This scenario is for informational purposes only 1. Level of service for minor approach 2. Level of service for major street left turn movement 3. HCM methodology does not provide lane group or overall LOS, delay, and queue lengths for major street through movements or right turns at unsignalized intersections Capacity analysis indicates that the major and minor street left -turn movements are expected to operate with short delays (less than 25 seconds) during the AM and PM peak hours under all analysis scenarios with queue lengths of one vehicle or less. Turn lane warrants were evaluated at this intersection, and based on VDOT's Access Management Design Standards for Entrances and Intersections, the projected 2024 traffic volumes warrant an eastbound left -turn lane on Polo Grounds Road. The VDOT turn lane warrant diagrams are included in the Appendix. tPAMEY KEMP 48 SSOCIATES AM PEAK HOUR PM PEAK HOUR CONDITION LANE GROUP Lane Lane Overall Lane Lane Overall LOS Queue LOS LOS Queue LOS (ft) (Delay)' (ft) (Delay)' EBL2 A 5 A 10 Build (2024) EBT -- -- -- -- N/A N/A Conditions — Option A SBV B 0 C 0 SBRI B 18 A 13 EBL2 A 5 A 10 Build (2024) EBTWBTR - -- -- N/A N/A Conditions — Option B BLI B 0 C 0 SBRI B 20 A 15 EBL2 A 5 A 10 Build (2024) EBT -- -- -- -- N/A N/A Conditions — Option C SBV B 0 C 0 SBRI B 18 A 13 EBL2 A 5 A 10 Build (2030)* EBT -- -- -- W13TR --* N/A N/A Conditions — Option A BLI B 0 C 0 SBRI B 18 A 13 *This scenario is for informational purposes only 1. Level of service for minor approach 2. Level of service for major street left turn movement 3. HCM methodology does not provide lane group or overall LOS, delay, and queue lengths for major street through movements or right turns at unsignalized intersections Capacity analysis indicates that the major and minor street left -turn movements are expected to operate with short delays (less than 25 seconds) during the AM and PM peak hours under all analysis scenarios with queue lengths of one vehicle or less. Turn lane warrants were evaluated at this intersection, and based on VDOT's Access Management Design Standards for Entrances and Intersections, the projected 2024 traffic volumes warrant an eastbound left -turn lane on Polo Grounds Road. The VDOT turn lane warrant diagrams are included in the Appendix. tPAMEY KEMP 48 SSOCIATES Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia 8.6. Ashwood Boulevard at Proposed Site Driveway 4 The unsignalized intersection of Ashwood Boulevard at Proposed Site Driveway 4 was analyzed under build traffic conditions. Table 9 presents a summary of the capacity analysis results, and the Synchro output is included in the Appendix. Table 9 Analvsis Summary of Ashwood Boulevard at Prouosed Site Drivewav 4 *This scenario is for informational purposes only 1. Level of service for minor approach 2. Level of service for major street left turn movement 3. HCM methodology does not provide lane group or overall LOS, delay, and queue lengths for major street through movements or right turns at unsignalized intersections Capacity analysis indicates that the major and minor street left -turn movements are expected to operate with short delays (less than 25 seconds) during the AM and PM peak hours under all analysis scenarios with a queue length of one vehicle or less. Turn lane warrants were evaluated at this intersection, and based on VDOT's Access Management Design Standards for Entrances and Intersections, the projected 2024 traffic volumes warrant a tPAMEY KEMP 49 SSOCIATES AM PEAK HOUR PM PEAK HOUR CONDITION LANE GROUP Lane Lane Overall Lane Lane Overall LOS Queue LOS LOS Queue LOS (f0 (Delay)' (ft) (Delay)' EBT -- -- -- EBR -- -- -- Build (2024) wBL2 A 3 A 3 N/A N/A Conditions — Option A WBT -- - -- NBLI C 23 C 23 NBRI A 3 B 5 EBT -- -- -- -- EBR -- -- -- Build (2024) wBL2 A 3 A 3 N/A N/A Conditions — Option B VVBT - -- -- NBLI C 23 C 23 NBRI A 3 B 5 EBT -- -- -- EBR -- -- -- -- Build (2024) wBL2 A 3 A 3 N/A N/A Conditions — Option C WBT -- - -- -- NBLI C 23 C 23 NBRI A 3 B 5 EBT -- -- -- -- EBR -- -- -- -- Build (2030)* wBL2 A 3 A 3 N/A* N/A* Conditions — Option A WBT -- -- -- -- NBLI C 25 C 25 NBRI A 3 B 5 *This scenario is for informational purposes only 1. Level of service for minor approach 2. Level of service for major street left turn movement 3. HCM methodology does not provide lane group or overall LOS, delay, and queue lengths for major street through movements or right turns at unsignalized intersections Capacity analysis indicates that the major and minor street left -turn movements are expected to operate with short delays (less than 25 seconds) during the AM and PM peak hours under all analysis scenarios with a queue length of one vehicle or less. Turn lane warrants were evaluated at this intersection, and based on VDOT's Access Management Design Standards for Entrances and Intersections, the projected 2024 traffic volumes warrant a tPAMEY KEMP 49 SSOCIATES Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia westbound left -turn lane on Ashwood Boulevard. The VDOT turn lane warrant diagrams are included in the Appendix. Under Options A and C, an eastbound right -turn taper is warranted on Ashwood Boulevard. Under Option B, an eastbound right -turn lane is warranted on Ashwood Boulevard. VA AMEY KEMP 50 SSOCIATES Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia 8.7. U.S. 29 at Median U -Turn The intersection of U.S. 29 at Median U -Turn was analyzed under build traffic conditions. Table 10 presents a summary of the capacity analysis results, and the Synchro output is included in the Appendix. Table 7 Analvsis Summary of U.S. 29 at Median U -Turn 1. Level of service for minor approach 2. HCM methodology does not provide lane group or overall LOS, delay, and queue lengths for major street through movements or right turns at unsignalized intersections 3. HCM for signalized intersections does not support free-flow through movements. Therefore, the LOS from Synchro is reported 4. Level of service for major street left turn movement The median U-turn intersection will only be constructed under the Option C access scenario. Capacity analysis indicates that the major street u -turn movement is expected to operate with long delays (greater than 50 seconds) and long queue lengths during both peak hours. As shown in Figure 13, the northbound U-turn movement would be projected to be 316 vehicles during the AM peak hour, and 283 vehicles in the PM peak hour, which would certainly meet traffic signal warrants. With the installation of a traffic signal, the intersection is expected to operate at LOS B during the AM peak hour and LOS A during the PM peak hour. VA AMEY KEMP 51 SSOCIATES AM PEAK HOUR PM PEAK HOUR CONDITION LANE Lane Lane Overall GROUP Lane Queu Overall Lane Queue LOS LOS a LOS (Delay) LOS (ft) (Delay) (ft) Build (2024) NBU4 F 973 F 583 Conditions — Option C NBT - - N/A' - -- N/A' Unsignalized SBT - - - Build (2024) NBU D 390 B3 B 286 A3 Conditions — Option C NBT A 0 A 0 Signalized I SBT C 425 1 (15.8 sec) B 325 (7.7 sec) 1. Level of service for minor approach 2. HCM methodology does not provide lane group or overall LOS, delay, and queue lengths for major street through movements or right turns at unsignalized intersections 3. HCM for signalized intersections does not support free-flow through movements. Therefore, the LOS from Synchro is reported 4. Level of service for major street left turn movement The median U-turn intersection will only be constructed under the Option C access scenario. Capacity analysis indicates that the major street u -turn movement is expected to operate with long delays (greater than 50 seconds) and long queue lengths during both peak hours. As shown in Figure 13, the northbound U-turn movement would be projected to be 316 vehicles during the AM peak hour, and 283 vehicles in the PM peak hour, which would certainly meet traffic signal warrants. With the installation of a traffic signal, the intersection is expected to operate at LOS B during the AM peak hour and LOS A during the PM peak hour. VA AMEY KEMP 51 SSOCIATES Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia 9. TRAFFIC SIGNAL WARRANT ANALYSIS Traffic signal warrants were evaluated for the intersection of U.S. 29 at Proposed Site Driveway 1 under build 2024 traffic conditions. The traffic signal warrants are published by the Federal Highway Administration (FHWA) in the Manual on Uniform Traffic Control Devices (MUTCD), which includes five traffic signal warrants that are based on traffic volume: ■ Warrant I — Eight -Hour Vehicular Volume — Minimum Vehicular Volume ■ Warrant 1B — Eight -Hour Vehicular Volume — Interruption of Continuous Traffic ■ Warrant 1C — Eight -Hour Vehicular Volume — Combination Warrant ■ Warrant 2 — Four -Hour Vehicular Volume ■ Warrant 3 — Peak -Hour Vehicular Volume The projected hourly traffic volumes between 6:00 AM and 7:00 PM were compared to the MUTCD traffic signal warrant thresholds to determine if any warrants are met. The proposed neighborhood trips were assigned to the study intersection based on hourly distribution data for residential areas. The hourly site traffic assignment was combined with the background 2024 traffic volumes to determine the hourly build 2024 traffic volumes. Note that all right -turn volumes were excluded from this analysis to be conservative. Table 10 shows the projected 2024 hourly traffic volumes, and a summary of the traffic signal warrants. The detailed MUTCD signal warrant summaries are included in the Appendix. VA AMEY KEMP 52 SSOCIATES Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia Table 11 Signal Warrant Analysis for U.S. 29 at Proposed Site Driveway 1 Build 2024 Volumes Based on the projected 2024 build traffic conditions, all five MUTCD traffic signal warrants that are based on traffic volume are expected to be met. Note that this proposed intersection is located approximately 2,000 feet north of U.S. 29 at Polo Grounds / Rio Mills Road and approximately 2,400 feet south of U.S. 29 at Ashwood Boulevard, which exceeds VDOT's minimum spacing standard of 1,320 feet between signalized intersections. VA AMEY KEMP 53 SSOCIATES VOLUMES WARRANTS START TIME MAJOR STREET (vph) MINOR STREET (vph) 1A 1B COMBINATION 2 3 IA 1B 6:00 AM 1,585 208 Yes Yes Yes Yes Yes Yes 7:00 AM 2,961 346 Yes Yes Yes Yes Yes Yes 8:00 AM 3,169 208 Yes Yes Yes Yes Yes Yes 9:00 AM 2,308 168 Yes Yes Yes Yes Yes Yes 10:00 AM 2,145 134 No Yes Yes Yes Yes Yes 11:00 AM 2,196 190 Yes Yes Yes Yes Yes Yes Noon 2,394 238 Yes Yes Yes Yes Yes Yes 1:00 PM 2,208 168 Yes Yes Yes Yes Yes Yes 2:00 PM 2,234 130 No Yes Yes Yes Yes Yes 3:00 PM 2,623 121 No Yes Yes Yes Yes Yes 4:00 PM 3,377 145 Yes Yes Yes Yes Yes Yes 5:00 PM 3,675 235 Yes Yes Yes Yes Yes Yes 6:00 PM 2,946 141 Yes Yes Yes Yes Yes Yes Hours Required 8 8 8 8 4 1 Total Hours Met 10 13 13 13 13 13 Warrant Met? Yes Yes Yes Yes Yes Based on the projected 2024 build traffic conditions, all five MUTCD traffic signal warrants that are based on traffic volume are expected to be met. Note that this proposed intersection is located approximately 2,000 feet north of U.S. 29 at Polo Grounds / Rio Mills Road and approximately 2,400 feet south of U.S. 29 at Ashwood Boulevard, which exceeds VDOT's minimum spacing standard of 1,320 feet between signalized intersections. VA AMEY KEMP 53 SSOCIATES Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia 10. RECOMMENDATIONS 10.1. Recommended Lane Configurations Based on the traffic capacity analysis, the following roadway improvements are recommended to accommodate the projected 2024 traffic conditions under Option AA: U.S. 29 at Proposed Site Driveway 1: ■ Install a traffic signal ■ Construct a southbound left -turn lane on U.S. 29 with 200 feet of storage ■ Construct a northbound right -turn lane on U.S. 29 with 200 feet of storage ■ Construct westbound driveway to provide one left -turn lane and one right -turn lane ■ Construct a Continuous Green T configuration with a southbound auxiliary lane in the U.S. 29 median to accept the left -turn out of the site U.S. 29 at Polo Grounds Road / Rio Mills Road: ■ Convert Rio Mills Road to right -in / right -out operation ■ Extend westbound right -turn lane on Polo Grounds Road from 50 feet of storage to 200 feet of storage ■ Construct one new westbound left -turn lane on Polo Grounds Road with 250 feet of storage Polo Grounds Road at Proposed Site Driveway 2: ■ Construct southbound driveway to provide one left -turn lane and one right -turn lane ■ Construct an eastbound left -turn lane on Polo Grounds Road with 150 feet of storage Polo Grounds Road at Proposed Site Driveway 3: ■ Construct southbound driveway to provide one left -turn lane and one right -turn lane ■ Construct an eastbound left -turn lane on Polo Grounds Road with 150 feet of storage Ashwood Boulevard at Proposed Site Driveway 4: ■ Construct northbound driveway to provide one left -turn lane and one right -turn lane ■ Restripe painted median to provide westbound left -turn lane on Ashwood Boulevard with 100 feet of storage ■ Restripe eastbound Ashwood Boulevard approach to provide one right -turn lane Figure 19 shows the recommended lane configurations for Option AA. tPAMEY KEMP 54 SSOCIATES Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia Based on the traffic capacity analysis, the following roadway improvements would be needed to accommodate the projected 2024 traffic conditions under Option BA: U.S. 29 at Proposed Site Driveway 1: ■ Construct a right -in / right -out driveway ■ Construct a northbound right -turn lane on U.S. 29 with 200 feet of storage U.S. 29 at Polo Grounds Road / Rio Mills Road: ■ Convert Rio Mills Road to right -in / right -out operation ■ Extend westbound right -turn lane on Polo Grounds Road from 50 feet of storage to 200 feet of storage ■ Construct one new westbound left -turn lane on Polo Grounds Road with 375 feet of storage Polo Grounds Road at Proposed Site Driveway 2: ■ Construct southbound driveway to provide one left -turn lane and one right -turn lane ■ Construct an eastbound left -turn lane on Polo Grounds Road with 150 feet of storage Polo Grounds Road at Proposed Site Driveway 3: ■ Construct southbound driveway to provide one left -turn lane and one right -turn lane ■ Construct an eastbound left -turn lane on Polo Grounds Road with 150 feet of storage Ashwood Boulevard at Proposed Site Driveway 4: ■ Construct northbound driveway to provide one left -turn lane and one right -turn lane ■ Restripe painted median to provide westbound left -turn lane on Ashwood Boulevard with 100 feet of storage ■ Restripe eastbound Ashwood Boulevard approach to provide one right -turn lane Figure 20 shows the recommended lane configurations for Option BA. _RAMEY KEMP 55 ASSOCIATES Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia Based on the traffic capacity analysis, the following roadway improvements are recommended to accommodate the projected 2024 traffic conditions under Option CA: U.S. 29 at Proposed Site Driveway ■ Install a traffic signal ■ Construct a southbound left -turn lane on U.S. 29 with 200 feet of storage ■ Construct a northbound right -turn lane on U.S. 29 with 200 feet of storage ■ Construct westbound driveway to provide one left -turn lane and one right turn lane U.S. 29 at Median U -Turn: ■ Install a traffic signal ■ Construct a northbound U-turn lane on U.S. 29 with 400 feet of storage U.S. 29 at Polo Grounds Road / Rio Mills Road: ■ Convert Rio Mills Road to right -in / right -out operation ■ Extend westbound right -turn lane on Polo Grounds Road from 50 feet of storage to 200 feet of storage ■ Construct one new westbound left -turn lane on Polo Grounds Road with 250 feet of storage Polo Grounds Road at Proposed Site Driveway 2: ■ Construct southbound driveway to provide one left -turn lane and one right -turn lane ■ Construct an eastbound left -turn lane on Polo Grounds Road with 150 feet of storage Polo Grounds Road at Proposed Site Driveway 3: ■ Construct southbound driveway to provide one left -turn lane and one right -turn lane ■ Construct an eastbound left -turn lane on Polo Grounds Road with 150 feet of storage Ashwood Boulevard at Proposed Site Driveway 4: ■ Construct northbound driveway to provide one left -turn lane and one right -turn lane ■ Restripe painted median to provide westbound left -turn lane on Ashwood Boulevard with 100 feet of storage ■ Restripe eastbound Ashwood Boulevard approach to provide one right -turn lane Figure 21 shows the recommended lane configurations for Option CA. tPAMEY KEMP 56 SSOCIATES Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia 10.2. Recommended Option Based on the analysis, the projected traffic operations under Option A are significantly better than Option B for several reasons, including: ■ Under Option A, the left -turn movements out of the proposed neighborhood are dispersed, which will allow better progression on the U.S. 29 corridor. This will be a simple, three- phase traffic signal, and southbound U.S. 29 will never have to stop, so it will be easy to integrate into the U.S. 29 corridor timing progression plans. ■ Option B would concentrate left -turn movements at Polo Grounds Road, and would also create a northbound U-turn movement at Ashwood Boulevard, which would increase delays for all drivers at both intersections. ■ Under Option AA, the intersection of U.S. 29 at Polo Grounds Road / Rio Mills Road is projected to operate at LOS B during the AM and PM peak hours at build -out. Under Option BA, this intersection is projected to operate at LOS C during the AM peak hour and LOS D during the PM peak hour at build -out. ■ Under Option BA, the average delays at the intersection of U.S. 29 at Polo Grounds Road / Rio Mills Road would be nearly three times longer in the PM peak hour, compared to Option AA. ■ Under Option BA, the westbound left -turn queue on Polo Grounds Road is projected to be approximately 35% longer during the AM peak hour and approximately 70% longer during the PM peak hour, compared to Option AA. Based on the analysis, the projected traffic operations under Option A are better than Option C for several reasons, including: ■ The Option A configuration allows for better progression on U.S. 29 because the southbound direction never has to stop. ■ Option C creates an undesirable weaving movement across three through lanes with heavy volume from the site driveway to the signalized median U-turn. VA AMEY KEMP 57 SSOCIATES Traffic Impact Analysis Brookhill Neighborhood —Albemarle County, Virginia ■ Option A requires only on new traffic signal on U.S. 29, while Option C requires two new traffic signals. Based on the analysis, the projected traffic operations under Option AA are better than Option A for several reasons, including: ■ Under Option AA, the intersection of U.S. 29 at Polo Grounds Road / Rio Mills Road is projected to operate at LOS B during the AM and PM peak hours at build -out. Under Option A, this intersection is projected to operate at LOS C during the AM peak hour and LOS D during the PM peak hour at build -out. ■ Under Option AA, the average delays at the intersection of U.S. 29 at Polo Grounds Road / Rio Mills Road will be less than half the average delays under Option A. _RAMEY KEMP 58 ASSOCIATES b L 325' �► 325' f Restripe Ashwood —o" �► Blvd (� Restripe o `r' � N N N o 200' N Rio Mills Road U.S. 29 (Seminole Trail) Site Drive 1 0 0 N Extend from 50' to 200' 250' Site Drive 4 ----------------------------, 1 � 1 � 1 � 1 � Proposed ' 1 � 1 � ' Site 1 � 1 � 1 � 1 1 � 1 1---------------------------- Site Drive 2 _.j L.- 150'—# .-150'—# Site Drive 3 _.j L...- 150'—# ...-150'—# --► LEGEND 1� Polo Grounds I Road Existing Traffic Signal --im. Existing Lane _111- U.S. 29 Widening by VDOT Proposed Traffic Signal --► Proposed Lane N' Storage (In Feet) Proposed Right -in / Right -out Recommended Lane R A M E Y K E M P Brookhill Neighborhood Configuration a. j ASS O C I A T E S Albemarle County, Virginia Option AA TRANSPORTATION ENGINEERS Scale: Not to Scale Figure 19 59 Rio Mills Road 325' 325' Restripe Ashwood (p— Restripe r► Blvd o 'r' � N N N Site Drive 1 row 0 0 N Extend from 50' to 200' 1 375' Site Drive 4 --------------------------- Proposed ' ' Site L----------------------------' Site Drive 2 Site Drive 3 Polo Grounds I Road LEGEND U.S. 29 (Seminole Trail) --► Existing Lane Existing Traffic Signal --► U.S. 29 Widening by VDOT - Proposed Right -In / Right -Out --► Proposed Lane X' Storage (In Feet) Recommended Lane R A M E Y K E M P Brookhill Neighborhood Configuration a. 1 ASS O C I A T E S Albemarle County, Virginia Option BA TRANSPORTATION ENGINEERS Scale: Not to Scale Figure 20 60 c L 325' l ll ► 325' f 1 1 Restripe Ashwood -► �► Blvd (� Restripe o `r' � N N N Median U -Turn Site Drive 4 ---------------------------1 1 1 � Proposed 1 � ' Site 1 N � ' 1 � 1 � 1 � '----------------------------' Site Drive 1 b Site Drive 3 0 N Site Drive 2 Rio Mills Road Extend from 50' to 200' 250' U.S. 29 (Seminole Trail) _01- Existing Lane -► U.S. 29 Widening by VDOT -w- Proposed Lane 44 Proposed Right -in / Right -out Polo Grounds 150'-# Road LEGEND Existing Traffic Signal Proposed Traffic Signal X' Storage (In Feet) Recommended Lane R A M E Y K E M P Brookhill Neighborhood Configuration a. 1 ASS O C I A T E S Albemarle County, Virginia Option CA TRANSPORTATION ENGINEERS Scale: Not to Scale Figure 21 61 TECHNICAL APPENDIX APPENDIX A VDOT TIA Pre -Scope Form and VDOT Review Comments A%VDOT Virginia Department Vof Transportation PRE -SCOPE OF WORK MEETING FORM Information on the Project Traffic Impact Analysis Base Assumptions The applicant is responsible for entering the relevant information and submitting the form to VDOT and the locality no less than three (3) business days prior to the meeting. If a form is not received by this deadline, the scope of work meeting may be postponed. Contact Information Consultant Name: Ramey Kemp & Associates, Inc. - Carl Hultgren, P.E., PTOE Tele: (804) 217-8560 E-mail: chultgren@rameykemp.com Developer/Owner Name: Riverbend Development - Alan Taylor Tele: (434) 245-4932 E-mail: alan@riverbenddev.com Project Information Project Name: Brookhill Locality/County: Albemarle County Project Location: (Attach regional and site Refer to Figure 1 specific location ma Submission Type Comp Plan ❑ Rezoning ® Site Plan ❑ Subd Plat ❑ Project Description: The conceptual land use plan includes up to 725 single-family homes, 125 (Including details on the land townhomes, 450 multi -family units, and 40,000 s.f. of neighborhood retail space. use, acreage, phasing, access The proposed access plan includes one new full -movement signalized driveway on location, etc. Attach additional U.S. 29, and connections to Polo Grounds Road, Ashwood Boulevard, and the sheet if necessary) adjacent neighborhoods. Proposed Use(s): (Check all that apply; attach Residential ❑ Commercial ❑ Mixed Use ® Other ❑ additional pages as necessary) Residential Uses(s) Number of Units: 210 - 725 homes ITE LU Code(s): 220 - 450 units 230 - 125 homes Other Use(s) ITE LU Code(s): Commercial Use(s) ITE LU Code(s): 820 - 40,000 s.f. Independent Variable(s): Square Ft or Other Variable: Total Peak Hour Trip Less than 100 ❑ 100 — 499 ❑ 500 — 999 ❑ 1,000 or more Projection: It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. Traffic Impact Analysis Assumptions Study Period Existing Year: 2014 Build -out Year: 2024 Design Year: 2030 North: Refer to Figure 1 South: Study Area Boundaries East: West: (Attach map) External Factors That Route 29 Widening to six lanes from Polo Grounds Road to Towncenter Drive Could Affect Project (Planned road improvements, other nearby developments) Berkmar Drive Extension from Hilton Heights Road north to Towncenter Drive Consistency With Comprehensive Plan The property is currently zoned R-1, and proposed zoning is NMD (Land use, transportation plan) U.S. 29 - 49,000 vpd in 2008 / 46,000 vpd in 2013 Available Traffic Data Ashwood Boulevard - 5,300 vpd in 2008 / 5,100 vpd in 2013 (Historical, forecasts) Polo Grounds Road - 1,900 vpd in 2008 / 2,400 vpd in 2013 Trip Distribution Road Name: See Figure 2 Road Name: Road Name: Road Name: (Attach sketch) Annual Vehicle TripPeak Period for Study ® AM ® PM ® SAT 1.15% (check all that apply) Peak Hour of the Generator Growth Rate: LUS 29 at Ashwood Boulevard 6.Ashwood Boulevard at Site Drive 4 2.US 29 at Site Drive 1 7. Study Intersections 3.US 29 at Polo Grounds Road / 8 and/or Road Segments (Attach additional sheets as Rio Mills Road 4.Polo Grounds Road at Site Drive 9. necessary) 2 S.Polo Grounds Road at Site Drive 10. 3 Trip Adjustment Factors Internal allowance: ® Yes ❑ No Pass -by allowance: ❑ Yes ❑ No Reduction: 1% / 4% trips Reduction: 34% trips Software Methodology ® Synchro ❑ HCS (v.2000/+) ❑ aaSIDRA ❑ CORSIM ® Other SimTraffic Traffic Signal Proposed or Affected Synchro / SimTraffic 9 will be used to analyze LOS, delay, and queueing at the (Analysis software to be used, study intersections. progression speed, cycle length) It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. Improvement(s) Assumed or to be The need for off-site improvements will be determined based on the results of the Considered TIA. Background Traffic VDOT U.S. 29 corridor study through Albemarle County Studies Considered Field School TIA for Saturday peak traffic count on Polo Grounds Road Plan Submission ❑ Master Development Plan (MDP) ® Generalized Development Plan (GDP) ❑ Preliminary/Sketch Plan ❑ Other Plan type (Final Site, Subd. Plan) X Queuing analysis ❑ Actuation/Coordination ❑ Weaving analysis Additional Issues to be ❑ Merge analysis ❑ Bike/Ped Accommodations ® Intersection(s) Addressed ❑ TDM Measures ❑ Other NOTES on ASSUMPTIONS: - Analysis scenarios will include: Existing (2014), No -Build (2024), Build (2024), and Build (2030) - The Build (2024) scenario will be the basis of the recommendations - VDOT performed AM and PM counts in September 2014, and we will use those counts for this TIA - The Build (2024) scenario will be analyzed with Driveway I as a full -movement signalized intersection, and as a right -in / right -out driveway SIGNED: PRINT NAME: Applicant or Consultant Applicant or Consultant DATE: It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. RAMEY KEMP ASSOCIATES TRANSPORTATION ENGINEERS Brookhill Albemarle County, VA RAMEY KEMP & ASSOCIATES, INC. 4343 Cox Road Glen Allen, VA 23060 Phone: 804-217-8560 Fax: 804-217.8563 www. ra m ey ke m p.o o m ITE Trip Generation — 9t" Edition — Weekday January 7, 2015 RAMEY KEMP ASSDCIATES Weekday Land Use Daily Traffic AM Peak Hour PM Peak Hour (ITE Land Use Code) Size (vpd) (vph) (vph) Enter Exit Enter Exit Enter Exit Single -Family Detached Housing 725 homes 3,451 3,451 136 408 457 268 210 Multi -Family Units 450 units 1,496 1,496 46 184 181 98 (220) Townhomes 125 homes 391 391 11 51 48 24 (230) General Retail Space 40,000 s.f. 1,872 1,872 24 14 71 77 (820) Subtotal 7,210 7,210 217 657 757 467 ITE Internal Capture — 1% / 4% -144 -144 -4 -4 -24 -24 Driveway Volumes 7,066 7,066 213 653 733 443 ITE Pass -by Trips: General Retail — 34% -623 -623 -6 -6 -24 -24 Net New External Trips 6,443 6,443 207 647 709 419 January 7, 2015 RAMEY KEMP ASSDCIATES 4$ KUU, -41 a, osep� Figure 1 13% 0 0 (4%) 5% /5% T 4% ( .� .� Ashwood Blvd rn Site Drive 4 ----------------------------i c (8.5%) (44.5%) ; Proposed i Site Drive 1 i Site � `n---------------------------� o � Site Drive 2 Site Drive 3 o �o o (0.5%) �� o (0.5%) c 0.5% = 0.5% -.j L,- (36%) --1jL► (17%) � f 0.5% 1% 1% Rio Mills 0.5% ? (� 20% 17% Polo Grounds Road 0.5%--p. o 0 17% - ► (0.5%) Road � M 80% U.S. 29 (Seminole Trail) RAMEY KEMP a. j ASSOCIATES TRANSPORTATION ENGINEERS LEGEND X% Entering Trip Distribution Y% y Exiting Trip Distribution /-. Regional Trip Distribution Brookhill Neighborhood site Trip Distribution Albemarle County, Virginia Scale: Not to Scale I Figure 2 I COMMONWEALTH of VIRGINIA DEPARTMENT OF TRANSPORTATION 1501 Orange Road Culpeper Yrgm-a 22701 Charles A. Kilpatrick, P.E. Commissioner July 31, 2015 Ms. Megan Yaniglos Principal Planner County of Albemarle Department of Community Development 401 McIntire Road Charlottesville, VA 22902 Re: ZMA-2015-00007 Brookhill Dear Ms. Yaniglos: We have reviewed the traffic impact analysis, the proffer statement, the code of development and the application plan for the proposed Brookhill development and offer the following comments: General Comments 1. The current County adopted Access Management Plan for the Route 29 corridor does not include a full access entrance onto Route 29 for this development. The plan shows preserving the existing driveway into the current residences and one possible right- in/right-out entrance near Ashwood Blvd. as part of a quadrant type grade separated intersection. The primary entrances to this site were connections to Polo Grounds Road and Ashwood Blvd. In addition, the long term plan as indicated in the Access Management Plan is to retain the at -grade intersection for the Polo Ground Road/Route 29 intersection. The long term recommendation calls for a grade separated intersection at the Ashwood B1vd..Route 29 intersection to extend Ashwood Blvd. to Berkmar Drive extended. 2. Route 29 is a Corridor of Statewide Significance. When the Commonwealth Transportation Board adopted the Route 29 Corridor Study in 2010, it instructed VDOT to work to minimize the number of traffic signals on the corridor with the following Policy Statement: CoSS Access Point and Access Control Policy Statement: In managing the Corridors of Statewide Significance, and to minimize the number of traffic signals, it is the policy of the Commonwealth Transportation Board (CTB) that intersections or new access points to those corridors shall be planned, designed, operated and maintained to ensure minimum delay to through traffic. Access locations tinder consideration shall be evaluated for the impact to corridor travel time and mitigation strategies, inchrding.• land itse planning, access management, mode shift, transit enhancements, and'or aggressive traffic operational strategies. In addition, the Virginia Supplement to the MUTCD states that: On any roadway corridor designated by the CTB as a Corridor of Statewide Significance, intersections or new access points which meet warrants for traffic signals shall not have a new traffic signal installed until alternatives such as grade separations, parallel service roads, roundabouts, and other possible options have been evaluated and determined not to be appropriate for the location. To this end, VDOT will only consider new signals on Corridors of Statewide Significance as the last option after all other possible solutions have been reviewed and determined to be inappropriate for this location. For this project, there are other alternatives to a new traffic signal (Option A) that can address the access for the development. These options need to be pursued and developed. In addition, the development should consider improvements to the other intersections (Ashwood Blvd. and Polo Grounds Road) that can eliminate signal phases and possibly the signals entirely. Proffer Statement 1. As a full access entrance with a new traffic signal onto Route 29 is not currently being considered as a viable option, proffer I.C. should be revised accordingly. Code of Development 1. Section 2.8.1 references Table 9, however I was unable to locate Table 9. I believe this should be Table 8. 2. Section 2.8.2 references both collector and connector roads, apparently interchangeably. If these are referring to the same roadways, they should be referenced consistently. Zoning Map Amendment Plan - Polo Grounds Road Improvement Plan 1. The storage and taper lengths of the right turn lane onto Rte. 29 should be shown. 2. The tapers for the turn lanes have been labeled as "transitions". This is a little confusing because there needs to be transitions from 3 -lane sections to 2 -lane sections as shown in Appendix F of the Road Design Manuals. The transitions at the easternmost entrance to the development do not appear to be correct. 3. This proposed improvement plan is based on the assumption that a new full access entrance with a traffic signal will be allowed onto Route 29. The developer and engineer have been repeatedly informed that a new full access entrance and signal will not be allowed at this time onto Route 29 for this development. All alternatives for providing access to the development must be evaluated and deemed inappropriate before a new signal will be considered. The Polo Grounds Road improvement plan will need to be revised accordingly. Zoning Mau Amendment Plan - On-site Transportation Plan 1. What is the typical section proposed for roads AA, F, W, S (the loop portion), and Z? 2. All roadways to be accepted into the secondary system for maintenance by VDOT will need to maintain a minimum of 200' centerline radius. This applies to the loop sections of roadway if they are proposed to be maintained by VDOT. 3. The intersections of roads B & C, roads F & J, and roads L & M need to be replaced with a minimum of 200' centerline radius. 4. It is unclear where road A transitions from typical section A to typical section B. Traffic Im act Analysis Comments 1. The study only considers the operational effects of the development. The corridor currently has a high accident rate due to the existing signals on the corridor. The addition of another 12,000 new daily trips from the development and a new signal as recommended by the study will certainly increase the accident rate. Additional scenarios that address both operation and safety issues at all of the study intersections should be added to the TIA. 2. The existing network coded in Synchro shows three receiving lanes on the southbound side at Polo Grounds Road when there are actually 4 receiving lanes. The other scenarios include the fourth lane. 3. The study does not currently assign any site trips to the west bound left turn movement at the Ashwood Blvd./Route 29 intersection in the Option A scenario. It is likely that there will be some volume of traffic from Brookhill that will use this route to travel south. 4. Both Option A and Option B show significant degradation of the Ievel of service at the Polo Grounds Road intersection. The overall delay of the intersection in the PM scenario for both options is approximately double the delay of the existing (2014) condition. In addition, the NB through volume exceeds capacity in both options' PM scenarios. Additional improvements to those proposed in the study and/or innovative treatment measures appear to be necessary to mitigate the development impacts on the intersection. 5. Per TIA Guidelines, the HCM methodology shall also be included in the TIA. The HCM output reports need to be provided and any appropriate corrections to the tables in the TIA need to be made for all scenarios to reflect the HCM results. 6. Many of the queues reported in the study are shown on the output reports with the "#", or "m" symbols, indicating that the calculated queues may not be convect and may be longer. When these symbols appear, the recommendation is to verify the queues using SimTraffic and report the actual queues for the movements. This analysis must be run in accordance with the Traffic Operations Analysis Tool Guidebook. 7. The delay of the corridor from Polo Grounds Road to Ashwood BIvd. in the northbound through movement more than doubles with both Option A and Option B in the PM scenario. The increase in delay is greater for Option A than Option B. This needs to be addressed and mitigation options included in the TIA. Virginia Department of Rail and Public Transportation DRPT Comments 1. The closest current fixed transit route is Charlottesville Area Transit's (CAT) Route 5 which serves the Rio Hill Shopping Center and the Walmart and Sam's Club on Hilton Heights Road. The closest bus stop is almost a mile (walking distance) from the northeastern corner of the US 29 and Polo Grounds Road intersection. 2. Pedestrian access to the bus stop would require crossing US 29 at Polo Grounds Road which is nine lanes (including turn lanes) and additionally crossing Polo Grounds Road (two lanes existing). There do not appear to be pedestrian facilities to accommodate pedestrian crossing at this intersection. There are sidewalks on both sides of US 29. 3. The Route 5 bus has 30 minute headways between 6:15 am and 10:45 pm and it provides direct access to destinations including Fashion Square Mall and the Barracks Road Shopping Center. There are two transfer points on Route 5 which connect with four other routes providing access to University of Virginia, downtown Charlottesville, and other important destinations. 4. The 2011 CAT Transit Development Plan (TDP) recommended a new Route 5B within six years that would provide access to the point farther north on US 29. That line has not been implemented and was not listed in CAT's most recent TDP update letter from 2014. Therefore, at this time there are no transit routes at any of this study's analyzed intersections. 5. JAUNT provides paratransit service throughout the City of Charlottesville and five surrounding counties (Albemarle, Buckingham, Fluvanna, Louisa, and Nelson) and limited access to another five counties in the region. JAUNT also operates commuter routes along U5 15, US 29, US 250, VA 20, and VA 151 into the surrounding counties. Connections between CAT and JAUNT's commuter routes are available downtown and would require a transfer from Route 5. If you need additional information concerning this project, please do not hesitate to contact me at (434) 422-9782. Sincerely, Troy Austin, F.E. Area Land Use Engineer Culpeper District WE KEEP VIRGINIA MOVING RAMEY KEMP ASSOCIATES TRANSPORTATIQN ENGINEERS September 21, 2015 Mr. Glenn Brooks, P.E. Albemarle County Department of Community Development 401 McIntire Road, North Wing Charlottesville, Virginia 22902 Phone: (434) 296-5832 RAMEY KEMP & ASSOCIATES, INC. 4343 Cox Road Glen Allen, VA 23060 Phone: 804-217-8560 Fax: 804-217.8563 www. ra m ey ke m p.o o m Subject: Brookhill — Response to Traffic Impact Analysis (TIA) Review Comments Dear Mr. Brooks, Ramey Kemp & Associates, Inc. (RKA) submitted the TIA for the proposed Brookhill neighborhood on June 11. The purpose of this letter is to provide a response to the TIA review comments provided by the Virginia Department of Transportation (VDOT) in a letter dated July 31. First, there are two significant factors to keep in mind, which relate to our response to many of the review comments: ■ In the original TIA, the Synchro network did not include any traffic signals south of Polo Grounds Road, so the delay and queue calculations at the Polo Grounds Road intersection are based on random arrival of northbound traffic. In the updated TIA, we have added the existing traffic signal on US 29 at Hilton Heights Road to the Synchro network in order to model the current progression of traffic on northbound US 29, which results in shorter delays and queues at the Polo Grounds Road intersection. ■ As part of the US 29 widening project, VDOT will install InSync traffic controllers on US 29 in the study area. This traffic -adaptive system has the ability to change cycle lengths, splits, and offsets as traffic demand fluctuates, and is proven to reduce delays and travel times significantly. For example, VDOT installed InSync controllers at 8 intersections on the US 250 Bypass in 2013, and measured travel time reductions between 15% and 42% during the peak hours. In the Synchro model, we are limited to select one cycle length, split and offset, so the InSync system will result in delays and queues shorter than those reported in the TIA. Charlotte, NC - Raleigh, NC - Richmond, VA - Winston-Salem, NC Mr. Glenn Brooks, P.E. Page 2 of 4 1. The study only considers the operational effects of the development. The corridor currently has a high accident rate due to the existing signals on the corridor. The addition of another 12,000 new daily trips from the development and a new signal as recommended by the study will certainly increase the accident rate. Additional scenarios that address both operation and safety issues at all the study intersections should be added to the TIA. The County and VDOT are planning to widen US 29 in this area to six lanes in 2017. This will increase the capacity of the road by approximately 50%, which will ease congestion significantly during the peak hours, and will likely reduce the collision rate. One of the primary factors contributing to collisions on this segment of US 29 today are the vertical curves — particularly in the northbound direction. As part of the widening project, the vertical curvature of the road will be improved, which will reduce the collision rate even further. If the turn lane and traffic signal improvements recommended in the TIA to mitigate the Brookhill neighborhood traffic are designed to current standards, there is no reason to believe that the collision rate in this area will increase. 2. The existing network coded in Synchro shows three receiving lanes on the southbound side at Polo Grounds Road when there are actually 4 receiving lanes. The other scenarios include the fourth lane. The Synchro network for the existing conditions has been updated to include four southbound receiving lanes at Polo Grounds Road. This does not affect the results. 3. The study does not currently assign any trips to the westbound left turn movement at the Ashwood Blvd. / Route 29 intersection in the Option A scenario. It is likely that there will be some volume of traffic from Brookhill that will use this route to travel south. The Option A distribution has been modified to assume 6% westbound left -turns at the Ashwood Boulevard intersection, which matches Option B. The westbound left -turn distribution at Site Drive 1 and Polo Grounds Road were both reduced by 3%. 