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ZMA202200002 Traffic Study 2022-02-22b Monacan Tail 36 Golu Cagle TRAFFIC IMPACT ANALYSIS FOR SIEG PROPERTY LOCATED IN ALBEMARLE COUNTY, VIRGINIA Prepared for: Riverbend Development 455 Second Street SE Suite 400 Charlottesville, Virginia 22902 Prepared By: DEALT Ramey Kemp & Associates, Inc. 4343 Cox Road Glen Allen, Virginia 23060 CARLA. H Lic. No. February 2022 0 7' a �ru Z19/0NALENG RKA Project No. 19359.01 Prepared By: NMR Reviewed By: CAH RAMEY KEMP ASSOCIATES Moving forward. TABLE OF CONTENTS 1. INTRODUCTION.................................................................................................................I 1.1. Executive Summary ...............................................................................................................1 1.2. Site Location and Study Area................................................................................................4 1.3. Existing Land Uses................................................................................................................4 1.4. Proposed Land Uses and Access...........................................................................................4 1.5. Existing Roadway Network...................................................................................................7 2. TRAFFIC ANALYSIS PROCEDURE...............................................................................9 3. EXISTING (2021) PEAK HOUR CONDITIONS...........................................................10 3.1. Analysis of Existing (2021) Peak Hour Traffic Conditions................................................10 4. NO -BUILD TRAFFIC CONDITIONS.............................................................................12 4.1. Background Traffic Growth................................................................................................12 4.2. Approved Development Traffic...........................................................................................12 4.3. No -build Peak Hour Traffic Conditions..............................................................................12 4.4. Redirected Traffic................................................................................................................12 4.5. Analysis of No -build (2030) Peak Hour Traffic Conditions...............................................13 5. TRIP GENERATION.........................................................................................................20 6. SITE TRIP DISTRIBUTION AND ASSIGNMENT.......................................................22 7. BUILD TRAFFIC CONDITIONS....................................................................................28 7.1. Build (2030) Peak Hour Traffic Conditions........................................................................28 7.2. Build (2036) Peak Hour Traffic Conditions........................................................................28 7.3. Analysis of Build Peak Hour Traffic Conditions................................................................28 8. CAPACITY ANALYSIS....................................................................................................31 8.1. U.S. 29 at I-64 Westbound On-Ramp..................................................................................31 8.2. U.S. 29 at I-64 Eastbound On-Ramp...................................................................................32 8.3. U.S. 29 at Gold Eagle Drive / Teel Lane.............................................................................33 8.4. U.S. 29 at Proposed Site Driveway.....................................................................................35 9. SIGNAL WARRANT ANALYSIS....................................................................................37 10. RECOMMENDATIONS....................................................................................................39 Transportation I<AlkConsulting that moves us forward. rameykemp.com RAMEY KEMP ASSOCIATES Moving forward. Sieg Property - TIA LIST OF FIGURES Figure 1: Site Location Map................................................................................ Figure 2: Conceptual Site Plan ............................................................................ Figure 3: Existing Lane Configuration................................................................ Figure 4: Existing (2021) Peak Hour Volumes .................................................... Figure 5: No -build (2030) Peak Hour Volumes .................................................. Figure 6: No -build (2036) Peak Hour Volumes .................................................. Figure 7: Redirected No -build (2030) Peak Hour Volumes ................................ Figure 8: Redirected No -build (2036) Peak Hour Volumes ................................ Figure 9: No -build (2030) Peak Hour Volumes with Redirected Trips ............... Figure 10: No -build (2036) Peak Hour Volumes with Redirected Trips ............. Figure 11: Primary Site Trip Distribution............................................................ Figure 12: Pass -by Site Trip Distribution............................................................ Figure 13: Primary Site Trip Assignment............................................................ Figure 14: Pass -By Site Trip Assignment............................................................ Figure15: Total Site Trips................................................................................... Figure 16: Build -out (2030) Peak Hour Volumes ................................................ Figure 17: Build (2036) Peak Hour Volumes ...................................................... Figure 18: Recommended Lane Configuration.................................................... LIST OF TABLES Table 1: Highway Capacity Manual — Levels -of -Service and Delay ................. Table 2: ITE Trip Generation — Weekday — 1 la` Edition ................................... Table 3: Analysis Summary of U.S. 29 at I-64 Westbound On -Ramp ............... Table 4: Analysis Summary of U.S. 29 at I-64 Eastbound On -Ramp ................ Table 5: Analysis Summary of U.S. 29 at Gold Eagle Drive / Teel Lane .......... Table 6: Analysis Summary of U.S. 29 at Proposed Site Driveway ................... Table 7: Signal Warrant Analysis for U.S. 29 at Proposed Site Driveway ........ 'OR 1<)k it rameykemp.com Transportation Consulting that moves us forward. RAMEY KEMP ASSOCIATES Moving forward. Sieg Property - TIA TECHNICAL APPENDIX Appendix A: TIA Scope Form Appendix B: Traffic Count Data Appendix C: Synchro Output — Existing 2021 Conditions Appendix D: Synchro Output— Projected 2030 No -Build Conditions Appendix E: Synchro Output— Projected 2030 Build Conditions Appendix F: Synchro Output— Projected 2036 Build Conditions Appendix G: VDOT Turn Lane Warrant Charts Appendix H: VJuST Output and Signal Warrant Calculations Transportation 1<)k Consulting that moves us forward. rnmeykemp.com RAMEY KEMP ASSOCIATES Moving forwarcl. TRAFFIC IMPACT ANALYSIS SIEG PROPERTY ALBEMARLE COUNTY, VIRGINIA 1. INTRODUCTION This report summarizes the findings of the Chapter 527 Traffic Impact Analysis (TIA) that was performed for the Sieg Property 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 mixed -use center, and determine what roadway improvements are needed to accommodate the projected traffic volumes. 