4. Both Option A and Option B show significant degradation of the level of service at the Polo Grounds Road intersection. The overall delay of the intersection in the PM scenario for both options is approximately double the delay of the existing (2014) condition. In addition, the NB through volume exceeds capacity in both options' PM scenarios. Additional improvements to those proposed in the study and / or innovative treatment measures appear to be necessary to mitigate the development impacts on the intersection. The US 29 at Polo Grounds Road intersection currently operates at LOS B during the AM peak hour, and LOS C during the PM peak hour, which indicates the intersection has excess capacity. VDOT requires signalized intersections to operate at LOS D or better during the peak hours, and we achieve LOS D at build -out of the Brookhill neighborhood with the recommended improvements. It is very common for developments of this magnitude to increase delays at nearby intersections, but the recommended improvements are expected to maintain an acceptable overall level -of -service. RAMEY KEMP ASSDCIATES Mr. Glenn Brooks, P.E. Page 3 of 4 The revised TIA will include two factors, which will siginificantly improve the operation on US 29 northbound: ■ The TIA recommended dual westbound left -turn lanes on Polo Grounds Road, but the applicant is planning to construct triple lefts, which will allow VDOT to reserve more green time for US 29. ■ The revised TIA will also include the existing traffic signal at Hilton Heights Road, which will model the northbound progression more accurately. As mentioned on Page 1, the InSync controllers will also optimize the traffic progression on US 29 better than Synchro can predict. 5. Per TIA Guidelines, the HCM methodology shall also be included in the TIA. The HCM output reports need to be provided and any appropriate corrections to the tables in the TIA need to be made for all scenarios to reflect the HCM results. All analysis tables will be updated to reflect the HCM reporting methodology. 6. Many of the queues reported in the study are shown on the output reports with the "#", ".." , or "m" symbols, indicating that the calculated queues may not be correct and may be longer. When these symbols appear, the recommendation is to verify the queues using SimTraffic and report the actual queues for the movements. This analysis must be run in accordance with the Traffic Operations Analysis Tool Guidebook. All analysis tables will be updated to reflect the queue reporting as requested. Synchro and SimTraffic often calculate different queue lengths for the same movement, and it is debatable which program is more accurate. Reporting the longer of the two queues for every movement presents the worst case result in every scenario, which is very conservative. 7. The delay of the corridor from Polo Grounds Road to Ashwood Blvd. in the northbound through movement more than doubles with both Option A and Option B in the PM scenario. The increase in delay is greater for Option A than Option B. This needs to be addressed and mitigation options included in the TIA. The corridor delays are not reported in the TIA, so we need clarification on this comment to know how to respond. Assuming the corridor delays were extracted from the Synchro network, it would be helpful to see a summary of that information. At build -out of the Brookhill neighborhood with the proposed improvements in place, there should be very little impact to the progression of traffic on US 29 northbound. Under Option A, the proposed traffic signal at Site Drive I will have only three phases, so VDOT should be able to set the northbound offset to correspond perfectly with the northbound offsets at Polo Grounds Road and Ashwood Boulevard to minimize interruption. In the Synchro model, we set the offset to favor the northbound progression in the PM peak hour. RAMEY KEMP ASSDCIATES Mr. Glenn Brooks, P.E. Page 4 of 4 We appreciate your time and assistance to this point, and we expect to submit the revised TIA to the County and VDOT for review soon. Please contact me if you have any questions. Sincerely, Ramey Kemp & Associates, Inc. Cj k� Carl Hultgren, P.E., PTOE Regional Manager Copy to: Mr. Troy Austin, P.E., VDOT Mr. Alan Taylor, Riverbend Development Mr. Steve Blaine, LeClair Ryan Mr. Scott Collins, P.E., Collins Engineering RAMEY KEMP ASSDCIATES APPENDIX B TRAFFIC COUNT DATA N Route 29 Solutions Route 29 + Traffic Study (1594) (60) 2005 18 Ashwood Blvd ,[, Figure 1-1 Overall Intersection4 50 (63) +I �`_ 3761 Q#� (4323) ,` 416 11501 2014 (Existing) T r' 1174 98 Peak ,ur , (2131) (325) Route 29 29 L e Route 29 (0) (1721) (37) 1 2573 15 Rte 643 - Polo Grounds Rd Rte 649 -Proffit Rd aJ 1 4 (1) 0 J Overall Intersection '` 23 (31) xx Overall Intersection (4) 1 4137 41— 2 (0)u (225) 254 584 4-- 185 (313) (20) 27 �- (4688) ,` 183 (92)�{� (25) 20 �- (734) -� 84 (65) h ? r' I �o � h r' Rte 643 - Rio Mills Rd 12 1259 41 0 Rte 649-Proffit Rd 8 33 (50) (2508) (224) (0) (24) (82) • Route 29 Rte 643 - Polo Grounds Rd Legend xxx AM Peak Hour Volume 7:45-8:45 AM (XXX) PM Peak Hour Volume 4:45-5:45 PM J Northbound and Southbound Left Turn Lanes Include U - Turns Sheet Locator Data: BAKER October 28, 2014 INTERNATIONAL Counted By: Lee Weather: Clear Equipment ID: 4792 Ramey Kemp & Associates 4343 Cox Road Glen Allen, Virginia 23060 File Name Site Code Start Date Page No Groups Printed- Unshifted us 29 @ Polo Grounds (1-6-2016) 00000001 1/7/2016 1 U.S. 29 U.S. 29 Polo Grounds U.S. 29 23341 L4n 1 6893 Rio Mills Road Southbound Westbound 1 Northbound Eastbound o Start Time Right Thru Left Peds App, Total Ri ht Thru Left Peds I App, Total Right Thru Left Peds App, Total Right Thru Left Peds App, Total Int. Total 07:00 AM 2 402 3 0 407 1 0 22 0 23 5 215 1 0 221 2 0 0 0 2 653 07:15 AM 0 550 1 0 551 2 0 27 0 29 10 288 3 0 301 6 0 1 0 7 888 07:30 AM 0 634 4 0 638 4 0 44 0 48 5 283 2 0 290 5 1 0 0 6 982 07:45 AM 1 678 2 0 681 14 0 49 0 63 12 349 3 0 364 7 0 0 0 7 1115 Total 3 2264 10 0 2277 21 0 142 0 163 32 1135 9 0 1176 20 1 1 0 22 3638 08:00 AM 0 598 11 0 609 2 0 39 0 41 8 291 0 0 299 9 0 0 0 9 958 08:15 AM 0 619 0 0 619 3 0 41 0 44 17 280 7 0 304 12 0 0 0 12 979 08:30 AM 0 588 1 0 589 4 0 47 0 51 5 276 1 1 283 3 0 0 0 3 926 08:45 AM 0 462 3 0 465 10 0 24 0 34 6 311 4 1 322 9 0 0 0 9 830 Total 0 2267 15 0 2282 19 0 151 0 170 36 1158 12 2 1208 33 0 0 0 33 3693 Grand Total 3 4531 25 0 4559 40 0 293 0 333 68 2293 21 2 2384 53 1 1 0 55 7331 Apprch % 0.1 99.4 0.5 0 12 0 88 0 2.9 96.2 0.9 0.1 96.4 1.8 1.8 0 Total % 0 61.8 0.3 0 62.2 0.5 0 4 0 4.5 0.9 31.3 0.3 0 32.5 0.7 0 0 0 0.8 U.S. 29 Out In Total 23341 L4n 1 6893 31 45311 251 0 Right Thru Left Peds 1 ? o F J A C tD .. North ' 0 0 L� �? O O N C 1/7/2016 07:00 AM O o o r �� 1/7/2016 08:45 AM �x w a N Unshifted O O N O N 0 �T d O O J F+ Left Thru Ri ht Peds 21 2293 68 2 4877 E23R 7261 Out In Total Ramey Kemp & Associates 4343 Cox Road Glen Allen, Virginia 23060 File Name : us 29 @ Polo Grounds (1-6-2016) Counted By: Lee Site Code : 00000001 Weather: Clear Start Date : 1/7/2016 Equipment ID: 4792 Page No : 2 "StaTime U.S. 29 Southbound I Polo Grounds Westbound U.S. 29 Northbound Rio Mills Road Eastbound 638 Right I Thru I Left I Peds I App. Total Ri ht I Thru I Left Peds I App. Total Ri ht I Thru I Left I Peds App. Totai Ri ht I Thru I Left I Peds I App. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM Int. Total 07:30 AM 0 634 4 0 638 4 0 44 0 48 5 283 2 0 290 5 1 0 0 6 982 07:45 AM 1 678 2 0 681 14 0 49 0 63 12 349 3 0 364 7 0 0 0 7 1115 08:00 AM 0 598 11 0 609 2 0 39 0 41 8 291 0 0 299 9 0 0 0 9 958 08:15 AM 0 619 0 0 619 3 0 41 0 44 17 280 7 0 304 12 0 0 0 12 979 Total Volume 1 2529 17 0 2547 23 0 173 0 196 42 1203 12 0 1257 33 1 0 0 34 4034 % App. Total 0 99.3 0.7 0 11.7 0 88.3 0 3.3 95.7 1 0 97.1 2.9 0 0 PHF .250 .933 .386 .000 .935 .411 .000 .883 .000 .778 .618 .862 .429 .000 .863 .688 .250 .000 .000 .708 .904 U.S. 29 Out In Total 12261 1 3773 11 25291 171 0 Right Thu Left Peds Peak Hour Data NorthCO o v K +—? o 0 � w — F M . Peak Hour Begins at 07:30 A � 0 S o Cl) L Unshifted r w w° O� o a CL T r Left Thru Ri ht Peds 12 1203 42 0 2735 1257 3992 Out In Total APPENDIX C SYNCHRO OUTPUT EXISTING 2014 CONDITIONS Brookhill - Albemarle County, VA Existing (2014) Conditions 1: Rt 29 & Ashwood Tarring Plan: AM Peak Hour t Movement V\BL V\BR NBT NBR SBL SBT Lane Configurations 21.1 r* tt r* 6.0 tt Traffic Vd urre (veh/h) 416 50 1174 98 18 2131 Future Vdume (veh/h) 416 50 1174 98 18 2131 Number 7 14 2 12 1 6 Initial Q (Cb), veh 0 0 0 0 0 0 Ped -Bike Adj(A p T) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1881 1881 1740 1825 1891 1802 Adj Row Rate, veh/h 447 54 1262 105 19 2243 Adj No. of Lanes 2 1 2 1 1 2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.95 0.95 Percent Heavy Veh, % 2 2 7 2 2 7 Cap, veh/h 576 265 1609 755 416 2591 Arrive On Green 0.17 0.17 0.49 0.49 0.23 0.76 Sat Row, veh/h 3476 1599 3393 1552 1801 3515 Grp Vdurre(v), veh/h 447 54 1262 105 19 2243 Grp Sat R*s),veh/h/In 1738 1599 1653 1552 1801 1712 Q Serve(g_s), s 12.7 3.0 32.6 3.8 0.8 47.6 Cyde Q Clear(g_c), s 12.7 3.0 32.6 3.8 0.8 47.6 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 576 265 1609 755 416 2591 V/C Ratio(X) 0.78 0.20 0.78 0.14 0.05 0.87 Avail Cap(c a), veh/h 607 279 1958 919 416 2591 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.1 37.1 22.0 14.6 30.8 8.8 Incr Delay (d2), s/veh 6.4 0.5 3.9 0.4 0.0 4.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50°/o),veh/In 6.6 1.4 15.6 1.7 0.4 23.3 LnGrp Delay(d),s/veh 47.6 37.6 25.9 14.9 30.8 13.0 LnGrp LOS D D C B C B Approach Vol, veh/h 501 1367 2262 Approach Delay, s/veh 46.5 25.0 13.2 Approach LOS D C B Timer 1 2 3 4 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 27.8 54.1 21.1 81.9 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 10.0 59.0 16.0 75.0 Max Q Clear Ti me (g_c+l 1), s 2.8 34.6 14.7 49.6 Green Ext Time (p c), s 7.0 13.5 0.4 24.0 Intersection Summary HCM 2010 Ctrl Delay 21.1 HCM 2010 LOS C Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA Existing (2014) Conditions 1: Rt 29 & Ashwood Turing Plan: AM Peak Hour t Lane Group WBL V\BR NBT NBR SBL SBT Lane Configurations None r* tt r* 0.68 tt Traffic Vdume (vph) 416 50 1174 98 18 2131 Future Volume (vph) 416 50 1174 98 18 2131 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -2% 0 4% 218 25 -3% Storage Length (ft) 325 325 225 150 Storage Lanes 1 1 1 1 Taper Length (ft) 100 100 Satd. Raw (prot) 3467 1599 3306 1552 1796 3424 Rt Penn itted 0.950 0.950 Satd. Raw (perm) 3467 1599 3306 1552 1796 3424 Right Tum on Red Yes Yes Satd. Raw (RTOR) 54 105 Link Speed (mph) 35 45 45 Link Distance (ft) 834 3548 2517 Travel Time (s) 16.2 53.8 38.1 Peak Hour Factor 0.93 0.93 0.93 0.93 0.95 0.95 Heavy Vehicles (%) 2% 2% 7% 2% 2% 7% Shared Lane Traffic (%) Lane Group Raw (vph) 447 54 1262 105 19 2243 Tum Type Prot Perm NA Perm Prot NA Protected Phases 4 2 1 6 Penn itted Phases 4 2 Detector Phase 4 4 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 10.0 10.0 5.0 10.0 MinimumSplit (s) 16.0 16.0 16.0 16.0 13.0 16.0 Total Split (s) 22.0 22.0 65.0 65.0 16.0 81.0 Total So it (%) 21.4% 21.4% 63.1% 63.1% 15.5% 78.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead -Lag Optimize? Recall Mode Act Oct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Tum Bay Length (ft) None None 17.7 17.7 0.17 0.75 49.2 0.0 49.2 D 45.2 D 144 200 754 325 0.17 0.17 11.6 0.0 11.6 B 0 34 325 Lead Lead Lag Yes Yes Yes C -Min C -Min None 70.5 70.5 9.4 0.68 0.68 0.09 0.56 0.10 0.12 10.7 2.6 43.0 0.0 0.0 0.0 10.7 2.6 43.0 B A D 10.1 B 63 0 12 218 25 34 3468 225 150 C -Min 77.3 0.75 0.87 14.6 0.0 14.6 B 14.8 B 475 617 2437 Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA Existing (2014) Conditions 1: Rt 29 & Ashwood Turing Plan: AM Peak Hour t t Lane Group V\BL V\BR NBT NBR SBL SBT Base Capacity(vph) 605 324 2274 1100 215 2568 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.74 0.17 0.55 0.10 0.09 0.87 Intersection Summary Area Type: Other Cyde Length: 103 Actuated Cyde Length: 103 Offset: 76 (740/o), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cyde: 65 Control Type: Actuated -Coordinated Maximum A Ratio: 0.87 Intersection Signal Delay: 16.9 Intersection LOS: B Intersection Capadty Utilization 77.4% ICU Level of Service D Analysis Period (rrin)15 Synchro 9 Report RKA Page 2 65I5 1 1M1{ 225 7 06 1L s Synchro 9 Report RKA Page 2 Brookhill - Albemarle County, VA Existing (2014) Conditions 2: Rt 29 & Rio Mils Road /Polo Grounds(643) Thing Ran: AM Peak Hour Movement -11 EBL --1. EBT EBR ML 4--- MT V\BR NBL t NBT NBR SBL t SBT SBR Lane Configurations 46 4 r* 203 4 r* ) ttt r* ) ttt r* Traffic Vdume(veh/h) 1 1 33 173 1 23 12 1248 42 17 2529 1 Future Vdume (veh/h) 1 1 33 173 1 23 12 1248 42 17 2529 1 Number 3 8 18 7 4 14 5 2 12 1 6 16 Initial Q (Cb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A p T) 1.00 0.0 1.00 1.00 0.0 1.00 1.00 23.4 1.00 1.00 42.0 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1872 1835 1835 1872 1835 1835 1835 1749 1835 1900 1811 1900 Adj Row Rate, veh/h 1 1 36 188 1 25 13 1357 46 18 2634 1 Adj No. of Lanes 0 1 1 0 1 1 1 3 1 1 3 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 7 2 2 7 2 Cap, veh/h 46 46 80 203 1 182 60 1575 593 537 3175 1037 Arrive On Green 0.05 0.05 0.05 0.12 0.12 0.12 0.07 0.76 0.76 0.30 0.64 0.64 Sat Row, veh/h 895 895 1560 1739 9 1560 1747 4145 1560 1810 4945 1615 Grp Vdurre(v), veh/h 2 0 36 189 0 25 13 1357 46 18 2634 1 Grp Sat R*s),veh/h/In 1790 0 1560 1748 0 1560 1747 1382 1560 1810 1648 1615 Q Serve(g_s), s 0.1 0.0 2.3 11.0 0.0 1.5 0.7 23.4 0.8 0.7 42.0 0.0 Cyde Q Clear(g_c), s 0.1 0.0 2.3 11.0 0.0 1.5 0.7 23.4 0.8 0.7 42.0 0.0 Prop In Lane 0.50 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 92 0 80 204 0 182 60 1575 593 537 3175 1037 V/C Ratio(X) 0.02 0.00 0.45 0.93 0.00 0.14 0.22 0.86 0.08 0.03 0.83 0.00 Avail Cap(c a), veh/h 156 0 136 204 0 182 153 2294 863 537 3175 1037 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 0.95 0.95 0.95 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.4 0.0 47.4 45.1 0.0 40.9 46.6 10.5 7.8 25.7 14.1 6.6 Incr Delay (d2), s/veh 0.1 0.0 3.9 43.3 0.0 0.3 1.7 6.1 0.2 0.0 2.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50%),veh/In 0.1 0.0 1.1 7.8 0.0 0.7 0.4 9.3 0.4 0.4 19.6 0.0 LnGp Delay(d),s/veh 46.5 0.0 51.3 88.4 0.0 41.2 48.3 16.6 8.0 25.8 16.8 6.6 LnGp LOS D D F D D B A C B A Approach Vol, veh/h 38 214 1416 2653 Approach Delay, s/veh 51.0 82.9 16.6 16.8 Approach LOS D F B B Timer 1 2 3 4 Assigned Phs 1 2 4 5 6 8 Phs Duration (GAY+Rc), s 34.5 43.1 16.0 7.6 70.1 9.3 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gnax), s 7.0 55.0 10.0 7.0 55.0 7.0 Max Q Clear Ti me (g_c+l 1), s 2.7 25.4 13.0 2.7 44.0 4.3 Green Ext Time (p c), s 4.1 11.7 0.0 0.0 10.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 20.3 HCM 2010 LOS C Synchro 9 Report RKA Page 2 Brookhill - Albemarle County, VA Existing (2014) Conditions 2: Rt 29 & Rio Mils Road /Polo Grounds(643) Thing Ran: AM Peak Hour Lane Group EBL EBT EBR V\BL VMBT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r* 4 r* ) ttt r* ) ttt r* Traffic Vdume (vph) 1 1 33 173 1 23 12 1248 42 17 2529 1 Future Vdume (vph) 1 1 33 173 1 23 12 1248 42 17 2529 1 Ideal Raw(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 3% 3% 3% 40/0 Storage Length (ft) 0 50 0 50 125 0 150 150 Storage Lanes 0 1 0 1 1 1 1 1 Taper Length (ft) 100 100 100 100 Satd. Raw (prot) 0 1791 1560 0 1749 1560 1743 4145 1560 1805 4945 1615 Rt Penn itted 0.976 0.953 0.950 0.950 Satd. Raw (perm) 0 1791 1560 0 1749 1560 1743 4145 1560 1805 4945 1615 Right Tum on Red Yes Yes Yes Yes Satd. Raw (RTOR) 222 222 159 159 Link Speed (mph) 25 45 45 45 Link Distance (ft) 608 551 2375 854 Travel Time (s) 16.6 8.3 36.0 12.9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.96 0.96 0.96 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 7% 2% 2% 7% 2% Shared Lane Traffic (%) Lane Group Raw (vph) 0 2 36 0 189 25 13 1357 46 18 2634 1 Tum Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 8 8 4 4 5 2 1 6 Penn ifted Phases 8 4 2 6 Detector Phase 8 8 8 4 4 4 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 10.0 10.0 5.0 10.0 10.0 MinimumSplit (s) 13.0 13.0 13.0 13.0 13.0 13.0 13.0 16.0 16.0 13.0 16.0 16.0 Total Split (s) 13.0 13.0 13.0 16.0 16.0 16.0 13.0 61.0 61.0 13.0 61.0 61.0 Total Split (%) 12.6% 12.6% 12.6% 15.5% 15.5% 15.5% 12.6% 59.2% 59.2% 12.6% 59.2% 59.2% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C -Min C -Min None C -Min C -Min Act Oct Green (s) 7.7 7.7 12.3 12.3 8.4 70.4 70.4 8.3 72.8 72.8 Actuated g/C Ratio 0.07 0.07 0.12 0.12 0.08 0.68 0.68 0.08 0.71 0.71 v/c Ratio 0.01 0.11 0.91 0.07 0.09 0.48 0.04 0.12 0.75 0.00 Control Delay 44.0 0.7 88.5 0.3 67.2 5.6 0.1 41.7 10.3 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 44.0 0.7 88.5 0.3 67.2 5.6 0.1 41.7 10.3 0.0 LOS D A F A E A A D B A Approach Delay 3.0 78.2 6.0 10.5 Approach LOS A E A B Queue Length 50th (ft) 1 0 125 0 7 42 0 12 295 0 Queue Length 95th (ft) 9 0 #260 0 rr27 74 0 m13 #728 m0 Internal Link Dist (ft) 528 471 2295 774 Tum Bay Length (ft) 50 50 125 150 150 Synchro 9 Report RKA Page 3 Brookhill - Albemarle County, VA Existing (2014) Conditions 2: Rt 29 & Rio Mils Road /Polo Grounds(643) Timing Ran: AMPeak Hour Lane Group EBL EBT EBR V\BL VbBT V\BR NBL NBT NBR SBL SBT SBR Base Capacity(vph) 156 338 208 381 154 2831 1116 157 3495 1188 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.11 0.91 0.07 0.08 0.48 0.04 0.11 0.75 0.00 Intersection Summary Area Type: Other Cyde Length: 103 Actuated Cyde Length: 103 Offset: 41 (40%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cyde: 90 Control Type: Actuated -Coordinated Maximum A Ratio: 0.91 Intersection Signal Delay: 12.3 Intersection LOS: B Intersection Capadty Utilization 72.7% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capadty, queue may be longer. Queue shown is maximum after two cydes. m Vdurne for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Rt 29 & Rio Nils Road /Polo Grounds(643) Synchro 9 Report RKA Page 4 61s 1 1 113s 16s 1 1 113S 13s 61s Synchro 9 Report RKA Page 4 Queuing and Blocking Report Existing (2014) Conditions Brookhill - Albemarle County, VA AM Peak Hour Intersection: 1: Rt 29 & Ashwood Movement VM3 VM3 VM3 NB NB NB B66 B66 SB SB SB Directions Served L L R T T R T T L T T Maximum Queue (ft) 224 238 64 576 589 246 148 150 90 438 439 Average Queue (ft) 135 153 24 206 220 48 15 15 21 227 230 95th Queue (ft) 214 227 55 482 497 191 186 188 73 410 411 Link Distance (ft) 49 756 209 3482 3482 772 772 2475 2475 Upstream Blk Time (%) 2239 772 772 Upstream Blk Time (%) 0 Queuing Penalty (veh) Queuing Penalty (veh) 0 Storage Bay Dist (ft) 325 325 225 Storage Bay Dist (ft) 150 50 Storage Bl k T rr e (%) 0 11 Storage BlkTime (%) 11 68 Queuing Penalty (veh) 0 11 1 Queuing Penalty (veh) 2 0 Intersection: 2: Rt 29 & Rio Mils Road /Polo Grounds(643) 3 0 0 Intersection: 2: Rt 29 & Rio Mils Road /Polo Grounds(643) Movement EB EB VM3 VM3 NB NB NB NB NB SB SB SB Directions Served LT R LT R L T T T R L T T Maximum Queue (ft) 11 60 281 149 36 181 212 240 12 56 203 220 Average Queue (ft) 1 22 161 45 9 33 69 73 2 11 94 112 95th Queue (ft) 10 54 284 142 28 131 179 207 9 49 184 209 Link Distance (ft) 516 448 2239 2239 2239 2239 772 772 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 50 50 125 150 Storage BlkTime (%) 1 68 1 1 1 Queuing Penalty (veh) 0 16 3 0 0 Intersection: 2: Rt 29 & Rio Mils Road /Polo Grounds(643) Movement SB SB B66 B66 Directions Served T R T T Maximum Queue (ft) 248 1 339 336 Average Queue (ft) 132 0 23 22 95th Queue (ft) 242 1 477 473 Link Distance (ft) 772 3482 3482 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 Storage BlkTime (%) 5 Queuing Penalty (veh) 0 SimTraffic Report RKA Page 1 Brookhill - Albemarle County, VA Existing (2014) Conditions 1: Rt 29 & Ashwood Blvd Turing Plan: PM Peak Hour t Movement V\BL V\BR NBT NBR SBL SBT Lane Configurations 13.8 r* tt r* 6.0 tt Traffic Vd urre (veh/h) 150 63 2215 325 60 1608 Future Vdume (veh/h) 150 63 2215 325 60 1608 Number 7 14 2 12 1 6 Initial Q (Cb), veh 0 0 0 0 0 0 Ped -Bike Adj(A p T) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1881 1881 1740 1825 1891 1802 Adj Row Rate, veh/h 161 68 2382 349 63 1693 Adj No. of Lanes 2 1 2 1 1 2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.95 0.95 Percent Heavy Veh, % 2 2 7 2 2 7 Cap, veh/h 288 133 2186 1026 278 2908 Arrive On Green 0.08 0.08 0.66 0.66 0.15 0.85 Sat Row, veh/h 3476 1599 3393 1552 1801 3515 Grp Vdurre(v), veh/h 161 68 2382 349 63 1693 Grp Sat R*s),veh/h/In 1738 1599 1653 1552 1801 1712 Q Serve(g_s), s 5.3 4.8 78.0 11.6 3.6 17.4 Cyde Q Clear(g_c), s 5.3 4.8 78.0 11.6 3.6 17.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 288 133 2186 1026 278 2908 V/C Ratio(X) 0.56 0.51 1.09 0.34 0.23 0.58 Avail Cap(c a), veh/h 412 190 2186 1026 278 2908 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.0 51.8 20.0 8.7 43.7 2.7 Incr Delay (d2), s/veh 2.4 4.3 48.7 0.9 0.2 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50°/o),veh/In 2.6 2.3 50.0 5.2 1.8 8.3 LnGrp Delay(d),s/veh 54.4 56.1 68.7 9.6 43.9 3.5 LnGrp LOS D E F A D A Approach Vol, veh/h 229 2731 1756 Approach Delay, s/veh 54.9 61.2 5.0 Approach LOS D E A Timer 1 2 3 4 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 22.2 82.0 13.8 104.2 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 12.0 76.0 12.0 94.0 Max Q Clear Ti me (g_c+l 1), s 5.6 80.0 7.3 19.4 Green Ext Time (p c), s 6.3 0.0 0.5 68.6 Intersection Summary HCM 2010 Ctrl Delay 39.9 HCM 2010 LOS D Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA Existing (2014) Conditions 1: Rt 29 & Ashwood Blvd Timing Plan: PM Peak Hour t Lane Group WBL V\BR NBT NBR SBL SBT Lane Configurations r* tt r* Yes tt Traffic Vdume (vph) 150 63 2215 325 60 1608 Future Vdume (vph) 150 63 2215 325 60 1608 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -2% 0.29 4% 0.30 0.33 -3% Storage Length (ft) 325 325 35.0 225 150 4.9 Storage Lanes 1 1 0.0 1 1 0.0 Taper Length (ft) 100 14.5 35.0 1.7 100 4.9 Satd. Raw (prot) 3467 1599 3306 1552 1796 3424 Rt Penn itted 0.950 30.8 0.950 6.6 Satd. Raw (perm) 3467 1599 3306 1552 1796 3424 Right Tum on Red 59 Yes 1051 Yes 44 192 Satd. Raw (RTOR) 93 68 m22 250 238 Internal Link Dist (ft) Link Speed (mph) 35 3526 45 2531 45 Link Distance (ft) 948 3606 150 2611 Travel Time (s) 18.5 54.6 39.6 Peak Hour Factor 0.93 0.93 0.93 0.93 0.95 0.95 Heavy Vehicles (%) 2% 2% 7% 2% 2% 7% Shared Lane Traffic (%) Lane Group Raw (vph) 161 68 2382 349 63 1693 Tum Type Prot Perm NA Perm Prot NA Protected Phases 4 2 1 6 Penn itted Phases 4 2 Detector Phase 4 4 2 2 1 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 2.0 4.0 MinimumSplit (s) 10.0 10.0 10.0 10.0 8.0 10.0 Total Split (s) 18.0 18.0 82.0 82.0 18.0 100.0 Total Split (%) 15.3% 15.3% 69.5% 69.5% 15.3% 84.7% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode None None C -Min C -Min None C -Min Act Oct Green (s) 13.0 13.0 82.6 82.6 12.6 97.0 Actuated g/C Ratio 0.11 0.11 0.70 0.70 0.11 0.82 v/c Ratio 0.42 0.29 1.03 0.30 0.33 0.60 Control Delay 52.3 14.5 35.0 1.7 52.8 4.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.3 14.5 35.0 1.7 52.8 4.9 LOS D B D A D A Approach Delay 41.1 30.8 6.6 Approach LOS D C A Queue Length 50th (ft) 59 0 1051 18 44 192 Queue Length 95th (ft) 93 43 m#1135 m22 89 238 Internal Link Dist (ft) 868 3526 2531 Tum Bay Length (ft) 325 325 225 150 Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA Existing (2014) Conditions 1: Rt 29 & Ashwood Blvd Turing Plan: PM Peak Hour t t Lane Group V\BL V\BR NBT NBR SBL SBT Base Capacity (vph) 411 249 2314 1161 213 2814 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.39 0.27 1.03 0.30 0.30 0.60 Intersection Summary Area Type: Other Cyde Length: 118 Actuated Cyde Length: 118 Offset: 90 (760/o), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cyde: 90 Control Type: Actuated -Coordinated Maximum A Ratio: 1.03 Intersection Signal Delay: 22.3 Intersection LOS: C Intersection Capadty Utilization 72.2% ICU Level of Service C Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cydes. # 95th percentile volume exceeds capadty, queue may be longer. Queue shown is maximum after two cydes. m Vdurne for 95th percentile queue is metered by upstream signal. L• • ' ..�. • : ' ••• : • tot "R' 41 n4 32IS 18 S 18S 7 ¢6 rR) 100S Synchro 9 Report RKA Page 2 Brookhill - Albemarle County, VA Existing (2014) Conditions 2: Rt 29 & Rio Mills Road/Polo Grounds Rd (643) Timng Ran: PM Peak Hour Movement -11 EBL --1. EBT EBR ML 4--- MT V\BR NBL t NBT NBR SBL t SBT SBR Lane Configurations 13 4 r* 156 4 r* ) ttt r* ) ttt r* Traffic Vdume(veh/h) 1 4 20 92 0 31 50 2508 224 37 1721 1 Future Vdume (veh/h) 1 4 20 92 0 31 50 2508 224 37 1721 1 Number 3 8 18 7 4 14 5 2 12 1 6 16 Initial Q (Cb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A p T) 1.00 0.0 1.00 1.00 0.0 1.00 1.00 66.0 1.00 1.00 21.3 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1872 1835 1835 1872 1835 1835 1835 1749 1835 1900 1811 1900 Adj Row Rate, veh/h 1 4 22 100 0 34 54 2726 243 39 1793 1 Adj No. of Lanes 0 1 1 0 1 1 1 3 1 1 3 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 7 2 2 7 2 Cap, veh/h 13 54 57 156 0 139 97 2319 872 324 3376 1103 Arrive On Green 0.04 0.04 0.04 0.09 0.00 0.09 0.11 1.00 1.00 0.18 0.68 0.68 Sat Row, veh/h 363 1453 1560 1747 0 1560 1747 4145 1560 1810 4945 1615 Grp Vdurre(v), veh/h 5 0 22 100 0 34 54 2726 243 39 1793 1 Grp Sat R*s),veh/h/In 1817 0 1560 1747 0 1560 1747 1382 1560 1810 1648 1615 Q Serve(g_s), s 0.3 0.0 1.6 6.5 0.0 2.4 3.5 66.0 0.0 2.1 21.3 0.0 Cyde Q Clear(g_c), s 0.3 0.0 1.6 6.5 0.0 2.4 3.5 66.0 0.0 2.1 21.3 0.0 Prop In Lane 0.20 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 67 0 57 156 0 139 97 2319 872 324 3376 1103 V/C Ratio(X) 0.07 0.00 0.38 0.64 0.00 0.24 0.56 1.18 0.28 0.12 0.53 0.00 Avail Cap(c a), veh/h 154 0 132 207 0 185 178 2319 872 324 3376 1103 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 0.45 0.45 0.45 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.9 0.0 55.5 51.9 0.0 50.0 51.1 0.0 0.0 40.6 9.3 5.9 Incr Delay (d2), s/veh 0.5 0.0 4.1 4.3 0.0 0.9 2.2 81.3 0.4 0.2 0.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50°/o),veh/In 0.2 0.0 0.8 3.3 0.0 1.1 1.7 17.5 0.1 1.1 9.8 0.0 LnGp Delay(d),s/veh 55.4 0.0 59.6 56.2 0.0 50.9 53.3 81.3 0.4 40.8 9.9 5.9 LnGp LOS E E E D D F A D A A Approach Vol, veh/h 27 134 3023 1833 Approach Delay, s/veh 58.9 54.9 74.3 10.6 Approach LOS E D E B Timer 1 2 3 4 Assigned Phs 1 2 4 5 6 8 Phs Duration (GAY+Rc), s 25.1 70.0 14.5 10.5 84.6 8.3 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gnax), s 10.0 64.0 12.0 10.0 64.0 8.0 Max Q Clear Ti me (g_c+l 1), s 4.1 68.0 8.5 5.5 23.3 3.6 Green Ext Time (p c), s 2.9 0.0 0.1 0.0 18.6 0.0 Intersection Summary HCM 2010 Ctrl Delay 50.4 HCM 2010 LOS D Synchro 9 Report RKA Page 2 Brookhill - Albemarle County, VA Existing (2014) Conditions 2: Rt 29 & Rio Mills Road/Polo Grounds Rd (643) Timng Ran: PM Peak Hour Lane Group EBL EBT EBR V\BL VMBT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations *' r* r* ) ttt r* ) ttt r* Traffic Vdume (vph) 1 4 20 92 0 31 50 2508 224 37 1721 1 Future Vdume (vph) 1 4 20 92 0 31 50 2508 224 37 1721 1 Ideal Raw(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 3% 3% 3% 40/0 Storage Length (ft) 0 50 0 50 125 0 150 150 Storage Lanes 0 1 0 1 1 1 1 1 Taper Length (ft) 100 100 100 100 Satd. Raw (prot) 0 1816 1560 0 1743 1560 1743 4145 1560 1805 4945 1615 Rt Penn itted 0.990 0.950 0.950 0.950 Satd. Raw (perm) 0 1816 1560 0 1743 1560 1743 4145 1560 1805 4945 1615 Right Tum on Red Yes Yes Yes Yes Satd. Raw (RTOR) 194 194 161 139 Link Speed (mph) 25 45 45 45 Link Distance (ft) 609 567 2320 755 Travel Time (s) 16.6 8.6 35.2 11.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.96 0.96 0.96 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 7% 2% 2% 7% 2% Shared Lane Traffic (%) Lane Group Raw (vph) 0 5 22 0 100 34 54 2726 243 39 1793 1 Tum Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 8 8 4 4 5 2 1 6 Penn ifted Phases 8 4 2 6 Detector Phase 8 8 8 4 4 4 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 MinimumSplit (s) 10.0 10.0 10.0 8.0 8.0 8.0 8.0 10.0 10.0 8.0 10.0 10.0 Total Split (s) 14.0 14.0 14.0 18.0 18.0 18.0 16.0 70.0 70.0 16.0 70.0 70.0 Total Split (%) 11.9% 11.9% 11.9% 15.3% 15.3% 15.3% 13.6% 59.3% 59.3% 13.6% 59.3% 59.3% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead -Lag Optimize? Recall Mode None None None None None None None C -Min C -Min None C -Min C -Min Act Oct Green (s) 7.9 7.9 12.9 12.9 10.8 80.8 80.8 9.9 77.3 77.3 Actuated g/C Ratio 0.07 0.07 0.11 0.11 0.09 0.68 0.68 0.08 0.66 0.66 v/c Ratio 0.04 0.08 0.53 0.10 0.34 0.96 0.22 0.26 0.55 0.00 Control Delay 52.0 0.6 59.7 0.6 56.2 25.9 2.0 54.1 13.3 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.0 0.6 59.7 0.6 56.2 25.9 2.0 54.1 13.3 0.0 LOS D A E A E C A D B A Approach Delay 10.1 44.7 24.5 14.2 Approach LOS B D C B Queue Length 50th (ft) 4 0 72 0 34 1028 7 29 336 0 Queue Length 95th (ft) 17 0 130 0 m40 #1174 m26 m48 409 m0 Internal Link Dist (ft) 529 487 2240 675 Tum Bay Length (ft) 50 50 125 150 150 Synchro 9 Report RKA Page 3 Brookhill - Albemarle County, VA Existing (2014) Conditions 2: Rt 29 & Rio Mills Road/Polo Grounds Rd (643) Timng Ran: PM Peak Hour -11 � � t t Lane Group EBL EBT EBR V\BL VbBT V\BR NBL NBT NBR SBL SBT SBR Base Capacity (vph) 153 309 209 358 182 2837 1118 183 3240 1106 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.07 0.48 0.09 0.30 0.96 0.22 0.21 0.55 0.00 Intersection Summary Area Type: Other Cyde Length: 118 Actuated Cyde Length: 118 Offset: 48 (41 %), Referenced to phase 2: NBT and 6: SBT, Start of 1 st Green Natural Cyde: 90 Control Type: Actuated -Coordinated Maximum A Ratio: 0.96 Intersection Signal Delay: 21.2 Intersection LOS: C Intersection Capadty Utilization 66.9% ICU Level of Service C Analysis Period (rrin)15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cydes. # 95th percentile volume exceeds capadty, queue may be longer. Queue shown is maximum after two cydes. m Vdurne for 95th percentile queue is metered by upstream signal. L• • ' .. �. � • : ' • '•:• '• • • • '• i iii I tot p'. -. _- 70s i ir:{ - 4 yAs 1 � P5 I • 06 16s 70s Synchro 9 Report RKA Page 4 Queuing and Blocking Report Existing (2014) Conditions Brookhill - Albemarle County, VA PM Peak Hour Intersection: 1: Rt 29 & Ashwood Blvd Movement VM3 VM3 VM3 NB NB NB B66 B66 B66 SB SB SB Directions Served L L R T T R T T T L T T Maximum Queue (ft) 96 115 80 854 847 325 482 679 660 103 192 186 Average Queue (ft) 44 63 30 428 439 164 81 233 159 50 97 103 95th Queue (ft) 92 109 69 903 917 392 431 744 611 100 169 175 Link Distance (ft) 528 818 492 3540 3540 2214 649 649 649 2578 2578 Upstream Blk Time (%) 0 0 1 0 Queuing Penalty (veh) 0 1 9 3 Storage Bay Dist (ft) 325 325 225 150 Storage BlkTime (%) 17 1 Queuing Penalty (veh) 56 0 Intersection: 2: Rt 29 & Rio Mills Road/Polo Grounds Rd (643) Movement EB EB VM3 VM3 NB NB NB NB NB SB SB SB Directions Served LT R LT R L T T T R L T T Maximum Queue (ft) 31 36 138 76 157 728 1093 1041 351 64 149 144 Average Queue (ft) 5 14 76 28 47 264 354 342 30 22 54 64 95th Queue (ft) 24 39 134 68 133 688 944 887 336 57 129 134 Link Distance (ft) 528 492 2214 2214 2214 2214 649 649 Upstream Blk Time (%) 0 0 0 0 Queuing Penalty (veh) 0 0 0 0 Storage Bay Dist (ft) 50 50 125 150 Storage BlkTime (%) 1 0 36 6 0 10 0 Queuing Penalty (veh) 0 0 11 6 3 5 0 Intersection: 2: Rt 29 & Rio Mills Road/Polo Grounds Rd (643) Movement SB SB Directions Served T R Maximum Queue (ft) 182 0 Average Queue (ft) 86 0 95th Queue (ft) 171 0 Link Distance (ft) 649 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 Storage BlkTime (%) 1 Queuing Penalty (veh) 0 SimTraffic Report RKA Page 1 APPENDIX D SYNCHRO OUTPUT NO -BUILD 2024 CONDITIONS Brookhill - Albemarle County, VA No -Build (2024) Conditions 1: Rt 29 & Ashwood Tarring Plan: AM Peak Hour f, t Movement V\BL V\BR NBU NBT NBR SBL SBT Lane Configurations 79.1 r* A ttt r* ) ttt Traffic Vd urre (veh/h) 466 56 0 1316 110 20 2389 Future Vdume (veh/h) 466 56 0 1316 110 20 2389 Number 7 14 HCM 2010 Ctrl Delay 2 12 1 6 Initial Q (Cb), veh 0 0 B 0 0 0 0 Ped -Bike Adj(A p T) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1881 1881 1740 1825 1891 1802 Adj Row Rate, veh/h 501 60 1415 118 21 2515 Adj No. of Lanes 2 1 3 1 1 3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.95 0.95 Percent Heavy Veh, % 2 2 7 2 2 7 Cap, veh/h 671 309 2442 798 318 3588 Arrive On Green 0.19 0.19 0.51 0.51 0.18 0.73 Sat Row, veh/h 3476 1599 4907 1552 1801 5083 Grp Vdurre(v), veh/h 501 60 1415 118 21 2515 Grp Sat R*s),veh/h/In 1738 1599 1584 1552 1801 1640 Q Serve(g_s), s 14.0 3.2 21.2 4.1 1.0 29.2 Cyde Q Clear(g_c), s 14.0 3.2 21.2 4.1 1.0 29.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 671 309 2442 798 318 3588 V/C Ratio(X) 0.75 0.19 0.58 0.15 0.07 0.70 Avail Cap(c a), veh/h 810 373 2675 874 318 3588 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.2 34.8 17.3 13.2 35.3 7.7 Incr Delay (d2), s/veh 3.6 0.4 1.0 0.4 0.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50°/o),veh/In 7.1 1.5 9.4 1.9 0.5 13.4 LnGrp Delay(d),s/veh 42.8 35.3 18.3 13.6 35.4 8.9 LnGrp LOS D D B B D A Approach Vol, veh/h 561 1533 2536 Approach Delay, s/veh 42.0 18.0 9.1 Approach LOS D B A Timer 1 2 3 4 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 22.2 56.9 23.9 79.1 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 7.0 56.0 22.0 69.0 Max Q Clear Ti me (g_c+l 1), s 3.0 23.2 16.0 31.2 Green Ext Time (p c), s 4.0 27.7 1.9 37.7 Intersection Summary HCM 2010 Ctrl Delay 16.0 HCM 2010 LOS B Notes Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA No -Build (2024) Conditions 1: Rt 29 & Ashwood Tarring Plan: AM Peak Hour f, t Lane Group WBL V\BR NBU NBT NBR SBL SBT Lane Configurations r* A ttt r* ) ttt Traffic Vdume (vph) 466 56 0 1316 110 20 2389 Future Vdun-e (vph) 466 56 0 1316 110 20 2389 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 1900 Grade (%) -2% Control Delay 41.9 4% 1.8 0.3 -3% Storage Length (ft) 325 325 250 0.0 225 150 0.0 Storage Lanes 1 1 1 0.3 1 1 LOS Taper Length (ft) 100 A 100 D B 100 38.4 Satd. Raw (prot) 3467 1599 1740 4751 1552 1796 4920 Rt Penn itted 0.950 B Queue Length 50th (ft) 154 0.950 2 Satd. Raw (perm) 3467 1599 1740 4751 1552 1796 4920 Right Tum on Red 397 Yes 409 Yes Satd. Raw (RTOR) Tum Bay Length (ft) 60 325 118 150 Link Speed (mph) 35 45 45 Link Distance (ft) 489 2443 2517 Travel Time (s) 9.5 37.0 38.1 Peak Hour Factor 0.93 0.93 0.90 0.93 0.93 0.95 0.95 Heavy Vehicles (%) 2% 2% 7% 7% 2% 2% 7% Shared Lane Traffic (%) Lane Group Raw (vph) 501 60 0 1415 118 21 2515 Tum Type Prot Perm Perm NA Perm Prot NA Protected Phases 4 2 1 6 Penn ifted Phases 4 2 2 Detector Phase 4 4 2 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 7.0 7.0 7.0 5.0 7.0 MinimumSplit (s) 17.0 17.0 17.0 17.0 17.0 13.0 17.0 Total Split (s) 28.0 28.0 62.0 62.0 62.0 13.0 75.0 Total Split (%) 27.2% 27.2% 60.2% 60.2% 60.2% 12.6% 72.8% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Recall Mode None None C -Min C -Min C -Min None C -Min Act Oct Green (s) 22.1 22.1 67.7 67.7 7.9 72.9 Actuated g/C Ratio 0.21 0.21 0.66 0.66 0.08 0.71 v/c Ratio 0.67 0.15 0.45 0.11 0.15 0.72 Control Delay 41.9 9.5 1.8 0.3 46.5 10.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 41.9 9.5 1.8 0.3 46.5 10.8 LOS D A A A D B Approach Delay 38.4 1.7 11.1 Approach LOS D A B Queue Length 50th (ft) 154 0 2 0 13 335 Queue Length 95th (ft) 207 33 7 1 37 397 Internal Link Dist (ft) 409 2363 2437 Tum Bay Length (ft) 325 325 225 150 Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA No -Build (2024) Conditions 1: Rt 29 & Ashwood Turing Plan: AM Peak Hour fl t t Lane Group V\BL V\BR NBU NBT NBR SBL Sl Base Capacity(vph) 807 418 3122 1060 156 3482 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.62 0.14 0.45 0.11 0.13 0.72 Intersection Summary Area Type: Other Cyde Length: 103 Actuated Cyde Length: 103 Offset: 54 (52%), Referenced to phase 2:NBTU and 6:SBT, Start of 1st Green Natural Cyde: 55 Control Type: Actuated -Coordinated Maximum A Ratio: 0.72 Intersection Signal Delay: 11.3 Intersection LOS: B Intersection Capadty Utilization 66.1% ICU Level of Service C Analysis Period (nin)15 Synchro 9 Report RKA Page 2 izS is 2=s 7 06 75 s Synchro 9 Report RKA Page 2 Brookhill - Albemarle County, VA 1 2 4 5 6 No -Build (2024) Conditions 2: Rt 29 & Rio Mills Road /Polo Grounds Road 24.9 54.6 14.0 7.7 Thing Ran: AM Peak Hour 9.5 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gnax), s 7.0 53.0 8.0 7.0 53.0 11.0 Max Q Clear Ti me (g_c+l 1), s 2.9 26.5 12.0 2.8 -11 --1. Green Ext Time (p c), s 4.1 4--- 0.0 0.0 t 0.0 Intersection Summary t Movement EBL EBT EBR V\BL VM3T V\BR NBL NBT NBR SBL SBT SBR Lane Configurations C 4 r* 4 r* ) ttt r* ) ttt r* Traffic Vdume(veh/h) 1 1 37 194 1 26 13 1399 47 19 2835 1 Future Vdume (veh/h) 1 1 37 194 1 26 13 1399 47 19 2835 1 Number 3 8 18 7 4 14 5 2 12 1 6 16 Initial Q (Cb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A p T) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1872 1835 1835 1872 1835 1835 1835 1749 1835 1900 1811 1900 Adj Row Rate, veh/h 1 1 40 211 1 28 14 1521 51 20 2953 1 Adj No. of Lanes 0 1 1 0 1 1 1 3 1 1 3 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 7 2 2 7 2 Cap, veh/h 48 48 83 169 1 151 62 2345 766 368 3257 1064 Arrive On Green 0.05 0.05 0.05 0.10 0.10 0.10 0.04 0.49 0.49 0.20 0.66 0.66 Sat Row, veh/h 895 895 1560 1740 8 1560 1747 4775 1560 1810 4945 1615 Grp Vdurre(v), veh/h 2 0 40 212 0 28 14 1521 51 20 2953 1 Grp Sat R*s),veh/h/In 1790 0 1560 1748 0 1560 1747 1592 1560 1810 1648 1615 Q Serve(g_s), s 0.1 0.0 2.6 10.0 0.0 1.7 0.8 24.5 1.8 0.9 52.1 0.0 Cyde Q Clear(g_c), s 0.1 0.0 2.6 10.0 0.0 1.7 0.8 24.5 1.8 0.9 52.1 0.0 Prop In Lane 0.50 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 96 0 83 170 0 151 62 2345 766 368 3257 1064 V/C Ratio(X) 0.02 0.00 0.48 1.25 0.00 0.18 0.23 0.65 0.07 0.05 0.91 0.00 Avail Cap(c a), veh/h 226 0 197 170 0 151 153 2550 833 368 3257 1064 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 0.93 0.93 0.93 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.2 0.0 47.4 46.5 0.0 42.8 48.3 19.6 13.8 33.1 14.9 6.0 Incr Delay (d2), s/veh 0.1 0.0 4.2 151.5 0.0 0.6 1.7 1.3 0.2 0.1 4.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50°/o),veh/In 0.1 0.0 1.2 12.0 0.0 0.8 0.4 11.0 0.8 0.5 24.7 0.0 LnGp Delay(d),s/veh 46.3 0.0 51.6 198.0 0.0 43.3 50.0 20.9 13.9 33.1 19.7 6.0 LnGp LOS D D F D D C B C B A Approach Vol, veh/h 42 240 1586 2974 Approach Delay, s/veh 51.4 180.0 20.9 19.8 Approach LOS D F C B Timer 1 2 3 4 Assigned Phs 1 2 4 5 6 8 Phs Duration (GAY+Rc), s 24.9 54.6 14.0 7.7 71.9 9.5 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gnax), s 7.0 53.0 8.0 7.0 53.0 11.0 Max Q Clear Ti me (g_c+l 1), s 2.9 26.5 12.0 2.8 54.1 4.6 Green Ext Time (p c), s 4.1 22.1 0.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 28.4 HCM 2010 LOS C Synchro 9 Report RKA Page 3 Brookhill - Albemarle County, VA No -Build (2024) Conditions 2: Rt 29 & Rio Mills Road /Polo Grounds Road Thing Ran: AM Peak Hour Lane Group EBL EBT EBR V\BL VMBT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r* 4 r* ) ttt r* ) ttt r* Traffic Vdume (vph) 1 1 37 194 1 26 13 1399 47 19 2835 1 Future Vdume (vph) 1 1 37 194 1 26 13 1399 47 19 2835 1 Ideal Raw(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 3% 3% 3% 40/0 Storage Length (ft) 0 50 0 50 125 0 150 150 Storage Lanes 0 1 0 1 1 1 1 1 Taper Length (ft) 100 100 100 100 Satd. Raw (prot) 0 1791 1560 0 1749 1560 1743 4775 1560 1805 4945 1615 Rt Pemitted 0.976 0.953 0.950 0.950 Satd. Raw (perm) 0 1791 1560 0 1749 1560 1743 4775 1560 1805 4945 1615 Right Tum on Red Yes Yes Yes Yes Satd. Raw (RTOR) 222 222 159 159 Link Speed (mph) 25 45 45 45 Link Distance (ft) 1023 1110 2388 743 Travel Time (s) 27.9 16.8 36.2 11.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.96 0.96 0.96 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 7% 2% 2% 7% 2% Shared Lane Traffic (%) Lane Group Raw (vph) 0 2 40 0 212 28 14 1521 51 20 2953 1 Tum Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 8 8 4 4 5 2 1 6 Pemifted Phases 8 4 2 6 Detector Phase 8 8 8 4 4 4 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 7.0 7.0 5.0 7.0 7.0 MinimumSplit (s) 17.0 17.0 17.0 13.0 13.0 13.0 13.0 17.0 17.0 13.0 17.0 17.0 Total Split (s) 17.0 17.0 17.0 14.0 14.0 14.0 13.0 59.0 59.0 13.0 59.0 59.0 Total Split (%) 16.5% 16.5% 16.5% 13.6% 13.6% 13.6% 12.6% 57.3% 57.3% 12.6% 57.3% 57.3% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C -Min C -Min None C -Min C -Min Act Oct Green (s) 7.7 7.7 10.0 10.0 8.4 72.7 72.7 8.4 72.5 72.5 Actuated g/C Ratio 0.07 0.07 0.10 0.10 0.08 0.71 0.71 0.08 0.70 0.70 v/c Ratio 0.01 0.12 1.25 0.08 0.10 0.45 0.04 0.14 0.85 0.00 Control Delay 44.0 0.8 193.4 0.5 40.4 6.9 0.2 38.8 12.7 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 44.0 0.8 193.4 0.5 40.4 6.9 0.2 38.8 12.7 0.0 LOS D A F A D A A D B A Approach Delay 2.8 170.9 6.9 12.9 Approach LOS A F A B Queue Length 50th (ft) 1 0 -175 0 6 251 1 13 282 0 Queue Length 95th (ft) 9 0 #322 0 m14 302 m0 m16 #856 m0 Internal Link Dist (ft) 943 1030 2308 663 Tum Bay Length (ft) 50 50 125 150 150 Synchro 9 Report RKA Page 3 Brookhill - Albemarle County, VA No -Build (2024) Conditions 2: Rt 29 & Rio Mills Road /Polo Grounds Road Timing Ran: AMPeak Hour -11 � � t t Lane Group EBL EBT EBR V\BL VM3T V\BR NBL NBT NBR SBL Sl SBR Base Capacity(vph) 226 390 169 351 155 3369 1147 157 3481 1184 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.10 1.25 0.08 0.09 0.45 0.04 0.13 0.85 0.00 Intersection Summary Area Type: Other Cyde Length: 103 Actuated Cyde Length: 103 Offset: 98 (950/o), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cyde: 130 Control Type: Actuated -Coordinated Maximum A Ratio: 1.25 Intersection Signal Delay: 18.7 Intersection LOS: B Intersection Capadty Utilization 79.7% ICU Level of Service D Analysis Period (rrin)15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cydes. # 95th percentile volume exceeds capadty, queue may be longer. Queue shown is maximum after two cydes. m Vdurne for 95th percentile queue is metered by upstream signal. �• • ' ..�. • : ' • '•c• '• • • •. 'w• o2 "RI. 01 04 X03 59s 13S 1 1 14s 1 E17S 05 I T 06 13s W9s Synchro 9 Report RKA Page 4 Queuing and Blocking Report No -Build (2024) Conditions Brookhill - Albemarle County, VA AM Peak Hour Intersection: 1: Rt 29 & Ashwood Movement VM3 VM3 VM3 NB NB NB NB SB SB SB SB Directions Served L L R T T T R L T T T Maximum Queue (ft) 216 240 61 147 163 164 73 58 254 288 274 Average Queue (ft) 131 160 24 40 48 48 11 19 164 173 156 95th Queue (ft) 202 230 56 120 137 135 61 52 249 264 259 Link Distance (ft) 67 455 312 2284 2284 2284 1040 2482 2482 2482 Upstream Blk Time (%) 2245 637 637 Upstream Blk Time (%) 4 Queuing Penalty (veh) Queuing Penalty (veh) 0 Storage Bay Dist (ft) 325 325 225 150 50 50 Storage BlkTime (%) 0 150 0 Storage BlkTime (%) 6 1 90 Queuing Penalty (veh) 1 0 0 4 1 0 0 Intersection: 2: Rt 29 & Rio Mills Road /Polo Grounds Road 1 Movement EB EB VM3 VM3 NB NB NB NB NB SB SB SB Directions Served LT R LT R L T T T R L T T Maximum Queue (ft) 12 57 754 150 30 155 168 168 5 58 328 343 Average Queue (ft) 1 22 453 61 5 46 53 47 0 15 140 165 95th Queue (ft) 11 52 898 176 23 136 149 146 5 67 290 312 Link Distance (ft) 931 1040 2245 2245 2245 2245 637 637 Upstream Blk Time (%) 4 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 50 50 125 150 Storage BlkTime (%) 0 1 90 1 1 4 Queuing Penalty (veh) 0 0 24 2 0 1 Intersection: 2: Rt 29 & Rio Mills Road /Polo Grounds Road Movement SB SB Directions Served T R Maximum Queue (ft) 362 1 Average Queue (ft) 190 0 95th Queue (ft) 338 1 Link Distance (ft) 637 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 Storage BlkTime (%) 8 Queuing Penalty (veh) 0 C._ SimTraffic Report Page 1 Brookhill - Albemarle County, VA No -Build (2024) Conditions 1: Rt 29 & Ashwood Turing Plan: PM Peak Hour f, t Movement V\BL V\BR NBU NBT NBR SBL SBT Lane Configurations 103.7 r* A ttt r* ) ttt Traffic Vd urre (veh/h) 168 71 0 2483 364 67 1803 Future Vdume (veh/h) 168 71 0 2483 364 67 1803 Number 7 14 HCM 2010 Ctrl Delay 2 12 1 6 Initial Q (Cb), veh 0 0 B 0 0 0 0 Ped -Bike Adj(A p T) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1881 1881 1740 1825 1891 1802 Adj Row Rate, veh/h 181 76 2670 391 71 1898 Adj No. of Lanes 2 1 3 1 1 3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.95 0.95 Percent Heavy Veh, % 2 2 7 2 2 7 Cap, veh/h 305 140 3337 1090 195 4156 Arrive On Green 0.09 0.09 0.70 0.70 0.11 0.84 Sat Row, veh/h 3476 1599 4907 1552 1801 5083 Grp Vdurre(v), veh/h 181 76 2670 391 71 1898 Grp Sat R*s),veh/h/In 1738 1599 1584 1552 1801 1640 Q Serve(g_s), s 5.9 5.4 45.1 11.8 4.3 11.5 Cyde Q Clear(g_c), s 5.9 5.4 45.1 11.8 4.3 11.5 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 305 140 3337 1090 195 4156 V/C Ratio(X) 0.59 0.54 0.80 0.36 0.36 0.46 Avail Cap(c a), veh/h 383 176 3342 1091 195 4156 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 1.00 0.31 0.31 1.00 1.00 Uniform Delay (d), s/veh 51.8 51.6 11.9 7.0 48.8 2.3 Incr Delay (d2), s/veh 2.6 4.6 0.7 0.3 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50°/o),veh/In 3.0 2.6 19.7 5.1 2.2 5.2 LnGrp Delay(d),s/veh 54.4 56.1 12.6 7.3 49.3 2.7 LnGrp LOS D E B A D A Approach Vol, veh/h 257 3061 1969 Approach Delay, s/veh 54.9 11.9 4.4 Approach LOS D B A Timer 1 2 3 4 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 16.8 86.9 14.3 103.7 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 8.0 81.0 11.0 95.0 Max Q Clear Ti me (g_c+l 1), s 6.3 47.1 7.9 13.5 Green Ext Time (p c), s 1.7 33.8 0.4 76.2 Intersection Summary HCM 2010 Ctrl Delay 11.2 HCM 2010 LOS B Notes Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA No -Build (2024) Conditions 1: Rt 29 & Ashwood Timing Plan: PM Peak Hour f, t Lane Group WBL V\BR NBU NBT NBR SBL SBT Lane Configurations r* A ttt r* ) ttt Traffic Vdume (vph) 168 71 0 2483 364 67 1803 Future Vdun-e (vph) 168 71 0 2483 364 67 1803 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 1900 Grade (%) -2% Control Delay 54.3 4% 2.1 0.3 -3% Storage Length (ft) 325 325 250 0.0 225 150 0.0 Storage Lanes 1 1 1 0.3 1 1 LOS Taper Length (ft) 100 A 100 E A 100 42.6 Satd. Raw (prot) 3467 1599 1740 4751 1552 1796 4920 Rt Penn itted 0.950 A Queue Length 50th (ft) 67 0.950 2 Satd. Raw (perm) 3467 1599 1740 4751 1552 1796 4920 Right Tum on Red 135 Yes 469 Yes Satd. Raw (RTOR) Tum Bay Length (ft) 76 325 391 150 Link Speed (mph) 35 45 45 Link Distance (ft) 549 4415 2517 Travel Time (s) 10.7 66.9 38.1 Peak Hour Factor 0.93 0.93 0.90 0.93 0.93 0.95 0.95 Heavy Vehicles (%) 2% 2% 7% 7% 2% 2% 7% Shared Lane Traffic (%) Lane Group Raw (vph) 181 76 0 2670 391 71 1898 Tum Type Prot Perm Perm NA Perm Prot NA Protected Phases 4 2 1 6 Penn ifted Phases 4 2 2 Detector Phase 4 4 2 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 7.0 7.0 7.0 5.0 7.0 MinimumSplit (s) 17.0 17.0 17.0 17.0 17.0 13.0 17.0 Total Split (s) 17.0 17.0 87.0 87.0 87.0 14.0 101.0 Total Split (%) 14.4% 14.4% 73.7% 73.7% 73.7% 11.9% 85.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Recall Mode None None C -Min C -Min C -Min None C -Min Act Oct Green (s) 12.7 12.7 86.1 86.1 9.4 97.3 Actuated g/C Ratio 0.11 0.11 0.73 0.73 0.08 0.82 v/c Ratio 0.49 0.32 0.77 0.32 0.50 0.47 Control Delay 54.3 14.5 2.1 0.3 64.0 3.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 54.3 14.5 2.1 0.3 64.0 3.4 LOS D B A A E A Approach Delay 42.6 1.8 5.6 Approach LOS D A A Queue Length 50th (ft) 67 0 2 0 52 117 Queue Length 95th (ft) 105 46 2 m0 102 135 Internal Link Dist (ft) 469 4335 2437 Tum Bay Length (ft) 325 325 225 150 Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA No -Build (2024) Conditions 1: Rt 29 & Ashwood Turing Plan: PM Peak Hour fl t t Lane Group V\BL V\BR NBU NBT NBR SBL Sl Base Capacity (vph) 381 243 3467 1238 152 4058 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.48 0.31 0.77 0.32 0.47 0.47 Intersection Summary Area Type: Other Cyde Length: 118 Actuated Cyde Length: 118 Offset: 90 (760/o), Referenced to phase 2:NBTU and 6:SBT, Start of 1st Green Natural Cyde: 80 Control Type: Actuated -Coordinated Maximum A Ratio: 0.77 Intersection Signal Delay: 5.2 Intersection LOS: A Intersection Capadty Utilization 66.9% ICU Level of Service C Analysis Period (min) 15 m Vdurne for 95th percentile queue is metered by upstream signal. rn W. 71.vz- .wg� a • . ' •.• Synchro 9 Report RKA Page 2 8715 - - c - + c 7 06 'R'� 101S Synchro 9 Report RKA Page 2 Brookhill - Albemarle County, VA No -Build (2024) Conditions 2: Rt 29 & Rio Mills Road /Polo Grounds(643) TimngRan: PMPeak Hour Movement -11 EBL --1. EBT EBR V\BL 4--- MT V\BR NBL t NBT NBR SBL t SBT SBR Lane Configurations 13 4 r* 132 4 r* ) ttt r* ) ttt r* Traffic Vdume(veh/h) 1 5 22 103 1 35 56 2811 251 41 1930 1 Future Vdume (veh/h) 1 5 22 103 1 35 56 2811 251 41 1930 1 Number 3 8 18 7 4 14 5 2 12 1 6 16 Initial Q (Cb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A p T) 1.00 0.0 1.00 1.00 0.0 1.00 1.00 0.0 1.00 1.00 33.8 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1872 1835 1835 1872 1835 1835 1835 1749 1835 1900 1811 1900 Adj Row Rate, veh/h 1 5 24 112 1 38 61 3055 273 43 2010 1 Adj No. of Lanes 0 1 1 0 1 1 1 3 1 1 3 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 7 2 2 7 2 Cap, veh/h 13 66 68 132 1 119 285 2870 937 260 2876 939 Arrive On Green 0.04 0.04 0.04 0.08 0.08 0.08 0.33 1.00 1.00 0.14 0.58 0.58 Sat Row, veh/h 303 1516 1560 1733 15 1560 1747 4775 1560 1810 4945 1615 Grp Vdurre(v), veh/h 6 0 24 113 0 38 61 3055 273 43 2010 1 Grp Sat R*s),veh/h/In 1820 0 1560 1748 0 1560 1747 1592 1560 1810 1648 1615 Q Serve(g_s), s 0.4 0.0 1.8 7.5 0.0 2.7 3.0 0.0 0.0 2.5 33.8 0.0 Cyde Q Clear(g_c), s 0.4 0.0 1.8 7.5 0.0 2.7 3.0 0.0 0.0 2.5 33.8 0.0 Prop In Lane 0.17 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 79 0 68 133 0 119 285 2870 937 260 2876 939 V/C Ratio(X) 0.08 0.00 0.35 0.85 0.00 0.32 0.21 1.06 0.29 0.17 0.70 0.00 Avail Cap(c a), veh/h 200 0 172 133 0 119 285 2873 938 260 2975 972 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 0.35 0.35 0.35 0.88 0.88 0.88 Uniform Delay (d), s/veh 54.2 0.0 54.8 53.8 0.0 51.6 34.3 0.0 0.0 44.3 17.4 10.3 Incr Delay (d2), s/veh 0.4 0.0 3.1 37.1 0.0 1.5 0.1 32.3 0.3 0.3 1.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50°/o),veh/In 0.2 0.0 0.8 5.0 0.0 1.2 1.4 8.6 0.1 1.2 15.6 0.0 LnGp Delay(d),s/veh 54.6 0.0 57.9 90.9 0.0 53.1 34.4 32.3 0.3 44.6 18.7 10.3 LnGp LOS D E F D C F A D B B Approach Vol, veh/h 30 151 3389 2054 Approach Delay, s/veh 57.3 81.4 29.7 19.2 Approach LOS E F C B Timer 1 2 3 4 Assigned Phs 1 2 4 5 6 8 Phs Duration (GAY+Rc), s 21.1 74.8 13.0 23.2 72.6 9.1 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gnax), s 7.0 69.0 7.0 7.0 69.0 11.0 Max Q Clear Ti me (g_c+l 1), s 4.5 2.0 9.5 5.0 35.8 3.8 Green Ext Time (p c), s 0.1 66.6 0.0 0.0 30.8 0.0 Intersection Summary HCM 2010 Ctrl Delay 27.4 HCM 2010 LOS C Synchro 9 Report RKA Page 3 Brookhill - Albemarle County, VA No -Build (2024) Conditions 2: Rt 29 & Rio Mills Road /Polo Grounds(643) Thing Ran: PM Peak Hour Lane Group EBL EBT EBR V\BL VMBT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r* 4 r* ) ttt r* ) ttt r* Traffic Vdume (vph) 1 5 22 103 1 35 56 2811 251 41 1930 1 Future Vdume (vph) 1 5 22 103 1 35 56 2811 251 41 1930 1 Ideal Raw(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 3% 3% 3% 40/0 Storage Length (ft) 0 50 0 50 125 0 150 150 Storage Lanes 0 1 0 1 1 1 1 1 Taper Length (ft) 100 100 100 100 Satd. Raw (prot) 0 1820 1560 0 1749 1560 1743 4775 1560 1805 4945 1615 Rt Pemitted 0.992 0.953 0.950 0.950 Satd. Raw (perm) 0 1820 1560 0 1749 1560 1743 4775 1560 1805 4945 1615 Right Tum on Red Yes Yes Yes Yes Satd. Raw (RTOR) 139 139 206 139 Link Speed (mph) 25 45 45 45 Link Distance (ft) 608 591 2363 4415 Travel Time (s) 16.6 9.0 35.8 66.9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.96 0.96 0.96 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 7% 2% 2% 7% 2% Shared Lane Traffic (%) Lane Group Raw (vph) 0 6 24 0 113 38 61 3055 273 43 2010 1 Tum Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 8 8 4 4 5 2 1 6 Pemifted Phases 8 4 2 6 Detector Phase 8 8 8 4 4 4 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 7.0 7.0 5.0 7.0 7.0 MinimumSplit (s) 17.0 17.0 17.0 13.0 13.0 13.0 13.0 17.0 17.0 13.0 17.0 17.0 Total Split (s) 17.0 17.0 17.0 13.0 13.0 13.0 13.0 75.0 75.0 13.0 75.0 75.0 Total Split (%) 14.4% 14.4% 14.4% 11.0% 11.0% 11.0% 11.0% 63.6% 63.6% 11.0% 63.6% 63.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lag Lead Lead Lag Lead Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C -Min C -Min None C -Min C -Min Act Oct Green (s) 8.0 8.0 9.5 9.5 8.8 82.7 82.7 8.7 82.7 82.7 Actuated g/C Ratio 0.07 0.07 0.08 0.08 0.07 0.70 0.70 0.07 0.70 0.70 v/c Ratio 0.05 0.10 0.81 0.15 0.47 0.91 0.24 0.33 0.58 0.00 Control Delay 52.0 0.9 91.5 1.3 40.8 12.8 1.8 57.9 9.3 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.0 0.9 91.5 1.3 40.8 12.8 1.8 57.9 9.3 0.0 LOS D A F A D B A E A A Approach Delay 11.1 68.8 12.5 10.3 Approach LOS B E B B Queue Length 50th (ft) 4 0 86 0 43 328 16 32 225 0 Queue Length 95th (ft) 18 0 #194 0 n-49 #958 rr21 m70 243 m0 Internal Link Dist (ft) 528 511 2283 4335 Tum Bay Length (ft) 50 50 125 150 150 Synchro 9 Report RKA Page 3 Brookhill - Albemarle County, VA No -Build (2024) Conditions 2: Rt 29 & Rio Mills Road /Polo Grounds(643) Timing Ran: PMPeak Hour Lane Group EBL EBT EBR V\BL VM3T V\BR NBL NBT NBR SBL Sl SBR Base Capacity(vph) 200 295 140 253 132 3346 1154 137 3465 1173 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.08 0.81 0.15 0.46 0.91 0.24 0.31 0.58 0.00 Intersection Summary Area Type: Other Cyde Length: 118 Actuated Cyde Length: 118 Offset: 28 (240/o), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cyde: 120 Control Type: Actuated -Coordinated Maximum A Ratio: 0.91 Intersection Signal Delay: 13.2 Intersection LOS: B Intersection Capadty Utilization 73.4% ICU Level of Service D Analysis Period (rrin)15 # 95th percentile volume exceeds capadty, queue may be longer. Queue shown is maximum after two cydes. m Vdurne for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Rt 29 & Rio Mils Road /Polo Grounds(643) t42 :R'; - 751s 13s 13s 17s T C.6 :R'; :-5 759 139 Synchro 9 Report RKA Page 4 Queuing and Blocking Report No -Build (2024) Conditions Brookhill - Albemarle County, VA PM Peak Hour Intersection: 1: Rt 29 & Ashwood Movement VM3 VM3 VM3 NB NB NB NB B66 SB SB SB SB Directions Served L L R T T T R T L T T T Maximum Queue (ft) 117 134 80 318 351 361 175 2 112 137 142 115 Average Queue (ft) 54 81 36 109 142 162 52 0 52 74 78 57 95th Queue (ft) 108 133 74 294 320 340 142 3 102 129 132 111 Link Distance (ft) 531 455 522 2284 2284 2284 2259 665 2259 2482 2482 2482 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 325 50 325 50 125 225 150 150 Storage Bl k T rr e(%) 1 0 60 1 0 2 0 0 4 Queuing Penalty (veh) 0 0 22 0 1 9 0 0 2 Intersection: 2: Rt 29 & Rio Mills Road /Polo Grounds(643) Movement EB EB VM3 VM3 NB NB NB NB NB SB SB SB Directions Served LT R LT R L T T T R L T T Maximum Queue (ft) 32 39 213 148 165 381 874 1370 46 98 324 348 Average Queue (ft) 5 16 120 53 56 222 280 332 16 39 100 127 95th Queue (ft) 24 42 223 131 143 383 741 945 42 90 271 298 Link Distance (ft) 531 522 2259 2259 2259 2259 665 665 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 50 50 125 150 Storage BlkTime (%) 1 0 60 10 0 12 4 Queuing Penalty (veh) 0 0 22 10 1 7 2 Intersection: 2: Rt 29 & Rio Mills Road /Polo Grounds(643) Movement SB Directions Served T Maximum Queue (ft) 342 Average Queue (ft) 140 95th Queue (ft) 310 Link Distance (ft) 665 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BlkTime (%) 7 Queuing Penalty (veh) 0 SimTraffic Report RKA Page 1 APPENDIX E SYNCHRO OUTPUT BY -RIGHT 2024 CONDITIONS Brookhill - Albemarle County, VA By -Right (2024) Conditions 1: Rt 29 & Ashwood Tarring Plan: AM Peak Hour f, t Movement V\BL V\BR NBU NBT NBR SBL SBT Lane Configurations 6.0 r* A ttt r* ) ttt Traffic Vd urre (veh/h) 475 62 0 1330 110 25 2390 Future Vdume (veh/h) 475 62 0 1330 110 25 2390 Number 7 14 2 12 1 6 Initial Q (Cb), veh 0 0 0 0 0 0 Ped -Bike Adj(A p T) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1881 1881 1740 1825 1891 1802 Adj Row Rate, veh/h 511 67 1430 118 26 2516 Adj No. of Lanes 2 1 3 1 1 3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.95 0.95 Percent Heavy Veh, % 2 2 7 2 2 7 Cap, veh/h 680 313 3054 998 81 3575 Arrive On Green 0.20 0.20 0.64 0.64 0.04 0.73 Sat Row, veh/h 3476 1599 4907 1552 1801 5083 Grp Vdurre(v), veh/h 511 67 1430 118 26 2516 Grp Sat R*s),veh/h/In 1738 1599 1584 1552 1801 1640 Q Serve(g_s), s 14.3 3.6 15.8 3.0 1.4 29.5 Cyde Q Clear(g_c), s 14.3 3.6 15.8 3.0 1.4 29.5 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 680 313 3054 998 81 3575 V/C Ratio(X) 0.75 0.21 0.47 0.12 0.32 0.70 Avail Cap(c a), veh/h 810 373 3054 998 157 3575 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.1 34.8 9.4 7.1 47.7 7.9 Incr Delay (d2), s/veh 3.8 0.5 0.5 0.2 0.8 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50°/o),veh/In 7.2 1.6 7.0 1.3 0.7 13.4 LnGrp Delay(d),s/veh 42.8 35.3 9.9 7.3 48.5 9.1 LnGrp LOS D D A A D A Approach Vol, veh/h 578 1548 2542 Approach Delay, s/veh 42.0 9.7 9.5 Approach LOS D A A Timer 1 2 3 4 Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Ti me (g_c+l 1), s Green Ext Time (p c), s Intersection Sunman 1 2 4 6 8.6 70.2 24.2 78.8 6.0 6.0 6.0 6.0 7.0 56.0 22.0 69.0 3.4 17.8 16.3 31.5 0.0 38.1 1.9 37.5 HCM 2010 Ctrl Delay 13.6 HCM 2010 LOS B Notes Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA By -Right (2024) Conditions 1: Rt 29 & Ashwood Tarring Plan: AM Peak Hour f, t Lane Group WBL V\BR NBU NBT NBR SBL SBT Lane Configurations 65.2 r* A ttt r* ) ttt Traffic Vdume (vph) 475 62 0 1330 110 25 2390 Future Vdun-e (vph) 475 62 0 1330 110 25 2390 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 1900 Grade (%) -2% 2289 4% 225 -3% Storage Length (ft) 325 325 250 225 150 Storage Lanes 1 1 1 1 1 Taper Length (ft) 100 100 100 Satd. Raw (prot) 3467 1599 1740 4751 1552 1796 4920 Rt Penn itted 0.950 0.950 Satd. Raw (perm) 3467 1599 1740 4751 1552 1796 4920 Right Tum on Red Yes Yes Satd. Raw (RTOR) 67 118 Link Speed (mph) 35 45 45 Link Distance (ft) 484 2369 2517 Travel Time (s) 9.4 35.9 38.1 Peak Hour Factor 0.93 0.93 0.90 0.93 0.93 0.95 0.95 Heavy Vehicles (%) 2% 2% 7% 7% 2% 2% 7% Shared Lane Traffic (%) Lane Group Raw (vph) 511 67 0 1430 118 26 2516 Tum Type Prot Perm Perm NA Perm Prot NA Protected Phases 4 2 1 6 Penn ifted Phases 4 2 2 Detector Phase 4 4 2 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 7.0 7.0 7.0 5.0 7.0 MinimumSplit (s) 17.0 17.0 17.0 17.0 17.0 13.0 17.0 Total Split (s) 28.0 28.0 62.0 62.0 62.0 13.0 75.0 Total Split (%) 27.2% 27.2% 60.2% 60.2% 60.2% 12.6% 72.8% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead -Lag Optimize? Recall Mode Act Oct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Tum Bay Length (ft) None None 22.2 22.2 0.22 0.68 42.1 0.0 42.1 D 38.2 D 156 212 404 325 0.22 0.17 9.1 0.0 9.1 A 0 34 325 Lag Lag Lag Lead Yes Yes Yes Yes C -Min C -Min C -Min None 65.2 65.2 7.9 0.63 0.63 0.08 0.48 0.12 0.19 1.8 0.2 47.4 0.0 0.0 0.0 1.8 0.2 47.4 A A D 1.6 A 9 1 16 4 0 43 2289 225 150 C -Min 72.8 0.71 0.72 10.9 0.0 10.9 B 11.3 B 339 397 2437 Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA By -Right (2024) Conditions 1: Rt 29 & Ashwood Turing Plan: AM Peak Hour fl t t Lane Group V\BL V\BR NBU NBT NBR SBL Sl Base Capacity(vph) 807 423 3008 1026 156 3475 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.63 0.16 0.48 0.12 0.17 0.72 Intersection Summary Area Type: Other Cyde Length: 103 Actuated Cyde Length: 103 Offset: 91 (880/o), Referenced to phase 2:NBTU and 6:SBT, Start of 1st Green Natural Cyde: 55 Control Type: Actuated -Coordinated Maximum A Ratio: 0.72 Intersection Signal Delay: 11.4 Intersection LOS: B Intersection Capadty Utilization 66.4% ICU Level of Service C Analysis Period (rrin)15 01 102 _- 13Is 62s= s 7 06 75 s Synchro 9 Report RKA Page 2 Brookhill - Albemarle County, VA 1 2 4 5 6 By -Right (2024) Conditions 3: Rt 29 & Rio Mills Road /Polo Grounds Road 21.9 51.5 20.0 7.7 Thing Ran: AM Peak Hour 9.6 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gnax), s 7.0 47.0 14.0 7.0 47.0 11.0 Max Q Clear Ti me (g_c+l 1), s 3.0 33.1 18.0 2.8 -11 --1. Green Ext Time (p c), s 4.0 4--- 0.0 0.0 t 0.0 Intersection Summary t Movement EBL EBT EBR V\BL VM3T V\BR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r* 4 r* ) ttt r* ) ttt r* Traffic Vdume(veh/h) 1 3 37 307 1 40 13 1399 86 20 2843 2 Future Vdume (veh/h) 1 3 37 307 1 40 13 1399 86 20 2843 2 Number 3 8 18 7 4 14 5 2 12 1 6 16 Initial Q (Cb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A p T) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1872 1835 1835 1872 1835 1835 1835 1749 1835 1900 1811 1900 Adj Row Rate, veh/h 1 3 40 334 1 43 14 1521 93 21 2961 2 Adj No. of Lanes 0 1 1 0 1 1 1 3 1 1 3 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 7 2 2 7 2 Cap, veh/h 25 74 84 271 1 242 62 2203 719 315 2965 969 Arrive On Green 0.05 0.05 0.05 0.16 0.16 0.16 0.01 0.15 0.15 0.17 0.60 0.60 Sat Row, veh/h 453 1359 1560 1742 5 1560 1747 4775 1560 1810 4945 1615 Grp Vdurre(v), veh/h 4 0 40 335 0 43 14 1521 93 21 2961 2 Grp Sat R*s),veh/h/In 1812 0 1560 1748 0 1560 1747 1592 1560 1810 1648 1615 Q Serve(g_s), s 0.2 0.0 2.6 16.0 0.0 2.5 0.8 31.1 5.3 1.0 61.5 0.1 Cyde Q Clear(g_c), s 0.2 0.0 2.6 16.0 0.0 2.5 0.8 31.1 5.3 1.0 61.5 0.1 Prop In Lane 0.25 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 98 0 84 271 0 242 62 2203 719 315 2965 969 V/C Ratio(X) 0.04 0.00 0.47 1.23 0.00 0.18 0.23 0.69 0.13 0.07 1.00 0.00 Avail Cap(c a), veh/h 229 0 197 271 0 242 153 2272 742 315 2965 969 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 0.92 0.92 0.92 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.2 0.0 47.3 43.5 0.0 37.8 49.5 36.7 25.8 35.6 20.6 8.3 Incr Delay (d2), s/veh 0.2 0.0 4.1 133.0 0.0 0.3 1.7 1.7 0.3 0.1 16.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50°/o),veh/In 0.1 0.0 1.2 17.7 0.0 1.1 0.4 14.1 2.4 0.5 32.1 0.0 LnGp Delay(d),s/veh 46.3 0.0 51.4 176.5 0.0 38.1 51.2 38.4 26.1 35.7 36.8 8.3 LnGp LOS D D F D D D C D D A Approach Vol, veh/h 44 378 1628 2984 Approach Delay, s/veh 50.9 160.7 37.8 36.7 Approach LOS D F D D Timer 1 2 3 4 Assigned Phs 1 2 4 5 6 8 Phs Duration (GAY+Rc), s 21.9 51.5 20.0 7.7 65.8 9.6 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gnax), s 7.0 47.0 14.0 7.0 47.0 11.0 Max Q Clear Ti me (g_c+l 1), s 3.0 33.1 18.0 2.8 63.5 4.6 Green Ext Time (p c), s 4.0 12.4 0.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 46.5 HCM 2010 LOS D Synchro 9 Report RKA Page 3 Brookhill - Albemarle County, VA By -Right (2024) Conditions 3: Rt 29 & Rio Mills Road /Polo Grounds Road Thing Ran: AM Peak Hour Lane Group EBL EBT EBR V\BL VMBT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r* 4 r* ) ttt r* ) ttt r* Traffic Vdume (vph) 1 3 37 307 1 40 13 1399 86 20 2843 2 Future Vdume (vph) 1 3 37 307 1 40 13 1399 86 20 2843 2 Ideal Raw(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 3% 3% 3% 40/0 Storage Length (ft) 0 50 500 200 125 0 150 150 Storage Lanes 0 1 0 1 1 1 1 1 Taper Length (ft) 100 100 100 100 Satd. Raw (prot) 0 1813 1560 0 1749 1560 1743 4775 1560 1805 4945 1615 Rt Pemitted 0.988 0.953 0.950 0.950 Satd. Raw (perm) 0 1813 1560 0 1749 1560 1743 4775 1560 1805 4945 1615 Right Tum on Red Yes Yes Yes Yes Satd. Raw (RTOR) 222 222 159 159 Link Speed (mph) 25 45 45 45 Link Distance (ft) 608 1084 2339 755 Travel Time (s) 16.6 16.4 35.4 11.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.96 0.96 0.96 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 7% 2% 2% 7% 2% Shared Lane Traffic (%) Lane Group Raw (vph) 0 4 40 0 335 43 14 1521 93 21 2961 2 Tum Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 8 8 4 4 5 2 1 6 Pemifted Phases 8 4 2 6 Detector Phase 8 8 8 4 4 4 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 7.0 7.0 5.0 7.0 7.0 MinimumSplit (s) 17.0 17.0 17.0 13.0 13.0 13.0 13.0 17.0 17.0 13.0 17.0 17.0 Total Split (s) 17.0 17.0 17.0 20.0 20.0 20.0 13.0 53.0 53.0 13.0 53.0 53.0 Total Split (%) 16.5% 16.5% 16.5% 19.4% 19.4% 19.4% 12.6% 51.5% 51.5% 12.6% 51.5% 51.5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C -Min C -Min None C -Min C -Min Act Oct Green (s) 7.8 7.8 16.0 16.0 8.4 66.6 66.6 8.4 66.4 66.4 Actuated g/C Ratio 0.08 0.08 0.16 0.16 0.08 0.65 0.65 0.08 0.64 0.64 v/c Ratio 0.03 0.12 1.24 0.10 0.10 0.49 0.09 0.14 0.93 0.00 Control Delay 44.2 0.8 172.0 0.5 33.8 11.0 1.5 39.5 19.9 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 44.2 0.8 172.0 0.5 33.8 11.0 1.5 39.5 19.9 0.0 LOS D A F A C B A D B A Approach Delay 4.7 152.5 10.6 20.0 Approach LOS A F B C Queue Length 50th (ft) 3 0 -274 0 7 276 6 13 265 0 Queue Length 95th (ft) 13 0 #449 0 m15 342 m16 m18 #958 m0 Internal Link Dist (ft) 528 1004 2259 675 Tum Bay Length (ft) 50 200 125 150 150 Synchro 9 Report RKA Page 3 Brookhill - Albemarle County, VA By -Right (2024) Conditions 3: Rt 29 & Rio Mills Road /Polo Grounds Road Timing Ran: AMPeak Hour -11 � � t t Lane Group EBL EBT EBR V\BL VM3T V\BR NBL NBT NBR SBL Sl SBR Base Capacity(vph) 228 390 271 429 155 3085 1064 157 3187 1097 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.10 1.24 0.10 0.09 0.49 0.09 0.13 0.93 0.00 Intersection Summary Area Type: Other Cyde Length: 103 Actuated Cyde Length: 103 Offset: 42 (41 %), Referenced to phase 2: NBT and 6: SBT, Start of 1 St Green Natural Cyde: 150 Control Type: Actuated -Coordinated Maximum A Ratio: 1.24 Intersection Signal Delay: 26.8 Intersection LOS: C Intersection Capadty Utilization 86.2% ICU Level of Service E Analysis Period (rrin)15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cydes. # 95th percentile volume exceeds capadty, queue may be longer. Queue shown is maximum after two cydes. m Vdurne for 95th percentile queue is metered by upstream signal. �• • ' ..�. • : ' • '•c• '• • • •. 'w• Synchro 9 Report RKA Page 4 53s 13s I I EF -s -s P5 I T 06 13s 53 s Synchro 9 Report RKA Page 4 Queuing and Blocking Report By -Right (2024) Conditions Brookhill - Albemarle County, VA AM Peak Hour Intersection: 1: Rt 29 & Ashwood Movement VM3 VM3 VM3 NB NB NB NB SB SB SB SB Directions Served L L R T T T R L T T T Maximum Queue (ft) 227 264 65 137 152 165 35 66 241 273 261 Average Queue (ft) 136 173 27 33 35 43 8 21 161 172 152 95th Queue (ft) 211 249 58 99 108 124 30 56 233 259 243 Link Distance (ft) 458 2284 2284 2284 2482 2482 2482 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 325 325 225 150 Storage Bl k T rr e(%) 0 0 0 5 Queuing Penalty (veh) 0 0 0 1 Intersection: 3: Rt 29 & Rio Mills Road /Polo Grounds Road Movement EB EB VM3 VM3 NB NB NB NB NB SB SB SB Directions Served LT R LT R L T T T R L T T Maximum Queue (ft) 22 52 891 300 36 183 218 219 22 85 337 383 Average Queue (ft) 4 24 643 171 11 56 69 63 6 15 195 229 95th Queue (ft) 19 51 1152 400 36 140 165 166 20 65 347 389 Link Distance (ft) 531 1036 2222 2222 2222 2222 658 658 Upstream Blk Time (%) 11 Queuing Penalty (veh) 39 Storage Bay Dist (ft) 50 200 125 150 Storage Bl k T rr e(%) 1 77 1 9 Queuing Penalty (veh) 0 32 0 2 Intersection: 3: Rt 29 & Rio Mills Road /Polo Grounds Road Movement SB SB B66 Directions Served T R T Maximum Queue (ft) 408 27 5 Average Queue (ft) 248 2 0 95th Queue (ft) 410 35 7 Link Distance (ft) 658 1209 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 Storage BlkTime (%) 16 Queuing Penalty (veh) 0 C._ SimTraffic Report Page 1 Brookhill - Albemarle County, VA By -Right (2024) Conditions 1: Rt 29 & Ashwood Turing Plan: PM Peak Hour f, t Movement V\BL V\BR NBU NBT NBR SBL SBT Lane Configurations 103.5 r* A ttt r* ) ttt Traffic Vd urre (veh/h) 174 74 0 2492 364 88 1804 Future Vdume (veh/h) 174 74 0 2492 364 88 1804 Number 7 14 HCM 2010 Ctrl Delay 2 12 1 6 Initial Q (Cb), veh 0 0 B 0 0 0 0 Ped -Bike Adj(A p T) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1881 1881 1740 1825 1891 1802 Adj Row Rate, veh/h 187 80 2680 391 93 1899 Adj No. of Lanes 2 1 3 1 1 3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.95 0.95 Percent Heavy Veh, % 2 2 7 2 2 7 Cap, veh/h 310 143 3257 1064 222 4147 Arrive On Green 0.09 0.09 0.69 0.69 0.12 0.84 Sat Row, veh/h 3476 1599 4907 1552 1801 5083 Grp Vdurre(v), veh/h 187 80 2680 391 93 1899 Grp Sat R*s),veh/h/In 1738 1599 1584 1552 1801 1640 Q Serve(g_s), s 6.1 5.7 48.0 12.5 5.6 11.6 Cyde Q Clear(g_c), s 6.1 5.7 48.0 12.5 5.6 11.6 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 310 143 3257 1064 222 4147 V/C Ratio(X) 0.60 0.56 0.82 0.37 0.42 0.46 Avail Cap(c a), veh/h 383 176 3261 1065 222 4147 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.7 51.5 13.4 7.8 47.8 2.4 Incr Delay (d2), s/veh 2.7 4.8 2.5 1.0 0.5 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50°/o),veh/In 3.0 2.7 21.3 5.6 2.8 5.2 LnGrp Delay(d),s/veh 54.4 56.3 15.9 8.8 48.3 2.7 LnGrp LOS D E B A D A Approach Vol, veh/h 267 3071 1992 Approach Delay, s/veh 55.0 15.0 4.9 Approach LOS D B A Timer 1 2 3 4 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 18.6 84.9 14.5 103.5 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 10.0 79.0 11.0 95.0 Max Q Clear Ti me (g_c+l 1), s 7.6 50.0 8.1 13.6 Green Ext Time (p c), s 2.4 28.9 0.4 76.1 Intersection Summary HCM 2010 Ctrl Delay 13.2 HCM 2010 LOS B Notes Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA By -Right (2024) Conditions 1: Rt 29 & Ashwood Timing Plan: PM Peak Hour f, t Lane Group WBL V\BR NBU NBT NBR SBL SBT Lane Configurations 81.3 r* A ttt r* ) ttt Traffic Vdume (vph) 174 74 0 2492 364 88 1804 Future Vdun-e (vph) 174 74 0 2492 364 88 1804 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 1900 Grade (%) -2% 2211 4% 225 -3% Storage Length (ft) 325 325 250 225 150 Storage Lanes 1 1 1 1 1 Taper Length (ft) 100 100 100 Satd. Raw (prot) 3467 1599 1740 4751 1552 1796 4920 Rt Penn itted 0.950 0.950 Satd. Raw (perm) 3467 1599 1740 4751 1552 1796 4920 Right Tum on Red Yes Yes Satd. Raw (RTOR) 80 387 Link Speed (mph) 35 45 45 Link Distance (ft) 503 2291 2517 Travel Time (s) 9.8 34.7 38.1 Peak Hour Factor 0.93 0.93 0.90 0.93 0.93 0.95 0.95 Heavy Vehicles (%) 2% 2% 7% 7% 2% 2% 7% Shared Lane Traffic (%) Lane Group Raw (vph) 187 80 0 2680 391 93 1899 Tum Type Prot Perm Perm NA Perm Prot NA Protected Phases 4 2 1 6 Penn ifted Phases 4 2 2 Detector Phase 4 4 2 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 7.0 7.0 7.0 5.0 7.0 MinimumSplit (s) 17.0 17.0 17.0 17.0 17.0 13.0 17.0 Total Split (s) 17.0 17.0 85.0 85.0 85.0 16.0 101.0 Total Split (%) 14.4% 14.4% 72.0% 72.0% 72.0% 13.6% 85.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead -Lag Optimize? Recall Mode Act Oct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Tum Bay Length (ft) None None 12.7 12.7 0.11 0.50 54.7 0.0 54.7 D 42.6 D 70 108 423 325 0.11 0.33 14.4 0.0 14.4 B 0 47 325 Lead Lead Lead Lag Yes Yes Yes Yes C -Min C -Min C -Min None 81.3 81.3 12.0 0.69 0.69 0.10 0.82 0.33 0.51 2.6 0.3 60.8 0.0 0.0 0.0 2.6 0.3 60.8 A A E 2.3 A 3 0 68 m3 m0 125 2211 225 150 C -Min 97.3 0.82 0.47 3.4 0.0 3.4 A 6.1 A 118 136 2437 Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA By -Right (2024) Conditions 1: Rt 29 & Ashwood Turing Plan: PM Peak Hour fl t t Lane Group V\BL V\BR NBU NBT NBR SBL Sl Base Capacity (vph) 381 247 3274 1189 182 4057 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.49 0.32 0.82 0.33 0.51 0.47 Intersection Summary Area Type: Other Cyde Length: 118 Actuated Cyde Length: 118 Offset: 66 (560/o), Referenced to phase 2:NBTU and 6:SBT, Start of 1st Green Natural Cyde: 80 Control Type: Actuated -Coordinated Maximum A Ratio: 0.82 Intersection Signal Delay: 5.7 Intersection LOS: A Intersection Capadty Utilization 68.0% ICU Level of Service C Analysis Period (min) 15 m Vdurne for 95th percentile queue is metered by upstream signal. rn W. 71.vz- .wg� a • . ' •.• to2'R'. Y-. _- 85I s -6 5 - - s 7 06 'R) 101S Synchro 9 Report RKA Page 2 Brookhill - Albemarle County, VA 1 2 4 5 6 By -Right (2024) Conditions 3: Rt 29 & Rio Mills Road /Polo Grounds Road 20.7 72.0 16.0 28.8 TimngRan: PMPeak Hour 9.3 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gnax), s 7.0 66.0 10.0 7.0 66.0 11.0 Max Q Clear Ti me (g_c+l 1), s 4.5 70.0 14.0 5.1 -11 --1. Green Ext Time (p c), s 0.0 4--- 0.0 0.0 t 0.0 Intersection Summary t Movement EBL EBT EBR V\BL VM3T V\BR NBL NBT NBR SBL SBT SBR Lane Configurations D 4 r* 4 r* ) ttt r* ) ttt r* Traffic Vdume(veh/h) 1 7 22 178 1 44 56 2811 386 42 1935 1 Future Vdume (veh/h) 1 7 22 178 1 44 56 2811 386 42 1935 1 Number 3 8 18 7 4 14 5 2 12 1 6 16 Initial Q (Cb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A p T) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1872 1835 1835 1872 1835 1835 1835 1749 1835 1900 1811 1900 Adj Row Rate, veh/h 1 8 24 193 1 48 61 3055 420 44 2016 1 Adj No. of Lanes 0 1 1 0 1 1 1 3 1 1 3 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 7 2 2 7 2 Cap, veh/h 9 73 70 177 1 159 367 2752 899 256 2510 820 Arrive On Green 0.04 0.04 0.04 0.10 0.10 0.10 0.28 0.77 0.77 0.14 0.51 0.51 Sat Row, veh/h 203 1622 1560 1739 9 1560 1747 4775 1560 1810 4945 1615 Grp Vdurre(v), veh/h 9 0 24 194 0 48 61 3055 420 44 2016 1 Grp Sat R*s),veh/h/In 1825 0 1560 1748 0 1560 1747 1592 1560 1810 1648 1615 Q Serve(g_s), s 0.6 0.0 1.8 12.0 0.0 3.4 3.1 68.0 11.6 2.5 40.0 0.0 Cyde Q Clear(g_c), s 0.6 0.0 1.8 12.0 0.0 3.4 3.1 68.0 11.6 2.5 40.0 0.0 Prop In Lane 0.11 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 82 0 70 178 0 159 367 2752 899 256 2510 820 V/C Ratio(X) 0.11 0.00 0.34 1.09 0.00 0.30 0.17 1.11 0.47 0.17 0.80 0.00 Avail Cap(c a), veh/h 201 0 172 178 0 159 367 2752 899 256 2849 931 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 0.28 0.28 0.28 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.1 0.0 54.7 53.0 0.0 49.1 34.7 13.8 7.2 44.6 24.2 14.3 Incr Delay (d2), s/veh 0.6 0.0 2.9 94.0 0.0 1.1 0.1 51.4 0.5 0.3 2.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50°/o),veh/In 0.3 0.0 0.8 10.4 0.0 1.5 1.5 41.8 5.0 1.3 18.8 0.0 LnGp Delay(d),s/veh 54.7 0.0 57.5 147.0 0.0 50.2 34.8 65.2 7.7 44.9 27.0 14.3 LnGp LOS D E F D C F A D C B Approach Vol, veh/h 33 242 3536 2061 Approach Delay, s/veh 56.7 127.8 57.8 27.4 Approach LOS E F E C Timer 1 2 3 4 Assigned Phs 1 2 4 5 6 8 Phs Duration (GAY+Rc), s 20.7 72.0 16.0 28.8 63.9 9.3 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gnax), s 7.0 66.0 10.0 7.0 66.0 11.0 Max Q Clear Ti me (g_c+l 1), s 4.5 70.0 14.0 5.1 42.0 3.8 Green Ext Time (p c), s 0.0 0.0 0.0 0.0 15.9 0.0 Intersection Summary HCM 2010 Ctrl Delay 50.0 HCM 2010 LOS D Synchro 9 Report RKA Page 3 Brookhill - Albemarle County, VA By -Right (2024) Conditions 3: Rt 29 & Rio Mills Road /Polo Grounds Road TirringRan: PMPeak Hour Lane Group EBL EBT EBR V\BL VMBT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r* 4 r* ) ttt r* ) ttt r* Traffic Vdume (vph) 1 7 22 178 1 44 56 2811 386 42 1935 1 Future Vdume (vph) 1 7 22 178 1 44 56 2811 386 42 1935 1 Ideal Raw(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 3% 3% 3% 40/0 Storage Length (ft) 0 50 0 200 125 0 150 150 Storage Lanes 0 1 0 1 1 1 1 1 Taper Length (ft) 100 100 100 100 Satd. Raw (prot) 0 1824 1560 0 1749 1560 1743 4775 1560 1805 4945 1615 Rt Pemitted 0.994 0.953 0.950 0.950 Satd. Raw (perm) 0 1824 1560 0 1749 1560 1743 4775 1560 1805 4945 1615 Right Tum on Red Yes Yes Yes Yes Satd. Raw (RTOR) 139 139 297 139 Link Speed (mph) 25 45 45 45 Link Distance (ft) 608 1055 2290 822 Travel Time (s) 16.6 16.0 34.7 12.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.96 0.96 0.96 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 7% 2% 2% 7% 2% Shared Lane Traffic (%) Lane Group Raw (vph) 0 9 24 0 194 48 61 3055 420 44 2016 1 Tum Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 8 8 4 4 5 2 1 6 Pemifted Phases 8 4 2 6 Detector Phase 8 8 8 4 4 4 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 7.0 7.0 5.0 7.0 7.0 MinimumSplit (s) 17.0 17.0 17.0 13.0 13.0 13.0 13.0 17.0 17.0 13.0 17.0 17.0 Total Split (s) 17.0 17.0 17.0 16.0 16.0 16.0 13.0 72.0 72.0 13.0 72.0 72.0 Total Split (%) 14.4% 14.4% 14.4% 13.6% 13.6% 13.6% 11.0% 61.0% 61.0% 11.0% 61.0% 61.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lag Lead Lead Lag Lead Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C -Min C -Min None C -Min C -Min Act Oct Green (s) 8.2 8.2 14.6 14.6 13.4 77.4 77.4 8.7 72.8 72.8 Actuated g/C Ratio 0.07 0.07 0.12 0.12 0.11 0.66 0.66 0.07 0.62 0.62 v/c Ratio 0.07 0.10 0.90 0.15 0.31 0.98 0.37 0.33 0.66 0.00 Control Delay 52.2 0.9 92.6 1.0 35.4 19.1 2.8 58.0 14.3 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.2 0.9 92.6 1.0 35.4 19.1 2.8 58.0 14.3 0.0 LOS D A F A D B A E B A Approach Delay 14.9 74.5 17.5 15.2 Approach LOS B E B B Queue Length 50th (ft) 7 0 -166 0 39 --900 41 33 263 0 Queue Length 95th (ft) 23 0 #317 0 n-47 #1002 n-49 m72 308 m0 Internal Link Dist (ft) 528 975 2210 742 Tum Bay Length (ft) 50 200 125 150 150 Synchro 9 Report RKA Page 3 Brookhill - Albemarle County, VA By -Right (2024) Conditions 3: Rt 29 & Rio Mills Road /Polo Grounds Road Timing Ran: PMPeak Hour -11 � � t t Lane Group EBL EBT EBR V\BL VM3T V\BR NBL NBT NBR SBL Sl SBR Base Capacity(vph) 200 295 216 314 200 3132 1125 137 3054 1050 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.08 0.90 0.15 0.30 0.98 0.37 0.32 0.66 0.00 Intersection Summary Area Type: Other Cyde Length: 118 Actuated Cyde Length: 118 Offset: 4 (31/6), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cyde: 140 Control Type: Actuated -Coordinated Maximum A Ratio: 0.98 Intersection Signal Delay: 19.0 Intersection LOS: B Intersection Capadty Utilization 77.6% ICU Level of Service D Analysis Period (rrin)15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cydes. # 95th percentile volume exceeds capadty, queue may be longer. Queue shown is maximum after two cydes. m Vdurne for 95th percentile queue is metered by upstream signal. �• • ' ..�. • : ' • '•c• '• • • •. 'w• Synchro 9 Report RKA Page 4 77s 013S 1 1 16 s 1 1 117S 7 ¢6 rR) r-5 72s 13S Synchro 9 Report RKA Page 4 Queuing and Blocking Report By -Right (2024) Conditions Brookhill - Albemarle County, VA PM Peak Hour Intersection: 1: Rt 29 & Ashwood Movement VM3 VM3 VM3 NB NB NB NB B66 SB SB SB SB Directions Served L L R T T T R T L T T T Maximum Queue (ft) 131 147 94 236 268 289 142 66 134 130 138 123 Average Queue (ft) 57 90 43 91 121 136 50 4 74 70 73 58 95th Queue (ft) 123 145 86 221 262 284 130 91 129 123 132 120 Link Distance (ft) 505 458 1008 2284 2284 2284 2226 659 2226 2482 2482 2482 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 325 50 325 200 125 225 150 150 Storage BlkTime (%) 1 0 29 1 0 1 1 0 3 Queuing Penalty (veh) 0 0 13 0 2 5 7 0 1 Intersection: 3: Rt 29 & Rio Mills Road /Polo Grounds Road Movement SB SB Movement EB EB VM3 VM3 NB NB NB NB NB SB SB SB Directions Served LT R LT R L T T T R L T T Maximum Queue (ft) 37 36 386 191 182 860 875 680 122 118 284 351 Average Queue (ft) 9 17 225 70 48 306 328 323 28 32 107 148 95th Queue (ft) 32 42 457 236 144 731 743 620 103 92 244 306 Link Distance (ft) 505 1008 2226 2226 2226 2226 659 659 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 50 200 125 150 Storage BlkTime (%) 1 0 29 0 17 0 3 Queuing Penalty (veh) 0 0 13 2 10 0 1 Intersection: 3: Rt 29 & Rio Mills Road /Polo Grounds Road Movement SB SB Directions Served T R Maximum Queue (ft) 392 1 Average Queue (ft) 178 0 95th Queue (ft) 335 1 Link Distance (ft) 659 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 Storage BlkTime (%) 9 Queuing Penalty (veh) 0 SimTraffic Report RKA Page 1 APPENDIX F SYNCHRO OUTPUT BUILD 2024 CONDITIONS OPTION A AND OPTION AA Brookhill - Albemarle County, VA Build (2024) Conditions - Option A 1: Rt 29 & Ashwood Tarring Plan: AM Peak Hour f, t Movement V\BL V\BR NBU NBT NBR SBL SBT Lane Configurations 78.8 r* A ttt r* ) ttt Traffic Vd ume (veh/h) 512 86 0 1385 110 40 2433 Future Vdume (veh/h) 512 86 0 1385 110 40 2433 Number 7 14 HCM 2010 Ctrl Delay 2 12 1 6 Initial Q(Cb), veh 0 0 B 0 0 0 0 Ped -Bike Adj(A pbT) 1.00 1.00 1.00 1.00 Parka ng Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1881 1881 1740 1825 1891 1802 Adj Row Rate, veh/h 551 92 1489 118 42 2561 Adj No. of Lanes 2 1 3 1 1 3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.95 0.95 Percent Heavy Veh, % 2 2 7 2 2 7 Cap, veh/h 682 314 3011 984 96 3573 Arrive On Green 0.20 0.20 0.21 0.21 0.05 0.73 Sat Row, veh/h 3476 1599 4907 1552 1801 5083 Grp Vdume(v), veh/h 551 92 1489 118 42 2561 Grp Sat R*s),veh/h/In 1738 1599 1584 1552 1801 1640 Q Serve(g_s), s 15.6 5.1 28.5 6.4 2.3 30.6 Cyde Q Clear(g_c), s 15.6 5.1 28.5 6.4 2.3 30.6 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 682 314 3011 984 96 3573 V/C Ratio( 0.81 0.29 0.49 0.12 0.44 0.72 Avail Cap(c a), veh/h 709 326 3011 984 157 3573 HCM Platoon Ratio 1.00 1.00 0.33 0.33 1.00 1.00 Upstream Rlter(I) 1.00 1.00 0.79 0.79 1.00 1.00 Uniform Delay (d), s/veh 39.5 35.3 26.2 17.4 47.3 8.1 Ina- Delay (d2), s/veh 7.1 0.7 0.5 0.2 1.2 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %le Back0FQ(501/o),veh/In 8.2 4.8 12.7 2.8 1.2 13.9 LnGrp Delay(d),s/veh 46.6 36.0 26.6 17.6 48.4 9.3 LnGrp LOS D D C B D A Approach Vol, veh/h 643 1607 2603 Approach Delay, s/veh 45.1 26.0 10.0 Approach LOS D C A Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 9.5 69.3 24.2 78.8 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 7.0 59.0 19.0 59.0 Max Q Clear Ti me (g_c+l 1), s 4.3 30.5 17.6 32.6 Green Ext Time (p c), s 0.0 28.5 0.6 26.3 Intersection Sumnnary HCM 2010 Ctrl Delay 19.9 HCM 2010 LOS B Notes Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA Build (2024) Conditions - Option A 1: Rt 29 & Ashwood Tarring Plan: AM Peak Hour f, t Lane Group WBL V\BR NBU NBT NBR SBL SBT Lane Configurations r* A ttt r* ) ttt Traffic Vdume (vph) 512 86 0 1385 110 40 2433 Future Vdume (vph) 512 86 0 1385 110 40 2433 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 1900 Grade (%) -2% 4% -3% Storage Length (ft) 325 325 250 225 150 Storage Lanes 1 1 1 1 1 Taper Length (ft) 100 100 100 Satd. Row (prot) 3467 1599 1740 4751 1552 1796 4920 Rt Pemitted 0.950 0.950 Satd. Row (perm) 3467 1599 1740 4751 1552 1796 4920 Right Tum on Red Yes Yes Satd. Row (RTOR) 92 118 Link Speed (mph) 35 45 45 Link Distance (ft) 535 2360 2517 Travel Time (s) 10.4 35.8 38.1 Peak Hour Factor 0.93 0.93 0.90 0.93 0.93 0.95 0.95 Heavy Vehldes (%) 2% 2% 7% 7% 2% 2% 7% Shared Lane Traffic (%) Lane Group Row (vph) 551 92 0 1489 118 42 2561 Tum Type Prot Perm Prot NA Perm Prot NA Protected Phases 4 5 2 1 6 Permitted Phases 4 2 Detector Phase 4 4 5 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 4.0 7.0 7.0 5.0 7.0 NinirrumSplit (s) 17.0 17.0 13.0 17.0 17.0 13.0 17.0 Total Split (s) 25.0 25.0 13.0 65.0 65.0 13.0 65.0 Total So it (%) 24.3% 24.3% 12.6% 63.1% 63.1% 12.6% 63.1% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead -Lag Optirnize? Yes Yes Yes Yes Yes Recall Mode None None None C -Nin C -Nin None C -Nin Act Effct Green (s) 20.7 20.7 66.6 66.6 8.3 74.3 Actuated g/C Ratio 0.20 0.20 0.65 0.65 0.08 0.72 v/c Ratio 0.79 0.23 0.49 0.11 0.29 0.72 Control Delay 48.5 9.0 5.7 1.2 49.7 9.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.5 9.0 5.7 1.2 49.7 9.9 LOS D A A A D A Approach Delay 42.9 5.4 10.5 Approach LOS D A B Queue Length 50th (ft) 178 0 63 0 26 312 Queue Length 95th (ft) 239 42 102 m14 61 364 Internal Link Dist (ft) 455 2280 2437 Tum Bay Length (ft) 325 325 225 150 Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA Build (2024) Conditions - Option A 1: Rt 29 & Ashwood Turing Plan: AM Peak Hour fl t t Lane Group WBL V\BR NBU NBT NBR SBL Sl Base Capacity(vph) 706 399 3070 1045 156 3550 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced A Ratio 0.78 0.23 0.49 0.11 0.27 0.72 Intersection Summary Area Type: Other Cyde Length: 103 Actuated Cycle Length: 103 Offset: 0 (00/o), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cyde: 80 Control Type: Actuated -Coordinated Maxi mum A Ratio: 0.79 Intersection Signal Delay: 13.1 Intersection LOS: B Intersection Capadty Utilization 68.3% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. 01 I 102 _- 13s 5515 255 f1 P5 T 06 13s 55 s Synchro 9 Report RKA Page 2 Brookhill - Albemarle County, VA Build (2024) Conditions - Option A 2: Rt 29 & Site Drive 1 Turing Plan: AM Peak Hour t Lane Group WBL V\BR NBT NBR SBL SBT Lane Configurations r* ttt r* ) ttt Traffic Vdume (vph) 316 65 1430 218 42 2903 Future Vdume (vph) 316 65 1430 218 42 2903 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) 0% 4% 00/0 Storage Length (ft) 275 200 200 200 Storage Lanes 1 0 1 1 Taper Length (ft) 100 100 Satd. Row (prot) 1770 1583 4751 1552 1770 4848 Rt Perrritted 0.950 0.950 Satd. Row (perm) 1770 1583 4751 1552 1770 4848 Right Tum on Red Yes Yes Satd. Row (RTOR) 72 242 Link Speed (mph) 25 45 45 Link Distance (ft) 895 356 2360 Travel Time (s) 24.4 5.4 35.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehldes (%) 2% 2% 7% 2% 2% 7% Shared Lane Traffic (%) Lane Group Raw (vph) 351 72 1589 242 47 3226 Tum Type Prot Perm NA Perm Prot NA Protected Phases 4! 