1.1. Executive Summary The project is expected to consist of up to 475 apartments, one hotel, a congregate care facility, 290,000 square feet (s.f) of general office space, 30,000 s.f. of retail space, 20,000 s.f of restaurant space, a brewery, and one convenience store with 12 fueling positions. The proposed access plan includes connecting to Gold Eagle Drive, closing the existing median break on U.S. 29, and adding one full -movement driveway on U.S. 29 with a signalized Green T configuration. Based on the TIA scoping meeting with the County and Virginia Department of Transportation (VDOT) on October 18, the weekday AM and PM peak hours were studied for the following intersections: ■ U.S. 29 at I-64 Westbound On -Ramp ■ U.S. 29 at I-64 Eastbound On -Ramp ■ U.S. 29 at Gold Eagle Drive / Teel Lane ■ U.S. 29 at Proposed Site Driveway Transportation Consulting that moves us �R J<0A forward. rameykemp.com RAMEY KEMP ASSOCIATES Moving forward. Sieg Property - TIA The following traffic scenarios were analyzed in accordance with VDOT's Chapter 527 TIA guidelines to determine the impacts of the proposed mixed -use development: ■ Existing 2021 traffic conditions ■ No -build 2030 traffic conditions ■ Build 2030 traffic conditions ■ Build 2036 traffic conditions — For informational purposes only The County and VDOT recently constructed the following improvements as part of a Smart Scale project: U.S. 29 at I-64 Eastbound Ramps: ■ Loop from U.S. 29 southbound to I-64 eastbound was removed and dual southbound left -turn lanes were constructed ■ Installed a two-phase traffic signal with U.S. 29 southbound as a free -flow movement The following roadway improvement will be completed by the County and VDOT by 2030 as part of the U.S. 29 at Fontaine Avenue Smart Scale project: U.S. 29 at I-64 Westbound Ramps: ■ Close the median break to prohibit northbound U-turns and left -turns The following roadway improvements are recommended to accommodate the build -out traffic conditions: U.S. 29 at Gold Eagle Drive / Teel Lane: ■ Close the existing median break and convert Gold Eagle Drive and Teel Lane to right - in / right -out operation 2 I<Alk r me k m a y e p.com Transportation Consulting that moves us forward. RAMEY KEMP ASSOCIATES Moving forward. Sieg Property — TIA U.S. 29 at Proposed Site Driveway ■ Construct site driveway with one ingress lane and two egress lanes ■ Construct one northbound left -turn lane on U.S. 29 with 200 feet of storage length ■ Construct one southbound right -turn lane on U.S. 29 with 200 feet of storage length ■ Install a Green T traffic signal with northbound U.S. 29 as a free -flow movement ■ Construct one median acceleration lane on U.S. 29 3 r me k m a y e p.com Transportation Consulting that moves us forward. RAMEY KEMP ASSOCIATES Moving forward. Sieg Property - TIA 1.2. Site Location and Study Area The proposed mixed -use project is located in the northwest quadrant of the U.S. 29 at Gold Eagle Drive / Teel Lane intersection. Based on coordination with the County and VDOT, the study area consists of the following intersections: ■ U.S. 29 at I-64 Westbound On -Ramp ■ U.S. 29 at I-64 Eastbound On -Ramp ■ U.S. 29 at Gold Eagle Drive / Teel Lane ■ U.S. 29 at Proposed Site Driveway Figure 1 illustrates the site location and study intersections. 1.3. Existing Land Uses The property is currently undeveloped and zoned R-1 and Highway Commercial. The proposed zoning is NMD. 1.4. Proposed Land Uses and Access The project is expected to consist of up to 475 apartments, one hotel, a congregate care facility, 290,000 s.f of general office space, 30,000 s.f of retail space, 20,000 s.f of restaurant space, a brewery and one convenience store with 12 fueling positions. The proposed access plan includes connecting to Gold Eagle Drive, closing the existing median break on U.S. 29, and adding one full -movement driveway on U.S. 29 with a signalized Green T configuration. Figure 2 shows the preliminary site plan. 4 I<Alk rameykemp.com Transportation Consulting that moves us forward. k S / EagleDastntUL UP - Inset` I? LEGEND Overview Moving (orwartl. O Study Intersection Site Location and Sieg Property Study Intersections _ 1 Site Boundary ` Albemarle County, Virginia RAMEY KEMP ASSOCIATES Scale: Not to Scale Figure 1 c •, - �m �HNH�HHI W. y i9c Sr trhIDrm IRTTrtmrtlrrtI'll RI'll lmq�nn Ip191R11 •. it'�riirn rtrinnrirn inTrt r L - A _al l: I KEY - C C A. Apartments 338 units at 1.7 spaces per unit — Wit, 400 units at iA spaces per unit �I Parking 577 