2 1 Free! Permitted Phases 4 2 Detector Phase 4 4 2 2 1 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 MnimumSplit (s) 17.0 17.0 17.0 17.0 13.0 Total Split (s) 37.0 37.0 53.0 53.0 13.0 Total Split (%) 35.9% 35.9% 51.5% 51.5% 12.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lag Lag Lead Lead -Lag Optirrize? Yes Yes Yes Recall Mode None None C -Nin C -Nin None Act Effct Green (s) 26.4 26.4 58.1 58.1 8.6 103.0 Actuated g/C Ratio 0.26 0.26 0.56 0.56 0.08 1.00 v/c Ratio 0.77 0.16 0.59 0.25 0.32 0.67 Control Delay 47.0 7.0 6.2 0.8 46.8 0.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 47.0 7.0 6.2 0.8 46.8 0.8 LOS D A A A D A Approach Delay 40.2 5.5 1.4 Approach LOS D A A Queue Length 50th (ft) 213 0 35 0 30 10 Queue Length 95th (ft) 293 32 165 4 m43 0 Internal Link Dist (ft) 815 276 2280 Tum Bay Length (ft) 275 200 200 200 Synchro 9 Report RKA Page 3 Brookhill - Albemarle County, VA Build (2024) Conditions - Option A 2: Rt 29 & Site Drive 1 Turing Plan: AM Peak Hour t t Lane Group WBL V\BR NBT NBR SBL SK Base Capacity (vph) 567 556 2679 980 159 4848 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced A Ratio 0.62 0.13 0.59 0.25 0.30 0.67 Intersection Summary Area Type: Other C,yde Length: 103 Actuated Cycle Length: 103 Offset: 96 (93%), Referenced to phase 2: NBT and 6:, Start of 1 st Green Natural C,yde: 60 Control Type: Actuated -Coordinated Maxi mum A Ratio: 0.77 Intersection Signal Delay: 5.7 Intersection LOS: A Intersection Capacity Utilization 80.3% ICU Level of Service D Analysis Period (min) 15 m Vdume for 95th percentile queue is metered by upstream signal. ! Phase conflict betvveen lane groups. Splits and Phases: 2: Rt 29 & Site Drive 1 \001 102 1 0� 13s 1 E53s 1 E37S Synchro 9 Report RKA Page 4 Brookhill - Albemarle County, VA Build (2024) Conditions - Option A 3: Rt 29 & Rio Mills Road /Polo Grounds Thing Ran: AM Peak Hour Movement EBL EBT EBR VbBL VM3T V\BR NBL NBT NBR SBL SBT SBR Lane Configurations Change Period (Y+Rc), s *' r* 6.0 6.0 r* ) ttt r* ) ttt r* Traffic Vd ume (veh/h) 2 4 37 445 5 30 13 1616 223 21 3193 5 Future Vdume (veh/h) 2 4 37 445 5 30 13 1616 223 21 3193 5 Number 3 8 18 7 4 14 5 2 12 1 6 16 Initial Q(Cb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pak ng Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1872 1835 1835 1835 1835 1835 1835 1749 1835 1900 1811 1900 Adj Row Rate, veh/h 2 4 40 488 0 33 14 1757 242 22 3326 5 Adj No. of Lanes 0 1 1 3 0 1 1 3 1 1 3 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 7 2 2 7 2 Cap, veh/h 33 66 86 560 0 167 62 2322 759 356 3202 1046 Arrive On Green 0.05 0.05 0.05 0.11 0.00 0.11 0.07 0.97 0.97 0.20 0.65 0.65 Sat Row, veh/h 602 1203 1560 5242 0 1560 1747 4775 1560 1810 4945 1615 Grp Vdume(v), veh/h 6 0 40 488 0 33 14 1757 242 22 3326 5 Grp Sat R*s),veh/h/In 1805 0 1560 1747 0 1560 1747 1592 1560 1810 1648 1615 Q Serve(g_s), s 0.3 0.0 2.6 9.4 0.0 2.0 0.8 3.9 0.6 1.0 66.7 0.1 Cyde Q Clear(g_c), s 0.3 0.0 2.6 9.4 0.0 2.0 0.8 3.9 0.6 1.0 66.7 0.1 Prop In Lane 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 99 0 86 560 0 167 62 2322 759 356 3202 1046 V/C Ratio(X) 0.06 0.00 0.47 0.87 0.00 0.20 0.23 0.76 0.32 0.06 1.04 0.00 Avail Cap(c a), veh/h 158 0 136 560 0 167 153 2689 878 356 3202 1046 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Rlter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.85 0.85 0.85 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.2 0.0 47.2 45.3 0.0 42.0 46.5 0.8 0.7 33.7 18.2 6.4 Inc- Delay (d2), s/veh 0.3 0.0 3.9 14.0 0.0 0.6 1.5 2.0 0.9 0.1 27.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %le Back0FQ(501/o),veh/In 0.2 0.0 1.2 5.3 0.0 0.9 0.4 1.2 0.4 0.5 38.0 0.1 LnGrp Delay(d),s/veh 46.4 0.0 51.1 59.3 0.0 42.6 48.1 2.8 1.7 33.7 45.3 6.4 LnG-p LOS D D E D D A A C F A Approach Vol, veh/h 46 521 2013 3353 Approach Delay, s/veh 50.5 58.3 3.0 45.2 Approach LOS D E A D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 24.2 54.1 15.0 7.7 70.7 9.7 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Grax), s 7.0 56.0 9.0 7.0 56.0 7.0 Max Q Clear Ti me (g_c+l 1), s 3.0 5.9 11.4 2.8 68.7 4.6 Green Ext Time (p c), s 4.0 42.2 0.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 32.1 HCM 2010 LOS C Notes Synchro 9 Report RKA Page 4 Brookhill - Albemarle County, VA Build (2024) Conditions - Option A 3: Rt 29 & Rio Mills Road /Polo Grounds Thing Ran: AM Peak Hour Lane Group EBL EBT EBR VbBL V\BT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r* r* ) ttt r* ) ttt r* Traffic Vdume (vph) 2 4 37 445 5 30 13 1616 223 21 3193 5 Future Volume (vph) 2 4 37 445 5 30 13 1616 223 21 3193 5 Ideal Raw(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 3% 3% 3% 40/0 Storage Length (ft) 0 50 250 200 125 0 150 150 Storage Lanes 0 1 2 1 1 1 1 1 Taper Length (ft) 100 100 100 100 Satd. Row (prot) 0 1805 1560 3172 1593 1560 1743 4775 1560 1805 4945 1615 Rt Permitted 0.984 0.950 0.954 0.950 0.950 Satd. Row (perm) 0 1805 1560 3172 1593 1560 1743 4775 1560 1805 4945 1615 Right Tum on Red Yes Yes Yes Yes Satd. Row (RTOR) 222 222 242 159 Link Speed (mph) 25 45 45 45 Link Distance (ft) 608 1135 2391 1336 Travel Time (s) 16.6 17.2 36.2 20.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.96 0.96 0.96 Heavy Vehldes (%) 2% 2% 2% 2% 2% 2% 2% 7% 2% 2% 7% 2% Shared Lane Traffic (%) 33% Lane Group Row (vph) 0 6 40 324 165 33 14 1757 242 22 3326 5 Tum Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 8 8 4 4 5 2 1 6 Permitted Phases 8 4 2 6 Detector Phase 8 8 8 4 4 4 5 2 2 1 6 6 Switch Phase Mnirrum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 7.0 7.0 5.0 7.0 7.0 Mnirrum Split (s) 13.0 13.0 13.0 13.0 13.0 13.0 13.0 17.0 17.0 13.0 17.0 17.0 Total Split (s) 13.0 13.0 13.0 15.0 15.0 15.0 13.0 62.0 62.0 13.0 62.0 62.0 Total Split (%) 12.6% 12.6% 12.6% 14.6% 14.6% 14.6% 12.6% 60.2% 60.2% 12.6% 60.2% 60.2% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None GMn GMn None GMn GMn Act Effct Green (s) 8.0 8.0 11.0 11.0 11.0 8.3 71.4 71.4 8.4 71.4 71.4 Actuated g/C Ratio 0.08 0.08 0.11 0.11 0.11 0.08 0.69 0.69 0.08 0.69 0.69 v/c Ratio 0.04 0.12 0.96 0.97 0.09 0.10 0.53 0.21 0.15 0.97 0.00 Control Delay 44.3 0.8 86.4 109.3 0.5 62.8 4.2 0.6 44.4 24.6 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 44.3 0.8 86.4 109.3 0.5 62.8 4.2 0.6 44.4 24.6 0.0 LOS D A F F A E A A D C A Approach Delay 6.5 88.2 4.2 24.7 Approach LOS A F A C Queue Length 50th (ft) 4 0 118 120 0 9 39 0 14 766 0 Queue Length 95th (ft) 17 0 #211 #265 0 m17 69 2 m21 #1081 m0 Internal Link Dist (ft) 528 1055 2311 1256 Tum Bay Length (ft) 50 250 200 125 150 150 Synchro 9 Report RKA Page 5 Brookhill - Albemarle County, VA Build (2024) Conditions - Option A 3: Rt 29 & Rio Mills Road /Polo Grounds Timing Ran: AMPeak Hour Lane Group EBL EBT EBR V\BL V\BT V\BR NBL NBT NBR SBL Sl SBR Base Capacity(vph) 157 338 338 170 364 153 3312 1155 157 3428 1168 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced A Ratio 0.04 0.12 0.96 0.97 0.09 0.09 0.53 0.21 0.14 0.97 0.00 Intersection Summary Area Type: Other Cycle Length: 103 Actuated Cycle Length: 103 Offset: 58 (56%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 140 Control Type: Actuated -Coordinated Maxi mum A Ratio: 0.97 Intersection Signal Delay: 23.2 Intersection LOS: C Intersection Capacity Utilization 84.3% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shoAn is maximum after Mo cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Rt 29 & Rio Mils Road /Pdo Grounds r2 R'; 01 o4 •= 62s 1 E13s I 15s 1 13s 13s 1 1 62s Synchro 9 Report RKA Page 6 Brookhill - Albemarle County, VA Build (2024) Conditions - Option A 4: Polo Grounds Road & Site Drive 2 Tarring Plan: AM Peak Hour Intersection Int Delay, s/veh 3.3 Movement EBL EBT VVI3T V\BR SBL SBR Traffic Vol, veh/h 98 150 351 2 4 129 Future Vd, veh/h 98 150 351 2 4 129 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free stop stop RT Channelized - None - None - None Storage Length 150 - - - 0 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvrrt Row 109 167 390 2 4 143 Major/Mnor Major1 Major2 Mnor2 Conflicting Row Al 392 0 - 0 775 391 Stage 1 - - - - 391 - Stage 2 - - - - 384 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Fdlow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap -1 Maneuver 1167 - - - 366 658 Stage 1 - - - - 683 - Stage 2 - - - - 688 - Platoon blocked, % - - - N/bv Cap -1 Maneuver 1167 - - - 332 658 N/bv Cap -2 Maneuver - - - - 332 - Stage 1 - - - - 683 - Stage 2 - - - - 624 - Approach EB V\B SB HCM Control Delay, s 3.3 0 12.1 HCM LOS B Mnor Lane/Major Mvrrt EBL EBT WBT VVBRSBLn1 SBLn2 Capacity (veh/h) 1167 - - - 332 658 HCM Lane V/C Ratio 0.093 - - - 0.013 0.218 HCM Control Delay (s) 8.4 - - - 16 12 HCM Lane LOS A - - - C B HCM 95th %tile Q(veh) 0.3 - - - 0 0.8 Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA Build (2024) Conditions - Option A 5: Polo Grounds Road & Site Drive 3 Tarring Plan: AM Peak Hour Intersection Int Delay, s/veh 4.1 Movement EBL EBT VVI3T V\BR SBL SBR Traffic Vol, veh/h 83 71 224 2 4 129 Future Vd, veh/h 83 71 224 2 4 129 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free stop stop RT Channelized - None - None - None Storage Length 150 - - - 0 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvrrt Row 92 79 249 2 4 143 Major/Mnor Major1 Major2 Mnor2 Conflicting Row Al 251 0 - 0 513 250 Stage 1 - - - - 250 - Stage 2 - - - - 263 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1314 - - - 521 789 Stage 1 - - - - 792 - Stage 2 - - - - 781 - Platoon blocked, % - - - N/bv Cap-1 Maneuver 1314 - - - 485 789 N/bv Cap-2 Maneuver - - - - 485 - Stage 1 - - - - 792 - Stage 2 - - - - 726 - Approach EB V\B SB HCM Control Delay, s 4.3 0 10.7 HCM LOS B Mnor Lane/Major Mvrrt EBL EBT WBT VVBRSBLn1 SBLn2 Capacity (veh/h) 1314 - - - 485 789 HCM Lane V/C Ratio 0.07 - - - 0.009 0.182 HCM Control Delay (s) 7.9 - - - 12.5 10.6 HCM Lane LOS A - - - B B HCM 95th °/utile Q(veh) 0.2 - - - 0 0.7 Synchro 9 Report RKA Page 2 Brookhill - Albemarle County, VA 357 903 - Build (2024) Conditions - Option A 6: Site Drive 4 & Ashwood 0.237 0.047 - - 0.019 - HC M Control Delay (s) 18.2 Tarring Plan: AM Peak Hour - 7.6 - HC M Lane LCIS C A - - A - HC M 95th °/utile Q(veh) 0.9 Intersection - 0.1 - Int Delay, s/veh 2.3 Movement EBT EBR WBL VMBT NBL NBR Traffic Vol, veh/h 130 20 25 522 76 38 Future Vol, veh/h 130 20 25 522 76 38 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free stop stop RT Channelized - None - None - None Storage Length - 200 200 - 0 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - -2 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvrrt Row 144 22 28 580 84 42 Major/Mnor Major1 Major2 Mnor1 Conflicting Row Al 0 0 144 0 780 144 Stage 1 - - - - 144 - Stage 2 - - - - 636 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Fdlow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap -1 Maneuver - - 1438 - 364 903 Stage 1 - - - - 883 - Stage 2 - - - - 527 - Ratoon blocked, % - - - Mov Cap -1 Maneuver - - 1438 - 357 903 Mov Cap -2 Maneuver - - - - 357 - Stage 1 - - - - 883 - Stage 2 - - - - 517 - Approach EB V\B NB HCI Control Delay, s 0 0.3 15.2 HCM LCIS C Mnor Lane/Major Mvrrk NBLn1 NBLn2 EBT EBR WBL VM3T Capacity (veh/h) 357 903 - - 1438 - HCM Lane V/C Ratio 0.237 0.047 - - 0.019 - HC M Control Delay (s) 18.2 9.2 - - 7.6 - HC M Lane LCIS C A - - A - HC M 95th °/utile Q(veh) 0.9 0.1 - - 0.1 - Synchro 9 Report RKA Page 3 Queuing and Blocking Report Build (2024) Conditions - Option A Brookhill - Albemarle County, VA AM Peak Hour Intersection: 1: Rt 29 & Ashwood Movement VM3 VM3 VM3 NB NB NB NB SB SB SB SB Directions Served L L R T T T R L T T T Maximum Queue (ft) 252 284 73 202 211 222 54 98 243 270 245 Average Queue (ft) 157 193 28 92 117 128 24 38 152 172 155 95th Queue (ft) 237 273 62 185 212 220 54 86 237 255 244 Link Distance (ft) 1 438 2283 2283 2283 2478 2478 2478 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 325 325 225 150 Storage Blk Time (%) 0 0 1 4 Queuing Penalty (veh) 0 0 1 2 Intersection: 2: Rt 29 & Site Drive 1 Movement VM3 VM3 NB NB NB NB B19 SB SB SB SB Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) G._ L R T T T 323 184 164 211 202 195 43 64 74 79 306 140 144 169 170 79 825 295 295 295 1242 2283 0 0 0 0 275 2 0 200 0 2 0 1 R T L T T T 64 120 84 227 228 6 26 8 34 15 15 0 61 170 79 320 321 6 1242 2283 2283 2283 0 0 200 200 SimTraffic Report Page 1 Queuing and Blocking Report Build (2024) Conditions - Option A Brookhill - Albemarle County, VA AM Peak Hour Intersection: 3: Rt 29 & Rio Mills Road /Polo Grounds Movement EB EB M M VSB VSB NB NB NB NB NB SB Directions Served LT R L L LT R Maximum Queue (ft) 26 63 228 293 313 155 Average Queue (ft) 5 29 143 191 210 36 95th Queue (ft) 21 58 243 295 317 137 Link Distance (ft) 527 1030 Upstream Blk Time (%) 8 14 Queuing Penalty (veh) 144 167 L T T T R L 36 199 222 231 34 71 9 39 47 45 8 14 29 144 167 174 27 55 12 2255 2255 2255 2255 413 Storage Bay Dist (ft) 50 250 250 200 125 Storage Blk Time (%) 2 0 5 24 2 Queuing Penalty (veh) 0 1 9 80 0 Intersection: 3: Rt 29 & Rio Mills Road /Polo Grounds Movement SB SB SB SB B20 B20 B20 B20 150 Directions Served T T T R T T T T Maximum Queue (ft) 372 415 432 26 87 95 84 36 Average Queue (ft) 166 195 222 2 8 12 8 2 95th Queue (ft) 357 413 432 35 83 107 83 39 Link Distance (ft) 1242 1242 1242 295 295 295 295 Upstream Blk Time (%) 0 0 0 Queuing Penalty (veh) 0 1 0 Storage Bay Dist (ft) 150 Storage Blk Time (%) 6 12 Queuing Penalty (veh) 1 1 Intersection: 4: Polo Grounds Road & Site Drive 2 Movement EB SB SB Directions Served L L R Maximum Queue (ft) 56 21 74 Average Queue (ft) 22 3 39 95th Queue (ft) 53 17 65 Link Distance (ft) 619 619 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 Storage Bk Time (%) Queuing Penalty (veh) G._ SimTraffic Report Page 2 Brookhill - Albemarle County, VA Build (2024) Conditions - Option AA 3: Rt 29 & Polo Grounds Tarring Plan: AM Peak Hour t Movement V\BL V\BR NBT NBR SBL SBT Lane Configurations 22.0 r* ttt r* ) ttt Traffic Vd ume (veh/h) 445 30 1616 223 21 3193 Future Vdume (veh/h) 445 30 1616 223 21 3193 Number 7 14 2 12 1 6 Initial Q(Cb), veh 0 0 0 0 0 0 Ped -Bike Adj(A pbT) 1.00 1.00 1.00 1.00 Parka ng Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1835 1835 1749 1835 1900 1811 Adj Row Rate, veh/h 484 33 1757 242 22 3326 Adj No. of Lanes 2 1 3 1 1 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.96 0.96 Percent Heavy Veh, % 2 2 7 2 2 7 Cap, veh/h 592 273 2460 803 350 3696 Arrive On Green 0.17 0.17 1.00 1.00 0.19 0.75 Sat Row, veh/h 3390 1560 4932 1560 1810 5108 Grp Vdume(v), veh/h 484 33 1757 242 22 3326 Grp Sat R*s),veh/h/In 1695 1560 1592 1560 1810 1648 Q Serve(g_s), s 14.2 1.8 0.0 0.0 1.0 53.4 Cyde Q Clear(g_c), s 14.2 1.8 0.0 0.0 1.0 53.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 592 273 2460 803 350 3696 V/C Ratio( 0.82 0.12 0.71 0.30 0.06 0.90 Avail Cap(c a), veh/h 592 273 2967 969 350 3696 HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00 Upstream Rlter(I) 1.00 1.00 0.85 0.85 1.00 1.00 Uniform Delay (d), s/veh 40.9 35.8 0.0 0.0 33.9 10.0 Ina- Delay (d2), s/veh 8.7 0.2 1.5 0.8 0.0 4.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %le Back0FQ(501/o),veh/In 7.3 0.8 0.4 0.2 0.5 25.1 LnGrp Delay(d),s/veh 49.7 36.0 1.5 0.8 33.9 14.0 LnGrp LOS D D A A C B Approach Vol, veh/h 517 1999 3348 Approach Delay, s/veh 48.8 1.5 14.2 Approach LOS D A B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 23.9 57.1 22.0 81.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 7.0 62.0 16.0 75.0 Max Q Clear Ti me (g_c+l 1), s 3.0 2.0 16.2 55.4 Green Ext Time (p c), s 4.0 49.1 0.0 19.6 Intersection Summary HCM 2010 Ctrl Delay 12.9 HCM 2010 LOS B Synchro 9 Report RKA Page 4 Brookhill - Albemarle County, VA Build (2024) Conditions - Option AA 3: Rt 29 & Polo Grounds Turing Plan: AM Peak Hour t Lane Group WBL V\BR NBT NBR SBL SBT Lane Configurations r* ttt r* ) ttt Traffic Vdume (vph) 445 30 1616 223 21 3193 Future Vdume (vph) 445 30 1616 223 21 3193 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) 3% 3% 40/0 Storage Length (ft) 250 200 0 150 Storage Lanes 1 1 1 1 Taper Length (ft) 100 100 Satd. Row (prot) 3382 1560 4775 1560 1805 4945 Rt Perrritted 0.950 0.950 Satd. Row (perm) 3382 1560 4775 1560 1805 4945 Right Tum on Red Yes Yes Satd. Row (RTOR) 33 242 Link Speed (mph) 45 45 45 Link Distance (ft) 1135 2391 1100 Travel Time (s) 17.2 36.2 16.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.96 0.96 Heavy Vehldes (%) 2% 2% 7% 2% 2% 7% Shared Lane Traffic (%) Lane Group Row (vph) 484 33 1757 242 22 3326 Tum Type Prot Perm NA Perm Prot NA Protected Phases 7 2 1 6 Permitted Phases 7 2 Detector Phase 7 7 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 7.0 7.0 4.0 7.0 MnimumSplit (s) 13.0 13.0 17.0 17.0 13.0 17.0 Total Split (s) 22.0 22.0 68.0 68.0 13.0 81.0 Total Split (%) 21.4% 21.4% 66.0% 66.0% 12.6% 78.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lag Lead -Lag Optirrize? Yes Yes Yes Recall Mode None None GNin GNin None GMin Act Effct Green (s) 17.9 17.9 71.9 71.9 7.8 77.1 Actuated g/C Ratio 0.17 0.17 0.70 0.70 0.08 0.75 v/c Ratio 0.83 0.11 0.53 0.21 0.16 0.90 Control Delay 54.1 13.4 17.6 7.6 50.9 16.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 54.1 13.4 17.6 7.6 50.9 16.8 LOS D B B A D B Approach Delay 51.5 16.4 17.0 Approach LOS D B B Queue Length 50th (ft) 159 0 190 0 13 521 Queue Length 95th (ft) #235 27 431 118 m20 629 Internal Link Dist (ft) 1055 2311 1020 Tum Bay Length (ft) 250 200 150 Synchro 9 Report RKA Page 5 Brookhill - Albemarle County, VA Build (2024) Conditions - Option AA 3: Rt 29 & Polo Grounds Turing Plan: AM Peak Hour t Lane Group WBL V\BR NBT NBR SBL SK Base Capacity (vph) 591 299 3334 1162 157 3703 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced A Ratio 0.82 0.11 0.53 0.21 0.14 0.90 Intersection Summary Area Type: Other C,yde Length: 103 Actuated Cycle Length: 103 Offset: 0 (00/o), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural C,yde: 70 Control Type: Actuated -Coordinated Maxi mum A Ratio: 0.90 Intersection Signal Delay: 19.9 Intersection LOS: B Intersection Capadty Utilization 81.1% IaJ Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shoAn is maximum after too cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Rt 29 & Polo (rounds r2 R'. 01 0r 685 1 E135 1 225 T C -6 :R'; 815 Synchro 9 Report RKA Page 6 Queuing and Blocking Report Build (2024) Conditions - Option AA Brookhill - Albemarle County, VA AM Peak Hour Intersection: 1: Rt 29 & Ashwood Movement VM3 VM3 VM3 NB NB NB NB SB SB SB SB Directions Served L L R T T T R L T T T Maximum Queue (ft) 241 271 72 192 189 208 40 92 225 251 238 Average Queue (ft) 154 186 31 57 67 73 9 34 149 169 144 95th Queue (ft) 241 271 66 163 176 180 34 83 222 247 235 Link Distance (ft) 1031 438 2291 2283 2283 2283 1019 2478 2478 2478 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 325 325 225 150 Storage Blk Time (%) 0 0 0 0 4 Queuing Penalty (veh) 0 0 0 0 2 Intersection: 2: Rt 29 & Site Drive 1 Movement VM3 VM3 NB NB NB NB SB SB Directions Served L R T T T R L T Maximum Queue (ft) 336 180 263 277 290 128 81 323 Average Queue (ft) 203 42 100 112 120 29 36 22 95th Queue (ft) 327 142 233 253 275 96 74 343 Link Distance (ft) 825 919 919 919 2283 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 275 200 200 Storage Blk Time (%) 3 0 2 Queuing Penalty (veh) 2 0 4 Intersection: 3: Rt 29 & Polo Grounds Movement VM3 VM3 VM3 NB NB NB NB SB SB SB SB B19 Directions Served Maxi mum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) G._ L L R T T T R L T T T T 214 233 57 360 407 407 87 61 277 291 313 85 143 162 21 175 207 228 41 19 159 189 214 6 209 232 53 336 385 402 79 53 257 280 306 120 1031 2291 2291 2291 2291 1019 1019 1019 919 250 0 0 4 9 11 150 4 1 SimTraffic Report Page 1 Brookhill - Albemarle County, VA Build (2024) Conditions - Option A 1: Rt 29 & Ashwood Turing Plan: PM Peak Hour f, t Movement V\BL V\BR NBU NBT NBR SBL SBT Lane Configurations 102.2 r* A ttt r* ) ttt Traffic Vd ume (veh/h) 209 98 0 2544 364 101 1879 Future Vdume (veh/h) 209 98 0 2544 364 101 1879 Number 7 14 HCM 2010 Ctrl Delay 2 12 1 6 Initial Q(Cb), veh 0 0 C 0 0 0 0 Ped -Bike Adj(A pbT) 1.00 1.00 1.00 1.00 Pak ng Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1881 1881 1740 1825 1891 1802 Adj Row Rate, veh/h 225 105 2735 391 106 1978 Adj No. of Lanes 2 1 3 1 1 3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.95 0.95 Percent Heavy Veh, % 2 2 7 2 2 7 Cap, veh/h 347 160 3371 1101 160 4096 Arrive On Green 0.10 0.10 0.23 0.23 0.09 0.83 Sat Row, veh/h 3476 1599 4907 1552 1801 5083 Grp Vdume(v), veh/h 225 105 2735 391 106 1978 Grp Sat R*s),veh/h/In 1738 1599 1584 1552 1801 1640 Q Serve(g_s), s 7.4 7.5 64.2 24.8 6.7 13.3 Cyde Q Clear(g_c), s 7.4 7.5 64.2 24.8 6.7 13.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 347 160 3371 1101 160 4096 V/C Ratio( 0.65 0.66 0.81 0.36 0.66 0.48 Avail Cap(c a), veh/h 383 176 3371 1101 198 4096 HCM Platoon Ratio 1.00 1.00 0.33 0.33 1.00 1.00 Upstream Rlter(I) 1.00 1.00 0.09 0.09 1.00 1.00 Uniform Delay (d), s/veh 51.1 51.2 37.7 22.6 52.0 2.8 Ina- Delay (d2), s/veh 4.0 9.0 0.2 0.1 3.1 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %le Back0FQ(501/o),veh/In 3.7 6.9 28.3 10.7 3.5 6.0 LnGrp Delay(d),s/veh 55.1 60.2 37.9 22.7 55.1 3.2 LnGrp LOS E E D C E A Approach Vol, veh/h 330 3126 2084 Approach Delay, s/veh 56.7 36.0 5.8 Approach LOS E D A Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 14.5 87.7 15.8 102.2 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 11.0 78.0 11.0 82.0 Max Q Clear Ti me (g_c+l 1), s 8.7 66.2 9.5 15.3 Green Ext Time (p c), s 0.0 11.8 0.3 66.4 Intersection Sumnnary HCM 2010 Ctrl Delay 25.9 HCM 2010 LOS C Notes Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA Build (2024) Conditions - Option A 1: Rt 29 & Ashwood Timing Plan: PM Peak Hour f, t Lane Group WBL V\BR NBU NBT NBR SBL SBT Lane Configurations r* A ttt r* ) ttt Traffic Vdume (vph) 209 98 0 2544 364 101 1879 Future Vdume (vph) 209 98 0 2544 364 101 1879 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 1900 Grade (%) -2% 4% -3% Storage Length (ft) 325 325 250 225 150 Storage Lanes 1 1 1 1 1 Taper Length (ft) 100 100 100 Satd. Row (prot) 3467 1599 1740 4751 1552 1796 4920 Rt Pemitted 0.950 0.950 Satd. Row (perm) 3467 1599 1740 4751 1552 1796 4920 Right Tum on Red Yes Yes Satd. Row (RTOR) 93 370 Link Speed (mph) 35 45 45 Link Distance (ft) 587 2388 2517 Travel Time (s) 11.4 36.2 38.1 Peak Hour Factor 0.93 0.93 0.90 0.93 0.93 0.95 0.95 Heavy Vehldes (%) 2% 2% 7% 7% 2% 2% 7% Shared Lane Traffic (%) Lane Group Row (vph) 225 105 0 2735 391 106 1978 Tum Type Prot Perm Prot NA Perm Prot NA Protected Phases 4 5 2 1 6 Permitted Phases 4 2 Detector Phase 4 4 5 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 4.0 7.0 7.0 5.0 7.0 NinirrumSplit (s) 17.0 17.0 13.0 17.0 17.0 13.0 17.0 Total Split (s) 17.0 17.0 13.0 84.0 84.0 17.0 88.0 Total Split (%) 14.4% 14.4% 11.0% 71.2% 71.2% 14.4% 74.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None C -Nin C -Nin None C -Nin Act Effct Green (s) 12.9 12.9 81.3 81.3 11.8 97.1 Actuated g/C Ratio 0.11 0.11 0.69 0.69 0.10 0.82 v/c Ratio 0.60 0.41 0.84 0.33 0.59 0.49 Control Delay 57.1 17.7 3.6 0.2 64.5 3.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.1 17.7 3.6 0.2 64.5 3.6 LOS E B A A E A Approach Delay 44.6 3.2 6.7 Approach LOS D A A Queue Length 50th (ft) 85 8 26 0 77 126 Queue Length 95th (ft) 127 62 m16 m0 137 145 Internal Link Dist (ft) 507 2308 2437 Tum Bay Length (ft) 325 325 225 150 Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA Build (2024) Conditions - Option A 1: Rt 29 & Ashwood Turing Plan: PM Peak Hour f, t Lane Group WBL V\BR NBU NBT NBR SBL Sl Base Capacity (vph) 381 258 3274 1184 197 4049 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced A Ratio 0.59 0.41 0.84 0.33 0.54 0.49 Intersection Summary Area Type: Other Cyde Length: 118 Actuated Cycle Length: 118 Offset: 73 (621/o), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cyde: 80 Control Type: Actuated -Coordinated Maxi mum A Ratio: 0.84 Intersection Signal Delay: 6.9 Intersection LOS: A Intersection Capacity Utilization 70.7% ICU Level of Service C Analysis Period (min) 15 m Vdurre for 95th percentile queue is metered by upstream signal. 01 12 1=- 17 s 84 sr _ - s I♦ T 1 P5 T i QO FS 13s E88s Synchro 9 Report RKA Page 2 Brookhill - Albemarle County, VA Build (2024) Conditions - Option A 2: Rt 29 & Site Drive 1 Tirnng Plan: PM Peak Hour t Lane Group WBL V\BR NBT NBR SBL SBT Lane Configurations r* ttt r* ) ttt Traffic Vdume (vph) 283 58 2850 373 71 2017 Future Vdume (vph) 283 58 2850 373 71 2017 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) 0% 4% 00/0 Storage Length (ft) 275 200 200 200 Storage Lanes 1 0 1 1 Taper Length (ft) 100 100 Satd. Row (prot) 1770 1583 4751 1552 1770 4848 Rt Perrritted 0.950 0.950 Satd. Row (perm) 1770 1583 4751 1552 1770 4848 Right Tum on Red Yes Yes Satd. Row (RTOR) 1 284 Link Speed (mph) 25 45 45 Link Distance (ft) 895 851 2388 Travel Time (s) 24.4 12.9 36.2 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehldes (%) 2% 2% 7% 2% 2% 7% Shared Lane Traffic (%) Lane Group Row (vph) 314 64 3167 414 79 2241 Tum Type Prot pm+ov NA pm+ov Prot NA Protected Phases 4! 1 2 4 1 Free! Pemitted Phases 4 2 Detector Phase 4 1 2 4 1 Switch Phase Mnimum Initial (s) 4.0 4.0 4.0 4.0 4.0 MnimumSplit (s) 17.0 13.0 17.0 17.0 13.0 Total Split (s) 27.0 13.0 78.0 27.0 13.0 Total Split (%) 22.9% 11.0% 66.1% 22.9% 11.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lead -Lag Optirrize? Yes Yes Yes Recall Mode None None C -Mn None None Act Effct Green (s) 22.7 35.4 74.6 101.3 8.7 118.0 Actuated g/C Ratio 0.19 0.30 0.63 0.86 0.07 1.00 v/c Ratio 0.92 0.13 1.05 0.30 0.60 0.46 Control Delay 79.7 30.3 37.5 0.1 69.0 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 79.7 30.3 37.5 0.1 69.0 0.3 LOS E C D A E A Approach Delay 71.3 33.2 2.6 Approach LOS E C A Queue Length 50th (ft) 236 35 --957 0 60 0 Queue Length 95th (ft) #405 70 m008 m0 m#120 0 Internal Link Dist (ft) 815 771 2308 Tum Bay Length (ft) 275 200 200 200 Synchro 9 Report RKA Page 3 Brookhill - Albemarle County, VA Build (2024) Conditions - Option A 2: Rt 29 & Site Drive 1 Turing Plan: PM Peak Hour t t Lane Group VMBL V\BR NBT NBR SBL SK Base Capacity(vph) 345 479 3002 1375 135 4848 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced A Ratio 0.91 0.13 1.05 0.30 0.59 0.46 Intersection Summary Area Type: Other Cycle Length: 118 Actuated Cycle Length: 118 Offset: 35 (301/o), Referenced to phase 2: NBT and 6:, Start of 1 st Green Natural Cycle: 120 Control Type: Actuated -Coordinated Maxi mum A Ratio: 1.05 Intersection Signal Delay: 24.2 Intersection LOS: C Intersection Capacity Utilization 81.3% ICU Level of Service D Analysis Period (min) 15 — Volume exceeds capacity, queue is theoretically infinite. Queue shouvn is maximum after Mo cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue sham is maximum after Mo cycles. m Volume for 95th percentile queue is metered by upstream signal. ! Phase conflict betvveen lane groups. Splits and Phases: 2: Rt 29 & Site Drive 1 } 0i 102 �_- 13s 1 E78S-s Synchro 9 Report RKA Page 4 Brookhill - Albemarle County, VA Build (2024) Conditions - Option A 3: Rt 29 & Rio Mills Road /Polo Grounds(643) TimngRan: PMPeak Hour Movement EBL EBT EBR V\BL V\BT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations Change Period (Y+Rc), s 4 r* 6.0 r* ) ttt r* ) ttt r* Traffic Vd ume (veh/h) 5 10 22 328 4 38 56 3180 553 45 2251 4 Future Vdume (veh/h) 5 10 22 328 4 38 56 3180 553 45 2251 4 Number 3 8 18 7 4 14 5 2 12 1 6 16 Initial Q(Cb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pak ng Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1872 1835 1835 1835 1835 1835 1835 1749 1835 1900 1811 1900 Adj Row Rate, veh/h 5 11 24 360 0 41 61 3457 601 47 2345 4 Adj No. of Lanes 0 1 1 3 0 1 1 3 1 1 3 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 7 2 2 7 2 Cap, veh/h 27 59 75 400 0 119 105 3028 989 192 3362 1098 Arrive On Green 0.05 0.05 0.05 0.08 0.00 0.08 0.12 1.00 1.00 0.11 0.68 0.68 Sat Row, veh/h 565 1242 1560 5242 0 1560 1747 4775 1560 1810 4945 1615 Grp Vdume(v), veh/h 16 0 24 360 0 41 61 3457 601 47 2345 4 Grp Sat R*s),veh/h/In 1807 0 1560 1747 0 1560 1747 1592 1560 1810 1648 1615 Q Serve(g_s), s 1.0 0.0 1.8 8.0 0.0 2.9 3.9 0.0 0.0 2.8 34.1 0.1 Cyde Q Clear(g_c), s 1.0 0.0 1.8 8.0 0.0 2.9 3.9 0.0 0.0 2.8 34.1 0.1 Prop In Lane 0.31 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 87 0 75 400 0 119 105 3028 989 192 3362 1098 V/C Ratio( 0.18 0.00 0.32 0.90 0.00 0.34 0.58 1.14 0.61 0.24 0.70 0.00 Avail Cap(c a), veh/h 138 0 119 400 0 119 133 3035 991 192 3362 1098 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Rlter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.09 0.09 0.09 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.0 0.0 54.3 54.1 0.0 51.7 50.5 0.0 0.0 48.4 11.5 6.1 Ina- Delay (d2), s/veh 1.0 0.0 2.4 22.8 0.0 1.7 0.5 64.3 0.3 0.7 1.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %le Back0FQ(501/o),veh/In 0.5 0.0 0.8 4.7 0.0 1.3 1.9 18.0 0.1 1.4 15.6 0.0 LnGrp Delay(d),s/veh 55.0 0.0 56.8 76.8 0.0 53.4 50.9 64.3 0.3 49.0 12.7 6.1 LnGrp LOS D E E D D F A D B A Approach Vol, veh/h 40 401 4119 2396 Approach Delay, s/veh 56.0 74.4 54.7 13.4 Approach LOS E E D B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 16.6 78.8 13.0 11.1 84.2 9.7 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Grax), s 7.0 73.0 7.0 7.0 73.0 7.0 Max Q Clear Ti me (g_c+l 1), s 4.8 2.0 10.0 5.9 36.1 3.8 Green Ext Time (p c), s 2.1 70.7 0.0 0.0 35.7 0.0 Intersection Summary HCM 2010 Ctrl Delay 41.6 HCM 2010 LOS D Notes Synchro 9 Report RKA Page 4 Brookhill - Albemarle County, VA Build (2024) Conditions - Option A 3: Rt 29 & Rio Mills Road /Polo Grounds(643) Thing Ran: PM Peak Hour Lane Group EBL EBT EBR VbBL V\BT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r* r* ) ttt r* ) ttt r* Traffic Vdume (vph) 5 10 22 328 4 38 56 3180 553 45 2251 4 Future Volume (vph) 5 10 22 328 4 38 56 3180 553 45 2251 4 Ideal Raw(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 3% 3% 3% 40/0 Storage Length (ft) 0 50 400 200 125 0 150 150 Storage Lanes 0 1 2 1 1 1 1 1 Taper Length (ft) 100 100 100 100 Satd. Row (prot) 0 1807 1560 3172 1593 1560 1743 4775 1560 1805 4945 1615 Rt Pemitted 0.985 0.950 0.954 0.950 0.950 Satd. Row (perm) 0 1807 1560 3172 1593 1560 1743 4775 1560 1805 4945 1615 Right Tum on Red Yes Yes Yes Yes Satd. Row (RTOR) 194 194 437 139 Link Speed (mph) 25 45 45 45 Link Distance (ft) 608 1153 2354 1195 Travel Time (s) 16.6 17.5 35.7 18.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.96 0.96 0.96 Heavy Vehldes (%) 2% 2% 2% 2% 2% 2% 2% 7% 2% 2% 7% 2% Shared Lane Traffic (%) 33% Lane Group Row (vph) 0 16 24 239 122 41 61 3457 601 47 2345 4 Tum Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 8 8 4 4 5 2 1 6 Permitted Phases 8 4 2 6 Detector Phase 8 8 8 4 4 4 5 2 2 1 6 6 Switch Phase Mnirrum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 7.0 7.0 5.0 7.0 7.0 Mnirrum Split (s) 13.0 13.0 13.0 13.0 13.0 13.0 13.0 17.0 17.0 13.0 17.0 17.0 Total Split (s) 13.0 13.0 13.0 13.0 13.0 13.0 13.0 79.0 79.0 13.0 79.0 79.0 Total Split (%) 11.0% 11.0% 11.0% 11.0% 11.0% 11.0% 11.0% 66.9% 66.9% 11.0% 66.9% 66.9% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None GMn GMn None GMn GMn Act Effct Green (s) 8.3 8.3 9.0 9.0 9.0 9.1 82.9 82.9 8.7 82.6 82.6 Actuated g/C Ratio 0.07 0.07 0.08 0.08 0.08 0.08 0.70 0.70 0.07 0.70 0.70 v/c Ratio 0.13 0.08 0.99 1.01 0.14 0.46 1.03 0.49 0.36 0.68 0.00 Control Delay 53.5 0.5 110.7 138.7 1.0 64.9 28.6 0.5 61.2 13.4 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 53.5 0.5 110.7 138.7 1.0 64.9 28.6 0.5 61.2 13.4 0.0 LOS D A F F A E C A E B A Approach Delay 21.7 108.0 25.0 14.3 Approach LOS C F C B Queue Length 50th (ft) 12 0 101 -104 0 43 -1158 6 35 514 0 Queue Length 95th (ft) 35 0 #191 #242 0 rr42 m#1084 rr4 m71 573 m0 Internal Link Dist (ft) 528 1073 2274 1115 Tum Bay Length (ft) 50 400 200 125 150 150 Synchro 9 Report RKA Page 5 Brookhill - Albemarle County, VA Build (2024) Conditions - Option A 3: Rt 29 & Rio Mills Road /Polo Grounds(643) Timing Ran: PMPeak Hour -11 � � t t Lane Group EBL EBT EBR VbBL V\BT V\BR NBL NBT NBR SBL Sl SBR Base Capacity(vph) 137 298 241 121 298 137 3354 1225 137 3461 1172 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced A Ratio 0.12 0.08 0.99 1.01 0.14 0.45 1.03 0.49 0.34 0.68 0.00 Intersection Summary Area Type: Other Cycle Length: 118 Actuated Cycle Length: 118 Offset: 12 (101/o), Referenced to phase 2: NBT and 6: SBT, Start of 1st Green Natural Cycle: 150 Control Type: Actuated -Coordinated Maxi mum A Ratio: 1.03 Intersection Signal Delay: 26.1 Intersection LOS: C Intersection Capacity Utilization 81.0% ICU Level of Service D Analysis Period (min) 15 — Volume exceeds capacity, queue is theoretically infinite. Queue shoAn is maximum after Mo cycles. # 95th percentile volume exceeds capacity, queue may be to Iger. Queue sham is maximum after Mo cycles. m Vdurre for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Rt 29 & Foo Mils Road /Polo Grounds(643) to 2 'R' 01 04 = 79s 13S 13s 13s 055 I♦ r T QO �FS 13s 1 E79s Synchro 9 Report RKA Page 6 Brookhill - Albemarle County, VA Build (2024) Conditions - Option A 4: Polo Grounds Road & Site Drive 2 Tirnng Plan: PM Peak Hour Intersection Int Delay, s/veh 2.7 Movement EBL EBT VVI3T V\BR SBL SBR Traffic Vol, veh/h 168 440 254 4 3 116 Future Vol, veh/h 168 440 254 4 3 116 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free stop stop RT Channelized - None - None - None Storage Length 150 - - - 0 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvrrt Row 187 489 282 4 3 129 Major/Mnor Major1 Major2 Mnor2 Conflicting Row Al 287 0 - 0 1146 284 Stage 1 - - - - 284 - Stage 2 - - - - 862 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1275 - - - 220 755 Stage 1 - - - - 764 - Stage 2 - - - - 414 - Platoon blocked, % - - - N/bv Cap-1 Maneuver 1275 - - - 188 755 N/bv Cap-2 Maneuver - - - - 188 - Stage 1 - - - - 764 - Stage 2 - - - - 353 - Approach EB V\B SB HCM Control Delay, s 2.3 0 11 HCM LOS B Mnor Lane/Major Mvrrt EBL EBT WBT VVBRSBLn1 SBLn2 Capacity (veh/h) 1275 - - - 188 755 HCM Lane V/C Ratio 0.146 - - - 0.018 0.171 HCM Control Delay (s) 8.3 - - - 24.5 10.7 HCM Lane LOS A - - - C B HCM 95th °/utile Q(veh) 0.5 - - - 0.1 0.6 Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA Build (2024) Conditions - Option A 5: Polo Grounds Road & Site Drive 3 Tirnng Plan: PM Peak Hour Intersection Int Delay, s/veh 3.2 Movement EBL EBT VVI3T V\BR SBL SBR Traffic Vol, veh/h 143 300 142 4 3 116 Future Vol, veh/h 143 300 142 4 3 116 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 150 - - - 0 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvrrt Row 159 333 158 4 3 129 Major/Mnor Major1 Major2 Mnor2 Conflicting Row Al 162 0 - 0 811 160 Stage 1 - - - - 160 - Stage 2 - - - - 651 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1417 - - - 349 885 Stage 1 - - - - 869 - Stage 2 - - - - 519 - Platoon blocked, % - - - N/bv Cap-1 Maneuver 1417 - - - 310 885 N/bv Cap-2 Maneuver - - - - 310 - Stage 1 - - - - 869 - Stage 2 - - - - 461 - Approach EB V\B SB HCI Control Delay, s 2.5 0 10 HCM LOS B Mnor Lane/Major Mvrrt EBL EBT WBT VVBRSBLn1 SBLn2 Capacity (veh/h) 1417 - - - 310 885 HCM Lane V/C Ratio 0.112 - - - 0.011 0.146 HCM Control Delay (s) 7.9 - - - 16.7 9.8 HCM Lane LOS A - - - C A HCM 95th °/utile Q(veh) 0.4 - - - 0 0.5 Synchro 9 Report RKA Page 2 Brookhill - Albemarle County, VA 321 587 - Build (2024) Conditions - Option A 6: Site Drive 4 & Ashwood 0.235 0.064 - - 0.043 - HC M Control Delay (s) Tirnng Plan: PM Peak Hour 11.6 - - 8.5 - HC M Lane LCIS C B - - A - HC M 95th °/utile Q(veh) Intersection 0.2 - - 0.1 - Int Delay, s/veh 2.5 Movement EBT EBR WBL VMBT NBL NBR Traffic Vol, veh/h 431 34 42 239 68 34 Future Vol, veh/h 431 34 42 239 68 34 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free stop stop RT Channelized - None - None - None Storage Length - 200 200 - 0 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - -2 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvrrt Row 479 38 47 266 76 38 Major/Mnor Major1 Major2 Mnor1 Conflicting Row Al 0 0 479 0 838 479 Stage 1 - - - - 479 - Stage 2 - - - - 359 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Fdlow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap -1 Maneuver - - 1083 - 336 587 Stage 1 - - - - 623 - Stage 2 - - - - 707 - Ratoon blocked, % - - - Mov Cap -1 Maneuver - - 1083 - 321 587 Mov Cap -2 Maneuver - - - - 321 - Stage 1 - - - - 623 - Stage 2 - - - - 676 - Approach EB V\B NB HCI Control Delay, s 0 1.3 16.9 HCM LCIS C Mnor Lane/Major Mvrrk NBLn1 NBLn2 EBT EBR WBL VM3T Capacity (veh/h) 321 587 - - 1083 - HCM Lane V/C Ratio 0.235 0.064 - - 0.043 - HC M Control Delay (s) 19.6 11.6 - - 8.5 - HC M Lane LCIS C B - - A - HC M 95th °/utile Q(veh) 0.9 0.2 - - 0.1 - Synchro 9 Report RKA Page 3 Queuing and Blocking Report Build (2024) Conditions - Option A Brookhill - Albemarle County, VA PM Peak Hour Intersection: 1: Rt 29 & Ashwood Movement VM3 VM3 VM3 NB NB NB NB SB SB SB SB Directions Served L L R T T T R L T T T Maximum Queue (ft) 137 174 131 175 204 206 103 153 154 156 127 Average Queue (ft) 72 99 52 38 62 73 31 80 72 82 54 95th Queue (ft) 135 163 112 161 188 191 90 141 141 142 115 Link Distance (ft) 2315 494 2315 2315 2315 2476 2476 2476 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 325 325 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Rt 29 & Site Drive 1 225 150 0 1 1 0 0 2 8 0 Movement VM3 VM3 NB NB NB NB B19 SB SB Directions Served L R T T T R T L T Maximum Queue (ft) 344 282 463 534 536 300 88 141 19 Average Queue (ft) 246 82 270 303 324 162 6 72 1 95th Queue (ft) 369 310 465 511 535 392 118 134 27 Link Distance (ft) 825 789 789 789 1104 2315 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 275 200 200 Storage Bk Time (%) 13 0 23 0 0 Queuing Penalty (veh) 8 0 88 0 0 G._ SimTraffic Report Page 1 Queuing and Blocking Report Build (2024) Conditions - Option A Brookhill - Albemarle County, VA PM Peak Hour Intersection: 3: Rt 29 & Rio Mills Road /Polo Grounds(643) Movement EB EB VM3 V\B VMB V\B NB NB NB NB NB SB Directions Served LT R L L LT R L T T T R L Maximum Queue (ft) 45 42 173 218 233 71 126 1061 1891 1458 206 71 Average Queue (ft) 16 18 108 152 169 34 53 277 399 381 54 34 95th Queue (ft) 44 44 187 220 231 72 111 829 1211 1083 323 72 Link Distance (ft) 526 0 Storage Bay Dist (ft) 1054 2247 2247 2247 2247 Storage Bk Time (%) Upstream Blk Time (%) 4 Queuing Penalty (veh) 0 0 0 Queuing Penalty (veh) Intersection: 4: Polo Grounds Road & Site Drive 2 0 1 Storage Bay Dist (ft) 50 400 400 200 125 150 Storage Bk Time (%) 3 0 5 0 14 Queuing Penalty (veh) 1 0 13 2 8 Intersection: 3: Rt 29 & Rio Mills Road /Polo Grounds(643) Movement SB SB SB SB B19 B19 B19 Directions Served T T T R 65 T T Maximum Queue (ft) 178 193 231 2 78 159 77 Average Queue (ft) 81 103 128 0 5 11 5 95th Queue (ft) 163 188 219 2 110 161 108 Link Distance (ft) 1104 1104 1104 Queuing Penalty (veh) 789 789 789 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 150 Storage Bk Time (%) 1 4 Queuing Penalty (veh) 0 0 Intersection: 4: Polo Grounds Road & Site Drive 2 Movement EB SB SB Directions Served L L R Maximum Queue (ft) 65 24 64 Average Queue (ft) 26 3 35 95th Queue (ft) 59 17 60 Link Distance (ft) 619 619 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 Storage Bk Time (%) Queuing Penalty (veh) G._ SimTraffic Report Page 2 Brookhill - Albemarle County, VA Build (2024) Conditions - Option AA 3: Rt 29 & Polo Grounds(643) Turing Plan: PM Peak Hour t Movement V\BL V\BR NBT NBR SBL SBT Lane Configurations 18.0 r* ttt r* ) ttt Traffic Vd ume (veh/h) 328 38 3180 553 45 2251 Future Vdume (veh/h) 328 38 3180 553 45 2251 Number 7 14 2 12 1 6 Initial Q(Cb), veh 0 0 0 0 0 0 Ped -Bike Adj(A pbT) 1.00 1.00 Notes 1.00 1.00 Pak ng Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1835 1835 1749 1835 1900 1811 Adj Row Rate, veh/h 357 41 3457 601 47 2345 Adj No. of Lanes 2 1 3 1 1 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.96 0.96 Percent Heavy Veh, % 2 2 7 2 2 7 Cap, veh/h 402 185 3345 1092 143 4023 Arrive On Green 0.12 0.12 1.00 1.00 0.08 0.81 Sat Row, veh/h 3390 1560 4932 1560 1810 5108 Grp Vdume(v), veh/h 357 41 3457 601 47 2345 Grp Sat R*s),veh/h/In 1695 1560 1592 1560 1810 1648 Q Serve(g_s), s 12.2 2.8 82.7 0.0 2.9 19.8 Cyde Q Clear(g_c), s 12.2 2.8 82.7 0.0 2.9 19.8 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 402 185 3345 1092 143 4023 V/C Ratio( 0.89 0.22 1.03 0.55 0.33 0.58 Avail Cap(c a), veh/h 402 185 3359 1097 143 4023 HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00 Upstream Rlter(I) 1.00 1.00 0.09 0.09 1.00 1.00 Uniform Delay (d), s/veh 51.2 47.1 0.0 0.0 51.4 3.9 Ina- Delay (d2), s/veh 20.7 0.6 16.5 0.2 1.3 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %le Back0FQ(501/o),veh/In 6.9 1.2 5.1 0.1 1.5 8.9 LnGrp Delay(d),s/veh 71.9 47.7 16.5 0.2 52.7 4.5 LnGrp LOS E D F A D A Approach Vol, veh/h 398 4058 2392 Approach Delay, s/veh 69.4 14.1 5.5 Approach LOS E B A Timer 1 2 3 4 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 13.2 86.8 18.0 100.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (G ax), s 7.0 81.0 12.0 94.0 Max Q Clear Ti me (g_c+l 1), s 4.9 84.7 14.2 21.8 Green Ext Time (p c), s 2.1 0.0 0.0 67.8 Intersection Sumnnary HCM 2010 Ctrl Delay 14.3 HCM 2010 LOS B Notes Synchro 9 Report RKA Page 4 Brookhill - Albemarle County, VA Build (2024) Conditions - Option AA 3: Rt 29 & Polo Grounds(643) Timing Plan: PM Peak Hour t Lane Group WBL V\BR NBT NBR SBL SBT Lane Configurations r* ttt r* ) ttt Traffic Vdume (vph) 328 38 3180 553 45 2251 Future Vdume (vph) 328 38 3180 553 45 2251 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) 3% 0.19 3% 0.47 0.36 40/0 Storage Length (ft) 250 200 21.2 0 150 4.7 Storage Lanes 1 1 0.0 1 1 0.0 Taper Length (ft) 100 16.2 21.2 0.3 100 4.7 Satd. Raw (prot) 3382 1560 4775 1560 1805 4945 Rt Penn itted 0.950 18.1 0.950 5.8 Satd. Raw (perm) 3382 1560 4775 1560 1805 4945 Right Tum on Red 140 Yes 1067 Yes 36 229 Satd. Raw (RTOR) #224 41 m997 537 m72 222 Link Speed (mph) 45 45 45 Link Distance (ft) 1153 200 2354 150 1195 Travel Time (s) 17.5 35.7 18.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.96 0.96 Heavy Vehicles (%) 2% 2% 7% 2% 2% 7% Shared Lane Traffic (%) Lane Group Raw (vph) 357 41 3457 601 47 2345 Tum Type Prot Perm NA Perm Prot NA Protected Phases 4 2 1 6 Penn itted Phases 4 2 Detector Phase 4 4 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 7.0 7.0 5.0 7.0 MinimumSplit (s) 13.0 13.0 17.0 17.0 13.0 17.0 Total Split (s) 18.0 18.0 87.0 87.0 13.0 100.0 Total Split (%) 15.3% 15.3% 73.7% 73.7% 11.0% 84.7% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode None None C -Min C -Min None C -Min Act Effct Green (s) 14.0 14.0 85.6 85.6 8.7 96.0 Actuated g/C Ratio 0.12 0.12 0.73 0.73 0.07 0.81 v/c Ratio 0.89 0.19 1.00 0.47 0.36 0.58 Control Delay 76.0 16.2 21.2 0.3 64.2 4.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 76.0 16.2 21.2 0.3 64.2 4.7 LOS E B C A E A Approach Delay 69.8 18.1 5.8 Approach LOS E B A Queue Length 50th (ft) 140 0 1067 0 36 229 Queue Length 95th (ft) #224 34 m997 m0 m72 222 Internal Link Dist (ft) 1073 2274 1115 Tum Bay Length (ft) 250 200 150 Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA Build (2024) Conditions - Option AA 3: Rt 29 & Polo Grounds(643) Turing Plan: PM Peak Hour t t Lane Group WBL V\BR NBT NBR SBL SK Base Capacity (vph) 401 221 3463 1279 137 4023 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced A Ratio 0.89 0.19 1.00 0.47 0.34 0.58 Intersection Summary Area Type: Other Cycle Length: 118 Actuated Cycle Length: 118 Offset: 12 (101/o), Referenced to phase 2: NBT and 6: SBT, Start of 1st Green Natural Cycle: 120 Control Type: Actuated -Coordinated Maxi mum A Ratio: 1.00 Intersection Signal Delay: 16.8 Intersection LOS: B Intersection Capacity Utilization 77.51/o IaJ Level of Service D Analysis Period (min) 15 — Volume exceeds capacity, queue is theoretically infinite. Queue shoAn is maximum after Mo cycles. # 95th percentile volume exceeds capacity, queue may be to Iger. Queue sham is maximum after Mo cycles. m Vdurre for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Rt 29 & Polo Grounds(643) Synchro 9 Report RKA Page 6 87Is 013S 18S 7 06 rR) 100S Synchro 9 Report RKA Page 6 Queuing and Blocking Report Build (2024) Conditions - Option AA Brookhill - Albemarle County, VA PM Peak Hour Intersection: 1: Rt 29 & Ashwood Movement VM3 VM3 VM3 NB NB NB NB SB SB SB SB Directions Served L L R T T T R L T T T Maximum Queue (ft) 139 161 121 187 210 239 146 154 150 146 130 Average Queue (ft) 69 99 53 47 70 87 39 81 72 83 63 95th Queue (ft) 140 158 105 176 204 229 141 144 134 141 127 Link Distance (ft) 789 494 1116 2315 2315 2315 Upstream Blk Time (%) 2476 2476 2476 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 325 325 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Rt 29 & Site Drive 1 225 150 0 1 2 0 0 4 10 0 Movement VM3 VM3 NB NB NB NB B19 B19 B19 SB Directions Served L R T T T R T T T L Maximum Queue (ft) 356 386 549 582 638 300 5 9 2 133 Average Queue (ft) 263 119 316 345 375 175 0 1 0 63 95th Queue (ft) 388 390 528 556 609 398 7 10 3 121 Link Distance (ft) 825 789 789 789 2282 1116 1116 1116 1116 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 2 Storage Bay Dist (ft) 275 200 200 Storage Blk Time (%) 18 0 23 Queuing Penalty (veh) 11 0 91 Intersection: 3: Rt 29 & Polo Grounds(643) Movement VM3 VM3 VM3 NB NB NB NB SB SB SB SB Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Bk Time (%) Queuing Penalty (veh) L L R T T T R L T T T 200 208 100 886 1405 874 287 114 110 140 158 131 145 36 249 333 312 62 54 37 68 73 203 214 91 722 996 805 285 111 93 125 141 1055 2282 2282 2282 2282 1116 1116 1116 0 0 0 0 L�� 150 1 0 6 0 SimTraffic Report RKA Page 1 APPENDIX G SYNCHRO OUTPUT BUILD 2024 CONDITIONS OPTION B AND OPTION BA Brookhill - Albemarle County, VA Build (2024) Conditions - Option B 1: Rt 29 & Ashwood Tarring Plan: AM Peak Hour f, t Movement V\BL V\BR NBU NBT NBR SBL SBT Lane Configurations 78.8 r* A ttt r* ) ttt Traffic Vd ume (veh/h) 512 86 64 1385 110 81 2391 Future Vdume (veh/h) 512 86 64 1385 110 81 2391 Number 7 14 HCM 2010 Ctrl Delay 2 12 1 6 Initial Q(Cb), veh 0 0 B 0 0 0 0 Ped -Bike Adj(A pbT) 1.00 1.00 1.00 1.00 Parka ng Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1881 1881 1740 1825 1891 1802 Adj Row Rate, veh/h 551 92 1489 118 85 2517 Adj No. of Lanes 2 1 3 1 1 3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.95 0.95 Percent Heavy Veh, % 2 2 7 2 2 7 Cap, veh/h 682 314 2890 944 142 3573 Arrive On Green 0.20 0.20 0.61 0.61 0.08 0.73 Sat Row, veh/h 3476 1599 4907 1552 1801 5083 Grp Vdume(v), veh/h 551 92 1489 118 85 2517 Grp Sat R*s),veh/h/In 1738 1599 1584 1552 1801 1640 Q Serve(g_s), s 15.6 5.1 18.4 3.3 4.7 29.5 Cyde Q Clear(g_c), s 15.6 5.1 18.4 3.3 4.7 29.5 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 682 314 2890 944 142 3573 V/C Ratio( 0.81 0.29 0.52 0.12 0.60 0.70 Avail Cap(c a), veh/h 709 326 2890 944 175 3573 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Rlter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.5 35.3 11.5 8.5 45.9 7.9 Ina- Delay (d2), s/veh 7.1 0.7 0.7 0.3 1.5 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %le Back0FQ(501/o),veh/In 8.2 4.8 8.2 1.5 2.4 13.4 LnGrp Delay(d),s/veh 46.6 36.0 12.2 8.8 47.4 9.1 LnGrp LOS D D B A D A Approach Vol, veh/h 643 1607 2602 Approach Delay, s/veh 45.1 11.9 10.4 Approach LOS D B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 12.1 66.7 24.2 78.8 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 8.0 58.0 19.0 59.0 Max Q Clear Ti me (g_c+l 1), s 6.7 20.4 17.6 31.5 Green Ext Time (p c), s 0.0 37.5 0.6 27.4 Intersection Summary HCM 2010 Ctrl Delay 15.5 HCM 2010 LOS B Notes Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA Build (2024) Conditions - Option B 1: Rt 29 & Ashwood Tarring Plan: AM Peak Hour f, t Lane Group WBL V\BR NBU NBT NBR SBL SBT Lane Configurations r* A ttt r* ) ttt Traffic Vdume (vph) 512 86 64 1385 110 81 2391 Future Vdume (vph) 512 86 64 1385 110 81 2391 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 1900 Grade (%) -2% 4% -3% Storage Length (ft) 325 325 250 225 150 Storage Lanes 1 1 1 1 1 Taper Length (ft) 100 100 100 Satd. Row (prot) 3467 1599 1653 4751 1552 1796 4920 Rt Pemitted 0.950 0.950 0.950 Satd. Row (perm) 3467 1599 1653 4751 1552 1796 4920 Right Tum on Red Yes Yes Satd. Row (RTOR) 92 118 Link Speed (mph) 35 45 45 Link Distance (ft) 577 2410 2517 Travel Time (s) 11.2 36.5 38.1 Peak Hour Factor 0.93 0.93 0.90 0.93 0.93 0.95 0.95 Heavy Vehldes (%) 2% 2% 7% 7% 2% 2% 7% Shared Lane Traffic (%) Lane Group Row (vph) 551 92 71 1489 118 85 2517 Tum Type Prot Perm Prot NA Perm Prot NA Protected Phases 4 5 2 1 6 Permitted Phases 4 2 Detector Phase 4 4 5 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 4.0 7.0 7.0 5.0 7.0 NinirrumSplit (s) 17.0 17.0 13.0 17.0 17.0 13.0 17.0 Total Split (s) 25.0 25.0 13.0 64.0 64.0 14.0 65.0 Total So it (%) 24.3% 24.3% 12.6% 62.1% 62.1% 13.6% 63.1% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead -Lag Optirnize? Yes Yes Yes Yes Yes Recall Mode None None None C -Nin C -Nin None C -Nin Act Effct Green (s) 20.7 20.7 8.6 63.2 63.2 9.4 63.9 Actuated g/C Ratio 0.20 0.20 0.08 0.61 0.61 0.09 0.62 v/c Ratio 0.79 0.23 0.52 0.51 0.12 0.52 0.82 Control Delay 48.5 9.0 63.0 5.1 0.6 56.3 19.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.5 9.0 63.0 5.1 0.6 56.3 19.1 LOS D A E A A E B Approach Delay 42.9 7.2 20.3 Approach LOS D A C Queue Length 50th (ft) 178 0 50 46 0 54 472 Queue Length 95th (ft) 239 42 m82 68 m6 105 550 Internal Link Dist (ft) 497 2330 2437 Tum Bay Length (ft) 325 325 250 225 150 Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA Build (2024) Conditions - Option B 1: Rt 29 & Ashwood Turing Plan: AM Peak Hour fl t t Lane Group VMBL V\BR NBU NBT NBR SBL Sl Base Capacity (vph) 706 399 144 2916 998 174 3053 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced A Ratio 0.78 0.23 0.49 0.51 0.12 0.49 0.82 Intersection Summary Area Type: Other C,yde Length: 103 Actuated Cycle Length: 103 Offset: 0 (00/o), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural C,yde: 80 Control Type: Actuated -Coordinated Maxi mum A Ratio: 0.82 Intersection Signal Delay: 18.8 Intersection LOS: B Intersection Capadty Utilization 74.3% IaJ Level of Service D Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. 01 19 t02 _- 140 64S f5 s f1 P5 1 46 13s E65s Synchro 9 Report RKA Page 2 Brookhill - Albemarle County, VA Build (2024) Conditions - Option B 2: Rt 29 & Site Drive 1 Tarring Plan: AM Peak Hour Intersection Int Delay, s/veh 0.8 Movement WSL WBR NBT NBR SBL SBT Traffic Vol, veh/h 0 129 1430 218 0 2967 Future Vd, veh/h 0 129 1430 218 0 2967 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - 200 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 4 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehides, % 2 2 7 2 2 7 Writ Row 0 143 1589 242 0 3297 Major/Minor Ninor1 Major1 Major2 Conflicting Row Al 2908 794 0 0 1589 0 Stage 1 1589 - - - - - Stage 2 1319 - - - - - Critical Hdwy 5.74 7.14 - - 5.34 - Critical Hdwy Stg 1 6.64 - - - - - Critical Hdwy Stg 2 6.04 - - - - - Follow-up Hdwy 3.82 3.92 - - 3.12 - Pot Cap-1 Maneuver 30 284 - - 201 - Stage 1 104 - - - - - Stage 2 192 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 30 284 - - 201 - Mov Cap-2 Maneuver 30 - - - - - Stage 1 104 - - - - - Stage 2 192 - - - - - Approach WB NB SB HC IN Control Delay, s 29.9 0 0 HC M LCIS D Minor Lane/Major Mvrrt NBT NBRABLn1 SBL SBT Capacity (veh/h) - - 284 201 - HC M Lane V/C Ratio - - 0.505 - - HC M Control Delay (s) - - 29.9 0 - HC M Lane LCIS - - D A - HC M 95th °/utile Q(veh) - - 2.7 0 - Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA Build (2024) Conditions - Option B 3: Rt 29 & Rio Mills Road /Polo Grounds Road Thing Ran: AM Peak Hour Movement EBL EBT EBR VbBL VM3T V\BR NBL NBT NBR SBL SBT SBR Lane Configurations Change Period (Y+Rc), s *' r* 6.0 6.0 r* ) ttt r* ) ttt r* Traffic Vd ume (veh/h) 2 4 37 696 6 30 13 1616 223 21 2942 4 Future Vdume (veh/h) 2 4 37 696 6 30 13 1616 223 21 2942 4 Number 3 8 18 7 4 14 5 2 12 1 6 16 Initial Q(Cb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pak ng Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1872 1835 1835 1835 1835 1835 1835 1749 1835 1900 1811 1900 Adj Row Rate, veh/h 2 4 40 762 0 33 14 1757 242 22 3065 4 Adj No. of Lanes 0 1 1 3 0 1 1 3 1 1 3 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 7 2 2 7 2 Cap, veh/h 33 66 86 713 0 212 62 2466 805 249 3058 999 Arrive On Green 0.05 0.05 0.05 0.14 0.00 0.14 0.04 0.52 0.52 0.14 0.62 0.62 Sat Row, veh/h 602 1203 1560 5242 0 1560 1747 4775 1560 1810 4945 1615 Grp Vdume(v), veh/h 6 0 40 762 0 33 14 1757 242 22 3065 4 Grp Sat R*s),veh/h/In 1805 0 1560 1747 0 1560 1747 1592 1560 1810 1648 1615 Q Serve(g_s), s 0.3 0.0 2.6 14.0 0.0 1.9 0.8 29.0 9.1 1.1 63.7 0.1 Cyde Q Clear(g_c), s 0.3 0.0 2.6 14.0 0.0 1.9 0.8 29.0 9.1 1.1 63.7 0.1 Prop In Lane 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 99 0 86 713 0 212 62 2466 805 249 3058 999 V/C Ratio(X) 0.06 0.00 0.47 1.07 0.00 0.16 0.23 0.71 0.30 0.09 1.00 0.00 Avail Cap(c a), veh/h 158 0 136 713 0 212 153 2550 833 249 3058 999 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Rlter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.84 0.84 0.84 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.2 0.0 47.2 44.5 0.0 39.3 48.3 19.1 14.3 38.8 19.7 7.5 Ina- Delay (d2), s/veh 0.3 0.0 3.9 53.8 0.0 0.3 1.5 1.5 0.8 0.2 16.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %le Back0FQ(501/o),veh/In 0.2 0.0 1.2 10.3 0.0 0.8 0.4 13.0 4.1 0.6 33.4 0.0 LnGrp Delay(d),s/veh 46.4 0.0 51.1 98.3 0.0 39.6 49.8 20.6 15.1 38.9 36.5 7.5 LnG-p LOS D D F D D C B D F A Approach Vol, veh/h 46 795 2013 3091 Approach Delay, s/veh 50.5 95.9 20.1 36.5 Approach LOS D F C D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 18.2 57.2 18.0 7.7 67.7 9.7 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Grax), s 7.0 53.0 12.0 7.0 53.0 7.0 Max Q Clear Ti me (g_c+l 1), s 3.1 31.0 16.0 2.8 65.7 4.6 Green Ext Time (p c), s 0.4 20.2 0.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 39.0 HCM 2010 LOS D Notes Synchro 9 Report RKA Page 3 Brookhill - Albemarle County, VA Build (2024) Conditions - Option B 3: Rt 29 & Rio Mills Road /Polo Grounds Road Thing Ran: AM Peak Hour Lane Group EBL EBT EBR VbBL V\BT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r* r* ) ttt r* ) ttt r* Traffic Vdume (vph) 2 4 37 696 6 30 13 1616 223 21 2942 4 Future Vdume (vph) 2 4 37 696 6 30 13 1616 223 21 2942 4 Ideal Raw(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 3% 3% 3% 40/0 Storage Length (ft) 0 50 400 200 125 0 150 150 Storage Lanes 0 1 2 1 1 1 1 1 Taper Length (ft) 100 100 100 100 Satd. Row (prot) 0 1805 1560 3172 1593 1560 1743 4775 1560 1805 4945 1615 Rt Pemitted 0.984 0.950 0.954 0.950 0.950 Satd. Row (perm) 0 1805 1560 3172 1593 1560 1743 4775 1560 1805 4945 1615 Right Tum on Red Yes Yes Yes Yes Satd. Row (RTOR) 222 222 242 159 Link Speed (mph) 25 45 45 45 Link Distance (ft) 608 1195 2367 800 Travel Time (s) 16.6 18.1 35.9 12.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.96 0.96 0.96 Heavy Vehldes (%) 2% 2% 2% 2% 2% 2% 2% 7% 2% 2% 7% 2% Shared Lane Traffic (%) 33% Lane Group Row (vph) 0 6 40 507 257 33 14 1757 242 22 3065 4 Tum Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 8 8 4 4 5 2 1 6 Permitted Phases 8 4 2 6 Detector Phase 8 8 8 4 4 4 5 2 2 1 6 6 Switch Phase Mnirrum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 7.0 7.0 5.0 7.0 7.0 Mnirrum Split (s) 13.0 13.0 13.0 13.0 13.0 13.0 13.0 17.0 17.0 13.0 17.0 17.0 Total Split (s) 13.0 13.0 13.0 18.0 18.0 18.0 13.0 59.0 59.0 13.0 59.0 59.0 Total Split (%) 12.6% 12.6% 12.6% 17.5% 17.5% 17.5% 12.6% 57.3% 57.3% 12.6% 57.3% 57.3% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None GMn GMn Mn GMn GMn Act Effct Green (s) 8.0 8.0 14.0 14.0 14.0 8.3 60.6 60.6 9.0 68.4 68.4 Actuated g/C Ratio 0.08 0.08 0.14 0.14 0.14 0.08 0.59 0.59 0.09 0.66 0.66 v/c Ratio 0.04 0.12 1.18 1.19 0.08 0.10 0.63 0.24 0.14 0.93 0.00 Control Delay 44.3 0.8 141.3 162.1 0.4 32.7 15.5 5.4 37.4 17.8 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 44.3 0.8 141.3 162.1 0.4 32.7 15.5 5.4 37.4 17.8 0.0 LOS D A F F A C B A D B A Approach Delay 6.5 142.2 14.4 18.0 Approach LOS A F B B Queue Length 50th (ft) 4 0 -220 -225 0 8 375 63 14 190 0 Queue Length 95th (ft) 17 0 #330 #398 0 m13 449 116 m17 #964 m0 Internal Link Dist (ft) 528 1115 2287 720 Tum Bay Length (ft) 50 400 200 125 150 150 Synchro 9 Report RKA Page 3 Brookhill - Albemarle County, VA Build (2024) Conditions - Option B 3: Rt 29 & Rio Mills Road /Polo Grounds Road Timing Ran: AMPeak Hour -11 � � t t Lane Group EBL EBT EBR V\BL V\BT V\BR NBL NBT NBR SBL Sl SBR Base Capacity(vph) 157 338 431 216 403 153 2811 1018 157 3284 1126 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced A Ratio 0.04 0.12 1.18 1.19 0.08 0.09 0.63 0.24 0.14 0.93 0.00 Intersection Summary Area Type: Other Cyde Length: 103 Actuated Cycle Length: 103 Offset: 57 (55%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cyde: 150 Control Type: Actuated -Coordinated Maxi mum A Ratio: 1.19 Intersection Signal Delay: 33.3 Intersection LOS: C Intersection Capacity Utilization 84.2% ICU Level of Service E Analysis Period (min) 15 — Volume exceeds capacity, queue is theoretically infinite. Queue shoAn is maximum after Mo cycles. # 95th percentile volume exceeds capacity, queue may be to Iger. Queue sham is maximum after Mo cycles. m Vdurre for 95th percentile queue is metered by upstream signal. tot "R' - - -- A _ 59s , 3 1 11 - - -is 05 I T 06 1, s ;9S Synchro 9 Report RKA Page 4 Brookhill - Albemarle County, VA Build (2024) Conditions - Option B 4: Polo Grounds Road & Site Drive 2 Tarring Plan: AM Peak Hour Intersection Int Delay, s/veh 8.1 Movement EBL EBT VVI3T V\BR SBL SBR Traffic Vol, veh/h 98 150 374 2 4 358 Future Vd, veh/h 98 150 374 2 4 358 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free stop stop RT Channelized - None - None - None Storage Length 150 - - - 0 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvrrt Row 109 167 416 2 4 398 Major/Mnor Major1 Major2 Mnor2 Conflicting Row Al 418 0 - 0 801 417 Stage 1 - - - - 417 - Stage 2 - - - - 384 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1141 - - - 354 636 Stage 1 - - - - 665 - Stage 2 - - - - 688 - Platoon blocked, % - - - N/bv Cap-1 Maneuver 1141 - - - 320 636 N/bv Cap-2 Maneuver - - - - 320 - Stage 1 - - - - 665 - Stage 2 - - - - 622 - Approach EB V\B SB HCI Control Delay, s 3.4 0 19.6 HCM LOS C Mnor Lane/Major Mvrrt EBL EBT WBT VVBRSBLn1 SBLn2 Capacity (veh/h) 1141 - - - 320 636 HCM Lane V/C Ratio 0.095 - - - 0.014 0.625 HCM Control Delay (s) 8.5 - - - 16.4 19.6 HCM Lane LOS A - - - C C HCM 95th °/utile Q(veh) 0.3 - - - 0 4.4 Synchro 9 Report RKA Page 2 Brookhill - Albemarle County, VA Build (2024) Conditions - Option B 5: Polo Grounds Road & Site Drive 3 Tarring Plan: AM Peak Hour Intersection Int Delay, s/veh 4.4 Movement EBL EBT VVI3T V\BR SBL SBR Traffic Vol, veh/h 83 71 224 2 4 152 Future Vd, veh/h 83 71 224 2 4 152 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free stop stop RT Channelized - None - None - None Storage Length 150 - - - 0 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvrrt Row 92 79 249 2 4 169 Major/Mnor Major1 Major2 Mnor2 Conflicting Row Al 251 0 - 0 513 250 Stage 1 - - - - 250 - Stage 2 - - - - 263 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1314 - - - 521 789 Stage 1 - - - - 792 - Stage 2 - - - - 781 - Platoon blocked, % - - - N/bv Cap-1 Maneuver 1314 - - - 485 789 N/bv Cap-2 Maneuver - - - - 485 - Stage 1 - - - - 792 - Stage 2 - - - - 726 - Approach EB V\B SB HCM Control Delay, s 4.3 0 10.8 HCM LOS B Mnor Lane/Major Mvrrt EBL EBT WBT VVBRSBLn1 SBLn2 Capacity (veh/h) 1314 - - - 485 789 HCM Lane V/C Ratio 0.07 - - - 0.009 0.214 HCM Control Delay (s) 7.9 - - - 12.5 10.8 HCM Lane LOS A - - - B B HCM 95th °/utile Q(veh) 0.2 - - - 0 0.8 Synchro 9 Report RKA Page 3 Brookhill - Albemarle County, VA 357 903 - Build (2024) Conditions - Option B 6: Site Drive 4 & Ashwood 0.237 0.047 - - 0.019 - HC M Control Delay (s) 18.2 Tarring Plan: AM Peak Hour - 7.6 - HC M Lane LCIS C A - - A - HC M 95th °/utile Q(veh) 0.9 Intersection - 0.1 - Int Delay, s/veh 2.2 Movement EBT EBR WBL VMBT NBL NBR Traffic Vol, veh/h 130 61 25 522 76 38 Future Vol, veh/h 130 61 25 522 76 38 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free stop stop RT Channelized - None - None - None Storage Length - 200 200 - 0 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - -2 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvrrt Row 144 68 28 580 84 42 Major/Mnor Major1 Major2 Mnor1 Conflicting Row Al 0 0 144 0 780 144 Stage 1 - - - - 144 - Stage 2 - - - - 636 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Fdlow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap -1 Maneuver - - 1438 - 364 903 Stage 1 - - - - 883 - Stage 2 - - - - 527 - Ratoon blocked, % - - - Mov Cap -1 Maneuver - - 1438 - 357 903 Mov Cap -2 Maneuver - - - - 357 - Stage 1 - - - - 883 - Stage 2 - - - - 517 - Approach EB V\B NB HCI Control Delay, s 0 0.3 15.2 HCM LCIS C Mnor Lane/Major Mvrrk NBLn1 NBLn2 EBT EBR WBL VM3T Capacity (veh/h) 357 903 - - 1438 - HCM Lane V/C Ratio 0.237 0.047 - - 0.019 - HC M Control Delay (s) 18.2 9.2 - - 7.6 - HC M Lane LCIS C A - - A - HC M 95th °/utile Q(veh) 0.9 0.1 - - 0.1 - Synchro 9 Report RKA Page 4 Queuing and Blocking Report Build (2024) Conditions - Option B Brookhill - Albemarle County, VA AM Peak Hour Intersection: 1: Rt 29 & Ashwood Movement VM3 VM3 VM3 NB NB NB NB NB SB SB SB SB Directions Served L L R U T T T R L T T T Maximum Queue (ft) 254 289 80 122 142 187 203 65 220 363 358 362 Average Queue (ft) 164 196 28 60 61 97 113 26 88 240 248 233 95th Queue (ft) 252 285 63 109 131 178 199 60 199 355 360 353 Link Distance (ft) 484 2336 2336 2336 2480 2480 2480 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 325 325 250 225 150 Storage Bk Time (%) 0 0 1 17 Queuing Penalty (veh) 1 0 9 14 Intersection: 2: Rt 29 & Site Drive 1 Movement VM3 NB SB SB Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) G._ R T T T 92 2 667 882 47 0 44 73 86 3 558 726 824 1211 2336 2336 SimTraffic Report Page 1 Queuing and Blocking Report Build (2024) Conditions - Option B Brookhill - Albemarle County, VA AM Peak Hour Intersection: 3: Rt 29 & Rio Mills Road /Polo Grounds Road Movement EB EB M M M M NB NB NB NB NB SB Directions Served LT R L L LT R Maximum Queue (ft) 30 56 391 464 649 275 Average Queue (ft) 5 26 275 330 394 87 95th Queue (ft) 23 54 427 497 725 290 Link Distance (ft) 527 1096 Upstream Blk Time (%) 22 0 Queuing Penalty (veh) 272 1 L T T T R L 35 300 324 352 52 87 10 124 144 161 22 17 32 272 302 334 50 70 1211 2236 2236 2236 2236 Storage Bay Dist (ft) 50 400 400 200 125 Storage Bk Time (%) 0 2 2 12 74 7 Queuing Penalty (veh) 0 0 5 33 378 1 Intersection: 3: Rt 29 & Rio Mills Road /Polo Grounds Road Movement SB SB SB SB B66 150 Directions Served T T T R T Maximum Queue (ft) 334 362 394 54 2 Average Queue (ft) 177 221 249 4 0 95th Queue (ft) 320 367 389 51 3 Link Distance (ft) 709 709 709 1211 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 150 Storage Bk Time (%) 8 17 Queuing Penalty (veh) 2 1 Intersection: 4: Polo Grounds Road & Site Drive 2 Movement EB VM3 SB SB Directions Served L TR L R Maximum Queue (ft) 63 5 23 168 Average Queue (ft) 26 0 3 86 95th Queue (ft) 59 5 18 147 Link Distance (ft) 677 619 619 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 Storage Bk Time (%) Queuing Penalty (veh) G._ SimTraffic Report Page 2 Brookhill - Albemarle County, VA Build (2024) Conditions - Option BA 3: Rt 29 & Polo Grounds Road Tarring Plan: AM Peak Hour t Movement V\BL V\BR NBT NBR SBL SBT Lane Configurations 30.4 r* ttt r* ) ttt Traffic Vd ume (veh/h) 696 30 1616 223 21 2942 Future Vdume (veh/h) 696 30 1616 223 21 2942 Number 7 14 2 12 1 6 Initial Q(Cb), veh 0 0 0 0 0 0 Ped -Bike Adj(A pbT) 1.00 1.00 Notes 1.00 1.00 Parka ng Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1835 1835 1749 1835 1900 1811 Adj Row Rate, veh/h 757 33 1757 242 22 3065 Adj No. of Lanes 2 1 3 1 1 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.96 0.96 Percent Heavy Veh, % 2 2 7 2 2 7 Cap, veh/h 870 400 2466 805 200 3291 Arrive On Green 0.26 0.26 0.52 0.52 0.11 0.67 Sat Row, veh/h 3390 1560 4932 1560 1810 5108 Grp Vdume(v), veh/h 757 33 1757 242 22 3065 Grp Sat R*s),veh/h/In 1695 1560 1592 1560 1810 1648 Q Serve(g_s), s 22.0 1.7 29.0 9.1 1.1 56.2 Cyde Q Clear(g_c), s 22.0 1.7 29.0 9.1 1.1 56.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 870 400 2466 805 200 3291 V/C Ratio( 0.87 0.08 0.71 0.30 0.11 0.93 Avail Cap(c a), veh/h 889 409 2550 833 200 3291 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Rlter(I) 1.00 1.00 0.84 0.84 1.00 1.00 Uniform Delay (d), s/veh 36.6 29.1 19.1 14.3 41.3 15.1 Ina- Delay (d2), s/veh 9.2 0.1 1.5 0.8 0.2 6.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %le Back0FQ(501/o),veh/In 11.4 0.7 13.0 4.1 0.6 27.1 LnGrp Delay(d),s/veh 45.8 29.2 20.6 15.1 41.5 21.3 LnGrp LOS D C C B D C Approach Vol, veh/h 790 1999 3087 Approach Delay, s/veh 45.1 19.9 21.5 Approach LOS D B C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 15.4 57.2 30.4 72.6 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 7.0 53.0 25.0 66.0 Max Q Clear Ti me (g_c+l 1), s 3.1 31.0 24.0 58.2 Green Ext Time (p c), s 3.9 20.2 0.4 7.8 Intersection Summary HCM 2010 Ctrl Delay 24.1 HCM 2010 LOS C Notes Synchro 9 Report RKA Page 3 Brookhill - Albemarle County, VA Build (2024) Conditions - Option BA 3: Rt 29 & Polo Grounds Road Turing Plan: AM Peak Hour t Lane Group WBL V\BR NBT NBR SBL SBT Lane Configurations r* ttt r* ) ttt Traffic Vdume (vph) 696 30 1616 223 21 2942 Future Vdume (vph) 696 30 1616 223 21 2942 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) 3% 0.08 3% 0.25 0.14 40/0 Storage Length (ft) 375 200 19.2 0 150 14.0 Storage Lanes 1 1 0.0 1 1 0.0 Taper Length (ft) 100 10.5 19.2 6.3 100 14.0 Satd. Raw (prot) 3382 1560 4775 1560 1805 4945 Rt Penn itted 0.950 17.6 0.950 14.2 Satd. Raw (perm) 3382 1560 4775 1560 1805 4945 Right Tum on Red 244 Yes 382 Yes 14 190 Satd. Raw (RTOR) #340 33 449 242 m17 251 Link Speed (mph) 45 45 45 Link Distance (ft) 1195 200 2367 150 800 Travel Time (s) 18.1 35.9 12.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.96 0.96 Heavy Vehicles (%) 2% 2% 7% 2% 2% 7% Shared Lane Traffic (%) Lane Group Raw (vph) 757 33 1757 242 22 3065 Tum Type Prot Perm NA Perm Prot NA Protected Phases 4 2 1 6 Penn itted Phases 4 2 Detector Phase 4 4 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 7.0 7.0 5.0 7.0 MinimumSplit (s) 13.0 13.0 17.0 17.0 13.0 17.0 Total Split (s) 31.0 31.0 59.0 59.0 13.0 72.0 Total So it (%) 30.1% 30.1% 57.3% 57.3% 12.6% 69.9% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode None None C -Min C -Min Mn C -Min Act Effct Green (s) 26.5 26.5 55.5 55.5 9.0 68.5 Actuated g/C Ratio 0.26 0.26 0.54 0.54 0.09 0.67 v/c Ratio 0.87 0.08 0.68 0.25 0.14 0.93 Control Delay 48.7 10.5 19.2 6.3 37.4 14.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.7 10.5 19.2 6.3 37.4 14.0 LOS D B B A D B Approach Delay 47.1 17.6 14.2 Approach LOS D B B Queue Length 50th (ft) 244 0 382 63 14 190 Queue Length 95th (ft) #340 24 449 119 m17 251 Internal Link Dist (ft) 1115 2287 720 Tum Bay Length (ft) 375 200 150 Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA Build (2024) Conditions - Option BA 3: Rt 29 & Polo Grounds Road Turing Plan: AM Peak Hour t Lane Group WBL V\BR NBT NBR SBL SK Base Capacity (vph) 886 433 2573 952 157 3289 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced A Ratio 0.85 0.08 0.68 0.25 0.14 0.93 Intersection Summary Area Type: Other Cycle Length: 103 Actuated Cycle Length: 103 Offset: 57 (55%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 80 Control Type: Actuated -Coordinated Maxi mum A Ratio: 0.93 Intersection Signal Delay: 19.8 Intersection LOS: B Intersection Capacity Utilization 83.4% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue sham is maximum after too cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Rt 29 & Polo (rounds Road r2 R'; 01 04 59 s 13s 31s 1 T C-6 ;R'. 729 Synchro 9 Report RKA Page 4 Queuing and Blocking Report Build (2024) Conditions - Option BA Brookhill - Albemarle County, VA AM Peak Hour Intersection: 1: Rt 29 & Ashwood Movement VM3 VM3 VM3 NB NB NB NB NB SB SB SB SB Directions Served L L R U T T T R L T T T Maximum Queue (ft) 244 274 64 112 181 227 231 70 206 391 396 378 Average Queue (ft) 154 187 26 55 91 136 152 32 76 234 247 231 95th Queue (ft) 233 265 57 107 176 227 234 68 165 365 372 360 Link Distance (ft) VM3 484 NB NB NB NB SB SB SB SB 2336 2336 2336 2480 2480 2480 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 325 325 250 225 150 Storage Bk Time (%) 0 0 1 0 15 Queuing Penalty (veh) 0 1 1 2 12 Intersection: 2: Rt 29 & Site Drive 1 Movement VM3 SB SB SB Directions Served R T T T Maximum Queue (ft) 110 235 468 234 Average Queue (ft) 50 16 31 16 95th Queue (ft) 97 332 474 329 Link Distance (ft) 824 2336 2336 2336 Upstream Blk Time (%) 205 0 0 0 Queuing Penalty (veh) 265 0 0 0 Storage Bay Dist (ft) 318 345 379 85 Storage Blk Time (%) 374 415 443 Queuing Penalty (veh) 1096 2269 2269 2269 Intersection: 3: Rt 29 & Polo Grounds Road Movement VM3 VM3 VM3 NB NB NB NB SB SB SB SB Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Bk Time (%) Queuing Penalty (veh) G._ L L R T T T R L T T T 301 319 61 360 383 427 93 124 384 435 459 196 216 18 176 205 232 48 22 233 265 298 295 314 50 318 345 379 85 96 374 415 443 1096 2269 2269 2269 2269 721 721 721 400 400 0 0 0 0 150 12 3 SimTraffic Report Page 1 Brookhill - Albemarle County, VA Build (2024) Conditions - Option B 1: Rt 29 & Ashwood Turing Plan: PM Peak Hour f, t Movement V\BL V\BR NBU NBT NBR SBL SBT Lane Configurations 102.2 r* A ttt r* ) ttt Traffic Vd ume (veh/h) 209 98 58 2544 364 172 1807 Future Vdume (veh/h) 209 98 58 2544 364 172 1807 Number 7 14 HCM 2010 Ctrl Delay 2 12 1 6 Initial Q(Cb), veh 0 0 B 0 0 0 0 Ped -Bike Adj(A pbT) 1.00 1.00 1.00 1.00 Pak ng Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1881 1881 1740 1825 1891 1802 Adj Row Rate, veh/h 225 105 2735 391 181 1902 Adj No. of Lanes 2 1 3 1 1 3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.95 0.95 Percent Heavy Veh, % 2 2 7 2 2 7 Cap, veh/h 347 160 3170 1036 236 4096 Arrive On Green 0.10 0.10 0.67 0.67 0.13 0.83 Sat Row, veh/h 3476 1599 4907 1552 1801 5083 Grp Vdume(v), veh/h 225 105 2735 391 181 1902 Grp Sat R*s),veh/h/In 1738 1599 1584 1552 1801 1640 Q Serve(g_s), s 7.4 7.5 53.3 13.2 11.5 12.5 Cyde Q Clear(g_c), s 7.4 7.5 53.3 13.2 11.5 12.5 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 347 160 3170 1036 236 4096 VAC Ratio( 0.65 0.66 0.86 0.38 0.77 0.46 Avail Cap(c a), veh/h 383 176 3170 1036 259 4096 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Rlter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.1 51.2 15.4 8.7 49.5 2.7 Ina- Delay (d2), s/veh 4.0 9.0 3.4 1.1 10.1 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %le Back0FQ(501/o),veh/In 3.7 6.9 24.0 5.9 6.3 5.6 LnGrp Delay(d),s/veh 55.1 60.2 18.8 9.8 59.7 3.1 LnGrp LOS E E B A E A Approach Vol, veh/h 330 3126 2083 Approach Delay, s/veh 56.7 17.6 8.0 Approach LOS E B A Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 19.5 82.7 15.8 102.2 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 15.0 74.0 11.0 81.0 Max Q Clear Ti me (g_c+l 1), s 13.5 55.3 9.5 14.5 Green Ext Time (p c), s 0.1 18.7 0.3 66.2 Intersection Sumnnary HCM 2010 Ctrl Delay 16.3 HCM 2010 LOS B Notes Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA Build (2024) Conditions - Option B 1: Rt 29 & Ashwood Timing Plan: PM Peak Hour f, t Lane Group WBL V\BR NBU NBT NBR SBL SBT Lane Configurations r* A ttt r* ) ttt Traffic Vdume (vph) 209 98 58 2544 364 172 1807 Future Volume (vph) 209 98 58 2544 364 172 1807 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 1900 Grade (%) -2% 4% -3% Storage Length (ft) 325 325 250 225 150 Storage Lanes 1 1 1 1 1 Taper Length (ft) 100 100 100 Satd. Row (prot) 3467 1599 1653 4751 1552 1796 4920 Rt Pemitted 0.950 0.950 0.950 Satd. Row (perm) 3467 1599 1653 4751 1552 1796 4920 Right Tum on Red Yes Yes Satd. Row (RTOR) 105 334 Link Speed (mph) 35 45 45 Link Distance (ft) 580 2397 2517 Travel Time (s) 11.3 36.3 38.1 Peak Hour Factor 0.93 0.93 0.90 0.93 0.93 0.95 0.95 Heavy Vehldes (%) 2% 2% 7% 7% 2% 2% 7% Shared Lane Traffic (%) Lane Group Row (vph) 225 105 64 2735 391 181 1902 Tum Type Prot Perm Prot NA Perm Prot NA Protected Phases 4 5 2 1 6 Permitted Phases 4 2 Detector Phase 4 4 5 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 4.0 7.0 7.0 5.0 7.0 NinirrumSplit (s) 17.0 17.0 13.0 17.0 17.0 13.0 17.0 Total Split (s) 17.0 17.0 14.0 80.0 80.0 21.0 87.0 Total Split (%) 14.4% 14.4% 11.9% 67.8% 67.8% 17.8% 73.7% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None C -Nin C -Nin None C -Nin Act Effct Green (s) 12.9 12.9 9.2 77.3 77.3 15.8 86.1 Actuated g/C Ratio 0.11 0.11 0.08 0.66 0.66 0.13 0.73 v/c Ratio 0.60 0.39 0.50 0.88 0.35 0.75 0.53 Control Delay 57.1 13.8 67.9 3.7 0.3 68.8 8.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.1 13.8 67.9 3.7 0.3 68.8 8.2 LOS E B E A A E A Approach Delay 43.4 4.6 13.5 Approach LOS D A B Queue Length 50th (ft) 85 0 53 19 0 133 228 Queue Length 95th (ft) 127 53 m53 m17 m0 #228 263 Internal Link Dist (ft) 500 2317 2437 Tum Bay Length (ft) 325 325 250 225 150 Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA Build (2024) Conditions - Option B 1: Rt 29 & Ashwood Turing Plan: PM Peak Hour fl t t Lane Group WBL V\BR NBU NBT NBR SBL Sl Base Capacity (vph) 381 269 140 3111 1131 258 3588 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced A Ratio 0.59 0.39 0.46 0.88 0.35 0.70 0.53 Intersection Summary Area Type: Other Cycle Length: 118 Actuated Cycle Length: 118 Offset: 73 (621/o), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 90 Control Type: Actuated -Coordinated Maxi mum A Ratio: 0.88 Intersection Signal Delay: 10.2 Intersection LOS: B Intersection Capacity Utilization 74.6% IaJ Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue sham is maximum after too cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Rt 29 &Ashvwod 41 9 1 t02 1004 21S 1 80S 17s ► �" r 05 7 I p5 'R'- 149 1 E87s Synchro 9 Report RKA Page 2 Brookhill - Albemarle County, VA Build (2024) Conditions - Option B 2: Rt 29 & Site Drive 1 Tirnng Plan: PM Peak Hour Intersection Int Delay, s/veh 8.3 Movement VWBL WBR NBT NBR SBL SBT Traffic Vol, veh/h 0 116 2850 373 0 2074 Future Vd, veh/h 0 116 2850 373 0 2074 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - 200 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 4 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehides, % 2 2 7 2 2 7 Writ Row 0 129 3167 414 0 2304 Major/Minor Ninor1 Major1 Major2 Conflicting Row Al 4089 1583 0 0 3167 0 Stage 1 3167 - - - - - Stage 2 922 - - - - - Critical Hdwy 5.74 7.14 - - 5.34 - Critical Hdwy Stg 1 6.64 - - - - - Critical Hdwy Stg 2 6.04 - - - - - Follow-up Hdwy 3.82 3.92 - - 3.12 - Pot Cap -1 Maneuver 6 —83 - - 31 - Stage 1 10 - - - - - Stage 2 315 - - - - - Platoon blocked, % - - - Mov Cap -1 Maneuver 6 —83 - - 31 - Mov Cap -2 Maneuver 6 - - - - - Stage 1 10 - - - - - Stage 2 315 - - - - - Approach VWB NB SB HC l\ Control Delay, s $ 386.7 0 0 HC M LCIS F Minor Lane/Major Mvrrt NBT NBRABLn1 SBL SBT Capacity (veh/h) - - 83 31 - HC M Lane V/C Ratio - - 1.553 - - HC M Control Delay (s) - -$386.7 0 - HC M Lane LCIS - - F A - HC M 95th °/utile Q(veh) - - 10.4 0 - Notes —: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: Al major volume in platoon Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA Build (2024) Conditions - Option B 3: Rt 29 & Rio Mills Road /316 Turing Plan: PM Peak Hour Movement EBL EBT EBR V\BL V\BT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations Change Period (Y+Rc), s 4 r* 6.0 r* ) ttt r* ) ttt r* Traffic Vd ume (veh/h) 5 10 22 553 3 38 56 3180 553 45 2026 3 Future Volume (veh/h) 5 10 22 553 3 38 56 3180 553 45 2026 3 Number 3 8 18 7 4 14 5 2 12 1 6 16 Initial Q(Cb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pak ng Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1872 1835 1835 1835 1835 1835 1835 1749 1835 1900 1811 1900 Adj Row Rate, veh/h 5 11 24 603 0 41 61 3457 601 47 2110 3 Adj No. of Lanes 0 1 1 3 0 1 1 3 1 1 3 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 7 2 2 7 2 Cap, veh/h 27 59 75 533 0 159 105 2903 948 193 3237 1057 Arrive On Green 0.05 0.05 0.05 0.10 0.00 0.10 0.12 1.00 1.00 0.11 0.65 0.65 Sat Row, veh/h 565 1242 1560 5242 0 1560 1747 4775 1560 1810 4945 1615 Grp Vdume(v), veh/h 16 0 24 603 0 41 61 3457 601 47 2110 3 Grp Sat R*s),veh/h/In 1807 0 1560 1747 0 1560 1747 1592 1560 1810 1648 1615 Q Serve(g_s), s 1.0 0.0 1.8 12.0 0.0 2.9 3.9 0.0 0.0 2.8 30.3 0.1 Cyde Q Clear(g_c), s 1.0 0.0 1.8 12.0 0.0 2.9 3.9 0.0 0.0 2.8 30.3 0.1 Prop In Lane 0.31 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 87 0 75 533 0 159 105 2903 948 193 3237 1057 V/C Ratio( 0.18 0.00 0.32 1.13 0.00 0.26 0.58 1.19 0.63 0.24 0.65 0.00 Avail Cap(c a), veh/h 138 0 119 533 0 159 133 2914 952 193 3237 1057 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Rlter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.09 0.09 0.09 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.0 0.0 54.3 53.0 0.0 48.9 50.5 0.0 0.0 48.3 12.3 7.1 Ina- Delay (d2), s/veh 1.0 0.0 2.4 80.4 0.0 0.9 0.5 86.2 0.3 0.6 1.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %le Back0FQ(501/o),veh/In 0.5 0.0 0.8 9.7 0.0 1.3 1.9 23.2 0.1 1.4 14.0 0.0 LnGrp Delay(d),s/veh 55.0 0.0 56.8 133.4 0.0 49.7 50.9 86.2 0.3 49.0 13.3 7.1 LnGrp LOS D E F D D F A D B A Approach Vol, veh/h 40 644 4119 2160 Approach Delay, s/veh 56.0 128.0 73.2 14.1 Approach LOS E F E B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 16.6 75.7 16.0 11.1 81.2 9.7 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 7.0 70.0 10.0 7.0 70.0 7.0 Max Q Clear Ti me (g_c+l 1), s 4.8 2.0 14.0 5.9 32.3 3.8 Green Ext Time (p c), s 2.1 67.7 0.0 0.0 35.4 0.0 Intersection Summary HCM 2010 Ctrl Delay 59.8 HCM 2010 LOS E Notes Synchro 9 Report RKA Page 3 Brookhill - Albemarle County, VA Build (2024) Conditions - Option B 3: Rt 29 & Rio Mills Road /316 Timing Plan: PM Peak Hour Lane Group EBL EBT EBR VbBL V\BT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r* r* ) ttt r* ) ttt r* Traffic Vdume (vph) 5 10 22 553 3 38 56 3180 553 45 2026 3 Future Volume (vph) 5 10 22 553 3 38 56 3180 553 45 2026 3 Ideal Raw(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 3% 3% 3% 40/0 Storage Length (ft) 0 50 400 200 125 0 150 150 Storage Lanes 0 1 2 1 1 1 1 1 Taper Length (ft) 100 100 100 100 Satd. Row (prot) 0 1807 1560 3172 1591 1560 1743 4775 1560 1805 4945 1615 Rt Pemitted 0.985 0.950 0.953 0.950 0.950 Satd. Row (perm) 0 1807 1560 3172 1591 1560 1743 4775 1560 1805 4945 1615 Right Tum on Red Yes Yes Yes Yes Satd. Row (RTOR) 194 194 409 139 Link Speed (mph) 25 45 45 45 Link Distance (ft) 608 1135 2387 2034 Travel Time (s) 16.6 17.2 36.2 30.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.96 0.96 0.96 Heavy Vehldes (%) 2% 2% 2% 2% 2% 2% 2% 7% 2% 2% 7% 2% Shared Lane Traffic (%) 33% Lane Group Row (vph) 0 16 24 403 201 41 61 3457 601 47 2110 3 Tum Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 8 8 4 4 5 2 1 6 Permitted Phases 8 4 2 6 Detector Phase 8 8 8 4 4 4 5 2 2 1 6 6 Switch Phase Mnirrum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 7.0 7.0 5.0 7.0 7.0 Mnirrum Split (s) 13.0 13.0 13.0 13.0 13.0 13.0 13.0 17.0 17.0 13.0 17.0 17.0 Total Split (s) 13.0 13.0 13.0 16.0 16.0 16.0 13.0 76.0 76.0 13.0 76.0 76.0 Total Split (%) 11.0% 11.0% 11.0% 13.6% 13.6% 13.6% 11.0% 64.4% 64.4% 11.0% 64.4% 64.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None GMn GMn None GMn GMn Act Effct Green (s) 8.3 8.3 12.0 12.0 12.0 9.1 79.9 79.9 8.7 79.6 79.6 Actuated g/C Ratio 0.07 0.07 0.10 0.10 0.10 0.08 0.68 0.68 0.07 0.67 0.67 v/c Ratio 0.13 0.08 1.25 1.25 0.12 0.46 1.07 0.51 0.36 0.63 0.00 Control Delay 53.5 0.5 179.8 196.6 0.8 64.7 45.8 0.7 56.9 11.0 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 53.5 0.5 179.8 196.6 0.8 64.7 45.8 0.7 56.9 11.0 0.0 LOS D A F F A E D A E B A Approach Delay 21.7 173.7 39.5 12.0 Approach LOS C F D B Queue Length 50th (ft) 12 0 -210 -208 0 43 -1195 8 35 426 0 Queue Length 95th (ft) 35 0 #318 #375 0 rr42 m#1121 m7 m68 482 m0 Internal Link Dist (ft) 528 1055 2307 1954 Tum Bay Length (ft) 50 400 200 125 150 150 Synchro 9 Report RKA Page 3 Brookhill - Albemarle County, VA Build (2024) Conditions - Option B 3: Rt 29 & Rio Mills Road /316 Turing Plan: PM Peak Hour -11 � � t t Lane Group EBL EBT EBR VbBL V\BT V\BR NBL NBT NBR SBL Sl SBR Base Capacity(vph) 137 298 322 161 332 137 3233 1188 137 3335 1134 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced A Ratio 0.12 0.08 1.25 1.25 0.12 0.45 1.07 0.51 0.34 0.63 0.00 Intersection Summary Area Type: Other C,yde Length: 118 Actuated Cycle Length: 118 Offset: 13 (111%), Referenced to phase 2: NBT and 6: SBT, Start of 1st Green Natural C,yde: 150 Control Type: Actuated -Coordinated Maxi mum A Ratio: 1.25 Intersection Signal Delay: 43.3 Intersection LOS: D Intersection Capacity Utilization 85.3% IC LI Level of Service E Analysis Period (min) 15 — Volume exceeds capacity, queue is theoretically infinite. Queue shoAn is maximum after Mo cycles. # 95th percentile volume exceeds capacity, queue may be to Iger. Queue sham is maximum after Mo cycles. m Vdurre for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Rt 29 & Foo Mils Road /316 to2'R'. 