spaces total E B -independent Living - 40 units Assisted Living - 60 units Memory Care - 40 Units Parking 107 spaces --- _- F C- Office Space (3+ floors) 195,000sf-275,000si I Parking 650 spaces D- Small Hotel/ Alt B&S 20 Units - G Parking 31 spaces s E- Commercial/ Office 6000 at I _ 26 spaces F- Town Center — Retail 40,000 sf- Apartments 23 units �- Parking 247 spaces . G. Existing Distribution " `-^� Center Future Development Opportunity 4 ��• H. Hotel 100, 000 at Parking 168 spaces Retail 15.000 at Parking 75- spaces J. Gas Station/ Convlenlence r 5.000 sf 12 Pumps r siveneeno Parking 25+ spaces THE SIEG PROPERTY YIELD ANALYSIS 0 Scale_ 1-=200' November, 2020 a, 200' 400' Moving forward. Conceptual Site Plan Sieg Property Albemarle County, Virginia RAMEY KEMP ASSOCIATES Scale. Not to Scale Figure 2 RAMEY KEMP ASSOCIATES Moving forward. Sieg Property - TIA 1.5. Existing Roadway Network Interstate 64 (I-64) is a four -lane Interstate with an average daily traffic (ADT) volume of approximately 55,000 vehicles per day (vpd), and a posted speed limit of 70 miles per hour (mph) in the vicinity of the site. U.S. 29 is a two-lane Principal Arterial with an ADT volume of approximately 18,000 vpd and a posted speed limit of 55 mph in the vicinity of the site. Looking south at the eastbound ramp on U.S. 29 Teel Lane is a two-lane local roadway with an ADT volume of approximately 480 vpd in the vicinity of the site and an unposted speed limit. A speed limit of 25 mph was assumed for the purposed of this analysis. Gold Eagle Drive is a two-lane local roadway with an ADT volume of approximately 360 vpd, and an unposted speed limit. A speed limit of 25 mph was assumed for the purpose of this analysis. Figure 3 shows the existing lane configurations. 7 I<Alk rameykemp.com Transportation Consulting that moves us forward. W I1I.I39 LEGEND Existing Lane X Storage (In Feet) QExisting Traffic Signal Gold Eagle Drive 175' �100' J 100' N. � N O V' 'O i7 p. S Teel Lane I-64 55 mph I1 U.S. 29 (Monac 3,000 vpd .`1 an Trail Road) i 2 U.S. 29 at I-64 Eastbound Ramp f 350' -,j r 350' 675' -� I\\ Moving forward. Existing Sieg Property Lane Configuration Albemarle County, Virginia RAMEY KEMP ASSOCIATES Scale: Not to Scale Figure 3 RAMEY KEMP ASSOCIATES Moving forward. Sieg Property - TIA 2. TRAFFIC ANALYSIS PROCEDURE The traffic capacity analysis was performed with Synchro 10, 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 Highway Capacity Manual (HCM) 61 Edition. 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 I shows the control delay thresholds for unsignalized and signalized movements. Table 1: Highwav Capacity Manual — Levels -of -Service and Delav 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 several peak hour factors (PHF) at the study intersections in the AM peak hour and PM peak hour are over 0.93, but were capped at 0.93 to be conservative. 9 I<Alk r me k m a y e p.com Transportation Consulting that moves us forward. RAMEY KEMP ASSOCIATES Moving forward. Sieg Property — TIA 3. EXISTING (2021) PEAK HOUR CONDITIONS Existing lane configurations and storage lengths were 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 Burns Service Inc. at the following intersections during the week of November 8: ■ U.S. 29 at I-64 Westbound On -Ramp ■ U.S. 29 at I-64 Eastbound On -Ramp ■ U.S. 29 at Gold Eagle Drive / Teel Lane 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 volumes were slightly increased and balanced between the study intersections. 3.1. Analysis of Existing (2021) Peak Hour Traffic Conditions The existing (2021) weekday AM and PM peak hour traffic volumes at the study intersections were analyzed to determine the current LOS under existing roadway conditions. The results of the analysis are presented in Section 8 of this report. 10 I<Alk r me k m a y e p.com Transportation Consulting that moves us forward. Gold Eagle I-64 Drive I 7 (2) iv o .A 382 (977) 8( 21) U.S. 29 ; 2`. 