76& <{ n 4 <{ 05 I♦ fir, T QO R 13s 1 E76^3 Synchro 9 Report RKA Page 4 Brookhill - Albemarle County, VA Build (2024) Conditions - Option B 4: 316/Polo Grounds Road & Site Drive 2 Tirnng Ran: PM Peak Hour Intersection Int Delay, s/veh 5 Movement EBL EBT VVI3T V\BR SBL SBR Traffic Vol, veh/h 168 440 274 4 4 320 Future Vol, veh/h 168 440 274 4 4 320 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free stop stop RT Channelized - None - None - None Storage Length 150 - - - 0 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvrrt Row 187 489 304 4 4 356 Major/Mnor Major1 Major2 Mnor2 Conflicting Row Al 309 0 - 0 1169 307 Stage 1 - - - - 307 - Stage 2 - - - - 862 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1252 - - - 213 733 Stage 1 - - - - 746 - Stage 2 - - - - 414 - Platoon blocked, % - - - N/bv Cap-1 Maneuver 1252 - - - 181 733 N/bv Cap-2 Maneuver - - - - 181 - Stage 1 - - - - 746 - Stage 2 - - - - 352 - Approach EB V\B SB HCI Control Delay, s 2.3 0 14.5 HCM LOS B Mnor Lane/Major Mvrrt EBL EBT WBT VVBRSBLn1 SBLn2 Capacity (veh/h) 1252 - - - 181 733 HCM Lane V/C Ratio 0.149 - - - 0.025 0.485 HCM Control Delay (s) 8.4 - - - 25.4 14.4 HCM Lane LOS A - - - D B HCM 95th °/utile Q(veh) 0.5 - - - 0.1 2.7 Synchro 9 Report RKA Page 2 Brookhill - Albemarle County, VA Build (2024) Conditions - Option B 5: Polo Grounds Road & Site Drive 3 Tirnng Plan: PM Peak Hour Intersection Int Delay, s/veh 3.5 Movement EBL EBT VVI3T V\BR SBL SBR Traffic Vol, veh/h 143 301 142 4 4 136 Future Vol, veh/h 143 301 142 4 4 136 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free stop stop RT Channelized - None - None - None Storage Length 150 - - - 0 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvrrt Row 159 334 158 4 4 151 Major/Mnor Major1 Major2 Mnor2 Conflicting Row Al 162 0 - 0 812 160 Stage 1 - - - - 160 - Stage 2 - - - - 652 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1417 - - - 348 885 Stage 1 - - - - 869 - Stage 2 - - - - 518 - Platoon blocked, % - - - N/bv Cap-1 Maneuver 1417 - - - 309 885 N/bv Cap-2 Maneuver - - - - 309 - Stage 1 - - - - 869 - Stage 2 - - - - 460 - Approach EB V\B SB HCI Control Delay, s 2.5 0 10.1 HCM LOS B Mnor Lane/Major Mvrrt EBL EBT WBT VVBRSBLn1 SBLn2 Capacity (veh/h) 1417 - - - 309 885 HCM Lane V/C Ratio 0.112 - - - 0.014 0.171 HCM Control Delay (s) 7.9 - - - 16.8 9.9 HCM Lane LOS A - - - C A HCM 95th °/utile Q(veh) 0.4 - - - 0 0.6 Synchro 9 Report RKA Page 3 Brookhill - Albemarle County, VA 321 587 - Build (2024) Conditions - Option B 6: Site Drive 4 & Ashwood 0.235 0.064 - - 0.043 - HC M Control Delay (s) Tirnng Plan: PM Peak Hour 11.6 - - 8.5 - HC M Lane LCIS C B - - A - HC M 95th °/utile Q(veh) Intersection 0.2 - - 0.1 - Int Delay, s/veh 2.3 Movement EBT EBR WBL VMBT NBL NBR Traffic Vol, veh/h 431 105 42 239 68 34 Future Vd, veh/h 431 105 42 239 68 34 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free stop stop RT Channelized - None - None - None Storage Length - 150 150 - 0 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - -2 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvrrt Row 479 117 47 266 76 38 Major/Mnor Iajor1 Major2 Mnor1 Conflicting Row Al 0 0 479 0 838 479 Stage 1 - - - - 479 - Stage 2 - - - - 359 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap -1 Maneuver - - 1083 - 336 587 Stage 1 - - - - 623 - Stage 2 - - - - 707 - Platoon blocked, % - - - Mov Cap -1 Maneuver - - 1083 - 321 587 Mov Cap -2 Maneuver - - - - 321 - Stage 1 - - - - 623 - Stage 2 - - - - 676 - Approach EB V\B NB HCI Control Delay, s 0 1.3 16.9 HCM LCIS C Mnor Lane/Major Mvrrt NBLn1 NBLn2 EBT EBR WBL VM3T Capacity (veh/h) 321 587 - - 1083 - HCM Lane V/C Ratio 0.235 0.064 - - 0.043 - HC M Control Delay (s) 19.6 11.6 - - 8.5 - HC M Lane LCIS C B - - A - HC M 95th °/utile Q(veh) 0.9 0.2 - - 0.1 - Synchro 9 Report RKA Page 4 Queuing and Blocking Report Build (2024) Conditions - Option B Brookhill - Albemarle County, VA PM Peak Hour Intersection: 1: Rt 29 & Ashwood Movement VM3 VM3 VM3 NB NB NB NB NB SB SB SB SB Directions Served L L R U T T T R L T T T Maximum Queue (ft) 144 171 127 116 237 270 283 137 217 255 251 215 Average Queue (ft) 83 108 53 51 131 171 189 60 126 144 146 117 95th Queue (ft) 148 172 108 105 232 266 273 119 216 265 252 204 Link Distance (ft) 487 2321 2321 2321 2481 2481 2481 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 325 325 250 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Rt 29 & Site Drive 1 Movement VM3 NB Directions Served R T Maximum Queue (ft) 199 331 Average Queue (ft) 96 31 95th Queue (ft) 201 396 Link Distance (ft) 822 1940 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) G._ 225 150 0 3 12 2 0 10 76 4 SimTraffic Report Page 1 Queuing and Blocking Report Build (2024) Conditions - Option B Brookhill - Albemarle County, VA PM Peak Hour Intersection: 3: Rt 29 & Rio Mills Road /316 Movement EB EB M M M M NB NB NB NB NB SB Directions Served LT R L L LT R L T T T R L Maximum Queue (ft) 41 37 411 462 555 299 187 894 1440 1286 520 85 Average Queue (ft) 13 17 261 313 350 119 68 369 460 462 97 32 95th Queue (ft) 38 42 436 500 620 331 172 874 1127 1070 486 73 Link Distance (ft) 527 1034 2266 2266 2266 2266 Upstream Blk Time (%) 1 0 0 0 Queuing Penalty (veh) 3 0 0 0 Storage Bay Dist (ft) 50 400 400 200 125 150 Storage Blk Time (%) 3 0 1 10 65 1 21 Queuing Penalty (veh) 1 0 1 23 270 8 12 Intersection: 3: Rt 29 & Rio Mills Road /316 Movement SB SB SB SB Directions Served T T T R Maximum Queue (ft) 184 219 243 3 Average Queue (ft) 80 105 127 0 95th Queue (ft) 164 192 219 2 Link Distance (ft) 1940 1940 1940 619 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 150 Storage Blk Time (%) 1 4 Queuing Penalty (veh) 0 0 Intersection: 4: 316/Polo Grounds Road & Site Drive 2 Movement EB VM3 SB SB Directions Served L TR L R Maximum Queue (ft) 60 8 29 136 Average Queue (ft) 28 1 4 72 95th Queue (ft) 60 17 22 123 Link Distance (ft) 726 619 619 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 Storage Bk Time (%) Queuing Penalty (veh) G._ SimTraffic Report Page 2 Brookhill - Albemarle County, VA Build (2024) Conditions - Option BA 3: Rt 29 & Polo Grounds Road Turing Plan: PM Peak Hour t Movement V\BL V\BR NBT NBR SBL SBT Lane Configurations 26.0 r* ttt r* ) ttt Traffic Vd ume (veh/h) 553 38 3180 553 45 2026 Future Vdume (veh/h) 553 38 3180 553 45 2026 Number 7 14 2 12 1 6 Initial Q(Cb), veh 0 0 0 0 0 0 Ped -Bike Adj(A pbT) 1.00 1.00 Notes 1.00 1.00 Pak ng Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1835 1835 1749 1835 1900 1811 Adj Row Rate, veh/h 601 41 3457 601 47 2110 Adj No. of Lanes 2 1 3 1 1 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.96 0.96 Percent Heavy Veh, % 2 2 7 2 2 7 Cap, veh/h 632 291 3028 989 141 3688 Arrive On Green 0.19 0.19 1.00 1.00 0.08 0.75 Sat Row, veh/h 3390 1560 4932 1560 1810 5108 Grp Vdume(v), veh/h 601 41 3457 601 47 2110 Grp Sat R*s),veh/h/In 1695 1560 1592 1560 1810 1648 Q Serve(g_s), s 20.7 2.6 0.0 0.0 2.9 22.3 Cyde Q Clear(g_c), s 20.7 2.6 0.0 0.0 2.9 22.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 632 291 3028 989 141 3688 V/C Ratio( 0.95 0.14 1.14 0.61 0.33 0.57 Avail Cap(c a), veh/h 632 291 3035 991 141 3688 HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00 Upstream Rlter(I) 1.00 1.00 0.09 0.09 1.00 1.00 Uniform Delay (d), s/veh 47.5 40.1 0.0 0.0 51.5 6.7 Ina- Delay (d2), s/veh 24.3 0.2 64.3 0.3 1.4 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %le Back0FQ(501/o),veh/In 11.8 1.1 18.0 0.1 1.5 10.2 LnGrp Delay(d),s/veh 71.7 40.3 64.3 0.3 52.9 7.3 LnGrp LOS E D F A D A Approach Vol, veh/h 642 4058 2157 Approach Delay, s/veh 69.7 54.8 8.3 Approach LOS E D A Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 13.2 78.8 26.0 92.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 7.0 73.0 20.0 86.0 Max Q Clear Ti me (g_c+l 1), s 4.9 2.0 22.7 24.3 Green Ext Time (p c), s 2.1 70.7 0.0 55.9 Intersection Summary HCM 2010 Ctrl Delay 41.6 HCM 2010 LOS D Notes Synchro 9 Report RKA Page 3 Brookhill - Albemarle County, VA Build (2024) Conditions - Option BA 3: Rt 29 & Polo Grounds Road Timing Plan: PM Peak Hour t Lane Group WBL V\BR NBT NBR SBL SBT Lane Configurations r* ttt r* ) ttt Traffic Vdume (vph) 553 38 3180 553 45 2026 Future Vdume (vph) 553 38 3180 553 45 2026 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) 3% 0.13 3% 0.51 0.36 40/0 Storage Length (ft) 375 200 63.0 0 150 4.7 Storage Lanes 1 1 0.0 1 1 0.0 Taper Length (ft) 100 13.1 63.0 0.6 100 4.7 Satd. Raw (prot) 3382 1560 4775 1560 1805 4945 Rt Penn itted 0.950 53.7 0.950 5.8 Satd. Raw (perm) 3382 1560 4775 1560 1805 4945 Right Tum on Red 235 Yes -1164 Yes 35 106 Satd. Raw (RTOR) #348 41 n-4 437 113 Internal Link Dist (ft) Link Speed (mph) 45 2307 45 1954 45 Link Distance (ft) 1135 2387 150 2034 Travel Time (s) 17.2 36.2 30.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.96 0.96 Heavy Vehicles (%) 2% 2% 7% 2% 2% 7% Shared Lane Traffic (%) Lane Group Raw (vph) 601 41 3457 601 47 2110 Tum Type Prot Perm NA Perm Prot NA Protected Phases 4 2 1 6 Penn itted Phases 4 2 Detector Phase 4 4 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 7.0 7.0 5.0 7.0 MinimumSplit (s) 13.0 13.0 17.0 17.0 13.0 17.0 Total Split (s) 26.0 26.0 79.0 79.0 13.0 92.0 Total Split (%) 22.0% 22.0% 66.9% 66.9% 11.0% 78.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode None None C -Min C -Min None C -Min Act Effct Green (s) 22.0 22.0 77.6 77.6 8.7 88.0 Actuated g/C Ratio 0.19 0.19 0.66 0.66 0.07 0.75 v/c Ratio 0.95 0.13 1.10 0.51 0.36 0.57 Control Delay 74.0 13.1 63.0 0.6 57.3 4.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 74.0 13.1 63.0 0.6 57.3 4.7 LOS E B E A E A Approach Delay 70.1 53.7 5.8 Approach LOS E D A Queue Length 50th (ft) 235 0 -1164 6 35 106 Queue Length 95th (ft) #348 31 m#1084 n-4 m68 113 Internal Link Dist (ft) 1055 2307 1954 Tum Bay Length (ft) 375 200 150 Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA Build (2024) Conditions - Option BA 3: Rt 29 & Polo Grounds Road Turing Plan: PM Peak Hour t t Lane Group VMBL V\BR NBT NBR SBL SK Base Capacity (vph) 630 324 3139 1175 137 3687 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced A Ratio 0.95 0.13 1.10 0.51 0.34 0.57 Intersection Summary Area Type: Other C,yde Length: 118 Actuated Cycle Length: 118 Offset: 13 (111%), Referenced to phase 2: NBT and 6: SBT, Start of 1st Green Natural C,yde: 150 Control Type: Actuated -Coordinated Maxi mum A Ratio: 1.10 Intersection Signal Delay: 40.2 Intersection LOS: D Intersection Capacity Utilization 83.9% IaJ Level of Service E Analysis Period (min) 15 — Volume exceeds capacity, queue is theoretically infinite. Queue shoAn is maximum after Mo cycles. # 95th percentile volume exceeds capacity, queue may be to Iger. Queue sham is maximum after Mo cycles. m Vdurre for 95th percentile queue is metered by upstream signal. EEEMI�* Me o 2 'R'. 01 04 79Is 013S 26 s 7 ¢6 rR) 32s Synchro 9 Report RKA Page 4 Queuing and Blocking Report Build (2024) Conditions - Option BA Brookhill - Albemarle County, VA PM Peak Hour Intersection: 1: Rt 29 & Ashwood Movement VM3 VM3 VM3 NB NB NB NB NB SB SB SB SB Directions Served L L R U T T T R L T T T Maximum Queue (ft) 141 160 117 116 245 273 283 188 215 223 212 213 Average Queue (ft) 73 99 57 48 143 181 202 73 123 128 131 108 95th Queue (ft) 143 157 109 107 238 270 284 157 201 218 204 199 Link Distance (ft) 487 0 2321 2321 2321 2481 2481 2481 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 325 325 250 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Rt 29 & Site Drive 1 Movement VM3 225 150 0 4 9 3 0 14 53 5 Directions Served R Maximum Queue (ft) 136 Average Queue (ft) 71 95th Queue (ft) 139 Link Distance (ft) 822 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Rt 29 & Polo Grounds Road Movement VM3 VM3 VM3 NB NB NB NB SB SB SB SB Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Bk Time (%) Queuing Penalty (veh) G._ L L R T T T R 331 357 138 1949 2001 1976 1130 213 238 37 709 791 777 323 323 353 118 1654 1766 1691 1147 1037 2301 2301 2301 2301 0 0 0 0 0 1 400 400 0 1 0 0 L T T T 91 137 182 195 44 69 104 112 92 134 169 182 1952 1952 1952 150 �1 1 SimTraffic Report Page 1 APPENDIX H SYNCHRO OUTPUT BUILD 2024 CONDITIONS OPTION C AND OPITON CA Brookhill - Albemarle County, VA Build (2024) Conditions - Option C 1: Rt 29 & Ashwood Tarring Plan: AM Peak Hour f, t Movement V\BL V\BR NBU NBT NBR SBL SBT Lane Configurations 78.8 r* A ttt r* ) ttt Traffic Vd urre (veh/h) 512 86 0 1385 110 40 2433 Future Vdume (veh/h) 512 86 0 1385 110 40 2433 Number 7 14 HCM 2010 Ctrl Delay 2 12 1 6 Initial Q (Cb), veh 0 0 B 0 0 0 0 Ped -Bike Adj(A p T) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1881 1881 1740 1825 1891 1802 Adj Row Rate, veh/h 551 92 1489 118 42 2561 Adj No. of Lanes 2 1 3 1 1 3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.95 0.95 Percent Heavy Veh, % 2 2 7 2 2 7 Cap, veh/h 682 314 3011 984 96 3573 Arrive On Green 0.20 0.20 0.63 0.63 0.05 0.73 Sat Row, veh/h 3476 1599 4907 1552 1801 5083 Grp Vdurre(v), veh/h 551 92 1489 118 42 2561 Grp Sat R*s),veh/h/In 1738 1599 1584 1552 1801 1640 Q Serve(g_s), s 15.6 5.1 17.2 3.1 2.3 30.6 Cyde Q Clear(g_c), s 15.6 5.1 17.2 3.1 2.3 30.6 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 682 314 3011 984 96 3573 V/C Ratio(X) 0.81 0.29 0.49 0.12 0.44 0.72 Avail Cap(c a), veh/h 709 326 3011 984 157 3573 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 1.00 0.95 0.95 1.00 1.00 Uniform Delay (d), s/veh 39.5 35.3 10.1 7.5 47.3 8.1 Incr Delay (d2), s/veh 7.1 0.7 0.6 0.2 1.2 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 °/dle Back0fQ(50°/o),veh/In 8.2 4.8 7.6 1.4 1.2 13.9 LnGrp Delay(d),s/veh 46.6 36.0 10.6 7.7 48.4 9.3 LnGrp LOS D D B A D A Approach Vol, veh/h 643 1607 2603 Approach Delay, s/veh 45.1 10.4 10.0 Approach LOS D B A Timer 1 2 3 4 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 9.5 69.3 24.2 78.8 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 7.0 59.0 19.0 59.0 Max Q Clear Ti me (g_c+l 1), s 4.3 19.2 17.6 32.6 Green Ext Time (p c), s 0.0 39.7 0.6 26.3 Intersection Summary HCM 2010 Ctrl Delay 14.8 HCM 2010 LOS B Notes Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA Build (2024) Conditions - Option C 1: Rt 29 & Ashwood Tarring Plan: AM Peak Hour f, t Lane Group WBL V\BR NBU NBT NBR SBL SBT Lane Configurations r* A ttt r* ) ttt Traffic Vdume (vph) 512 86 0 1385 110 40 2433 Future Vdun-e (vph) 512 86 0 1385 110 40 2433 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 1900 Grade (%) -2% Control Delay 48.5 4% 6.0 1.2 -3% Storage Length (ft) 325 325 250 0.0 225 150 0.0 Storage Lanes 1 1 1 1.2 1 1 LOS Taper Length (ft) 100 A 100 D A 100 42.9 Satd. Raw (prot) 3467 1599 1740 4751 1552 1796 4920 Rt Penn itted 0.950 B Queue Length 50th (ft) 178 0.950 69 Satd. Raw (perm) 3467 1599 1740 4751 1552 1796 4920 Right Tum on Red 364 Yes 455 Yes Satd. Raw (RTOR) Tum Bay Length (ft) 92 325 118 150 Link Speed (mph) 35 45 45 Link Distance (ft) 535 1182 2517 Travel Time (s) 10.4 17.9 38.1 Peak Hour Factor 0.93 0.93 0.90 0.93 0.93 0.95 0.95 Heavy Vehicles (%) 2% 2% 7% 7% 2% 2% 7% Shared Lane Traffic (%) Lane Group Raw (vph) 551 92 0 1489 118 42 2561 Tum Type Prot Perm Prot NA Perm Prot NA Protected Phases 4 5 2 1 6 Penn ifted Phases 4 2 Detector Phase 4 4 5 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 4.0 7.0 7.0 5.0 7.0 MinimumSplit (s) 17.0 17.0 13.0 17.0 17.0 13.0 17.0 Total Split (s) 25.0 25.0 13.0 65.0 65.0 13.0 65.0 Total So it (%) 24.3% 24.3% 12.6% 63.1% 63.1% 12.6% 63.1% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None C -Min C -Min None C -Min Act Effct Green (s) 20.7 20.7 66.6 66.6 8.3 74.3 Actuated g/C Ratio 0.20 0.20 0.65 0.65 0.08 0.72 v/c Ratio 0.79 0.23 0.49 0.11 0.29 0.72 Control Delay 48.5 9.0 6.0 1.2 49.7 9.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.5 9.0 6.0 1.2 49.7 9.9 LOS D A A A D A Approach Delay 42.9 5.6 10.5 Approach LOS D A B Queue Length 50th (ft) 178 0 69 0 26 312 Queue Length 95th (ft) 239 42 111 15 61 364 Internal Link Dist (ft) 455 1102 2437 Tum Bay Length (ft) 325 325 225 150 Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA Build (2024) Conditions - Option C 1: Rt 29 & Ashwood Turing Plan: AM Peak Hour fl t t Lane Group V\BL V\BR NBU NBT NBR SBL Sl Base Capacity(vph) 706 399 3070 1045 156 3550 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.78 0.23 0.49 0.11 0.27 0.72 Intersection Summary Area Type: Other Cyde Length: 103 Actuated Cyde Length: 103 Offset: 0 (00%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cyde: 80 Control Type: Actuated -Coordinated Maximum A Ratio: 0.79 Intersection Signal Delay: 13.2 Intersection LOS: B Intersection Capadty Utilization 68.3% ICU Level of Service C Analysis Period (rrin)15 • • ' ..- • . ' mpw •p• 01 102 _- 13s 1 65Is 25s ► � "r 05 T6 1-3s 1 E65s Synchro 9 Report RKA Page 2 Brookhill - Albemarle County, VA Build (2024) Conditions - Option C 2: Rt 29 & Site Drive 1 Tarring Plan: AM Peak Hour Intersection Int Delay, s/veh 19.8 Movement WSL V1BR NBT NBR SBL SBT Traffic Vol, veh/h 0 381 1430 218 42 3219 Future Vd, veh/h 0 381 1430 218 42 3219 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - - - 200 200 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 4 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 7 2 2 7 Mvrrt Flow 0 423 1589 242 47 3577 Major/Mnor Mnorl Majorl Major2 Conflicting Flow Al 3113 794 0 0 1589 0 Stage 1 1589 - - - - - Stage 2 1524 - - - - - Critical Hdwy 5.74 7.14 - - 5.34 - Critical Hdwy Stg 1 6.64 - - - - - Critical Hdwy Stg 2 6.04 - - - - - Fdlow-up Hdwy 3.82 3.92 - - 3.12 - Pot Cap -1 Maneuver 23 —284 - - 201 - Stage 1 104 - - - - - Stage 2 147 - - - - - Platoon blocked, % - - - Mov Cap -1 Maneuver 18 —284 - - 201 - Mov Cap -2 Maneuver 18 - - - - - Stage 1 104 - - - - - Stage 2 113 - - - - - Approach WB NB SB HCI Control Delay, s 271.9 0 0.4 HCM LOS F Mnor Lane/Major Mvrrt NBT NBRASLnl SBL SBT Capacity (veh/h) - - 284 201 - HCM Lane V/C Ratio - - 1.491 0.232 - HCM Control Delay (s) - - 271.9 28.2 - HCM Lane LOS - - F D - HCM 95th °/utile 0(veh) - - 24 0.9 - Notes —: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: Al major volume in platoon Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA Build (2024) Conditions - Option C 2: Rt 29 & Site Drive 1 Turing Plan: AM Peak Hour t Lane Group WBL V\BR NBT NBR SBL SBT Lane Configurations Yes r* ttt r* ) ttt Traffic Vdume (vph) 0 381 1430 218 42 3219 Future Vdume (vph) 0 381 1430 218 42 3219 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) 0% 36.3 4% 0.8 37.0 0% Storage Length (ft) 200 200 0.0 200 200 Total Delay Storage Lanes 0 0 37.0 1 1 D Taper Length (ft) 100 D A Approach Delay 100 5.4 Satd. Raw (prot) 0 1611 4751 1552 1770 4848 Rt Penn itted A Queue Length 50th (ft) 172 43 0.950 28 Satd. Raw (perm) 0 1611 4751 1552 1770 4848 Right Tum on Red 815 Yes Yes 1099 Tum Bay Length (ft) Satd. Raw (RTOR) 155 200 241 Link Speed (mph) 25 45 45 Link Distance (ft) 895 2080 1179 Travel Time (s) 24.4 31.5 17.9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 2% 7% 2% 2% 7% Shared Lane Traffic (%) Lane Group Raw (vph) 0 423 1589 242 47 3577 Tum Type Perm NA Perm Prot NA Protected Phases 2 1 Free Penn itted Phases 8 2 Detector Phase 8 2 2 1 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 17.0 17.0 17.0 13.0 Total Split (s) 39.0 51.0 51.0 13.0 Total Split (%) 37.9% 49.5% 49.5% 12.6% Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 Lead/Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Recall Mode None C -Min C -Min None Act Effct Green (s) 25.2 59.3 59.3 8.6 103.0 Actuated g/C Ratio 0.24 0.58 0.58 0.08 1.00 v/c Ratio 0.83 0.58 0.24 0.32 0.74 Control Delay 36.3 6.1 0.8 37.0 0.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 36.3 6.1 0.8 37.0 0.9 LOS D A A D A Approach Delay 5.4 1.3 Approach LOS A A Queue Length 50th (ft) 172 43 0 28 0 Queue Length 95th (ft) 258 219 4 m29 m0 Internal Link Dist (ft) 815 2000 1099 Tum Bay Length (ft) 200 200 200 Synchro 9 Report RKA Page 3 Brookhill - Albemarle County, VA Build (2024) Conditions - Option C 2: Rt 29 & Site Drive 1 Turing Plan: AM Peak Hour t t Lane Group WBL V\BR NBT NBR SBL SK Base Capacity (vph) 649 2736 996 159 4848 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.65 0.58 0.24 0.30 0.74 Intersection Summary Area Type: Other Cyde Length: 103 Actuated Cyde Length: 103 Offset: 96 (93%), Referenced to phase 2: NBT and 6:, Start of 1 st Green Natural Cyde: 60 Control Type: Actuated -Coordinated Maximum A Ratio: 0.83 Intersection Signal Delay: 5.1 Intersection LOS: A Intersection Capadty Utilization 65.5% ICU Level of Service C Analysis Period (min) 15 m Vdurne for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Rt 29 & Site Drive 1 } 01 102 13s E51s _L { Synchro 9 Report RKA Page 4 Brookhill - Albemarle County, VA 1 2 4 5 Build (2024) Conditions - Option C 3: Rt 29 & Rio Mills Road /Polo Grounds Phs Duration (GAY+Rc), s 24.2 54.1 15.0 7.7 Thing Ran: AM Peak Flour 9.7 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gnax), s 7.0 56.0 9.0 7.0 56.0 7.0 Max Q Clear Ti me (g_c+l 1), s 3.0 5.9 11.4 2.8 68.7 -11 --1. 4.0 42.2 4--- 0.0 0.0 t Intersection Summary t Movement EBL EBT EBR V\BL V\BT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations *' r* Notes r* ) ttt r* ) ttt r* Traffic Vdume(veh/h) 2 4 37 445 5 30 13 1616 223 21 3193 5 Future Vdume (veh/h) 2 4 37 445 5 30 13 1616 223 21 3193 5 Number 3 8 18 7 4 14 5 2 12 1 6 16 Initial Q (Cb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A p T) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1872 1835 1835 1835 1835 1835 1835 1749 1835 1900 1811 1900 Adj Row Rate, veh/h 2 4 40 488 0 33 14 1757 242 22 3326 5 Adj No. of Lanes 0 1 1 3 0 1 1 3 1 1 3 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 7 2 2 7 2 Cap, veh/h 33 66 86 560 0 167 62 2322 759 356 3202 1046 Arrive On Green 0.05 0.05 0.05 0.11 0.00 0.11 0.07 0.97 0.97 0.20 0.65 0.65 Sat Row, veh/h 602 1203 1560 5242 0 1560 1747 4775 1560 1810 4945 1615 Grp Vdurre(v), veh/h 6 0 40 488 0 33 14 1757 242 22 3326 5 Grp Sat R*s),veh/h/In 1805 0 1560 1747 0 1560 1747 1592 1560 1810 1648 1615 Q Serve(g_s), s 0.3 0.0 2.6 9.4 0.0 2.0 0.8 3.9 0.6 1.0 66.7 0.1 Cyde Q Clear(g_c), s 0.3 0.0 2.6 9.4 0.0 2.0 0.8 3.9 0.6 1.0 66.7 0.1 Prop In Lane 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 99 0 86 560 0 167 62 2322 759 356 3202 1046 V/C Ratio(X) 0.06 0.00 0.47 0.87 0.00 0.20 0.23 0.76 0.32 0.06 1.04 0.00 Avail Cap(c a), veh/h 158 0 136 560 0 167 153 2689 878 356 3202 1046 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 0.85 0.85 0.85 0.60 0.60 0.60 Uniform Delay (d), s/veh 46.2 0.0 47.2 45.3 0.0 42.0 46.5 0.8 0.7 33.7 18.2 6.4 Incr Delay (d2), s/veh 0.3 0.0 3.9 14.0 0.0 0.6 1.5 2.0 0.9 0.0 24.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle Back0fQ(50°/o),veh/In 0.2 0.0 1.2 5.3 0.0 0.9 0.4 1.2 0.4 0.5 37.1 0.1 LnGp Delay(d),s/veh 46.4 0.0 51.1 59.3 0.0 42.6 48.1 2.8 1.7 33.7 42.2 6.4 LnGp LOS D D E D D A A C F A Approach Vol, veh/h 46 521 2013 3353 Approach Delay, s/veh 50.5 58.3 3.0 42.1 Approach LOS D E A D Timer 1 2 3 4 Assigned Phs 1 2 4 5 6 8 Phs Duration (GAY+Rc), s 24.2 54.1 15.0 7.7 70.7 9.7 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gnax), s 7.0 56.0 9.0 7.0 56.0 7.0 Max Q Clear Ti me (g_c+l 1), s 3.0 5.9 11.4 2.8 68.7 4.6 Green Ext Time (p c), s 4.0 42.2 0.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 30.3 HCM 2010 LOS C Notes Synchro 9 Report RKA Page 4 Brookhill - Albemarle County, VA Build (2024) Conditions - Option C 3: Rt 29 & Rio Mills Road /Polo Grounds Thing Ran: AM Peak Hour Lane Group EBL EBT EBR V\BL VMBT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r* r* ) ttt r* ) ttt r* Traffic Vdume (vph) 2 4 37 445 5 30 13 1616 223 21 3193 5 Future Vdume (vph) 2 4 37 445 5 30 13 1616 223 21 3193 5 Ideal Raw(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 3% 3% 3% 40/0 Storage Length (ft) 0 50 400 200 125 0 150 150 Storage Lanes 0 1 2 1 1 1 1 1 Taper Length (ft) 100 100 100 100 Satd. Raw (prot) 0 1805 1560 3172 1593 1560 1743 4775 1560 1805 4945 1615 Rt Pemitted 0.984 0.950 0.954 0.950 0.950 Satd. Raw (perm) 0 1805 1560 3172 1593 1560 1743 4775 1560 1805 4945 1615 Right Tum on Red Yes Yes Yes Yes Satd. Raw (RTOR) 222 222 242 159 Link Speed (mph) 25 45 45 45 Link Distance (ft) 608 1135 2391 2080 Travel Time (s) 16.6 17.2 36.2 31.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.96 0.96 0.96 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 7% 2% 2% 7% 2% Shared Lane Traffic (%) 33% Lane Group Raw (vph) 0 6 40 324 165 33 14 1757 242 22 3326 5 Tum Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 8 8 4 4 5 2 1 6 Pemifted Phases 8 4 2 6 Detector Phase 8 8 8 4 4 4 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 7.0 7.0 5.0 7.0 7.0 MinimumSplit (s) 13.0 13.0 13.0 13.0 13.0 13.0 13.0 17.0 17.0 13.0 17.0 17.0 Total Split (s) 13.0 13.0 13.0 15.0 15.0 15.0 13.0 62.0 62.0 13.0 62.0 62.0 Total Split (%) 12.6% 12.6% 12.6% 14.6% 14.6% 14.6% 12.6% 60.2% 60.2% 12.6% 60.2% 60.2% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C -Min C -Min None C -Min C -Min Act Effct Green (s) 8.0 8.0 11.0 11.0 11.0 8.3 71.4 71.4 8.4 71.4 71.4 Actuated g/C Ratio 0.08 0.08 0.11 0.11 0.11 0.08 0.69 0.69 0.08 0.69 0.69 v/c Ratio 0.04 0.12 0.96 0.97 0.09 0.10 0.53 0.21 0.15 0.97 0.00 Control Delay 44.3 0.8 86.4 109.3 0.5 62.8 4.2 0.6 38.8 20.5 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 44.3 0.8 86.4 109.3 0.5 62.8 4.2 0.6 38.8 20.5 0.0 LOS D A F F A E A A D C A Approach Delay 6.5 88.2 4.2 20.6 Approach LOS A F A C Queue Length 50th (ft) 4 0 118 120 0 9 39 0 14 0 0 Queue Length 95th (ft) 17 0 #211 #265 0 m17 69 2 ml #1061 m0 Internal Link Dist (ft) 528 1055 2311 2000 Tum Bay Length (ft) 50 400 200 125 150 150 Synchro 9 Report RKA Page 5 Brookhill - Albemarle County, VA Build (2024) Conditions - Option C 3: Rt 29 & Rio Mills Road /Polo Grounds Timing Ran: AMPeak Hour Lane Group EBL EBT EBR V\BL VM3T V\BR NBL NBT NBR SBL Sl SBR Base Capacity(vph) 157 338 338 170 364 153 3312 1155 157 3428 1168 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.12 0.96 0.97 0.09 0.09 0.53 0.21 0.14 0.97 0.00 Intersection Summary Area Type: Other Cyde Length: 103 Actuated Cyde Length: 103 Offset: 58 (560/o), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cyde: 140 Control Type: Actuated -Coordinated Maximum A Ratio: 0.97 Intersection Signal Delay: 20.8 Intersection LOS: C Intersection Capadty Utilization 84.3% ICU Level of Service E Analysis Period (rrin)15 # 95th percentile volume exceeds capadty, queue may be longer. Queue shown is maximum after two cydes. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Rt 29 & Rio Mils Road /Polo Grounds Synchro 9 Report RKA Page 6 62s 1 1 113s I 15s 1 113S 13s 1 1 62s Synchro 9 Report RKA Page 6 Brookhill - Albemarle County, VA Build (2024) Conditions - Option C 4: Polo Grounds Road & Site Drive 2 Tarring Plan: AM Peak Hour Intersection Int Delay, s/veh 3.3 Movement EBL EBT V\BT V\BR SBL SBR Traffic Vol, veh/h 98 150 351 2 4 129 Future Vd, veh/h 98 150 351 2 4 129 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 150 - - - 0 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvrrt Flow 109 167 390 2 4 143 Major/Mnor Majorl Major2 Mnor2 Conflicting Flow Al 392 0 - 0 775 391 Stage 1 - - - - 391 - Stage 2 - - - - 384 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1167 - - - 366 658 Stage 1 - - - - 683 - Stage 2 - - - - 688 - Ratoon blocked, % - - - Mov Cap-1 Maneuver 1167 - - - 332 658 Mov Cap-2 Maneuver - - - - 332 - Stage 1 - - - - 683 - Stage 2 - - - - 624 - Approach EB VMB SB HCM Control Delay, s 3.3 0 12.1 HCM LOS B Mnor Lane/Major Mvrrt EBL EBT WBT VUBRSBLnl SBLn2 Capacity (veh/h) 1167 - - - 332 658 HCM Lane V/C Ratio 0.093 - - - 0.013 0.218 HCM Control Delay (s) 8.4 - - - 16 12 HCM Lane LOS A - - - C B HCM 95th °/utile 0(veh) 0.3 - - - 0 0.8 Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA Build (2024) Conditions - Option C 5: Polo Grounds Road & Site Drive 3 Tarring Plan: AM Peak Hour Intersection Int Delay, s/veh 4.1 Movement EBL EBT V\BT V\BR SBL SBR Traffic Vol, veh/h 83 71 224 2 4 129 Future Vd, veh/h 83 71 224 2 4 129 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 150 - - - 0 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvrrt Flow 92 79 249 2 4 143 Major/Mnor Majorl Major2 Mnor2 Conflicting Flow Al 251 0 - 0 513 250 Stage 1 - - - - 250 - Stage 2 - - - - 263 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1314 - - - 521 789 Stage 1 - - - - 792 - Stage 2 - - - - 781 - Ratoon blocked, % - - - Mov Cap-1 Maneuver 1314 - - - 485 789 Mov Cap-2 Maneuver - - - - 485 - Stage 1 - - - - 792 - Stage 2 - - - - 726 - Approach EB VMB SB HCM Control Delay, s 4.3 0 10.7 HCM LOS B Mnor Lane/Major Mvrrt EBL EBT WBT VUBRSBLnl SBLn2 Capacity (veh/h) 1314 - - - 485 789 HCM Lane V/C Ratio 0.07 - - - 0.009 0.182 HCM Control Delay (s) 7.9 - - - 12.5 10.6 HCM Lane LOS A - - - B B HCM 95th °/utile 0(veh) 0.2 - - - 0 0.7 Synchro 9 Report RKA Page 2 Brookhill - Albemarle County, VA 357 903 - Build (2024) Conditions - Option C 6: Site Drive 4 & Ashwood 0.237 0.047 - - 0.019 - HCM Control Delay (s) 18.2 Tarring Plan: AM Peak Hour - 7.6 - HCM Lane LOS C A - - A - HCM 95th °/utile 0(veh) 0.9 Intersection - 0.1 - Int Delay, s/veh 2.3 Movement EBT EBR WBL VMBT NBL NBR Traffic Vol, veh/h 130 20 25 522 76 38 Future Vd, veh/h 130 20 25 522 76 38 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free stop stop RT Channelized - None - None - None Storage Length - 200 200 - 0 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - -2 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvrrt Flow 144 22 28 580 84 42 Major/Mnor Major1 Major2 Mnorl Conflicting Flow Al 0 0 144 0 780 144 Stage 1 - - - - 144 - Stage 2 - - - - 636 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap -1 Maneuver - - 1438 - 364 903 Stage 1 - - - - 883 - Stage 2 - - - - 527 - Platoon blocked, % - - - Mov Cap -1 Maneuver - - 1438 - 357 903 Mov Cap -2 Maneuver - - - - 357 - Stage 1 - - - - 883 - Stage 2 - - - - 517 - Approach EB WB NB HCI Control Delay, s 0 0.3 15.2 HCM LOS C Mnor Lane/Major Mvrrt NBLn1 NBLn2 EBT EBR WBL V\BT Capacity (veh/h) 357 903 - - 1438 - HCM Lane V/C Ratio 0.237 0.047 - - 0.019 - HCM Control Delay (s) 18.2 9.2 - - 7.6 - HCM Lane LOS C A - - A - HCM 95th °/utile 0(veh) 0.9 0.1 - - 0.1 - Synchro 9 Report RKA Page 3 Brookhill - Albemarle County, VA Build (2024) Conditions - Option C 7: Rt 29 & U -Turn Tarring Plan: AM Peak Hour Intersection Int Delay, s/veh 134.9 Movement EBL EBR NBU NBL NBT SBT SBR Traffic Vol, veh/h 0 0 316 0 1495 2945 0 Future Vd, veh/h 0 0 316 0 1495 2945 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free Free RT Channelized - None - - None - None Storage Length - 0 - 400 - - - Veh in Median Storage, # 0 - - - 0 0 - Grade, % 0 - - - 4 0 - Peak Hour Factor 90 90 90 90 90 90 90 Heavy Vehicles, % 7 7 7 7 7 7 7 Mvrrt Flow 0 0 351 0 1661 3272 0 Major/Mnor Mnor2 Majorl Major2 Conflicting Flow Al 4639 1636 2389 3272 0 - 0 Stage 1 3272 - - - - - - Stage 2 1367 - - - - - - Critical Hdwy 5.84 7.24 5.74 5.44 - - - Critical Hdwy Stg 1 6.74 - - - - - - Critical Hdwy Stg 2 6.14 - - - - - - Follow-up Hdwy 3.87 3.97 2.37 3.17 - - - Pot Cap -1 Maneuver 3 73 —67 25 - - - Stage 1 7 - - - - - - Stage 2 172 - - - - - - Platoon blocked, % - - - Mov Cap -1 Maneuver 3 73 — 67 67 - - - Mov Cap -2 Maneuver 3 - - - - - - Stage 1 7 - - - - - - Stage 2 172 - - - - - - Approach EB NB SB HCI Control Delay, s 0 $ 354.4 0 HCM LOS A Mnor Lane/Major Mvrrt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 67 - - - - HCM Lane V/C Ratio 5.24 - - - - HCM Control Delay (s) $ 2031.2 - 0 - - HCM Lane LOS F - A - - HCM 95th °/utile 0(veh) 38.9 - - - - Notes —: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: Al major volume in platoon Synchro 9 Report RKA Page 2 Brookhill - Albemarle County, VA Build (2024) Conditions - Option C 7: Rt 29 & U -Turn Turing Plan: AM Peak Hour fl t Lane Group EBL EBR NBU NBL NBT SBT SBR Lane Configurations I ttt ttt Traffic Vdume (vph) 0 0 316 0 1495 2945 0 Future Vdume (vph) 0 0 316 0 1495 2945 0 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 1900 Grade (%) 0% 4% 0% Storage Length (ft) 0 0 400 0 Storage Lanes 0 0 1 0 Taper Length (ft) 100 100 Satd. Raw (prot) 0 0 0 1653 4751 4848 0 Rt Penn itted 0.950 Satd. Raw (perm) 0 0 0 1653 4751 4848 0 Right Tum on Red Yes Yes Satd. Raw (RTOR) Link Speed (mph) 30 45 45 Link Distance (ft) 146 1179 1182 Travel Time (s) 3.3 17.9 17.9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%) Lane Group Raw (vph) 0 0 0 351 1661 3272 0 Tum Type Prot Prot NA NA Protected Phases 5 5 Free 6 Penn itted Phases Detector Phase 5 5 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 Minimum Split (s) 13.0 13.0 17.0 Total Split (s) 27.0 27.0 76.0 Total Split (%) 26.2% 26.2% 73.8% Yellow Time (s) 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 Total Lost Time (s) 4.0 4.0 Lead/Lag Lead Lead Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode None None C -Min Act Effct Green (s) 23.0 103.0 72.0 Actuated g/C Ratio 0.22 1.00 0.70 v/c Ratio 0.95 0.35 0.97 Control Delay 36.0 0.2 21.6 Queue Delay 0.0 0.0 0.0 Total Delay 36.0 0.2 21.6 LOS D A C Approach Delay 6.4 21.6 Approach LOS A C Queue Length 50th (ft) 0 0 724 Queue Length 95th (ft) 0 0 #888 Internal Link Dist (ft) 66 1099 1102 Tum Bay Length (ft) 400 Base Capacity (vph) 369 4751 3388 Synchro 9 Report RKA Page 7 Brookhill - Albemarle County, VA Build (2024) Conditions - Option C 7: Rt 29 & U -Turn Turing Plan: AM Peak Hour fl t Lane Group EBL EBR NBU NBL NBT Sl SBR Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.95 0.35 0.97 Intersection Summary Area Type: Other Cyde Length: 103 Actuated Cyde Length: 103 Offset: 4 (40/o), Referenced to phase 2: and 6:SBT, Start of 1 st Green Natural Cyde: 80 Control Type: Actuated -Coordinated Maximum A Ratio: 0.97 Intersection Signal Delay: 15.8 Intersection LOS: B Intersection Capadty Utilization 81.1% ICU Level of Service D Analysis Period (min)15 # 95th percentile volume exceeds capadty, queue may be longer. Queue shown is maximum after two cydes. Splits and Phases: 7: Rt 29 & U -Tum ¢5 7 po'R 27s I M76 s Synchro 9 Report RKA Page 8 Queuing and Blocking Report Build (2024) Conditions - Option C Brookhill - Albemarle County, VA AM Peak Hour Intersection: 1: Rt 29 & Ashwood Movement VM3 VM3 VM3 NB NB NB NB SB SB SB SB Directions Served L L R T T T R L T T T Maximum Queue (ft) 244 280 71 182 208 219 56 97 243 245 242 Average Queue (ft) 158 190 28 80 109 120 22 38 155 167 152 95th Queue (ft) 251 289 61 170 201 203 51 86 239 244 240 Link Distance (ft) 438 1108 1108 1108 2478 2478 2478 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 325 325 Storage BlkTime (%) 0 1 Queuing Penalty (veh) 0 3 Intersection: 2: Rt 29 & Site Drive 1 225 150 0 0 4 0 0 2 Movement VM3 NB NB NB NB SB SB SB Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BlkTime (%) Queuing Penalty (veh) C._ R T T T R L T T 309 152 183 189 83 84 96 4 165 58 82 82 27 31 6 0 282 132 170 173 77 71 136 6 818 1990 1990 1990 1135 1135 200 200 0 1 SimTraffic Report Page 1 Queuing and Blocking Report Build (2024) Conditions - Option C Brookhill - Albemarle County, VA AM Peak Hour Intersection: 3: Rt 29 & Rio Mills Road /Polo Grounds Movement EB EB M M M M NB NB NB NB NB SB Directions Served LT R L L LT R L T T T R L Maximum Queue (ft) 29 57 207 244 257 54 37 192 430 454 37 65 Average Queue (ft) 4 25 132 172 191 22 8 44 63 66 6 15 95th Queue (ft) 22 55 205 240 254 52 29 139 377 391 24 56 Link Distance (ft) 523 1030 2254 2254 2254 2254 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 50 400 400 200 125 150 Storage Bk T rr e(%) 0 2 11 2 Queuing Penalty (veh) 0 0 37 0 Intersection: 3: Rt 29 & Rio Mills Road /Polo Grounds Movement SB SB SB SB Directions Served T T T R Maximum Queue (ft) 315 340 381 3 Average Queue (ft) 133 171 201 0 95th Queue (ft) 320 363 396 3 Link Distance (ft) 1990 1990 1990 Queuing Penalty (veh) Upstream Blk Time (%) Storage Bay Dist (ft) 150 Queuing Penalty (veh) Storage BlkTime (%) Storage Bay Dist (ft) Queuing Penalty (veh) 150 Storage BlkTime (%) 5 12 Queuing Penalty (veh) 1 1 Intersection: 4: Polo Grounds Road & Site Drive 2 Movement EB SB SB Directions Served L L R Maximum Queue (ft) 56 20 71 Average Queue (ft) 23 3 41 95th Queue (ft) 55 17 66 Link Distance (ft) 619 619 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 Storage BlkTime (%) Queuing Penalty (veh) C._ SimTraffic Report Page 2 Queuing and Blocking Report Build (2024) Conditions - Option C Brookhill - Albemarle County, VA AM Peak Hour Intersection: 5: Polo Grounds Road & Site Drive 3 Movement EB SB SB Directions Served L L R Maximum Queue (ft) 56 16 59 Average Queue (ft) 16 2 33 95th Queue (ft) 50 13 56 Link Distance (ft) 366 1285 1285 Upstream Blk Time (%) 1135 1108 1108 Queuing Penalty (veh) Storage Bay Dist (ft) 150 Storage Bl k T rr e (%) Queuing Penalty (veh) Intersection: 6: Site Drive 4 & Ashwood Movement WB NB NB Directions Served L L R Maximum Queue (ft) 28 67 45 Average Queue (ft) 4 32 23 95th Queue (ft) 20 59 47 Link Distance (ft) 366 496 496 Upstream Blk Time (%) 1135 1108 1108 Queuing Penalty (veh) Storage Bay Dist (ft) 200 Storage BlkTime (%) Queuing Penalty (veh) Intersection: 7: Rt 29 & U -Turn Movement NB NB SB SB SB Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BlkTime (%) Queuing Penalty (veh) C._ UL T T T T 390 114 425 433 384 239 15 182 191 196 403 163 366 375 350 1135 1108 1108 1108 N SimTraffic Report Page 3 Brookhill - Albemarle County, VA Build (2024) Conditions - Option CA 3: Rt 29 & Polo Grounds Tarring Plan: AM Peak Hour t Movement V\BL V\BR NBT NBR SBL SBT Lane Configurations 22.0 r* ttt r* ) ttt Traffic Vdume(veh/h) 445 30 1616 223 21 3193 Future Vdume (veh/h) 445 30 1616 223 21 3193 Number 7 14 2 12 1 6 Initial Q (Cb), veh 0 0 0 0 0 0 Ped -Bike Adj(A p T) 1.00 1.00 Notes 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1835 1835 1749 1835 1900 1811 Adj Row Rate, veh/h 484 33 1757 242 22 3326 Adj No. of Lanes 2 1 3 1 1 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.96 0.96 Percent Heavy Veh, % 2 2 7 2 2 7 Cap, veh/h 592 273 2460 803 350 3696 Arrive On Green 0.17 0.17 1.00 1.00 0.19 0.75 Sat Row, veh/h 3390 1560 4932 1560 1810 5108 Grp Vdurre(v), veh/h 484 33 1757 242 22 3326 Grp Sat R*s),veh/h/In 1695 1560 1592 1560 1810 1648 Q Serve(g_s), s 14.2 1.8 0.0 0.0 1.0 53.4 Cyde Q Clear(g_c), s 14.2 1.8 0.0 0.0 1.0 53.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 592 273 2460 803 350 3696 V/C Ratio(X) 0.82 0.12 0.71 0.30 0.06 0.90 Avail Cap(c a), veh/h 592 273 2967 969 350 3696 HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00 Upstream Filter(l) 1.00 1.00 0.85 0.85 0.60 0.60 Uniform Delay (d), s/veh 40.9 35.8 0.0 0.0 33.9 10.0 Incr Delay (d2), s/veh 8.7 0.2 1.5 0.8 0.0 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 °/dle Back0fQ(50°/o),veh/In 7.3 0.8 0.3 0.2 0.5 24.6 LnGp Delay(d),s/veh 49.7 36.0 1.5 0.8 33.9 12.5 LnGp LOS D D A A C B Approach Vol, veh/h 517 1999 3348 Approach Delay, s/veh 48.8 1.4 12.6 Approach LOS D A B Timer 1 2 3 4 Assigned Phs 1 2 4 6 Phs Duration (GAY+Rc), s 23.9 57.1 22.0 81.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gnax), s 7.0 62.0 16.0 75.0 Max Q Clear Ti me (g_c+l 1), s 3.0 2.0 16.2 55.4 Green Ext Time (p c), s 4.0 49.1 0.0 19.6 Intersection Summary HCM 2010 Ctrl Delay 12.0 HCM 2010 LOS B Notes Synchro 9 Report RKA Page 4 Brookhill - Albemarle County, VA Build (2024) Conditions - Option CA 3: Rt 29 & Polo Grounds Turing Plan: AM Peak Hour t Lane Group WBL V\BR NBT NBR SBL SBT Lane Configurations r* ttt r* ) ttt Traffic Vdume (vph) 445 30 1616 223 21 3193 Future Volume (vph) 445 30 1616 223 21 3193 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) 3% 0.11 3% 0.21 0.15 40/0 Storage Length (ft) 250 200 3.8 0 150 9.6 Storage Lanes 1 1 0.0 1 1 0.0 Taper Length (ft) 100 13.4 3.8 0.5 100 9.6 Satd. Raw (prot) 3382 1560 4775 1560 1805 4945 Rt Penn itted 0.950 3.4 0.950 9.8 Satd. Raw (perm) 3382 1560 4775 1560 1805 4945 Right Tum on Red 159 Yes 39 Yes 15 475 Satd. Raw (RTOR) #235 33 44 242 m19 358 Link Speed (mph) 45 45 45 Link Distance (ft) 1135 200 2391 150 2080 Travel Time (s) 17.2 36.2 31.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.96 0.96 Heavy Vehicles (%) 2% 2% 7% 2% 2% 7% Shared Lane Traffic (%) Lane Group Raw (vph) 484 33 1757 242 22 3326 Tum Type Prot Perm NA Perm Prot NA Protected Phases 4 2 1 6 Penn itted Phases 4 2 Detector Phase 4 4 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 7.0 7.0 5.0 7.0 MinimumSplit (s) 13.0 13.0 17.0 17.0 13.0 17.0 Total Split (s) 22.0 22.0 68.0 68.0 13.0 81.0 Total Split (%) 21.4% 21.4% 66.0% 66.0% 12.6% 78.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode None None C -Min C -Min None C -Min Act Effct Green (s) 17.9 17.9 71.9 71.9 8.4 77.1 Actuated g/C Ratio 0.17 0.17 0.70 0.70 0.08 0.75 v/c Ratio 0.83 0.11 0.53 0.21 0.15 0.90 Control Delay 54.1 13.4 3.8 0.5 41.4 9.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 54.1 13.4 3.8 0.5 41.4 9.6 LOS D B A A D A Approach Delay 51.5 3.4 9.8 Approach LOS D A A Queue Length 50th (ft) 159 0 39 0 15 475 Queue Length 95th (ft) #235 27 44 2 m19 358 Internal Link Dist (ft) 1055 2311 2000 Tum Bay Length (ft) 250 200 150 Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA Build (2024) Conditions - Option CA 3: Rt 29 & Polo Grounds Turing Plan: AM Peak Hour t Lane Group V\BL V\BR NBT NBR SBL SK Base Capacity (vph) 591 299 3334 1162 157 3703 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.82 0.11 0.53 0.21 0.14 0.90 Intersection Summary Area Type: Other Cyde Length: 103 Actuated Cyde Length: 103 Offset: 58 (560/o), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cyde: 70 Control Type: Actuated -Coordinated Maximum A Ratio: 0.90 Intersection Signal Delay: 11.3 Intersection LOS: B Intersection Capadty Utilization 81.1% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capadty, queue may be longer. Queue shown is maximum after two cydes. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Rt 29 & Polo Grounds Synchro 9 Report RKA Page 6 685 1 1135 1 225 T pM1 '. 815 Synchro 9 Report RKA Page 6 Queuing and Blocking Report Build (2024) Conditions - Option CA Brookhill - Albemarle County, VA AM Peak Hour Intersection: 1: Rt 29 & Ashwood Movement VM3 VM3 VM3 NB NB NB NB SB SB SB SB Directions Served L L R T T T R L T T T Maximum Queue (ft) 255 283 64 179 194 211 80 86 237 271 257 Average Queue (ft) 157 184 27 82 112 128 24 34 154 168 151 95th Queue (ft) 241 272 56 159 191 207 74 77 236 253 240 Link Distance (ft) 2292 438 1108 1108 1108 0 Storage Bay Dist (ft) 2478 2478 2478 Upstream Blk Time (%) 200 200 Storage BlkTime (%) 0 Queuing Penalty (veh) 0 Intersection: 3: Rt 29 & Polo Grounds Storage Bay Dist (ft) 325 325 225 150 Storage Bl k T rr e(%) 0 0 0 0 5 Queuing Penalty (veh) 0 1 0 0 2 Intersection: 2: Rt 29 & Site Drive 1 Movement VM3 NB NB NB NB SB SB Directions Served R T T T R L T Maximum Queue (ft) 284 130 155 167 68 83 112 Average Queue (ft) 160 54 78 78 30 37 7 95th Queue (ft) 269 122 149 158 67 76 158 Link Distance (ft) 818 2002 2002 2002 152 166 1135 Upstream Blk Time (%) 217 258 274 1033 0 Queuing Penalty (veh) 2292 2292 2002 2002 2002 0 Storage Bay Dist (ft) 200 200 Storage BlkTime (%) 0 Queuing Penalty (veh) 0 Intersection: 3: Rt 29 & Polo Grounds Movement VM3 VM3 VM3 NB NB NB NB SB SB SB SB Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BlkTime (%) Queuing Penalty (veh) C._ L L R T T T R L T T T 214 247 92 162 186 200 62 53 219 263 266 144 161 23 58 65 65 20 19 107 163 179 231 247 85 131 152 166 53 50 217 258 274 1033 2292 2292 2292 2292 2002 2002 2002 150 SimTraffic Report Page 1 Brookhill - Albemarle County, VA Build (2024) Conditions - Option C 1: Rt 29 & Ashwood Turing Plan: PM Peak Hour f, t Movement V\BL V\BR NBU NBT NBR SBL SBT Lane Configurations 102.2 r* A ttt r* ) ttt Traffic Vd urre (veh/h) 209 98 0 2544 364 101 1879 Future Vdurre (veh/h) 209 98 0 2544 364 101 1879 Number 7 14 HCM 2010 Ctrl Delay 2 12 1 6 Initial Q (Cb), veh 0 0 B 0 0 0 0 Ped -Bike Adj(A p T) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1881 1881 1740 1825 1891 1802 Adj Row Rate, veh/h 225 105 2735 391 106 1978 Adj No. of Lanes 2 1 3 1 1 3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.95 0.95 Percent Heavy Veh, % 2 2 7 2 2 7 Cap, veh/h 347 160 3371 1101 160 4096 Arrive On Green 0.10 0.10 0.71 0.71 0.09 0.83 Sat Row, veh/h 3476 1599 4907 1552 1801 5083 Grp Vdurre(v), veh/h 225 105 2735 391 106 1978 Grp Sat R*s),veh/h/In 1738 1599 1584 1552 1801 1640 Q Serve(g_s), s 7.4 7.5 46.5 11.5 6.7 13.3 Cyde Q Clear(g_c), s 7.4 7.5 46.5 11.5 6.7 13.