1, U.S. 29 ;an Trail Road) (0) 3 T �.: (Monacan Trail Road) (0) 0 o p (455)978 W (6) 5 LEGEND X (Y) AM (PM) Peak Hour Traffic Teel Lane 2 U.S. 29 at I-64 Eastbound Ramp A f 375 (975) w 659 (1,512) � 4 (0) (311) 713 (197)299 N A 00 J 1 i U.S. 29 at I-64 Westbound Ramp N J J 468 (1,044) � 872 (2,210) (0) 1 (34) 28 a (764) 1,880 ► 00 O O Moving forward. Existing (2021) Sieg Property Peak Hour Traffic Volumes Albemarle County, Virginia RAMEY KEMP ASSOCIATES Scale: Not to Scale Figure 4 RAMEY KEMP ASSOCIATES Moving forward. Sieg Property — TIA 4. NO -BUILD TRAFFIC CONDITIONS In order to determine the traffic impact of the proposed mixed -use development, a comparison of the future conditions of the study intersections must be made. This is done by analyzing the future build -out year of the development with and without the traffic generated by the proposed mixed -use 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 historical ADT's and discussion with the County and VDOT, an annual growth rate of 1.0% was applied to the existing peak hour traffic volumes. 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 Peak Hour Traffic Conditions The no -build (2030) peak hour traffic volumes were determined by growing the existing 2021 volumes (Figure 4) for nine years to 2030 using an annual growth rate of 1.0%. The no -build (2030) peak hour traffic volumes are shown in Figure 5. A Chapter 527 TIA requires analysis of conditions six years after build -out, therefore the no -build (2036) peak hour traffic volumes were determined by growing the existing 2021 traffic volumes for 15 years to 2036 using an annual growth rate of 1.0%. Figure 6 shows the no -build (2036) peak hour traffic volumes. 4.4. Redirected Traffic The proposed access plan includes closing the existing median break at Gold Eagle Drive / Teel Lane to accommodate a median acceleration lane on U.S. 29 at the Proposed Site Driveway. Therefore, the existing left -turn volumes were redirected to account for the eliminated movements. 12 I<Alk r me k m a y e p.com Transportation Consulting that moves us forward. RAMEY KEMP ASSOCIATES Moving forward. Sieg Property - TIA VDOT is planning a Smart Scale project on U.S. 29 that will be completed by 2030 and involves closing the median break on U.S. 29 at the I-64 westbound on -ramp. Drivers who are making the northbound U-turn and northbound left -turn movements will be diverted to the U.S. 29 at Fontaine Avenue interchange to make a U-tum. Figure 7 shows the redirected no -build (2030) peak hour traffic volumes and Figure 8 shows the redirected no -build (2036) peak hour traffic volumes. Figure 9 and Figure 10 show the No - Build 2030 and No -Build 2036 peak hour traffic volumes with the redirected trips applied. 4.5. Analysis of No -build (2030) Peak Hour Traffic Conditions No -build (2030) conditions were analyzed with future Smart Scale improvements in place and the median break on U.S. 19 at Gold Eagle Drive / Teel Lane closed in order to provide a direct comparison. The results of the no -build (2030) traffic conditions analyses are presented in Section 8 of this report. 13 I<Alk r me k m a y e p.com Transportation Consulting that moves us forward. A Gold Eagle Drive �8(2) N o f 418 (1,068) 0 o io 12 (25) �J + C►9 (23) U.S. 29 ,an Trail Road) (0) 01 n O N (498) 1,070 i No (6) 5 LEGEND X (Y) AM (PM) Peak Hour Traffic Teel Lane I-64 2 t I �f 1 U.S. 29 Z� �•�-% (Monacan Trail Road) U.S. 29 at I-64 Eastbound Ramp f410 (1,066) 721 (1,654) �4 (0) (340) 780 (216) 327 A w w 1 i U.S. 29 at I-64 Westbound Ramp w 0 w °D 512 (1,142) J f 954 (2,417) (0) 1 i (37) 31 J o (836) 2,056 v Moving forward. No -Build (2030) Peak Hour Sieg Property Traffic Volumes Albemarle County, Virginia RAMEY KEMP ASSOCIATES Scale: Not to Scale Figure 5 Gold Eagle Drive �8(2) f 443 (1,135) ° 13 (27) 0 o ro �j 9 (24) U.S. 29 ,an Trail Road) (0) 3� 1 (0) 0 j (528) 1,1136 ► �, (7) 6 LEGEND X (Y) AM (PM) Peak Hour Traffic Teel Lane I-64 2 U.S. 29 �� �•�-% (Monacan Trail Road) U.S. 29 at I-64 Eastbound Ramp U O f435 (1,132) 765 (1,755) 5 (0) (361) 828 w (228) 347 a Cr, 1 i U.S. 29 at I-64 Westbound Ramp w 543 (1,212) �J) f 1,012 (2,566) (0) 1 (39) 33 N (887) 2,183 N Moving forward. No -Build (2036) Peak Hour Sieg Property Traffic Volumes Albemarle County, Virginia RAMEY KEMP ASSOCIATES Scale: Not to Scale Figure 6 23 (63) �► U.S. 29 (Monacan Trail Median Break LEGEND X (7) AM (PM) Peak How Gold Eagle I-64 Drive I f 29 (50) w N 12 (-25) �j (► C►-9 (-23) (0)-3� `l f (38) 14--► N (25) 12 1 Teel Lane • U.S. 29 2' It 1 1 ' (Monacan Trail Road) U.S. 29 at I-64 Westbound Ramp (0) -1 (-37) -31 (39) 40 f 8 (2) Moving forward. Redirected 2030 Peak Hour Sieg Property Traffic Volumes Albemarle County, Virginia RAMEY KEMP ASSOCIATES Seale: Not to Scale Figure 7 Gold Eagle I-64 Drive I f 31 (53) ro N f -13 (-27) �24 (67) U.S. 29 � �► C►-9 (-24) : •• •. Monacan Trail Road U.S. 29 ( ) (0) -3� `l f �•2,ty� ' 1 ' (Monacan Trail Road) (27) la ► \ or (2�13� Break LEGEND X (7) AM (PM) Peak How Teel Lane U.S. 29 at I-64 Westbound Ramp (o_-1 (-39) -33 (41)43 � 9 (2) Moving forward. Redirected 2036 Peak Hour Sieg Property Traffic Volumes Albemarle County, Virginia RAMEY KEMP ASSOCIATES Seale: Not to Scale Figure 8 Gold Eagle I-64 Drive I N �8(2) U.S. 29 f 447 (1,1IS) ; 2p 1'. U.S. 29 ,an Trail Road) (536) 1,084 ' (Monacan Trail Road) (33) 18— N LEGEND X (Y) AM (PM) Peak Hour Traffic Teel Lane 2 U.S. 29 at I-64 Eastbound Ramp f418 (1,068) 721 (1,654) � 4 (0) (342)788 w (216) 327 A w w 1 i U.S. 29 at I-64 Westbound Ramp w 512 (1,142) 1� 962 (2,419) (875)2,096 0 v Moving forward. No -Build (2030) Peak Hour Sieg Property Traffic volumes Albemarle County, Virginia with Redirected Trips RAMEY KEMP ASSOCIATES Scale: Not to Scale Figure 9 G Gold Eagle I-64 Drive I �8(2) U.S. 29 � f 474 (1,188) ; .• `. U.S. 29 ,an Trail Road) (593)1,159 (� �•2' '`1' (Monacan Trail Road) (34) 19 � w LEGEND X (Y) AM (PM) Peak Hour Traffic Teel Lane ;•2 U.S. 29 at I-64 Eastbound Ramp U ° (1,134) /444 765 (1,755) 5 (0) (363) 797 w (229) 347 a rn U U.S. 29 at I-64 Westbound Ramp w w v 543 (1,212) f 1,021 (2,568) (928) 2,226 --► f N Moving forward. No -Build (2036) Peak Hour Sieg Property Traffic Volumes Albemarle County, Virginia With Redirected Trips 77 RAMEY KEMP ASSOCIATES Scale: Not to Scale Figure 10 RAMEY KEMP ASSOCIATES Moving forward. Sieg Property - TIA 5. TRIP GENERATION Table 2 shows the trip potential of the project based on the Institute of Transportation Engineers (ITE) Trip Generation Manual, 1 I' Edition. Table 2: ITE TriD Generation — Weekdav —11 " Edition Weekday Daily Traffic AM Peak Hour PM Peak Hour Land Use Size (vpd) (vph) (vph) (ITE Land Use Code) Enter Exit Enter Exit Enter Exit Multifamily Housing 475apartments 1,110 1,110 45 152 113 73 (Mid -Rise) (221) Congregate Care Facility 200 beds 222 222 10 7 18 18 253 Hotel 150 rooms 601 601 39 30 45 44 (310) General Office Space 290,000 s.f. 1,572 1,572 388 53 71 347 (710) Strip Retail Plaza 30,000 s.f. 817 817 42 29 99 99 (<40 ksf) (822) Fast -Casual Restaurants 20,000 s.f. 972 972 14 15 189 154 (930) Convenience Store / 5,000 s.f. Gas Station (4-5.5 ksf) 12 f p 1,543 1,543 162 162 136 137 945 Brewery Tap Room 5,000 s.f. 154 154 3 0 29 20 (971) Subtotal 6,991 6,991 703 448 700 892 ITE Internal Capture — 5% AM / 11 % PM -559 -559 -29 -29 -87 -87 Driveway Volumes 6,432 6,432 674 419 613 805 ITE Pass -By Trips: Strip Retail Plaza— 34% -255 -255 -11 -11 -30 -30 Fast Casual Restaurants and Brewery — 43% -445 -445 -6 -6 -75 -75 Convenience Store —76% -1,079 -1,079 -117 -117 -92 -92 Primary Trips 4,653 4,653 540 285 416 608 Table 2 presents a summary of the trip generation calculations for build -out of the proposed project. For the build -out condition, the ITE internal capture methodology predicts an internal capture rate of 5% in the AM peak hour and 11 % in the PM peak hour. 20 I<Alk r me k m a y e p.com Transportation Consulting that moves us forward. RAMEY KEMP ASSOCIATES Moving forward. Sieg Property - TIA Many of the proposed uses will attract pass -by trips, which are made by drivers who are already driving by the site today on U.S. 29 and will patronize these uses in the future because they are convenient. Table 2 shows the ITE pass -by trip adjustments for the commercial uses. 21 r me k m a y e p.com Transportation Consulting that moves us forward. RAMEY KEMP ASSOCIATES Moving forward. Sieg Property — TIA 6. SITE TRIP DISTRIBUTION AND ASSIGNMENT The site trip distribution for the proposed mixed -use project was determined based on a review of existing traffic patterns, surrounding land uses, engineering judgement, and discussion with the County and VDOT. The primary trip distribution is as follows: ■ 45% to / from the north on U. S. 29 ■ 35% to / from the east on I-64 ■ 10% to / from the west on I-64 ■ 10% to / from the south on U.S. 29 Based on ADT volumes and existing traffic patterns, the following pass -by trip distribution was applied based on U.S. 29: ■ AM Peak — 30% southbound / 70% northbound ■ PM Peak — 70% southbound / 30% northbound Figures 11 and 12 show the primary and pass -by trip distributions, respectively. Figures 13 and 14 show the primary and pass -by trip assignments, respectively, and Figure 15 shows the total site trips. 22 r me k m a y e p.com Transportation Consulting that moves us forward. N W Site � I Proposed Site Gold Eagle Driveway Drive I I I iv o 0o /I I 20% L 70% L fJ f (8%) — f 20% 10% J (90%) - ► xxi Regional Trip Distribution X% (Y%) Entering (Exiting) Trip Distribution - Right -in / Right -out Driveway Teel Lane 2 U.S. 29 at I-64 Eastbound Ramp 0 e 80% (55%) (35%) l I-64 1 35% 1 (Monacan Trail Road) 45% U.S. 29 at I-64 Westbound Ramp w (10%) fJ f 45% (55%) Moving forward. Primary Site Trip K4thJAW Sieg Property Distribution Albemarle County, Virginia RAMEY KEMP ASSOCIATES Seale: Not to Seale Figure 11 N A Site � I Proposed Site Gold Eagle Driveway Drive I I 0 0 30% (70%) L — —J Apf -30% (-70°/ (30%) 70% (-30%) -70% X% (Y%) AM (PM) Trip Distribution Teel Lane 2 I-64 1 (Monacan Trail Road) Moving forward. 'I KthsAlk Pass -By Site Trip Sieg Property Distribution Albemarle County, Virginia RAMEY KEMP ASSOCIATES Scale: Not to Scale Figure 12 N U Site � I Proposed Site Gold Eagle Driveway Drive I I I � I A 108 (83) w 378 (291) L f1 Li f 23 (49) — . fJ f 108 (83) (42) 54 -� (547) 256 LEGEND X (y) AM (PM) Peak Hour Teel Lane 2 U.S. 29 at I-64 Eastbound Ramp A U �J 432 (333) (334) 157 (213) 99 1 I-64 1 (Monacan Trail Road) 1 i U.S. 29 at I-64 Westbound Ramp A �28(61) �j 243(187) (334) 157 Moving forward. Primary Site Trip Sieg Property Assignment Albemarle County, Virginia RAMEY KEMP ASSOCIATES Seale: Not to Seale Figure 13 Site � I Proposed Site Gold Eagle Driveway Drive I in w I � o0 La o �40(138) ��J Arf-40(-138 (59) 94 -4 (59) -94 X (Y) AM (PM) Peak How Teel Lane 2 I-64 1 (Monacan Trail Road) Moving forward. 'I KthsAlk Pass -By Site Trip Sieg Property Assignment Albemarle County, Virginia RAMEY KEMP ASSOCIATES Scale: Not to Seale Figure 14 � I Proposed Site Site Gold Eagle Driveway Drive I I I o I 108 83 ( ) 418 (429) L�J L 23 (49) — fJ Ar 168 (-55) (101) 148 J (547) 256- (-59)-94 --1- LEGEND X (7) AM (PM) Peak How Teel Lane 2 U.S. 29 at I-64 Eastbound Ramp A �j f 432 (333) (334) 157 (213) 99 I-64 1 (Monacan Trail Road) 1 i U.S. 29 at I-64 Westbound Ramp A �28(61) f 243 (187) (334) 157 Moving forward. Sieg Property Total Site Trips Albemarle County, Virginia RAMEY KEMP ASSOCIATES Seale: Not to Seale Figure 15 RAMEY KEMP ASSOCIATES Moving forward. Sieg Property — TIA 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 (2030) Peak Hour Traffic Conditions The build 2030 conditions were determined by adding the no -build (2030) traffic volumes (Figure 9) with the total site trips (Figure 15). Figure 16 shows the projected 2030 peak hour traffic volumes. 7.2. Build (2036) Peak Hour Traffic Conditions Build 2036 conditions were determined by adding the no -build (2036) traffic volumes (Figure 10) with the total build -out site trips (Figure 15). Figure 17 shows the projected build 2036 peak hour traffic volumes. 