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 347 160 3371 1101 160 4096 V/C Ratio(X) 0.65 0.66 0.81 0.36 0.66 0.48 Avail Cap(c a), veh/h 383 176 3371 1101 198 4096 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 1.00 0.68 0.68 1.00 1.00 Uniform Delay (d), s/veh 51.1 51.2 11.7 6.7 52.0 2.8 Incr Delay (d2), s/veh 4.0 9.0 1.5 0.6 3.1 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 °/dle Back0fQ(50°/o),veh/In 3.7 6.9 20.5 5.1 3.5 6.0 LnGrp Delay(d),s/veh 55.1 60.2 13.2 7.3 55.1 3.2 LnGrp LOS E E B A E A Approach Vol, veh/h 330 3126 2084 Approach Delay, s/veh 56.7 12.5 5.8 Approach LOS E B A Timer 1 2 3 4 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 14.5 87.7 15.8 102.2 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 11.0 78.0 11.0 82.0 Max Q Clear Ti me (g_c+l 1), s 8.7 48.5 9.5 15.3 Green Ext Time (p c), s 0.0 29.4 0.3 66.4 Intersection Summary HCM 2010 Ctrl Delay 12.6 HCM 2010 LOS B Notes Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA Build (2024) Conditions - Option C 1: Rt 29 & Ashwood Timing Plan: PM Peak Hour f, t Lane Group WBL V\BR NBU NBT NBR SBL SBT Lane Configurations r* A ttt r* ) ttt Traffic Vdume (vph) 209 98 0 2544 364 101 1879 Future Vdun-e (vph) 209 98 0 2544 364 101 1879 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 1900 Grade (%) -2% Control Delay 57.1 4% 28.6 4.2 -3% Storage Length (ft) 325 325 250 0.0 225 150 0.0 Storage Lanes 1 1 1 4.2 1 1 LOS Taper Length (ft) 100 C 100 E A 100 44.6 Satd. Raw (prot) 3467 1599 1740 4751 1552 1796 4920 Rt Penn itted 0.950 A Queue Length 50th (ft) 85 0.950 790 Satd. Raw (perm) 3467 1599 1740 4751 1552 1796 4920 Right Tum on Red 145 Yes 507 Yes Satd. Raw (RTOR) Tum Bay Length (ft) 93 325 370 150 Link Speed (mph) 35 45 45 Link Distance (ft) 587 1073 2517 Travel Time (s) 11.4 16.3 38.1 Peak Hour Factor 0.93 0.93 0.90 0.93 0.93 0.95 0.95 Heavy Vehicles (%) 2% 2% 7% 7% 2% 2% 7% Shared Lane Traffic (%) Lane Group Raw (vph) 225 105 0 2735 391 106 1978 Tum Type Prot Perm Prot NA Perm Prot NA Protected Phases 4 5 2 1 6 Penn ifted Phases 4 2 Detector Phase 4 4 5 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 4.0 7.0 7.0 5.0 7.0 MinimumSplit (s) 17.0 17.0 13.0 17.0 17.0 13.0 17.0 Total Split (s) 17.0 17.0 13.0 84.0 84.0 17.0 88.0 Total Split (%) 14.4% 14.4% 11.0% 71.2% 71.2% 14.4% 74.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None C -Min C -Min None C -Min Act Effct Green (s) 12.9 12.9 81.3 81.3 11.8 97.1 Actuated g/C Ratio 0.11 0.11 0.69 0.69 0.10 0.82 v/c Ratio 0.60 0.41 0.84 0.33 0.59 0.49 Control Delay 57.1 17.7 28.6 4.2 64.5 3.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.1 17.7 28.6 4.2 64.5 3.6 LOS E B C A E A Approach Delay 44.6 25.5 6.7 Approach LOS D C A Queue Length 50th (ft) 85 8 790 52 77 126 Queue Length 95th (ft) 127 62 839 91 137 145 Internal Link Dist (ft) 507 993 2437 Tum Bay Length (ft) 325 325 225 150 Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA Build (2024) Conditions - Option C 1: Rt 29 & Ashwood Turing Plan: PM Peak Hour fl t t Lane Group V\BL V\BR NBU NBT NBR SBL Sl Base Capacity (vph) 381 258 3274 1184 197 4049 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.59 0.41 0.84 0.33 0.54 0.49 Intersection Summary Area Type: Other Cyde Length: 118 Actuated Cyde Length: 118 Offset: 73 (620/o), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cyde: 80 Control Type: Actuated -Coordinated Maximum A Ratio: 0.84 Intersection Signal Delay: 19.6 Intersection LOS: B Intersection Capadty Utilization 70.7% ICU Level of Service C Analysis Period (rrin)15 • • ' ..�. • : ' ••- 01 V t02 c-4 17s s 17s I �"r► 05 T 06 13S 1 Eggs Synchro 9 Report RKA Page 2 Brookhill - Albemarle County, VA Build (2024) Conditions - Option C 2: Rt 29 & Site Drive 1 Tirnng Plan: PM Peak Hour Intersection Int Delay, s/veh 109.7 Movement WBL V1BR NBT NBR SBL SBT Traffic Vol, veh/h 0 341 2850 373 71 2300 Future Vd, veh/h 0 341 2850 373 71 2300 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - - - 200 200 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 4 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 7 2 2 7 Mvrrt Flow 0 379 3167 414 79 2556 Major/Mnor Mnorl Majorl Majoi2 Conflicting Flow Al 4347 1583 0 0 3167 0 Stage 1 3167 - - - - - Stage 2 1180 - - - - - Critical Hdwy 5.74 7.14 - - 5.34 - Critical Hdwy Stg 1 6.64 - - - - - Critical Hdwy Stg 2 6.04 - - - - - Follow-up Hdwy 3.82 3.92 - - 3.12 - Pot Cap -1 Maneuver 4 —83 - - —31 - Stage 1 10 - - - - - Stage 2 228 - - - - - Platoon blocked, % - - - Mov Cap -1 Maneuver 4 —83 - - —31 - Mov Cap -2 Maneuver 4 - - - - - Stage 1 10 - - - - - Stage 2 228 - - - - - Approach WB NB SB HCI Control Delay, s $1706.3 0 29.1 HCM LOS F Mnor Lane/Major Mvrrt NBT NBRAEU1 SBL SBT Capacity (veh/h) - - 83 — 31 - HCM Lane V/C Ratio - - 4.565 2.545 - HCM Control Delay (s) - $1706.3$ 972.5 - HCM Lane LOS - - F F - HCM 95th °/utile 0(veh) - - 40.5 9.2 - Notes —: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: Al major volume in platoon Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA Build (2024) Conditions - Option C 2: Rt 29 & Site Drive 1 Timing Plan: PM Peak Hour t Lane Group WBL V\BR NBT NBR SBL SBT Lane Configurations r* ttt r* ) ttt Traffic Vdume (vph) 0 341 2850 373 71 2300 Future Vdume (vph) 0 341 2850 373 71 2300 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) 0% 4% 0% Storage Length (ft) 200 200 200 200 Storage Lanes 0 0 1 1 Taper Length (ft) 100 100 Satd. Raw (prot) 0 1611 4751 1552 1770 4848 Rt Penn itted 0.950 Satd. Raw (perm) 0 1611 4751 1552 1770 4848 Right Tum on Red Yes Yes Satd. Raw (RTOR) 94 282 Link Speed (mph) 25 45 45 Link Distance (ft) 895 2049 1315 Travel Time (s) 24.4 31.0 19.9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 2% 7% 2% 2% 7% Shared Lane Traffic (%) Lane Group Raw (vph) 0 379 3167 414 79 2556 Tum Type Perm NA Perm Prot NA Protected Phases 2 1 Free Penn itted Phases 8 2 Detector Phase 8 2 2 1 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 17.0 17.0 17.0 13.0 Total Split (s) 24.0 81.0 81.0 13.0 Total Split (%) 20.3% 68.6% 68.6% 11.0% Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 Lead/Lag Lead -Lag Optimize? Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Tum Bay Length (ft) 815 None 20.0 0.17 1.08 106.2 0.0 106.2 F -259 #454 Lag Yes C -Min 79.6 0.67 0.99 26.9 0.0 26.9 C 24.6 C -553 m524 1969 Lag Yes C -Min 79.6 0.67 0.36 7.5 0.0 7.5 A Lead Yes None 8.7 0.07 0.60 69.3 0.0 69.3 E 107 61 m104 m84 200 200 200 118.0 1.00 0.53 0.3 0.0 0.3 A 2.4 A 0 0 1235 Synchro 9 Report RKA Page 3 Brookhill - Albemarle County, VA Build (2024) Conditions - Option C 2: Rt 29 & Site Drive 1 Turing Plan: PM Peak Hour t t Lane Group WBL V\BR NBT NBR SBL SK Base Capacity (vph) 351 3205 1138 135 4848 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 1.08 0.99 0.36 0.59 0.53 Intersection Summary Area Type: Other Cyde Length: 118 Actuated Cyde Length: 118 Offset: 0 (01/6), Referenced to phase 2: NBT and 6:, Start of 1 st Green Natural Cyde: 140 Control Type: Actuated -Coordinated Maximum A Ratio: 1.08 Intersection Signal Delay: 20.4 Intersection LOS: C Intersection Capadty Utilization 82.8% ICU Level of Service E Analysis Period (rrin)15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cydes. # 95th percentile volume exceeds capadty, queue may be longer. Queue shown is maximum after two cydes. m Vdume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Rt 29 & Site Drive 1 } 01 I 0 13s 81s 24s Synchro 9 Report RKA Page 4 Brookhill - Albemarle County, VA Build (2024) Conditions - Option C 3: Rt 29 & Rio Mills Road /Polo Grounds(643) TimngRan: PMPeak Hour Movement -11 EBL --1. EBT EBR V\BL 4--- MT V\BR NBL t NBT NBR SBL t SBT SBR Lane Configurations 27 4 r* 400 r* ) ttt r* ) ttt r* Traffic Vdume(veh/h) 5 10 22 328 4 38 56 3180 553 45 2251 4 Future Vdume (veh/h) 5 10 22 328 4 38 56 3180 553 45 2251 4 Number 3 8 18 7 4 14 5 2 12 1 6 16 Initial Q (Cb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A p T) 1.00 0.0 1.00 1.00 0.0 1.00 1.00 0.0 1.00 1.00 34.1 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1872 1835 1835 1835 1835 1835 1835 1749 1835 1900 1811 1900 Adj Row Rate, veh/h 5 11 24 360 0 41 61 3457 601 47 2345 4 Adj No. of Lanes 0 1 1 3 0 1 1 3 1 1 3 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 7 2 2 7 2 Cap, veh/h 27 59 75 400 0 119 105 3028 989 192 3362 1098 Arrive On Green 0.05 0.05 0.05 0.08 0.00 0.08 0.12 1.00 1.00 0.11 0.68 0.68 Sat Row, veh/h 565 1242 1560 5242 0 1560 1747 4775 1560 1810 4945 1615 Grp Vdurre(v), veh/h 16 0 24 360 0 41 61 3457 601 47 2345 4 Grp Sat R*s),veh/h/In 1807 0 1560 1747 0 1560 1747 1592 1560 1810 1648 1615 Q Serve(g_s), s 1.0 0.0 1.8 8.0 0.0 2.9 3.9 0.0 0.0 2.8 34.1 0.1 Cyde Q Clear(g_c), s 1.0 0.0 1.8 8.0 0.0 2.9 3.9 0.0 0.0 2.8 34.1 0.1 Prop In Lane 0.31 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 87 0 75 400 0 119 105 3028 989 192 3362 1098 V/C Ratio(X) 0.18 0.00 0.32 0.90 0.00 0.34 0.58 1.14 0.61 0.24 0.70 0.00 Avail Cap(c a), veh/h 138 0 119 400 0 119 133 3035 991 192 3362 1098 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 0.09 0.09 0.09 0.84 0.84 0.84 Uniform Delay (d), s/veh 54.0 0.0 54.3 54.1 0.0 51.7 50.5 0.0 0.0 48.4 11.5 6.1 Incr Delay (d2), s/veh 1.0 0.0 2.4 22.8 0.0 1.7 0.5 64.3 0.3 0.5 1.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle Back0fQ(50°/o),veh/In 0.5 0.0 0.8 4.7 0.0 1.3 1.9 18.0 0.1 1.4 15.5 0.0 LnGp Delay(d),s/veh 55.0 0.0 56.8 76.8 0.0 53.4 50.9 64.3 0.3 48.9 12.5 6.1 LnGp LOS D E E D D F A D B A Approach Vol, veh/h 40 401 4119 2396 Approach Delay, s/veh 56.0 74.4 54.7 13.2 Approach LOS E E D B Timer 1 2 3 4 Assigned Phs 1 2 4 5 6 8 Phs Duration (GAY+Rc), s 16.6 78.8 13.0 11.1 84.2 9.7 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gnax), s 7.0 73.0 7.0 7.0 73.0 7.0 Max Q Clear Ti me (g_c+l 1), s 4.8 2.0 10.0 5.9 36.1 3.8 Green Ext Time (p c), s 2.1 70.7 0.0 0.0 35.7 0.0 Intersection Summary HCM 2010 Ctrl Delay 41.6 HCM 2010 LOS D Notes Synchro 9 Report RKA Page 4 Brookhill - Albemarle County, VA Build (2024) Conditions - Option C 3: Rt 29 & Rio Mills Road /Polo Grounds(643) Thing Ran: PM Peak Hour Lane Group EBL EBT EBR V\BL VMBT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r* r* ) ttt r* ) ttt r* Traffic Vdume (vph) 5 10 22 328 4 38 56 3180 553 45 2251 4 Future Vdume (vph) 5 10 22 328 4 38 56 3180 553 45 2251 4 Ideal Raw(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 3% 3% 3% 40/0 Storage Length (ft) 0 50 400 200 125 0 150 150 Storage Lanes 0 1 2 1 1 1 1 1 Taper Length (ft) 100 100 100 100 Satd. Raw (prot) 0 1807 1560 3172 1593 1560 1743 4775 1560 1805 4945 1615 Rt Penn itted 0.985 0.950 0.954 0.950 0.950 Satd. Raw (perm) 0 1807 1560 3172 1593 1560 1743 4775 1560 1805 4945 1615 Right Tum on Red Yes Yes Yes Yes Satd. Raw (RTOR) 194 194 437 139 Link Speed (mph) 25 45 45 45 Link Distance (ft) 608 1153 2354 2049 Travel Time (s) 16.6 17.5 35.7 31.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.96 0.96 0.96 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 7% 2% 2% 7% 2% Shared Lane Traffic (%) 33% Lane Group Raw (vph) 0 16 24 239 122 41 61 3457 601 47 2345 4 Tum Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 8 8 4 4 5 2 1 6 Penn ifted Phases 8 4 2 6 Detector Phase 8 8 8 4 4 4 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 7.0 7.0 5.0 7.0 7.0 MinimumSplit (s) 13.0 13.0 13.0 13.0 13.0 13.0 13.0 17.0 17.0 13.0 17.0 17.0 Total Split (s) 13.0 13.0 13.0 13.0 13.0 13.0 13.0 79.0 79.0 13.0 79.0 79.0 Total Split (%) 11.0% 11.0% 11.0% 11.0% 11.0% 11.0% 11.0% 66.9% 66.9% 11.0% 66.9% 66.9% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C -Min C -Min None C -Min C -Min Act Effct Green (s) 8.3 8.3 9.0 9.0 9.0 9.1 82.9 82.9 8.7 82.6 82.6 Actuated g/C Ratio 0.07 0.07 0.08 0.08 0.08 0.08 0.70 0.70 0.07 0.70 0.70 v/c Ratio 0.13 0.08 0.99 1.01 0.14 0.46 1.03 0.49 0.36 0.68 0.00 Control Delay 53.5 0.5 110.7 138.7 1.0 64.4 29.2 0.6 49.3 7.2 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 53.5 0.5 110.7 138.7 1.0 64.4 29.2 0.6 49.3 7.2 0.0 LOS D A F F A E C A D A A Approach Delay 21.7 108.0 25.5 8.0 Approach LOS C F C A Queue Length 50th (ft) 12 0 101 -104 0 43 -1158 6 35 169 0 Queue Length 95th (ft) 35 0 #191 #242 0 n-42 m#1084 n-4 m64 326 m0 Internal Link Dist (ft) 528 1073 2274 1969 Tum Bay Length (ft) 50 400 200 125 150 150 Synchro 9 Report RKA Page 5 Brookhill - Albemarle County, VA Build (2024) Conditions - Option C 3: Rt 29 & Rio Mills Road /Polo Grounds(643) Timing Ran: PMPeak Hour -11 � � t t Lane Group EBL EBT EBR V\BL VM3T V\BR NBL NBT NBR SBL Sl SBR Base Capacity(vph) 137 298 241 121 298 137 3354 1225 137 3461 1172 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.12 0.08 0.99 1.01 0.14 0.45 1.03 0.49 0.34 0.68 0.00 Intersection Summary Area Type: Other Cyde Length: 118 Actuated Cyde Length: 118 Offset: 13 (11 %), Referenced to phase 2: NBT and 6: SBT, Start of 1st Green Natural Cyde: 150 Control Type: Actuated -Coordinated Maximum A Ratio: 1.03 Intersection Signal Delay: 24.2 Intersection LOS: C Intersection Capadty Utilization 81.0% ICU Level of Service D Analysis Period (rrin)15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cydes. # 95th percentile volume exceeds capadty, queue may be longer. Queue shown is maximum after two cydes. m Vdurne for 95th percentile queue is metered by upstream signal. to2'R'. r l— . 79s 13s 13s 13s 055 I♦ r T QO �FS 13s 79s FT Synchro 9 Report RKA Page 6 Brookhill - Albemarle County, VA Build (2024) Conditions - Option C 4: Polo Grounds Road & Site Drive 2 Tirnng Plan: PM Peak Hour Intersection Int Delay, s/veh 2.7 Movement EBL EBT V\BT V\BR SBL SBR Traffic Vol, veh/h 168 440 254 4 3 116 Future Vd, veh/h 168 440 254 4 3 116 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 150 - - - 0 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvrrt Flow 187 489 282 4 3 129 Major/Mnor Majorl Major2 Mnor2 Conflicting Flow Al 287 0 - 0 1146 284 Stage 1 - - - - 284 - Stage 2 - - - - 862 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Fdlow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1275 - - - 220 755 Stage 1 - - - - 764 - Stage 2 - - - - 414 - Ratoon blocked, % - - - Mov Cap-1 Maneuver 1275 - - - 188 755 Mov Cap-2 Maneuver - - - - 188 - Stage 1 - - - - 764 - Stage 2 - - - - 353 - Approach EB VMB SB HCM Control Delay, s 2.3 0 11 HCM LOS B Mnor Lane/Major Mvrrt EBL EBT WBT VUBRSBLnl SBLn2 Capacity (veh/h) 1275 - - - 188 755 HCM Lane V/C Ratio 0.146 - - - 0.018 0.171 HCM Control Delay (s) 8.3 - - - 24.5 10.7 HCM Lane LOS A - - - C B HCM 95th °/utile 0(veh) 0.5 - - - 0.1 0.6 Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA Build (2024) Conditions - Option C 5: Polo Grounds Road & Site Drive 3 Tirnng Plan: PM Peak Hour Intersection Int Delay, s/veh 3.2 Movement EBL EBT V\BT V\BR SBL SBR Traffic Vol, veh/h 143 300 142 4 3 116 Future Vd, veh/h 143 300 142 4 3 116 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 150 - - - 0 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvrrt Flow 159 333 158 4 3 129 Major/Mnor Iajorl Major2 Mnor2 Conflicting Flow Al 162 0 - 0 811 160 Stage 1 - - - - 160 - Stage 2 - - - - 651 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Fdlow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1417 - - - 349 885 Stage 1 - - - - 869 - Stage 2 - - - - 519 - Ratoon blocked, % - - - Mov Cap-1 Maneuver 1417 - - - 310 885 Mov Cap-2 Maneuver - - - - 310 - Stage 1 - - - - 869 - Stage 2 - - - - 461 - Approach EB VMB SB HCI Control Delay, s 2.5 0 10 HCM LOS B Mnor Lane/Major Mvrrt EBL EBT WBT VUBRSBLnl SBLn2 Capacity (veh/h) 1417 - - - 310 885 HCM Lane V/C Ratio 0.112 - - - 0.011 0.146 HCM Control Delay (s) 7.9 - - - 16.7 9.8 HCM Lane LOS A - - - C A HCM 95th °/utile 0(veh) 0.4 - - - 0 0.5 Synchro 9 Report RKA Page 2 Brookhill - Albemarle County, VA 321 587 - Build (2024) Conditions - Option C 6: Site Drive 4 & Ashwood 0.235 0.064 - - 0.043 - HCM Control Delay (s) Tirnng Plan: PM Peak Hour 11.6 - - 8.5 - HCM Lane LOS C B - - A - HCM 95th °/utile 0(veh) Intersection 0.2 - - 0.1 - Int Delay, s/veh 2.5 Movement EBT EBR WBL VMBT NBL NBR Traffic Vol, veh/h 431 34 42 239 68 34 Future Vd, veh/h 431 34 42 239 68 34 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free stop stop RT Channelized - None - None - None Storage Length - 200 200 - 0 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - -2 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvrrt Flow 479 38 47 266 76 38 Major/Mnor Major1 Major2 Mnorl Conflicting Flow Al 0 0 479 0 838 479 Stage 1 - - - - 479 - Stage 2 - - - - 359 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap -1 Maneuver - - 1083 - 336 587 Stage 1 - - - - 623 - Stage 2 - - - - 707 - Platoon blocked, % - - - Mov Cap -1 Maneuver - - 1083 - 321 587 Mov Cap -2 Maneuver - - - - 321 - Stage 1 - - - - 623 - Stage 2 - - - - 676 - Approach EB WB NB HCI Control Delay, s 0 1.3 16.9 HCM LOS C Mnor Lane/Major Mvrrt NBLn1 NBLn2 EBT EBR WBL V\BT Capacity (veh/h) 321 587 - - 1083 - HCM Lane V/C Ratio 0.235 0.064 - - 0.043 - HCM Control Delay (s) 19.6 11.6 - - 8.5 - HCM Lane LOS C B - - A - HCM 95th °/utile 0(veh) 0.9 0.2 - - 0.1 - Synchro 9 Report RKA Page 3 Brookhill - Albemarle County, VA Build (2024) Conditions - Option C 7: Rt 29 & U -Turn Tirnng Plan: PM Peak Hour Intersection Int Delay, s/veh 24.4 Movement EBL EBR NBU NBL NBT SBT SBR Traffic Vol, veh/h 0 0 283 0 2908 2088 0 Future Vd, veh/h 0 0 283 0 2908 2088 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free Free RT Channelized - None - - None - None Storage Length - 0 - 400 - - - Veh in Median Storage, # 0 - - - 0 0 - Grade, % 0 - - - 4 0 - Peak Hour Factor 90 90 90 90 90 90 90 Heavy Vehicles, % 7 7 7 7 7 7 7 Mvrrt Flow 0 0 314 0 3231 2320 0 Major/Mnor Mnor2 Majorl Major2 Conflicting Flow Al 4241 1160 1694 2320 0 - 0 Stage 1 2320 - - - - - - Stage 2 1921 - - - - - - Critical Hdwy 5.84 7.24 5.74 5.44 - - - Critical Hdwy Stg 1 6.74 - - - - - - Critical Hdwy Stg 2 6.14 - - - - - - Follow-up Hdwy 3.87 3.97 2.37 3.17 - - - Pot Cap -1 Maneuver 4 156 —169 80 - - - Stage 1 33 - - - - - - Stage 2 83 - - - - - - Platoon blocked, % - - - Mov Cap -1 Maneuver 4 156 —169 169 - - - Mov Cap -2 Maneuver 4 - - - - - - Stage 1 33 - - - - - - Stage 2 83 - - - - - - Approach EB NB SB HCI Control Delay, s 0 40.4 0 HCM LOS A Mnor Lane/Major Mvrrt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 169 - - - - HCM Lane V/C Ratio 1.861 - - - - HCM Control Delay (s) $ 455.2 - 0 - - HCM Lane LOS F - A - - HCM 95th °/utile 0(veh) 23.3 - - - - Notes —: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: Al major volume in platoon Synchro 9 Report RKA Page 2 Brookhill - Albemarle County, VA Build (2024) Conditions - Option C 7: Rt 29 & U -Turn Timing Plan: PM Peak Hour fl t Lane Group EBL EBR NBU NBL NBT SBT SBR Lane Configurations I ttt ttt Traffic Vdume (vph) 0 0 283 0 2908 2088 0 Future Vdume (vph) 0 0 283 0 2908 2088 0 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 1900 Grade (%) 0% 4% 0% Storage Length (ft) 0 0 400 0 Storage Lanes 0 0 1 0 Taper Length (ft) 100 100 Satd. Raw (prot) 0 0 0 1653 4751 4848 0 Rt Penn itted 0.950 Satd. Raw (perm) 0 0 0 1653 4751 4848 0 Right Tum on Red Yes Yes Satd. Raw (RTOR) Link Speed (mph) 30 45 45 Link Distance (ft) 141 1315 1073 Travel Time (s) 3.2 19.9 16.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%) Lane Group Raw (vph) 0 0 0 314 3231 2320 0 Tum Type Prot Prot NA NA Protected Phases 5 5 Free 6 Penn itted Phases Detector Phase 5 5 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 Minimum Split (s) 13.0 13.0 17.0 Total Split (s) 32.0 32.0 86.0 Total So it (%) 27.1% 27.1% 72.9% Yellow Time (s) 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 Total Lost Time (s) 4.0 4.0 Lead/Lag Lead Lead Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode None None C -Min Act Effct Green (s) 27.3 118.0 82.7 Actuated g/C Ratio 0.23 1.00 0.70 v/c Ratio 0.82 0.68 0.68 Control Delay 17.9 2.1 14.1 Queue Delay 0.0 0.0 0.0 Total Delay 17.9 2.1 14.1 LOS B A B Approach Delay 3.5 14.1 Approach LOS A B Queue Length 50th (ft) 0 8 419 Queue Length 95th (ft) 0 rr27 325 Internal Link Dist (ft) 61 1235 993 Tum Bay Length (ft) 400 Base Capacity (vph) 408 4751 3446 Synchro 9 Report RKA Page 7 Brookhill - Albemarle County, VA Build (2024) Conditions - Option C 7: Rt 29 & U -Turn Turing Plan: PM Peak Hour fl t Lane Group EBL EBR NBU NBL NBT Sl SBR Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.77 0.68 0.67 Intersection Summary Area Type: Other Cyde Length: 118 Actuated Cyde Length: 118 Offset: 12 (10%), Referenced to phase 2: and 6: SBT, Start of 1st Green Natural Cyde: 55 Control Type: Actuated -Coordinated Maximum A Ratio: 0.82 Intersection Signal Delay: 7.7 Intersection LOS: A Intersection Capadty Utilization 62.7% ICU Level of Service B Analysis Period (min) 15 m Vdume for 95th percentile queue is metered by upstream signal. Splits and Phases: 7: Rt 29 & U -Tum 05 T a' ;R'. 32S 1 1 1865 Synchro 9 Report RKA Page 8 Queuing and Blocking Report Build (2024) Conditions - Option C Brookhill - Albemarle County, VA PM Peak Hour Intersection: 1: Rt 29 & Ashwood Movement VM3 VM3 VM3 NB NB NB NB SB SB SB SB Directions Served L L R T T T R L T T T Maximum Queue (ft) 133 162 110 334 354 361 301 159 172 138 118 Average Queue (ft) 67 94 46 217 237 241 78 80 78 76 53 95th Queue (ft) 128 149 94 343 354 357 229 149 147 131 108 Link Distance (ft) 494 1008 1008 1008 2476 2476 2476 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 325 325 Storage BlkTime (%) Queuing Penalty (veh) Intersection: 2: Rt 29 & Site Drive 1 225 150 3 7 3 0 0 25 19 0 Movement VM3 NB NB NB NB SB SB Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BlkTime (%) Queuing Penalty (veh) C._ R T T T R L T 385 839 863 764 300 131 17 253 371 400 408 198 63 1 412 739 771 745 404 123 24 816 1954 1954 1954 1267 200 200 19 0 75 4 SimTraffic Report Page 1 Queuing and Blocking Report Build (2024) Conditions - Option C Brookhill - Albemarle County, VA PM Peak Hour Intersection: 3: Rt 29 & Rio Mills Road /Polo Grounds(643) Movement EB EB VM3 VM3 V\B VM3 NB NB NB NB NB SB Directions Served LT R L L LT R L T T T R L Maximum Queue (ft) 53 44 198 224 246 96 180 1232 1700 1616 873 72 Average Queue (ft) 18 17 112 154 169 35 54 306 386 413 83 31 95th Queue (ft) 48 44 198 226 238 88 144 967 1152 1181 602 73 Link Distance (ft) 522 1050 2246 2246 2246 2246 Upstream Blk Time (%) 0 0 0 0 Queuing Penalty (veh) 1 0 1 0 Storage Bay Dist (ft) 50 400 400 200 125 150 Storage Bk T rr e(%) 4 0 6 0 15 Queuing Penalty (veh) 1 0 17 4 9 Intersection: 3: Rt 29 & Rio Mills Road /Polo Grounds(643) Movement SB SB SB SB Directions Served T T T R Maximum Queue (ft) 227 269 303 2 Average Queue (ft) 98 126 158 0 95th Queue (ft) 212 249 281 3 Link Distance (ft) 1954 1954 1954 Queuing Penalty (veh) Upstream Blk Time (%) Storage Bay Dist (ft) 150 Queuing Penalty (veh) Storage BlkTime (%) Storage Bay Dist (ft) Queuing Penalty (veh) 150 Storage BlkTime (%) 2 7 Queuing Penalty (veh) 1 0 Intersection: 4: Polo Grounds Road & Site Drive 2 Movement EB SB SB Directions Served L L R Maximum Queue (ft) 56 23 69 Average Queue (ft) 25 2 36 95th Queue (ft) 56 15 62 Link Distance (ft) 619 619 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 Storage BlkTime (%) Queuing Penalty (veh) C._ SimTraffic Report Page 2 Queuing and Blocking Report Build (2024) Conditions - Option C Brookhill - Albemarle County, VA PM Peak Hour Intersection: 5: Polo Grounds Road & Site Drive 3 Movement EB SB SB Directions Served L L R Maximum Queue (ft) 62 22 57 Average Queue (ft) 17 2 32 95th Queue (ft) 52 14 53 Link Distance (ft) 120 1286 1286 Upstream Blk Time (%) 206 229 220 Queuing Penalty (veh) 1267 1267 1008 Storage Bay Dist (ft) 150 0 Storage Bl k T rr e (%) Queuing Penalty (veh) 0 0 Intersection: 6: Site Drive 4 & Ashwood Movement WB NB NB Directions Served L L R Maximum Queue (ft) 42 51 52 Average Queue (ft) 14 24 23 95th Queue (ft) 42 47 48 Link Distance (ft) 120 493 493 Upstream Blk Time (%) 206 229 220 Queuing Penalty (veh) 1267 1267 1008 Storage Bay Dist (ft) 200 0 Storage BlkTime (%) Queuing Penalty (veh) 0 0 Intersection: 7: Rt 29 & U -Turn Movement NB NB NB SB SB SB Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BlkTime (%) Queuing Penalty (veh) C._ UL T T T T T 286 127 256 240 276 254 179 8 17 116 131 120 290 179 259 206 229 220 1267 1267 1008 1008 1008 0 0 0 0 400 SimTraffic Report Page 3 Brookhill - Albemarle County, VA Build (2024) Conditions - Option CA 3: Rt 29 & Polo Grounds(643) Turing Plan: PM Peak Hour t Movement V\BL V\BR NBT NBR SBL SBT Lane Configurations 18.0 r* ttt r* ) ttt Traffic Vdume(veh/h) 328 38 3180 553 45 2251 Future Volume (veh/h) 328 38 3180 553 45 2251 Number 7 14 2 12 1 6 Initial Q (Cb), veh 0 0 0 0 0 0 Ped -Bike Adj(A p T) 1.00 1.00 Notes 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1835 1835 1749 1835 1900 1811 Adj Row Rate, veh/h 357 41 3457 601 47 2345 Adj No. of Lanes 2 1 3 1 1 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.96 0.96 Percent Heavy Veh, % 2 2 7 2 2 7 Cap, veh/h 402 185 3345 1092 143 4023 Arrive On Green 0.12 0.12 1.00 1.00 0.08 0.81 Sat Row, veh/h 3390 1560 4932 1560 1810 5108 Grp Vdurre(v), veh/h 357 41 3457 601 47 2345 Grp Sat R*s),veh/h/In 1695 1560 1592 1560 1810 1648 Q Serve(g_s), s 12.2 2.8 82.7 0.0 2.9 19.8 Cyde Q Clear(g_c), s 12.2 2.8 82.7 0.0 2.9 19.8 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 402 185 3345 1092 143 4023 V/C Ratio(X) 0.89 0.22 1.03 0.55 0.33 0.58 Avail Cap(c a), veh/h 402 185 3359 1097 143 4023 HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00 Upstream Filter(l) 1.00 1.00 0.09 0.09 0.84 0.84 Uniform Delay (d), s/veh 51.2 47.1 0.0 0.0 51.4 3.9 Incr Delay (d2), s/veh 20.7 0.6 16.5 0.2 1.1 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 °/dle Back0fQ(50°/o),veh/In 6.9 1.2 5.1 0.1 1.5 8.9 LnGp Delay(d),s/veh 71.9 47.7 16.5 0.2 52.5 4.4 LnGp LOS E D F A D A Approach Vol, veh/h 398 4058 2392 Approach Delay, s/veh 69.4 14.1 5.4 Approach LOS E B A Timer 1 2 3 4 Assigned Phs 1 2 4 6 Phs Duration (GAY+Rc), s 13.2 86.8 18.0 100.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gnax), s 7.0 81.0 12.0 94.0 Max Q Clear Ti me (g_c+l 1), s 4.9 84.7 14.2 21.8 Green Ext Time (p c), s 2.1 0.0 0.0 67.8 Intersection Summary HCM 2010 Ctrl Delay 14.2 HCM 2010 LOS B Notes Synchro 9 Report RKA Page 4 Brookhill - Albemarle County, VA Build (2024) Conditions - Option CA 3: Rt 29 & Polo Grounds(643) Timing Plan: PM Peak Hour t Lane Group WBL V\BR NBT NBR SBL SBT Lane Configurations r* ttt r* ) ttt Traffic Vdume (vph) 328 38 3180 553 45 2251 Future Vdume (vph) 328 38 3180 553 45 2251 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) 3% 0.19 3% 0.47 0.36 40/0 Storage Length (ft) 250 200 22.0 0 150 3.2 Storage Lanes 1 1 0.0 1 1 0.0 Taper Length (ft) 100 16.2 22.0 0.3 100 3.2 Satd. Raw (prot) 3382 1560 4775 1560 1805 4945 Rt Penn itted 0.950 18.8 0.950 4.2 Satd. Raw (perm) 3382 1560 4775 1560 1805 4945 Right Tum on Red 140 Yes 1067 Yes 36 93 Satd. Raw (RTOR) #224 41 m997 537 m69 250 Link Speed (mph) 45 45 45 Link Distance (ft) 1153 200 2354 150 2049 Travel Time (s) 17.5 35.7 31.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.96 0.96 Heavy Vehicles (%) 2% 2% 7% 2% 2% 7% Shared Lane Traffic (%) Lane Group Raw (vph) 357 41 3457 601 47 2345 Tum Type Prot Perm NA Perm Prot NA Protected Phases 4 2 1 6 Penn itted Phases 4 2 Detector Phase 4 4 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 7.0 7.0 5.0 7.0 MinimumSplit (s) 13.0 13.0 17.0 17.0 13.0 17.0 Total Split (s) 18.0 18.0 87.0 87.0 13.0 100.0 Total Split (%) 15.3% 15.3% 73.7% 73.7% 11.0% 84.7% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode None None C -Min C -Min None C -Min Act Effct Green (s) 14.0 14.0 85.6 85.6 8.7 96.0 Actuated g/C Ratio 0.12 0.12 0.73 0.73 0.07 0.81 v/c Ratio 0.89 0.19 1.00 0.47 0.36 0.58 Control Delay 76.0 16.2 22.0 0.3 53.1 3.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 76.0 16.2 22.0 0.3 53.1 3.2 LOS E B C A D A Approach Delay 69.8 18.8 4.2 Approach LOS E B A Queue Length 50th (ft) 140 0 1067 0 36 93 Queue Length 95th (ft) #224 34 m997 m0 m69 250 Internal Link Dist (ft) 1073 2274 1969 Tum Bay Length (ft) 250 200 150 Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA Build (2024) Conditions - Option CA 3: Rt 29 & Polo Grounds(643) Turing Plan: PM Peak Hour t t Lane Group V\BL V\BR NBT NBR SBL SK Base Capacity (vph) 401 221 3463 1279 137 4023 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.89 0.19 1.00 0.47 0.34 0.58 Intersection Summary Area Type: Other Cyde Length: 118 Actuated Cyde Length: 118 Offset: 13 (11 %), Referenced to phase 2: NBT and 6: SBT, Start of 1st Green Natural Cyde: 120 Control Type: Actuated -Coordinated Maximum A Ratio: 1.00 Intersection Signal Delay: 16.6 Intersection LOS: B Intersection Capadty Utilization 77.5% ICU Level of Service D Analysis Period (rrin)15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cydes. # 95th percentile volume exceeds capadty, queue may be longer. Queue shown is maximum after two cydes. m Vdurne for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Rt 29 & Polo Grounds(643) Synchro 9 Report RKA Page 6 87Is 13 s 18S 7 06 rR) 100S Synchro 9 Report RKA Page 6 Queuing and Blocking Report Build (2024) Conditions - Option CA Brookhill - Albemarle County, VA PM Peak Hour Intersection: 1: Rt 29 & Ashwood Movement VM3 VM3 VM3 NB NB NB NB SB SB SB SB Directions Served L L R T T T R L T T T Maximum Queue (ft) 136 156 112 347 344 341 277 140 159 149 130 Average Queue (ft) 69 95 49 224 237 239 82 78 77 82 56 95th Queue (ft) 133 153 100 354 355 350 239 136 140 144 119 Link Distance (ft) 494 1008 1008 1008 2476 2476 2476 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 325 325 Storage BlkTime (%) Queuing Penalty (veh) Intersection: 2: Rt 29 & Site Drive 1 225 150 3 7 0 0 0 25 3 0 Movement VM3 NB NB NB NB SB SB SB Directions Served R T T T R L T T Maximum Queue (ft) 447 795 808 842 300 109 104 107 Average Queue (ft) 280 399 421 442 221 66 7 7 95th Queue (ft) 486 748 779 813 419 109 146 151 Link Distance (ft) 816 1967 1967 1967 1267 1267 Upstream Blk Time (%) 0 0 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 200 200 Storage BlkTime (%) 21 Queuing Penalty (veh) 82 Intersection: 3: Rt 29 & Polo Grounds(643) Movement VM3 VM3 VM3 NB NB NB NB SB SB SB SB Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BlkTime (%) Queuing Penalty (veh) L L R T T T R 198 209 70 1071 1229 1393 164 119 141 33 308 387 389 59 182 200 66 966 1167 1125 241 1051 2282 2282 2282 2282 0 0 0 0 0 0 L T T T 81 134 171 192 41 47 90 102 80 120 160 182 1967 1967 1967 150 SimTraffic Report RKA Page 1 APPENDIX I SYNCHRO OUTPUT BUILD 2030 CONDITIONS Brookhill - Albemarle County, VA Build (2030) Conditions - Option AA 1: Rt 29 & Ashwood Tarring Plan: AM Peak Hour f, t Movement V\BL V\BR NBU NBT NBR SBL SBT Lane Configurations 79.0 r* A ttt r* ) ttt Traffic Vd urre (veh/h) 545 90 0 1478 118 42 2601 Future Vdurre (veh/h) 545 90 0 1478 118 42 2601 Number 7 14 HCM 2010 Ctrl Delay 2 12 1 6 Initial Q (Cb), veh 0 0 C 0 0 0 0 Ped -Bike Adj(A p T) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1881 1881 1740 1825 1891 1802 Adj Row Rate, veh/h 586 97 1589 127 44 2738 Adj No. of Lanes 2 1 3 1 1 3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.95 0.95 Percent Heavy Veh, % 2 2 7 2 2 7 Cap, veh/h 675 311 3017 986 98 3583 Arrive On Green 0.19 0.19 0.21 0.21 0.05 0.73 Sat Row, veh/h 3476 1599 4907 1552 1801 5083 Grp Vdurre(v), veh/h 586 97 1589 127 44 2738 Grp Sat R*s),veh/h/In 1738 1599 1584 1552 1801 1640 Q Serve(g_s), s 16.8 5.4 30.6 6.8 2.4 35.1 Cyde Q Clear(g_c), s 16.8 5.4 30.6 6.8 2.4 35.1 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 675 311 3017 986 98 3583 V/C Ratio(X) 0.87 0.31 0.53 0.13 0.45 0.76 Avail Cap(c a), veh/h 675 311 3017 986 157 3583 HCM Platoon Ratio 1.00 1.00 0.33 0.33 1.00 1.00 Upstream Filter(l) 1.00 1.00 0.76 0.76 1.00 1.00 Uniform Delay (d), s/veh 40.2 35.6 26.9 17.6 47.2 8.6 Incr Delay (d2), s/veh 12.0 0.8 0.5 0.2 1.2 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 °/dle Back0fQ(50°/o),veh/In 9.2 5.1 13.6 3.0 1.2 16.0 LnGrp Delay(d),s/veh 52.2 36.4 27.4 17.8 48.4 10.2 LnGrp LOS D D C B D B Approach Vol, veh/h 683 1716 2782 Approach Delay, s/veh 49.9 26.7 10.8 Approach LOS D C B Timer 1 2 3 4 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 9.6 69.4 24.0 79.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 7.0 60.0 18.0 60.0 Max Q Clear Ti me (g_c+l 1), s 4.4 32.6 18.8 37.1 Green Ext Time (p c), s 0.0 27.3 0.0 22.8 Intersection Summary HCM 2010 Ctrl Delay 21.2 HCM 2010 LOS C Notes Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA Build (2030) Conditions - Option AA 1: Rt 29 & Ashwood Tarring Plan: AM Peak Hour f, t Lane Group WBL V\BR NBU NBT NBR SBL SBT Lane Configurations r* A ttt r* ) ttt Traffic Vdume (vph) 545 90 0 1478 118 42 2601 Future Vdun-e (vph) 545 90 0 1478 118 42 2601 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 1900 Grade (%) -2% Control Delay 55.3 4% 6.1 1.4 -3% Storage Length (ft) 325 325 250 0.0 225 150 0.0 Storage Lanes 1 1 1 1.4 1 1 LOS Taper Length (ft) 100 A 100 D B 100 48.8 Satd. Raw (prot) 3467 1599 1740 4751 1552 1796 4920 Rt Penn itted 0.950 B Queue Length 50th (ft) 194 0.950 67 Satd. Raw (perm) 3467 1599 1740 4751 1552 1796 4920 Right Tum on Red 403 Yes 455 Yes Satd. Raw (RTOR) Tum Bay Length (ft) 97 325 127 150 Link Speed (mph) 35 45 45 Link Distance (ft) 535 2360 2517 Travel Time (s) 10.4 35.8 38.1 Peak Hour Factor 0.93 0.93 0.90 0.93 0.93 0.95 0.95 Heavy Vehicles (%) 2% 2% 7% 7% 2% 2% 7% Shared Lane Traffic (%) Lane Group Raw (vph) 586 97 0 1589 127 44 2738 Tum Type Prot Perm Prot NA Perm Prot NA Protected Phases 4 5 2 1 6 Penn ifted Phases 4 2 Detector Phase 4 4 5 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 4.0 7.0 7.0 5.0 7.0 MinimumSplit (s) 17.0 17.0 13.0 17.0 17.0 13.0 17.0 Total Split (s) 24.0 24.0 13.0 66.0 66.0 13.0 66.0 Total So it (%) 23.3% 23.3% 12.6% 64.1% 64.1% 12.6% 64.1% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None C -Min C -Min None C -Min Act Effct Green (s) 20.0 20.0 67.2 67.2 8.3 75.0 Actuated g/C Ratio 0.19 0.19 0.65 0.65 0.08 0.73 v/c Ratio 0.87 0.25 0.51 0.12 0.30 0.76 Control Delay 55.3 9.2 6.1 1.4 50.1 10.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 55.3 9.2 6.1 1.4 50.1 10.4 LOS E A A A D B Approach Delay 48.8 5.7 11.1 Approach LOS D A B Queue Length 50th (ft) 194 0 67 0 28 346 Queue Length 95th (ft) #285 43 119 m17 63 403 Internal Link Dist (ft) 455 2280 2437 Tum Bay Length (ft) 325 325 225 150 Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA Build (2030) Conditions - Option AA 1: Rt 29 & Ashwood Turing Plan: AM Peak Hour fl t t Lane Group V\BL V\BR NBU NBT NBR SBL Sl Base Capacity (vph) 673 388 3100 1056 156 3582 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.87 0.25 0.51 0.12 0.28 0.76 Intersection Summary Area Type: Other Cyde Length: 103 Actuated Cyde Length: 103 Offset: 0 (00/o), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cyde: 90 Control Type: Actuated -Coordinated Maximum A Ratio: 0.87 Intersection Signal Delay: 14.3 Intersection LOS: B Intersection Capadty Utilization 72.5% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capadty, queue may be longer. Queue shown is maximum after two cydes. m Vdurne for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Rt 29 &Ashwood 41 I t02 1C•4 13S66S 24 5 f1 r, S I p6 :R'; 135 665 Synchro 9 Report RKA Page 2 Brookhill - Albemarle County, VA Build (2030) Conditions - Option AA 2: Rt 29 & Site Drive 1 Turing Plan: AM Peak Hour t Lane Group WBL V\BR NBT NBR SBL SBT Lane Configurations r* ttt r* ) ttt Traffic Vdume (vph) 316 65 1531 218 42 3104 Future Volume (vph) 316 65 1531 218 42 3104 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) 0% 0.16 4% 0.25 0.32 0% Storage Length (ft) 275 200 7.5 200 200 0.9 Storage Lanes 1 0 0.0 1 1 0.0 Taper Length (ft) 100 7.2 7.5 0.8 100 0.9 Satd. Raw (prot) 1770 1583 4751 1552 1770 4848 Rt Penn itted 0.950 6.7 0.950 1.5 Satd. Raw (perm) 1770 1583 4751 1552 1770 4848 Right Tum on Red 213 Yes 35 Yes 30 13 Satd. Raw (RTOR) 298 72 302 237 m40 0 Link Speed (mph) 25 45 45 Link Distance (ft) 895 200 979 200 200 2360 Travel Time (s) 24.4 14.8 35.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 2% 7% 2% 2% 7% Shared Lane Traffic (%) Lane Group Raw (vph) 351 72 1701 242 47 3449 Tum Type Prot Perm NA Perm Prot NA Protected Phases 4! 2 1 Free! Penn itted Phases 4 2 Detector Phase 4 4 2 2 1 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 MinimumSplit (s) 17.0 17.0 17.0 17.0 13.0 Total Split (s) 36.0 36.0 54.0 54.0 13.0 Total Split (%) 35.0% 35.0% 52.4% 52.4% 12.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Recall Mode None None C -Min C -Min None Act Effct Green (s) 26.2 26.2 58.4 58.4 8.6 103.0 Actuated g/C Ratio 0.25 0.25 0.57 0.57 0.08 1.00 v/c Ratio 0.78 0.16 0.63 0.25 0.32 0.71 Control Delay 47.9 7.2 7.5 0.8 46.1 0.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 47.9 7.2 7.5 0.8 46.1 0.9 LOS D A A A D A Approach Delay 41.0 6.7 1.5 Approach LOS D A A Queue Length 50th (ft) 213 0 35 0 30 13 Queue Length 95th (ft) 298 32 302 3 m40 0 Internal Link Dist (ft) 815 899 2280 Tum Bay Length (ft) 275 200 200 200 Synchro 9 Report RKA Page 3 Brookhill - Albemarle County, VA Build (2030) Conditions - Option AA 2: Rt 29 & Site Drive 1 Turing Plan: AM Peak Hour t Lane Group V\BL V\BR NBT NBR SBL SK Base Capacity (vph) 549 541 2692 982 159 4848 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.64 0.13 0.63 0.25 0.30 0.71 Intersection Summary Area Type: Other Cyde Length: 103 Actuated Cyde Length: 103 Offset: 96 (93%), Referenced to phase 2: NBT and 6:, Start of 1 st Green Natural Cyde: 60 Control Type: Actuated -Coordinated Maximum A Ratio: 0.78 Intersection Signal Delay: 6.1 Intersection LOS: A Intersection Capadty Utilization 84.1% ICU Level of Service E Analysis Period (min) 15 m Vdurne for 95th percentile queue is metered by upstream signal. ! Phase conflict behvwn lane groups. Splits and Phases: 2: Rt 29 & Site Drive 1 } 01 I o?- a� 113S 1 E54 s 1 136 s Synchro 9 Report RKA Page 4 Brookhill - Albemarle County, VA Build (2030) Conditions - Option AA 3: Rt 29 & Polo Grounds Tarring Plan: AM Peak Hour t Movement V\BL V\BR NBT NBR SBL SBT Lane Configurations 21.0 r* ttt r* ) ttt Traffic Vdume(veh/h) 459 32 1715 226 22 3393 Future Vdume (veh/h) 459 32 1715 226 22 3393 Number 7 14 2 12 1 6 Initial Q (Cb), veh 0 0 0 0 0 0 Ped -Bike Adj(A p T) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1835 1835 1749 1835 1900 1811 Adj Row Rate, veh/h 499 35 1864 246 23 3534 Adj No. of Lanes 2 1 3 1 1 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.96 0.96 Percent Heavy Veh, % 2 2 7 2 2 7 Cap, veh/h 560 257 2595 847 317 3744 Arrive On Green 0.17 0.17 1.00 1.00 0.18 0.76 Sat Row, veh/h 3390 1560 4932 1560 1810 5108 Grp Vdurre(v), veh/h 499 35 1864 246 23 3534 Grp Sat R*s),veh/h/In 1695 1560 1592 1560 1810 1648 Q Serve(g_s), s 14.8 2.0 0.0 0.0 1.1 62.6 Cyde Q Clear(g_c), s 14.8 2.0 0.0 0.0 1.1 62.6 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 560 257 2595 847 317 3744 V/C Ratio(X) 0.89 0.14 0.72 0.29 0.07 0.94 Avail Cap(c a), veh/h 560 257 3013 984 317 3744 HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00 Upstream Filter(l) 1.00 1.00 0.83 0.83 1.00 1.00 Uniform Delay (d), s/veh 42.1 36.7 0.0 0.0 35.5 10.6 Incr Delay (d2), s/veh 16.5 0.2 1.4 0.7 0.0 6.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 °/dle Back0fQ(50°/o),veh/In 8.2 0.9 0.3 0.2 0.6 30.0 LnGp Delay(d),s/veh 58.6 37.0 1.4 0.7 35.5 17.1 LnGp LOS E D A A D B Approach Vol, veh/h 534 2110 3557 Approach Delay, s/veh 57.1 1.4 17.2 Approach LOS E A B Timer 1 2 3 4 Assigned Phs 1 2 4 6 Phs Duration (GAY+Rc), s 22.0 60.0 21.0 82.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gnax), s 7.0 63.0 15.0 76.0 Max Q Clear Ti me (g_c+l 1), s 3.1 2.0 16.8 64.6 Green Ext Time (p c), s 3.9 52.0 0.0 11.4 Intersection Summary HCM 2010 Ctrl Delay 15.2 HCM 2010 LOS B Synchro 9 Report RKA Page 4 Brookhill - Albemarle County, VA Build (2030) Conditions - Option AA 3: Rt 29 & Polo Grounds Turing Plan: AM Peak Hour t Lane Group WBL V\BR NBT NBR SBL SBT Lane Configurations r* ttt r* ) ttt Traffic Vdume (vph) 459 32 1715 226 22 3393 Future Vdume (vph) 459 32 1715 226 22 3393 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) 3% 0.12 3% 0.21 0.17 40/0 Storage Length (ft) 250 200 4.0 0 150 17.9 Storage Lanes 1 1 0.0 1 1 0.0 Taper Length (ft) 100 13.4 4.0 0.5 100 17.9 Satd. Raw (prot) 3382 1560 4775 1560 1805 4945 Rt Penn itted 0.950 3.6 0.950 18.1 Satd. Raw (perm) 3382 1560 4775 1560 1805 4945 Right Tum on Red 167 Yes 39 Yes 15 817 Satd. Raw (RTOR) #258 35 44 246 m21 914 Link Speed (mph) 45 45 45 Link Distance (ft) 1135 200 2391 150 1100 Travel Time (s) 17.2 36.2 16.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.96 0.96 Heavy Vehicles (%) 2% 2% 7% 2% 2% 7% Shared Lane Traffic (%) Lane Group Raw (vph) 499 35 1864 246 23 3534 Tum Type Prot Perm NA Perm Prot NA Protected Phases 7 2 1 6 Penn itted Phases 7 2 Detector Phase 7 7 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 7.0 7.0 4.0 7.0 MinimumSplit (s) 13.0 13.0 17.0 17.0 13.0 17.0 Total Split (s) 21.0 21.0 69.0 69.0 13.0 82.0 Total Split (%) 20.4% 20.4% 67.0% 67.0% 12.6% 79.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode None None C -Min C -Min None C -Min Act Effct Green (s) 17.0 17.0 72.8 72.8 7.8 78.0 Actuated g/C Ratio 0.17 0.17 0.71 0.71 0.08 0.76 v/c Ratio 0.89 0.12 0.55 0.21 0.17 0.94 Control Delay 62.2 13.4 4.0 0.5 48.0 17.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 62.2 13.4 4.0 0.5 48.0 17.9 LOS E B A A D B Approach Delay 59.0 3.6 18.1 Approach LOS E A B Queue Length 50th (ft) 167 0 39 0 15 817 Queue Length 95th (ft) #258 28 44 2 m21 914 Internal Link Dist (ft) 1055 2311 1020 Tum Bay Length (ft) 250 200 150 Synchro 9 Report RKA Page 5 Brookhill - Albemarle County, VA Build (2030) Conditions - Option AA 3: Rt 29 & Polo Grounds Turing Plan: AM Peak Hour t Lane Group V\BL V\BR NBT NBR SBL SK Base Capacity (vph) 558 286 3375 1175 157 3744 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.89 0.12 0.55 0.21 0.15 0.94 Intersection Summary Area Type: Other Cyde Length: 103 Actuated Cyde Length: 103 Offset: 58 (560/o), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cyde: 90 Control Type: Actuated -Coordinated Maximum A Ratio: 0.94 Intersection Signal Delay: 16.7 Intersection LOS: B Intersection Capadty Utilization 85.3% ICU Level of Service E Analysis Period (rrin)15 # 95th percentile volume exceeds capadty, queue may be longer. Queue shown is maximum after two cydes. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Rt 29 & Polo Grounds Synchro 9 Report RKA Page 6 69s 13s 21s T pM1 '. 829 Synchro 9 Report RKA Page 6 Brookhill - Albemarle County, VA Build (2030) Conditions - Option AA 4: Polo Grounds Road & Site Drive 2 Tarring Plan: AM Peak Hour Intersection Int Delay, s/veh 3.3 Movement EBL EBT V\BT V\BR SBL SBR Traffic Vol, veh/h 98 154 367 2 4 129 Future Vd, veh/h 98 154 367 2 4 129 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 150 - - - 0 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvrrt Flow 109 171 408 2 4 143 Major/Mnor Iajorl Major2 Mnor2 Conflicting Flow Al 410 0 - 0 798 409 Stage 1 - - - - 409 - Stage 2 - - - - 389 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1149 - - - 355 642 Stage 1 - - - - 671 - Stage 2 - - - - 685 - Ratoon blocked, % - - - Mov Cap-1 Maneuver 1149 - - - 321 642 Mov Cap-2 Maneuver - - - - 321 - Stage 1 - - - - 671 - Stage 2 - - - - 620 - Approach EB VMB SB HCI Control Delay, s 3.3 0 12.3 HCM LOS B Mnor Lane/Major Mvrrt EBL EBT WBT VUBRSBLnl SBLn2 Capacity (veh/h) 1149 - - - 321 642 HCM Lane V/C Ratio 0.095 - - - 0.014 0.223 HCM Control Delay (s) 8.5 - - - 16.4 12.2 HCM Lane LOS A - - - C B HCM 95th °/utile 0(veh) 0.3 - - - 0 0.9 Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA Build (2030) Conditions - Option AA 5: Polo Grounds Road & Site Drive 3 Tarring Plan: AM Peak Hour Intersection Int Delay, s/veh 3.9 Movement EBL EBT V\BT V\BR SBL SBR Traffic Vol, veh/h 83 75 240 2 4 129 Future Vd, veh/h 83 75 240 2 4 129 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 150 - - - 0 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvrrt Flow 92 83 267 2 4 143 Major/Mnor Iajorl Major2 Mnor2 Conflicting Flow Al 269 0 - 0 536 268 Stage 1 - - - - 268 - Stage 2 - - - - 268 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1295 - - - 505 771 Stage 1 - - - - 777 - Stage 2 - - - - 777 - Ratoon blocked, % - - - Mov Cap-1 Maneuver 1295 - - - 469 771 Mov Cap-2 Maneuver - - - - 469 - Stage 1 - - - - 777 - Stage 2 - - - - 722 - Approach EB VMB SB HCI Control Delay, s 4.2 0 10.8 HCM LOS B Mnor Lane/Major Mvrrt EBL EBT WBT VUBRSBLnl SBLn2 Capacity (veh/h) 1295 - - - 469 771 HCM Lane V/C Ratio 0.071 - - - 0.009 0.186 HCM Control Delay (s) 8 - - - 12.7 10.7 HCM Lane LOS A - - - B B HCM 95th °/utile 0(veh) 0.2 - - - 0 0.7 Synchro 9 Report RKA Page 2 Brookhill - Albemarle County, VA 332 890 - Build (2030) Conditions - Option AA 6: Site Drive 4 & Ashwood 0.254 0.047 - - 0.02 - HCM Control Delay (s) 19.5 Tarring Plan: AM Peak Hour - 7.6 - HCM Lane LOS C A - - A - HCM 95th °/utile 0(veh) 1 Intersection - 0.1 - Int Delay, s/veh 2.3 Movement EBT EBR WBL VMBT NBL NBR Traffic Vol, veh/h 140 20 25 559 76 38 Future Vd, veh/h 140 20 25 559 76 38 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free stop stop RT Channelized - None - None - None Storage Length - 200 200 - 0 0 Veh in Median storage, # 0 - - 0 0 - Grade, % 0 - - -2 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvrrt Flow 156 22 28 621 84 42 Major/Mnor Major1 Major2 Mnorl Conflicting Flow Al 0 0 156 0 833 156 Stage 1 - - - - 156 - Stage 2 - - - - 677 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Fdlow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap -1 Maneuver - - 1424 - 339 890 Stage 1 - - - - 872 - Stage 2 - - - - 505 - Platoon blocked, % - - - Mov Cap -1 Maneuver - - 1424 - 332 890 Mov Cap -2 Maneuver - - - - 332 - Stage 1 - - - - 872 - Stage 2 - - - - 495 - Approach EB WB NB HCM Control Delay, s 0 0.3 16.1 HCM LOS C Mnor Lane/Major Mvrrt NBLn1 NBLn2 EBT EBR WBL V\BT Capacity (veh/h) 332 890 - - 1424 - HCM Lane V/C Ratio 0.254 0.047 - - 0.02 - HCM Control Delay (s) 19.5 9.2 - - 7.6 - HCM Lane LOS C A - - A - HCM 95th °/utile 0(veh) 1 0.1 - - 0.1 - Synchro 9 Report RKA Page 3 Queuing and Blocking Report Build (2030) Conditions - Option AA Brookhill - Albemarle County, VA AM Peak Hour Intersection: 1: Rt 29 & Ashwood Movement VM3 VM3 VM3 NB NB NB NB SB SB SB SB Directions Served L L R T T T R L T T T Maximum Queue (ft) 283 312 65 171 216 221 64 81 243 257 242 Average Queue (ft) 180 211 27 92 124 139 27 36 163 176 158 95th Queue (ft) 278 312 57 167 203 213 60 75 233 242 237 Link Distance (ft) 2283 438 2283 2283 2283 2478 2478 2478 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 325 325 225 150 Storage Bl k T rr e(%) 0 1 1 5 Queuing Penalty (veh) 0 2 1 2 Intersection: 2: Rt 29 & Site Drive 1 Movement VM3 VM3 NB NB NB NB SB SB SB SB Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BlkTime (%) Queuing Penalty (veh) C._ L R T T T R L T T T 339 196 132 154 159 61 83 179 500 298 200 41 62 74 88 27 37 12 44 20 314 136 129 147 158 61 78 220 402 336 825 919 919 919 2283 2283 2283 275 3 2 SimTraffic Report Page 1 Queuing and Blocking Report Build (2030) Conditions - Option AA Brookhill - Albemarle County, VA AM Peak Hour Intersection: 3: Rt 29 & Polo Grounds Movement VM3 VM3 VM3 NB NB NB NB SB SB SB SB B19 Directions Served L L R T T T R L T T T T Maximum Queue (ft) 248 252 59 164 193 203 54 73 302 335 357 95 Average Queue (ft) 159 175 25 56 65 62 19 23 168 206 233 6 95th Queue (ft) 244 261 58 124 153 157 51 66 284 318 348 133 Link Distance (ft) 1031 2291 2291 2291 2291 1019 1019 1019 919 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 250 200 150 Storage BlkTime (%) 0 9 5 Queuing Penalty (veh) 1 23 1 Intersection: 3: Rt 29 & Polo Grounds Movement B19 B19 Directions Served T T Maximum Queue (ft) 223 180 Average Queue (ft) 15 12 95th Queue (ft) 195 182 Link Distance (ft) 919 919 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Upstream Blk Time (%) Storage Bay Dist (ft) Storage BlkTime (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 Intersection: 4: Polo Grounds Road & Site Drive 2 Movement EB SB SB Directions Served L L R Maximum Queue (ft) 55 21 72 Average Queue (ft) 23 3 40 95th Queue (ft) 53 17 65 Link Distance (ft) 625 625 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 Storage BlkTime (%) Queuing Penalty (veh) C._ SimTraffic Report Page 2 Brookhill - Albemarle County, VA Build (2030) Conditions - Option AA 1: Rt 29 & Ashwood Turing Plan: PM Peak Hour f, t Movement V\BL V\BR NBU NBT NBR SBL SBT Lane Configurations 101.9 r* A ttt r* ) ttt Traffic Vd urre (veh/h) 221 103 0 2719 390 106 2006 Future Vdume (veh/h) 221 103 0 2719 390 106 2006 Number 7 14 HCM 2010 Ctrl Delay 2 12 1 6 Initial Q (Cb), veh 0 0 C 0 0 0 0 Ped -Bike Adj(A p T) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1881 1881 1740 1825 1891 1802 Adj Row Rate, veh/h 238 111 2924 419 112 2112 Adj No. of Lanes 2 1 3 1 1 3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.95 0.95 Percent Heavy Veh, % 2 2 7 2 2 7 Cap, veh/h 358 165 3341 1091 166 4080 Arrive On Green 0.10 0.10 0.23 0.23 0.09 0.83 Sat Row, veh/h 3476 1599 4907 1552 1801 5083 Grp Vdurre(v), veh/h 238 111 2924 419 112 2112 Grp Sat R*s),veh/h/In 1738 1599 1584 1552 1801 1640 Q Serve(g_s), s 7.8 7.9 70.0 26.9 7.1 15.1 Cyde Q Clear(g_c), s 7.8 7.9 70.0 26.9 7.1 15.1 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 358 165 3341 1091 166 4080 V/C Ratio(X) 0.67 0.67 0.88 0.38 0.67 0.52 Avail Cap(c a), veh/h 383 176 3341 1091 168 4080 HCM Platoon Ratio 1.00 1.00 0.33 0.33 1.00 1.00 Upstream Filter(l) 1.00 1.00 0.09 0.09 1.00 1.00 Uniform Delay (d), s/veh 51.0 51.0 40.3 23.8 51.9 3.0 Incr Delay (d2), s/veh 4.6 10.3 0.3 0.1 8.3 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 °/dle Back0fQ(50°/o),veh/In 4.0 7.3 30.9 11.6 3.9 6.8 LnGrp Delay(d),s/veh 55.6 61.4 40.7 23.9 60.1 3.5 LnGrp LOS E E D C E A Approach Vol, veh/h 349 3343 2224 Approach Delay, s/veh 57.4 38.5 6.3 Approach LOS E D A Timer 1 2 3 4 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 14.9 87.0 16.1 101.9 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 9.0 80.0 11.0 82.0 Max Q Clear Ti me (g_c+l 1), s 9.1 72.0 9.9 17.1 Green Ext Time (p c), s 0.0 8.0 0.2 64.5 Intersection Summary HCM 2010 Ctrl Delay 27.6 HCM 2010 LOS C Notes Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA Build (2030) Conditions - Option AA 1: Rt 29 & Ashwood Timing Plan: PM Peak Hour f, t Lane Group WBL V\BR NBU NBT NBR SBL SBT Lane Configurations r* A ttt r* ) ttt Traffic Vdume (vph) 221 103 0 2719 390 106 2006 Future Vdun-e (vph) 221 103 0 2719 390 106 2006 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 1900 Grade (%) -2% Control Delay 58.2 4% 4.1 0.1 -3% Storage Length (ft) 325 325 250 0.0 225 150 0.0 Storage Lanes 1 1 1 0.1 1 1 LOS Taper Length (ft) 100 A 100 E A 100 46.0 Satd. Raw (prot) 3467 1599 1740 4751 1552 1796 4920 Rt Penn itted 0.950 A Queue Length 50th (ft) 90 0.950 4 Satd. Raw (perm) 3467 1599 1740 4751 1552 1796 4920 Right Tum on Red 161 Yes 507 Yes Satd. Raw (RTOR) Tum Bay Length (ft) 91 325 391 150 Link Speed (mph) 35 45 45 Link Distance (ft) 587 2388 2517 Travel Time (s) 11.4 36.2 38.1 Peak Hour Factor 0.93 0.93 0.90 0.93 0.93 0.95 0.95 Heavy Vehicles (%) 2% 2% 7% 7% 2% 2% 7% Shared Lane Traffic (%) Lane Group Raw (vph) 238 111 0 2924 419 112 2112 Tum Type Prot Perm Prot NA Perm Prot NA Protected Phases 4 5 2 1 6 Penn ifted Phases 4 2 Detector Phase 4 4 5 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 4.0 7.0 7.0 5.0 7.0 MinimumSplit (s) 17.0 17.0 13.0 17.0 17.0 13.0 17.0 Total Split (s) 17.0 17.0 13.0 86.0 86.0 15.0 88.0 Total Split (%) 14.4% 14.4% 11.0% 72.9% 72.9% 12.7% 74.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None C -Min C -Min None C -Min Act Effct Green (s) 12.9 12.9 82.4 82.4 10.6 97.1 Actuated g/C Ratio 0.11 0.11 0.70 0.70 0.09 0.82 v/c Ratio 0.63 0.43 0.88 0.35 0.69 0.52 Control Delay 58.2 19.9 4.1 0.1 74.3 3.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 58.2 19.9 4.1 0.1 74.3 3.8 LOS E B A A E A Approach Delay 46.0 3.6 7.3 Approach LOS D A A Queue Length 50th (ft) 90 14 4 0 84 141 Queue Length 95th (ft) 133 70 m3 m0 #164 161 Internal Link Dist (ft) 507 2308 2437 Tum Bay Length (ft) 325 325 225 150 Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA Build (2030) Conditions - Option AA 1: Rt 29 & Ashwood Turing Plan: PM Peak Hour fl t t Lane Group V\BL V\BR NBU NBT NBR SBL Sl Base Capacity (vph) 381 257 3318 1201 167 4046 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.62 0.43 0.88 0.35 0.67 0.52 Intersection Summary Area Type: Other Cyde Length: 118 Actuated Cyde Length: 118 Offset: 73 (620/o), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cyde: 90 Control Type: Actuated -Coordinated Maximum A Ratio: 0.88 Intersection Signal Delay: 7.5 Intersection LOS: A Intersection Capadty Utilization 74.7% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capadty, queue may be longer. Queue shown is maximum after two cydes. m Vdurne for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Rt 29 &Ashwood al I 102 c-4 15SI86s 17S ► �" r 05 T o6 'R) 13s 88s Synchro 9 Report RKA Page 2 Brookhill - Albemarle County, VA Build (2030) Conditions - Option AA 2: Rt 29 & Site Drive 1 Timing Plan: PM Peak Hour t Lane Group WBL V\BR NBT NBR SBL SBT Lane Configurations r* ttt r* ) ttt Traffic Vdume (vph) 283 58 3051 373 71 2156 Future Vdume (vph) 283 58 3051 373 71 2156 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) 0% 0.13 4% 0.30 0.60 0% Storage Length (ft) 275 200 73.8 200 200 0.3 Storage Lanes 1 0 0.0 1 1 0.0 Taper Length (ft) 100 30.8 73.8 0.1 100 0.3 Satd. Raw (prot) 1770 1583 4751 1552 1770 4848 Rt Penn itted 0.950 65.8 0.950 2.5 Satd. Raw (perm) 1770 1583 4751 1552 1770 4848 Right Tum on Red 236 Yes 1092 Yes 60 1 Satd. Raw (RTOR) #405 70 rn#986 284 rr#118 0 Link Speed (mph) 25 45 45 Link Distance (ft) 895 200 851 200 200 2388 Travel Time (s) 24.4 12.9 36.2 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 2% 7% 2% 2% 7% Shared Lane Traffic (%) Lane Group Raw (vph) 314 64 3390 414 79 2396 Tum Type Prot pm+ov NA pm+ov Prot NA Protected Phases 4! 1 2 4 1 Free! Penn itted Phases 4 2 Detector Phase 4 1 2 4 1 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 MinimumSplit (s) 17.0 13.0 17.0 17.0 13.0 Total Split (s) 27.0 13.0 78.0 27.0 13.0 Total Split (%) 22.9% 11.0% 66.1% 22.9% 11.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lead -Lag Optimize? Yes Yes Yes Recall Mode None None C -Min None None Act Effct Green (s) 22.7 35.4 74.6 101.3 8.7 118.0 Actuated g/C Ratio 0.19 0.30 0.63 0.86 0.07 1.00 v/c Ratio 0.92 0.13 1.13 0.30 0.60 0.49 Control Delay 79.7 30.8 73.8 0.1 68.4 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 79.7 30.8 73.8 0.1 68.4 0.3 LOS E C E A E A Approach Delay 71.4 65.8 2.5 Approach LOS E E A Queue Length 50th (ft) 236 35 1092 0 60 1 Queue Length 95th (ft) #405 70 rn#986 m0 rr#118 0 Internal Link Dist (ft) 815 771 2308 Tum Bay Length (ft) 275 200 200 200 Synchro 9 Report RKA Page 3 Brookhill - Albemarle County, VA Build (2030) Conditions - Option AA 2: Rt 29 & Site Drive 1 Turing Plan: PM Peak Hour t t Lane Group V\BL V\BR NBT NBR SBL SK Base Capacity(vph) 345 478 3002 1375 135 4848 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.91 0.13 1.13 0.30 0.59 0.49 Intersection Summary Area Type: Other Cyde Length: 118 Actuated Cyde Length: 118 Offset: 35 (30%), Referenced to phase 2: NBT and 6:, Start of 1 st Green Natural Cyde: 150 Control Type: Actuated -Coordinated Maximum A Ratio: 1.13 Intersection Signal Delay: 42.6 Intersection LOS: D Intersection Capadty Utilization 81.3% ICU Level of Service D Analysis Period (rrin)15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cydes. # 95th percentile volume exceeds capadty, queue may be longer. Queue shown is maximum after two cydes. m Vdurne for 95th percentile queue is metered by upstream signal. ! Phase conflict bety wn lane groups. Splits and Phases: 2: Rt 29 & Site Drive 1 } 0i 102 �_- 13s 1 11111111178s -s Synchro 9 Report RKA Page 4 Brookhill - Albemarle County, VA Build (2030) Conditions - Option AA 3: Rt 29 & Polo Grounds(643) Turing Plan: PM Peak Hour t Movement V\BL V\BR NBT NBR SBL SBT Lane Configurations 18.0 r* ttt r* ) ttt Traffic Vdume(veh/h) 335 40 3379 571 48 2387 Future Volume (veh/h) 335 40 3379 571 48 2387 Number 7 14 2 12 1 6 Initial Q (Cb), veh 0 0 0 0 0 0 Ped -Bike Adj(A p T) 1.00 1.00 Notes 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1835 1835 1749 1835 1900 1811 Adj Row Rate, veh/h 364 43 3673 621 50 2486 Adj No. of Lanes 2 1 3 1 1 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.96 0.96 Percent Heavy Veh, % 2 2 7 2 2 7 Cap, veh/h 402 185 3345 1093 143 4023 Arrive On Green 0.12 0.12 1.00 1.00 0.08 0.81 Sat Row, veh/h 3390 1560 4932 1560 1810 5108 Grp Vdurre(v), veh/h 364 43 3673 621 50 2486 Grp Sat R*s),veh/h/In 1695 1560 1592 1560 1810 1648 Q Serve(g_s), s 12.5 2.9 0.0 0.0 3.1 22.2 Cyde Q Clear(g_c), s 12.5 2.9 0.0 0.0 3.1 22.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 402 185 3345 1093 143 4023 V/C Ratio(X) 0.91 0.23 1.10 0.57 0.35 0.62 Avail Cap(c a), veh/h 402 185 3359 1097 143 4023 HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00 Upstream Filter(l) 1.00 1.00 0.09 0.09 1.00 1.00 Uniform Delay (d), s/veh 51.3 47.1 0.0 0.0 51.5 4.1 Incr Delay (d2), s/veh 23.4 0.6 44.6 0.2 1.5 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 °/dle Back0fQ(50°/o),veh/In 7.2 1.3 13.8 0.1 1.6 10.2 LnGp Delay(d),s/veh 74.8 47.8 44.6 0.2 52.9 4.8 LnGp LOS E D F A D A Approach Vol, veh/h 407 4294 2536 Approach Delay, s/veh 71.9 38.2 5.8 Approach LOS E D A Timer 1 2 3 4 Assigned Phs 1 2 4 6 Phs Duration (GAY+Rc), s 13.4 86.6 18.0 100.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gnax), s 7.0 81.0 12.0 94.0 Max Q Clear Ti me (g_c+l 1), s 5.1 2.0 14.5 24.2 Green Ext Time (p c), s 1.9 78.6 0.0 67.0 Intersection Summary HCM 2010 Ctrl Delay 28.7 HCM 2010 LOS C Notes Synchro 9 Report RKA Page 4 Brookhill - Albemarle County, VA Build (2030) Conditions - Option AA 3: Rt 29 & Polo Grounds(643) Timing Plan: PM Peak Hour t Lane Group WBL V\BR NBT NBR SBL SBT Lane Configurations r* ttt r* ) ttt Traffic Vdume (vph) 335 40 3379 571 48 2387 Future Vdume (vph) 335 40 3379 571 48 2387 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) 3% 0.19 3% 0.49 0.38 40/0 Storage Length (ft) 250 200 45.8 0 150 5.2 Storage Lanes 1 1 0.0 1 1 0.0 Taper Length (ft) 100 15.9 45.8 0.3 100 5.2 Satd. Raw (prot) 3382 1560 4775 1560 1805 4945 Rt Penn itted 0.950 39.2 0.950 6.4 Satd. Raw (perm) 3382 1560 4775 1560 1805 4945 Right Tum on Red 143 Yes -1197 Yes 38 260 Satd. Raw (RTOR) #230 43 m0 522 326 Internal Link Dist (ft) Link Speed (mph) 45 2274 45 1115 45 Link Distance (ft) 1153 2354 150 1195 Travel Time (s) 17.5 35.7 18.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.96 0.96 Heavy Vehicles (%) 2% 2% 7% 2% 2% 7% Shared Lane Traffic (%) Lane Group Raw (vph) 364 43 3673 621 50 2486 Tum Type Prot Perm NA Perm Prot NA Protected Phases 4 2 1 6 Penn itted Phases 4 2 Detector Phase 4 4 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 7.0 7.0 5.0 7.0 MinimumSplit (s) 13.0 13.0 17.0 17.0 13.0 17.0 Total Split (s) 18.0 18.0 87.0 87.0 13.0 100.0 Total Split (%) 15.3% 15.3% 73.7% 73.7% 11.0% 84.7% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode None None C -Min C -Min None C -Min Act Effct Green (s) 14.0 14.0 85.6 85.6 8.7 96.0 Actuated g/C Ratio 0.12 0.12 0.73 0.73 0.07 0.81 v/c Ratio 0.91 0.19 1.06 0.49 0.38 0.62 Control Delay 78.6 15.9 45.8 0.3 64.1 5.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 78.6 15.9 45.8 0.3 64.1 5.2 LOS E B D A E A Approach Delay 71.9 39.2 6.4 Approach LOS E D A Queue Length 50th (ft) 143 0 -1197 0 38 260 Queue Length 95th (ft) #230 35 m#1031 m0 m74 326 Internal Link Dist (ft) 1073 2274 1115 Tum Bay Length (ft) 250 200 150 Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA Build (2030) Conditions - Option AA 3: Rt 29 & Polo Grounds(643) Turing Plan: PM Peak Hour t t Lane Group V\BL V\BR NBT NBR SBL SK Base Capacity (vph) 401 222 3463 1275 137 4023 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.91 0.19 1.06 0.49 0.36 0.62 Intersection Summary Area Type: Other Cyde Length: 118 Actuated Cyde Length: 118 Offset: 12 (10%), Referenced to phase 2: NBT and 6: SBT, Start of 1st Green Natural Cyde: 150 Control Type: Actuated -Coordinated Maximum A Ratio: 1.06 Intersection Signal Delay: 29.5 Intersection LOS: C Intersection Capadty Utilization 81.5% ICU Level of Service D Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cydes. # 95th percentile volume exceeds capadty, queue may be longer. Queue shown is maximum after two cydes. m Vdurne for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Rt 29 & Polo Grounds(643) Synchro 9 Report RKA Page 6 87Is 13 s 18S 7 06 rR) 100S Synchro 9 Report RKA Page 6 Brookhill - Albemarle County, VA Build (2030) Conditions - Option AA 4: Polo Grounds Road & Site Drive 2 Tirnng Plan: PM Peak Hour Intersection Int Delay, s/veh 2.7 Movement EBL EBT V\BT V\BR SBL SBR Traffic Vol, veh/h 168 462 263 4 3 116 Future Vd, veh/h 168 462 263 4 3 116 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 150 - - - 0 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvrrt Flow 187 513 292 4 3 129 Major/Mnor Iajorl Major2 Mnor2 Conflicting Flow Al 297 0 - 0 1181 294 Stage 1 - - - - 294 - Stage 2 - - - - 887 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Fdlow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1264 - - - 210 745 Stage 1 - - - - 756 - Stage 2 - - - - 402 - Ratoon blocked, % - - - Mov Cap-1 Maneuver 1264 - - - 179 745 Mov Cap-2 Maneuver - - - - 179 - Stage 1 - - - - 756 - Stage 2 - - - - 343 - Approach EB VMB SB HCI Control Delay, s 2.2 0 11.2 HCM LOS B Mnor Lane/Major Mvrrt EBL EBT WBT VUBRSBLnl SBLn2 Capacity (veh/h) 1264 - - - 179 745 HCM Lane V/C Ratio 0.148 - - - 0.019 0.173 HCM Control Delay (s) 8.3 - - - 25.5 10.8 HCM Lane LOS A - - - D B HCM 95th °/utile 0(veh) 0.5 - - - 0.1 0.6 Synchro 9 Report RKA Page 1 Brookhill - Albemarle County, VA Build (2030) Conditions - Option AA 5: Polo Grounds Road & Site Drive 3 Tirnng Plan: PM Peak Hour Intersection Int Delay, s/veh 3.1 Movement EBL EBT V\BT V\BR SBL SBR Traffic Vol, veh/h 143 322 151 4 3 116 Future Vd, veh/h 143 322 151 4 3 116 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 150 - - - 0 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvrrt Flow 159 358 168 4 3 129 Major/Mnor Majorl Major2 Mnor2 Conflicting Flow Al 172 0 - 0 846 170 Stage 1 - - - - 170 - Stage 2 - - - - 676 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1405 - - - 333 874 Stage 1 - - - - 860 - Stage 2 - - - - 505 - Ratoon blocked, % - - - Mov Cap-1 Maneuver 1405 - - - 295 874 Mov Cap-2 Maneuver - - - - 295 - Stage 1 - - - - 860 - Stage 2 - - - - 448 - Approach EB VMB SB HCM Control Delay, s 2.4 0 10 HCM LOS B Mnor Lane/Major Mvrrt EBL EBT WBT VUBRSBLnl SBLn2 Capacity (veh/h) 1405 - - - 295 874 HCM Lane V/C Ratio 0.113 - - - 0.011 0.147 HCM Control Delay (s) 7.9 - - - 17.3 9.8 HCM Lane LOS A - - - C A HCM 95th °/utile 0(veh) 0.4 - - - 0 0.5 Synchro 9 Report RKA Page 2 Brookhill - Albemarle County, VA 299 561 - Build (2030) Conditions - Option AA 6: Site Drive 4 & Ashwood 0.253 0.067 - - 0.044 - HCM Control Delay (s) Tirnng Plan: PM Peak Hour 11.9 - - 8.6 - HCM Lane LOS C B - - A - HCM 95th °/utile 0(veh) Intersection 0.2 - - 0.1 - Int Delay, s/veh 2.4 Movement EBT EBR WBL VMBT NBL NBR Traffic Vol, veh/h 462 34 42 256 68 34 Future Vd, veh/h 462 34 42 256 68 34 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free stop stop RT Channelized - None - None - None Storage Length - 200 200 - 0 0 Veh in Median storage, # 0 - - 0 0 - Grade, % 0 - - -2 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvrrt Flow 513 38 47 284 76 38 Major/Mnor Majorl Major2 Mnorl Conflicting Flow Al 0 0 513 0 891 513 Stage 1 - - - - 513 - Stage 2 - - - - 378 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap -1 Maneuver - - 1052 - 313 561 Stage 1 - - - - 601 - Stage 2 - - - - 693 - Platoon blocked, % - - - Mov Cap -1 Maneuver - - 1052 - 299 561 Mov Cap -2 Maneuver - - - - 299 - Stage 1 - - - - 601 - Stage 2 - - - - 662 - Approach EB WB NB HCI Control Delay, s 0 1.2 18 HCM LOS C Mnor Lane/Major Mvrrt NBLn1 NBLn2 EBT EBR WBL V\BT Capacity (veh/h) 299 561 - - 1052 - HCM Lane V/C Ratio 0.253 0.067 - - 0.044 - HCM Control Delay (s) 21.1 11.9 - - 8.6 - HCM Lane LOS C B - - A - HCM 95th °/utile 0(veh) 1 0.2 - - 0.1 - Synchro 9 Report RKA Page 3 Queuing and Blocking Report Build (2030) Conditions - Option AA Brookhill - Albemarle County, VA PM Peak Hour Intersection: 1: Rt 29 & Ashwood Movement VM3 VM3 VM3 NB NB NB NB SB SB SB SB Directions Served L L R T T T R L T T T Maximum Queue (ft) 143 170 121 128 142 162 99 170 178 166 149 Average Queue (ft) 76 103 52 30 59 77 33 85 84 92 68 95th Queue (ft) 143 161 105 115 138 162 89 166 160 152 135 Link Distance (ft) 825 494 789 2315 2315 2315 1116 1116 2476 2476 2476 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 325 325 Storage BlkTime (%) Queuing Penalty (veh) Intersection: 2: Rt 29 & Site Drive 1 225 150 0 0 5 0 0 1 36 0 Movement VM3 VM3 NB NB NB NB B19 B19 B19 SB SB SB Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BlkTime (%) Queuing Penalty (veh) C._ L R T T T R T T T L T T 353 357 658 696 734 300 206 204 103 143 39 5 250 89 387 425 449 213 19 21 14 74 7 0 371 286 666 713 743 425 225 225 145 149 80 8 825 789 789 789 1116 1116 1116 2315 2315 1 1 2 13 15 28 275 200 200 12 0 27 2 0 7 0 104 17 0 SimTraffic Report Page 1 Queuing and Blocking Report Build (2030) Conditions - Option AA Brookhill - Albemarle County, VA PM Peak Hour Intersection: 3: Rt 29 & Polo Grounds(643) Movement VM3 VM3 VM3 NB NB NB NB SB SB SB SB B19 Directions Served L L R T T T R L T T T T Maximum Queue (ft) 208 227 92 2030 1886 1834 672 88 109 140 187 81 Average Queue (ft) 137 155 36 509 569 498 127 46 37 73 81 5 95th Queue (ft) 210 229 93 1525 1593 1322 594 86 96 129 152 114 Link Distance (ft) 1055 2282 2282 2282 2282 1116 1116 1116 789 Upstream Blk Time (%) 0 0 0 0 Queuing Penalty (veh) 1 1 1 0 Storage Bay Dist (ft) 400 400 150 Storage BlkTime (%) 0 Queuing Penalty (veh) 0 Intersection: 3: Rt 29 & Polo Grounds(643) Movement B19 Directions Served T Maximum Queue (ft) 82 Average Queue (ft) 5 95th Queue (ft) 116 Link Distance (ft) 789 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 60 Storage BlkTime (%) Queuing Penalty (veh) 619 Intersection: 4: Polo Grounds Road & Site Drive 2 Movement EB SB SB Directions Served L L R Maximum Queue (ft) 57 18 67 Average Queue (ft) 27 2 37 95th Queue (ft) 57 12 60 Link Distance (ft) 619 619 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 Storage BlkTime (%) Queuing Penalty (veh) C._ SimTraffic Report Page 2 APPENDIX J TRAFFIC SIGNAL WARRANT ANALYSIS Signal Warrant for U.S. 29 at Proposed Site Driveway 1 Project: Brookhill - Albemarle County Date: 24 -Feb -16 Total 0 0 0 0 0 0 0 15,647 0 0 16,237 0 1.10462213 Existing 2014 Counts WB (Proposed Drive) 11 -------®-- Total 0 0 0 0 0 0 0 15,647 0 0 16,237 0 1.10462213 Total 0 0 0 0 0 0 0 17,284 0 0 17,936 0 Project 2024 Volumes WB (Proposed Drive) 11 -------®-- Total 0 0 0 0 0 0 0 17,284 0 0 17,936 0 Signal Warrant for U.S. 29 at Proposed Site Driveway 1 Directional Distribution of Residential Trips Trip Distribution Hourly Distribution SB (US 29) EB (N/A) WB (Proposed Drive) NB (US 29) Right Left Thru Right SB (US 29) Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 6:00 44.5% 8.5% 0.5% 44.5% 8.5% 0.5% 7:00 44.5% 8.5% 0.5% 44.5% 8.5% 0.5% 8:00 44.5% 8.5% 0.5% 44.5% 8.5% 0.5% 9:00 44.5% 8.5% 0.5% 44.5% 8.5% 0.5% 10:00 44.5% 8.5% 0.5% 44.5% 8.5% 0.5% 11:00 44.5% 8.5% 0.5% 44.5% 8.5% 0.5% 12:00 44.5% 8.5% 0.5% 44.5% 8.5% 0.5% 13:00 44.5% 8.5% 0.5% 44.5% 8.5% 0.5% 14:00 44.5% 8.5% 0.5% 44.5% 8.5% 0.5% 15:00 44.5% 8.5% 0.5% 44.5% 8.5% 0.5% 16:00 44.5% 8.5% 0.5% 44.5% 8.5% 0.5% 17:00 44.5% 8.5% 0.5% 44.5% 8.5% 0.5% 18:00 44.5% 8.5% 0.5% 44.5% 8.5% 0.5% 19:00 44.5% 8.5% 0.5% 44.5% 8.5% 0.5% 8% 8% 8% 8% 8% 8% 8% Directional Distribution of Residential Trips Hourly Distribution SB (US 29) Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 6:00 0.93 0.93 EB (N/A) 0.30 WB (Proposed Drive) 0.93 0.93 NB (US 29) 0.30 8:00 SB (US 29) 0.30 Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 6:00 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 7700 10% 10% 10% 10% 10% 10% 10% 10% 10% 10% 10% 10% 8:00 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 9:00 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 10:00 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 11:00 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 12:00 8% 8% 8% 8% 8% 8% 8% 8% 8% 8% 8% 8% 13:00 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 14:00 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 15:00 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 16:00 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 17:00 10% 10% 10% 10% 10% 10% 10% 10% 10% 10% 10% 10% 18:00 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 19:00 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% Total 87% 87% 87% 87% 87% 87% 87% 87% 87% 87% 87% 87% Directional Distribution of Residential Trips EB (N/A) WB (Proposed Drive) NB (US 29) SB (US 29) Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 6:00 0.93 0.93 0.30 0.30 7:00 0.93 0.93 0.30 0.30 8:00 0.93 0.93 0.30 0.30 9:00 0.90 0.90 0.35 0.35 10:00 0.90 0.90 0.45 0.45 11:00 0.85 0.85 0.55 0.55 12:00 0.80 0.80 0.65 0.65 13:00 0.75 0.75 0.75 0.75 14:00 0.70 0.70 0.85 0.85 15:00 0.65 0.65 0.90 0.90 16:00 0.65 0.65 0.95 0.95 17:00 0.63 0.63 1.03 1.03 18:00 0.63 0.63 1.03 1.03 19:00 0.63 0.63 1.03 1.03 Signal Warrant for U.S. 29 at Proposed Site Driveway 1 Site Trips Build 2024 Volumes EB (N/A) EB (N/A) WB (Proposed Drive) Drive) NB (US 29) NB (US 29) SB (US 29) SB (US 29) Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 6700 0 0 0 208 0 40 0 0 67 13 0 0 7:00 0 0 0 346 0 66 0 0 112 21 0 0 8700 0 0 0 208 0 40 0 0 67 13 0 0 9:00 0 0 0 168 0 32 0 0 65 12 0 0 10:00 0 0 0 134 0 26 0 0 67 13 0 0 11:00 0 0 0 190 0 36 0 0 123 23 0 0 12:00 0 0 0 238 0 46 0 0 194 37 0 0 13:00 0 0 0 168 0 32 0 0 168 32 0 0 14:00 0 0 0 130 0 25 0 0 158 30 0 0 15:00 0 0 0 121 0 23 0 0 168 32 0 0 16:00 0 0 0 145 0 28 0 0 212 41 0 0 17:00 0 0 0 235 0 45 0 0 384 73 0 0 18:00 0 0 0 141 0 27 0 0 230 44 0 0 19:00 0 0 0 94 0 18 0 0 153 29 0 0 Total 0 0 0 2,525 0 482 0 0 2,167 414 0 0 Build 2024 Volumes EB (N/A) WB (Proposed Drive) NB (US 29) SB (US 29) Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 6700 0 0 0 208 0 40 0 558 67 13 1,014 0 7:00 0 0 0 346 0 66 0 1,026 112 21 1,913 0 8700 0 0 0 208 0 40 0 1,206 67 13 1,950 0 9:00 0 0 0 168 0 32 0 910 65 12 1,385 0 10:00 0 0 0 134 0 26 0 904 67 13 1,228 0 11:00 0 0 0 190 0 36 0 1,013 123 23 1,160 0 12:00 0 0 0 238 0 46 0 1,215 194 37 1,142 0 13:00 0 0 0 168 0 32 0 1,215 168 32 961 0 14:00 0 0 0 130 0 25 0 1,217 158 30 986 0 15:00 0 0 0 121 0 23 0 1,400 168 32 1,192 0 16:00 0 0 0 145 0 28 0 1,784 212 41 1,552 0 17:00 0 0 0 235 0 45 0 1,951 384 73 1,651 0 18:00 0 0 0 141 0 27 0 1,729 230 44 1,173 0 19:00 0 0 0 94 0 18 0 1,157 153 29 627 0 Total 0 0 0 2,525 0 482 0 17,284 2,167 414 17,936 0 Ramey Kemp & Associates, Inc. 4343 Cox Road Signal Warrants - Summary Glen Allen, Virginia 23060 Major Street Approaches Minor Street Approaches Northbound: U.S. 29 Eastbound: Number of Lanes: 2 Number of Lanes: 1 Approach Speed: 45 Total Approach Volume: 17,285 Total Approach Volume: 0 Southbound: U.S. 29 Westbound: Site Drive 1 Number of Lanes: 2 Number of Lanes: 1 Approach Speed: 45 Total Approach Volume: 18,347 Total Approach Volume: 2,526 Warrant Summary (Rural values apply.) Warrant 1 - Eight Hour Vehicular Volumes............................................................................................ Satisfied Warrant 1A - Minimum Vehicular Volume.........................................................................................Satisfied Required volumes reached for 13 hours, 8 are needed Warrant 1B - Interruption of Continuous Traffic..............................................................................Satisfied Required volumes reached for 14 hours, 8 are needed Warrant 1 A&B - Combination of Warrants......................................................................................Satisfied Required volumes reached for 14 hours, 8 are needed Warrant2 - Four Hour Volumes.............................................................................................................. Satisfied Number of hours (14) volumes exceed minimum >= minimum required (4). Warrant3 - Peak Hour............................................................................................................................. Satisfied Warrant 3A - Peak Hour Delay...........................................................................................................Not Satisfied Total approach volumes and delays on minor street do not exceed minimums for any hour. Warrant 3B - Peak Hour Volumes......................................................................................................Satisfied Volumes exceed minimums for at least one hour. Warrant 4 - Pedestrian Volumes............................................................................................................. Not Evaluated Warrant 5 - School Crossing................................................................................................................... Not Evaluated Warrant 6 - Coordinated Signal System................................................................................................. Not Evaluated Warrant 7 - Crash Experience................................................................................................................. Not Evaluated Warrant 8 - Roadway Network................................................................................................................ Not Evaluated Ramey Kemp & Associates, Inc. 4343 Cox Road Glen Allen, Virginia 23060 Signal Warrants - Summary 700 Warrant Curves 0- > 600 Peak Hour Warrant Four Hour Warrant U CU [Rural, 2+ major lanes and 1 minor lane curves used n 500 0- E E 400 0 IN,7 > L 300 1 60 200 U L 0_ 100 0 200 400 600 800 1000 1200 1400 1600 1800 Major Street - Total of Both Directions (VPH) Analysis of 8 -Hour Volume Warrants: Hour Begin Major Total Higher Minor Vol Dir Major Crit War -1A Minor Crit Meets? Major Crit War -1B Minor Crit Meets? War-1A&B Major Crit Minor Crit Meets? 00:00 0 0 EB 420 -No 105 -No --- 630 -No 53 -No --- 504 -No 84 -No --- 01:00 I 0 I 0 EB I 420 -No 105 -No --- I 630 -No 53 -No --- I 504 -No 84 -No --- 02:00 I 0 I 0 EB I 420 -No 105 -No --- I 630 -No 53 -No --- I 504 -No 84 -No --- 03:00 I 0 I 0 EB I 420 -No 105 -No --- I 630 -No 53 -No --- I 504 -No 84 -No --- 04:00 I 0 I 0 EB I 420 -No 105 -No --- I 630 -No 53 -No --- I 504 -No 84 -No --- 05:00 I 0 I 0 EB I 420 -No 105 -No --- I 630 -No 53 -No --- I 504 -No 84 -No --- 06:00 I 1,585 I 208 WB I 420 -Yes 105 -Yes Both I 630 -Yes 53 -Yes Both I 504 -Yes 84 -Yes Both 07:00 I 2,960 I 346 WB I 420 -Yes 105 -Yes Both I 630 -Yes 53 -Yes Both I 504 -Yes 84 -Yes Both 08:00 I 3,169 I 208 WB I 420 -Yes 105 -Yes Both I 630 -Yes 53 -Yes Both I 504 -Yes 84 -Yes Both 09:00 I 2,307 I 168 WB I 420 -Yes 105 -Yes Both I 630 -Yes 53 -Yes Both I 504 -Yes 84 -Yes Both 10:00 I 2,145 I 134 WB I 420 -Yes 105 -Yes Both I 630 -Yes 53 -Yes Both I 504 -Yes 84 -Yes Both 11:00 I 2,196 I 190 WB I 420 -Yes 105 -Yes Both I 630 -Yes 53 -Yes Both I 504 -Yes 84 -Yes Both 12:00 I 2,394 I 238 WB I 420 -Yes 105 -Yes Both I 630 -Yes 53 -Yes Both I 504 -Yes 84 -Yes Both 13:00 I 2,208 I 168 WB I 420 -Yes 105 -Yes Both I 630 -Yes 53 -Yes Both I 504 -Yes 84 -Yes Both 14:00 I 2,233 I 130 WB I 420 -Yes 105 -Yes Both I 630 -Yes 53 -Yes Both I 504 -Yes 84 -Yes Both 15:00 I 2,624 I 121 WB I 420 -Yes 105 -Yes Both I 630 -Yes 53 -Yes Both I 504 -Yes 84 -Yes Both 16:00 3,377 145 WB I 420 -Yes 105 -Yes Both 630 -Yes 53 -Yes Both 504 -Yes 84 -Yes Both Ij 17:00 3,675 235 WB I 420 -Yes 105 -Yes Both 630 -Yes 53 -Yes Both 504 -Yes 84 -Yes Both 18:00 I 2,946 I 141 WB I 420 -Yes 105 -Yes Both I 630 -Yes 53 -Yes Both I 504 -Yes 84 -Yes Both 19:00 I 1,813 I 94 WB I 420 -Yes 105 -No Major I 630 -Yes 53 -Yes Both I 504 -Yes 84 -Yes Both 20:00 I 0 I 0 EB I 420 -No 105 -No --- I 630 -No 53 -No --- I 504 -No 84 -No --- 21:00 I 0 I 0 EB I 420 -No 105 -No --- I 630 -No 53 -No --- I 504 -No 84 -No --- 22:00 I 0 I 0 EB I 420 -No 105 -No --- I 630 -No 53 -No --- I 504 -No 84 -No --- 23:00 I 0 I 0 EB I 420 -No 105 -No --- I 630 -No 53 -No --- I 504 -No 84 -No APPENDIX K VDOT TURN LANE WARRANTS WARRANT FOR LEFT -TURN STORAGE LANES ON TWO-LANE HIGHWAY Mill, 700 2 I 600 W 500 J O 400 U ZFj) 300 O IL 200 O 100 { [.00, = 700 Q_ W 600 2 J 500 O 400 tD Z O 300 0- 0- 200 O 100 200 400 600 800 1000 VA ADVANCING VOLUME (VPH) FIGURE 3-15 ■■■■■■■■■■■■■■■■■■■■■■■�■�■■■■■ At -Grade, Unsignalized Intersections I■■■■Eli■■■■■■■■■■■■■■\\■\■\\■■■ ■1111■■11■■■■■■■■■■■■■■■■\■■\■\\■■ 50 Storage.(Design I1111■■■i7■■■■■■■■■■■■■■■■\\■\\■\■L = 40% ■■■■■i1■■■■■■■■■■■■■■■■■\\■■\■■\■■■■■■■■■■■■■■■■■■ ■■■■■■11■■■■■■■■■■■■■■■■■■►\1111\\■\`�■■■■■■■■■■■■■■■ ■■1111■■■H■■■■■■■■■■■■■■■■■■■\■■■\■■\■■■■■■■■■■ ■■1111■■■H■■■■■■■■■■■■■■■■■■■\\■■■\■■►■■■■■■■■■ ■■■■■■■ff , 1111■■■■■■■■■■■■■■■■■■\\■■■\■■\■■■■■■■■ 1111■■■■■■H ■■■■■■■■■■■■■■■■■■■■■\\■■■\■■\`11■■■■■ ■■1111■■■Nil ■■■■■■■ ■■■■■■■■■■■■\`\■■■►■ `\NONE I■■■■■■■■i ■■■■■■■ ■■■■■■■■■■■■\\■■■\ 4000 ■■■■■■■■■►�■■■■■■■■■ ■■■■■■■■■■■■■\\■■ \■■ ■■■■■■■■■��■■■■■■■■■■ i ■■■■■■■■■■■■■■NN \11 ■■■■■■■■Nil■■■■■■■■■■ ■■■■■■■■■■■■■■\, ► ON ■■■■■■■■■■1■■■■■■■■■0 ■■■■■■■■■■■■■■■N ■■■■■■■■■■1\■■■■■■■■■■■■■■■■■■■■■■■■■■■■■11. 11\\ ■■■■■■■■■■H■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■� ■■■ IN 200 400 600 800 1000 VA ADVANCING VOLUME (VPH) FIGURE 3-16 F-61 WARRANT FOR LEFT -TURN STORAGE LANES ON TWO-LANE HIGHWAY Mill, 700 2 I 600 W 500 J O 400 U ZFj) 300 O IL 200 O 100 { [.00, = 700 Q_ W 600 2 J 500 O 400 tD Z O 300 0- 0- 200 O 100 200 400 600 800 1000 VA ADVANCING VOLUME (VPH) FIGURE 3-15 ■■■■■■■■■■■■■■■■■■■■■■■�■�■■■■■ At -Grade, Unsignalized Intersections I■■■■Eli■■■■■■■■■■■■■■\\■\■\\■■■ ■1111■■11■■■■■■■■■■■■■■■■\■■\■\\■■ 50 Storage.(Design I1111■■■i7■■■■■■■■■■■■■■■■\\■\\■\■L = 40% ■■■■■i1■■■■■■■■■■■■■■■■■\\■■\■■\■■■■■■■■■■■■■■■■■■ ■■■■■■11■■■■■■■■■■■■■■■■■■►\1111\\■\`�■■■■■■■■■■■■■■■ ■■1111■■■H■■■■■■■■■■■■■■■■■■■\■■■\■■\■■■■■■■■■■ ■■1111■■■H■■■■■■■■■■■■■■■■■■■\\■■■\■■►■■■■■■■■■ ■■■■■■■ff , 1111■■■■■■■■■■■■■■■■■■\\■■■\■■\■■■■■■■■ 1111■■■■■■H ■■■■■■■■■■■■■■■■■■■■■\\■■■\■■\`11■■■■■ ■■1111■■■Nil ■■■■■■■ ■■■■■■■■■■■■\`\■■■►■ `\NONE I■■■■■■■■i ■■■■■■■ ■■■■■■■■■■■■\\■■■\ 4000 ■■■■■■■■■►�■■■■■■■■■ ■■■■■■■■■■■■■\\■■ \■■ ■■■■■■■■■��■■■■■■■■■■ i ■■■■■■■■■■■■■■NN \11 ■■■■■■■■Nil■■■■■■■■■■ ■■■■■■■■■■■■■■\, ► ON ■■■■■■■■■■1■■■■■■■■■0 ■■■■■■■■■■■■■■■N ■■■■■■■■■■1\■■■■■■■■■■■■■■■■■■■■■■■■■■■■■11. 11\\ ■■■■■■■■■■H■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■� ■■■ IN 200 400 600 800 1000 VA ADVANCING VOLUME (VPH) FIGURE 3-16 F-61 120 100 0 r x W 80 W U_ x W 7 N 60 2 7 H H x 0} 40 ME y x a F-74 100 200 300 400 Soo 600 700 PHV APPROACH TOTAL, VEHICLES PER HOUR Appropriate Radius required at all Intersections and Entrances (Commercial or Private). LEGEND PHV - Peak Hour Volume (also Design Hourly Volume equivalent) Adjustment for Right Turns For posted speeds at or under 45 mph, PHV right turns > 40, and PHV total < 300. Adjusted right turns = PHV Right Turns - 20 If PHV is not known use formula: PHV = ADT x K x D K = the percent of AADT occurring in the peak hour D = the percent of traffic in the peak direction of flow Note: An average of 11 % for K x D will suffice. FIGURE 3-26 GUIDELINES FOR RIGHT TURN TREATMENT (2 -LANE HIGHWAY) 120 100 0 r x W 80 W U_ x W 7 N 60 2 7 H H x 0} 40 ME y x a F-74 100 200 300 400 Soo 600 700 PHV APPROACH TOTAL, VEHICLES PER HOUR Appropriate Radius required at all Intersections and Entrances (Commercial or Private). LEGEND PHV - Peak Hour Volume (also Design Hourly Volume equivalent) Adjustment for Right Turns For posted speeds at or under 45 mph, PHV right turns > 40, and PHV total < 300. Adjusted right turns = PHV Right Turns - 20 If PHV is not known use formula: PHV = ADT x K x D K = the percent of AADT occurring in the peak hour D = the percent of traffic in the peak direction of flow Note: An average of 11 % for K x D will suffice. FIGURE 3-26 GUIDELINES FOR RIGHT TURN TREATMENT (2 -LANE HIGHWAY) WARRANT FOR LEFT -TURN STORAGE LANES ON TWO-LANE HIGHWAY Mill, 700 2 I 600 W 500 J O 400 U ZFj) 300 O IL 200 O 100 { [.00, = 700 Q_ W 600 2 J 500 O 400 tD Z O 300 0- 0- 200 O 100 200 400 600 800 1000 VA ADVANCING VOLUME (VPH) FIGURE 3-15 ■■■■■■■■■■■■■■■■■■■■■■■�■�■■■■■ At -Grade, Unsignalized Intersections I■■■■Eli■■■■■■■■■■■■■■\\■\■\\■■■ ■1111■■11■■■■■■■■■■■■■■■■\■■\■\\■■ 50 Storage.(Design I1111■■■i7■■■■■■■■■■■■■■■■\\■\\■\■L = 40% ■■■■■i1■■■■■■■■■■■■■■■■■\\■■\■■\■■■■■■■■■■■■■■■■■■ ■■■■■■11■■■■■■■■■■■■■■■■■■►\1111\\■\`�■■■■■■■■■■■■■■■ ■■1111■■■H■■■■■■■■■■■■■■■■■■■\■■■\■■\■■■■■■■■■■ ■■1111■■■H■■■■■■■■■■■■■■■■■■■\\■■■\■■►■■■■■■■■■ ■■■■■■■ff , 1111■■■■■■■■■■■■■■■■■■\\■■■\■■\■■■■■■■■ 1111■■■■■■H ■■■■■■■■■■■■■■■■■■■■■\\■■■\■■\`11■■■■■ ■■1111■■■Nil ■■■■■■■ ■■■■■■■■■■■■\`\■■■►■ `\NONE I■■■■■■■■i ■■■■■■■ ■■■■■■■■■■■■\\■■■\ 4000 ■■■■■■■■■►�■■■■■■■■■ ■■■■■■■■■■■■■\\■■ \■■ ■■■■■■■■■��■■■■■■■■■■ i ■■■■■■■■■■■■■■NN \11 ■■■■■■■■Nil■■■■■■■■■■ ■■■■■■■■■■■■■■\, ► ON ■■■■■■■■■■1■■■■■■■■■0 ■■■■■■■■■■■■■■■N ■■■■■■■■■■1\■■■■■■■■■■■■■■■■■■■■■■■■■■■■■11. 11\\ ■■■■■■■■■■H■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■� ■■■ IN 200 400 600 800 1000 VA ADVANCING VOLUME (VPH) FIGURE 3-16 F-61 120 100 0 r x W 80 W U_ x W 7 N 60 2 7 H H x 0} 40 ME y x a F-74 100 200 300 400 Soo 600 700 PHV APPROACH TOTAL, VEHICLES PER HOUR Appropriate Radius required at all Intersections and Entrances (Commercial or Private). LEGEND PHV - Peak Hour Volume (also Design Hourly Volume equivalent) Adjustment for Right Turns For posted speeds at or under 45 mph, PHV right turns > 40, and PHV total < 300. Adjusted right turns = PHV Right Turns - 20 If PHV is not known use formula: PHV = ADT x K x D K = the percent of AADT occurring in the peak hour D = the percent of traffic in the peak direction of flow Note: An average of 11 % for K x D will suffice. FIGURE 3-26 GUIDELINES FOR RIGHT TURN TREATMENT (2 -LANE HIGHWAY) :11■■■■■■■■■■■■■��■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ii wMelFrOWN I= S = Storage Length Required I1 ■■■■■■■■■■■■■■■�■■■■■■■■■■■■ . .- ■■ ■■■■■■■■■■■■■■■■■■■►� ■■■■■■■■■ ■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■ ON No Left -Turn Lane Required :11 2 700 a w 600 J 500 O 400 Z 00 300 a o 200 O 0 100 200 400 600 800 1000 VA ADVANCING VOLUME (VPH) FIGURE 3-5 U 200 400 600 800 1000 VA ADVANCING VOLUME (VPH) FIGURE 3-6 F-56 WARRANT --.HIGHWAY ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ilk = 700 n w 600 J 500 O O 400 Z o 300 a- 0 200 0 > 100 ,:ell = 700 d w 600 J 500 O > 400 C7 Z U) 300 d 0 200 0 > 100 200 400 600 800 1000 VA ADVANCING VOLUME (VPH) FIGURE 3-7 200 400 600 800 1000 VA ADVANCING VOLUME (VPH) FIGURE 3-8 F-57 :11■■■■■■■■■■■■■��■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ii wMelFrOWN I= S = Storage Length Required I1 ■■■■■■■■■■■■■■■�■■■■■■■■■■■■ . .- ■■ ■■■■■■■■■■■■■■■■■■■►� ■■■■■■■■■ ■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■ ON No Left -Turn Lane Required :11 2 700 a w 600 J 500 O 400 Z 00 300 a o 200 O 0 100 200 400 600 800 1000 VA ADVANCING VOLUME (VPH) FIGURE 3-5 U 200 400 600 800 1000 VA ADVANCING VOLUME (VPH) FIGURE 3-6 F-56 WARRANT --.HIGHWAY ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ilk = 700 n w 600 J 500 O O 400 Z o 300 a- 0 200 0 > 100 ,:ell = 700 d w 600 J 500 O > 400 C7 Z U) 300 d 0 200 0 > 100 200 400 600 800 1000 VA ADVANCING VOLUME (VPH) FIGURE 3-7 200 400 600 800 1000 VA ADVANCING VOLUME (VPH) FIGURE 3-8 F-57 120 100 0 r x W 80 W U_ x W 7 N 60 2 7 H H x 0} 40 ME y x a F-74 100 200 300 400 Soo 600 700 PHV APPROACH TOTAL, VEHICLES PER HOUR Appropriate Radius required at all Intersections and Entrances (Commercial or Private). LEGEND PHV - Peak Hour Volume (also Design Hourly Volume equivalent) Adjustment for Right Turns For posted speeds at or under 45 mph, PHV right turns > 40, and PHV total < 300. Adjusted right turns = PHV Right Turns - 20 If PHV is not known use formula: PHV = ADT x K x D K = the percent of AADT occurring in the peak hour D = the percent of traffic in the peak direction of flow Note: An average of 11 % for K x D will suffice. FIGURE 3-26 GUIDELINES FOR RIGHT TURN TREATMENT (2 -LANE HIGHWAY) 120 100 0 r x W 80 W U_ x W 7 N 60 2 7 H H x 0} 40 ME y x a F-74 100 200 300 400 Soo 600 700 PHV APPROACH TOTAL, VEHICLES PER HOUR Appropriate Radius required at all Intersections and Entrances (Commercial or Private). LEGEND PHV - Peak Hour Volume (also Design Hourly Volume equivalent) Adjustment for Right Turns For posted speeds at or under 45 mph, PHV right turns > 40, and PHV total < 300. Adjusted right turns = PHV Right Turns - 20 If PHV is not known use formula: PHV = ADT x K x D K = the percent of AADT occurring in the peak hour D = the percent of traffic in the peak direction of flow Note: An average of 11 % for K x D will suffice. FIGURE 3-26 GUIDELINES FOR RIGHT TURN TREATMENT (2 -LANE HIGHWAY) *RAMEY KEMP ASSOCIATES TRANSPORTATION ENGINEERS 4343 Cox Road Glen Allen, VA 23060 Phone: 804.217.8560 Fax: 804.217.8563 www.rameykemp.com