7.3. Analysis of Build Peak Hour Traffic Conditions Build (2030) 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. Build (2036) traffic volumes were analyzed with the recommended lane configurations and traffic control, and the results are presented in Section 8 of this report for informational purposes only. 28 I<Alk r me k m a y e p.com Transportation Consulting that moves us forward. Site � I Proposed Site Gold Eagle Driveway Drive I I � I II 0 /I rn o L 108 (83) O L 426 (431) L-J �472(1,184) — — - f 515 (1,063) (101) 148 (508) 1,008 (1,083) 1,340 (31) 18 LEGEND X (Y) AM (PM) Peak Hour Traffic Teel Lane 2 U.S. 29 at I-64 Eastbound Ramp v f 850 (1,401) 721 (1,654) �4 (0) (676) 945 ► w (429)426� $ w w I-64 (Monacan Trail Road) U.S. 29 at I-64 Westbound Ramp a A o �540(1,203) f 1,205 (2, i06) (1,209)2,253 Moving forward. Build (2030) Sieg Property Peak Hour Traffic Volumes Albemarle County, Virginia RAMEY KEMP ASSOCIATES Scale: Not to Scale Figure 16 1 - - - - - - 41 Site � I Proposed Site Gold Eagle Driveway Drive (101) 148 (543) 1,075 0 I � L 108 (83) O f a-(1,251 (1,115) (34) 19 -1 LEGEND X (Y) AM (PM) Peak Hour Traffic 434 (431) r f 542 (1,133) Teel Lane U.S. 29 at I-64 Eastbound Ramp f876 (1,467) N �765 (1,755) �5 (0) (697)994 (442)446� A rn I-64 (Monacan Trail Road) U.S. 29 at I-64 Westbound Ramp A rn N �571 (1,273) �) -4-1,264 (2,755) (1,301) 2,383 Moving forward. Build (2036) Sieg Property Peak Hour Traffic Volumes Albemarle County, Virginia RAMEY KEMP ASSOCIATES Scale: Not to Scale Figure 17 RAMEY KEMP ASSOCIATES Moving forward. Sieg Property - TIA 8. CAPACITY ANALYSIS 8.1. U.S. 29 at I-64 Westbound On -Ramp The unsignalized intersection of U.S. 29 at I-64 Westbound On -Ramp was analyzed under existing traffic conditions. Table 3 presents a summary of the capacity analysis results. The Synchro outputs are included in the Appendix. Table 3: Analvsis Summary of U.S. 29 at I-64 Westbound On -Rama CONDITION LANE GROUP AM PEAK HOUR PM PEAK HOUR Lane Delay Lane Overall Lane Delay Lane Overall LOS (sec) Queue LOS LOS (sec) Queue LOS ft (Delay)2 n (Delay)2 Existing (2021) NDU/L' D 14.1 6 F 90.8 50 NDT - N/A - - N/A Conditions SDT 1. Level of service for major street left turn movement 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 Capacity analysis indicates the major street left -turn movement currently operates with short delays (less than 25 seconds) during the AM peak hour and with long delays (greater than 50 seconds) during the PM peak hour. VDOT is planning a Smart Scale project on U.S. 29 that will be completed by 2030 and involves closing the median break on U.S. 29 at the I-64 westbound on -ramp. Drivers who are making the northbound U-turn and northbound left -turn movements will be diverted to the U.S. 29 at Fontaine Avenue interchange to make a U-turn. 31 I<Alk p.c m ra y e e k m om Transportation Consulting that moves us forward. RAMEY KEMP ASSOCIATES Moving forward. Sieg Property - TIA 8.2. U.S. 29 at I-64 Eastbound On -Ramp The intersection of U.S. 29 at I-64 Eastbound On -Ramp was analyzed under all traffic conditions. Table 5 presents a summary of the capacity analysis results. The Synchro outputs are included in the Appendix. Table 5: Analvsis Summary of U.S. 29 at I-64 Eastbound On -Ramp AM PEAK HOUR PM PEAK HOUR CONDITION LANE GROUP Lane Delay Lane Overall Lane Delay Lane Overall LOS (see) Queue LOS LOS (see) Queue LOS (Delay) (it) (Delay) (it) NBT B 14.7 190 C 27.6 126 Existing(2021) NBR B 102 127 B C 30.2 166 B Conditions SBL C 22.0 219 (13.7 sec) B 19.1 439 (14.6 sec) SBT A 0.1 0 A 0.3 0 NBT B 16.3 129 C 30.9 141 No -Build (2030) NBR B 12.8 69 B D 37.4 192 B Conditions SBL C 24A 142 (15.5 sec) C 21.2 513 (16.5 sec) SBT A 0.1 0 A 0.3 0 NBT B 11.9 311 C 27.7 248 Build (2030) NBR B 10.9 275 B E 67.5 364 C Conditions SBL D 46.8 336 (17.0 sec) C 31.2 653 (24.0 sec) SBT A 0.2 0 A 0.4 0 NBT B 14.5 399 C 29.2 254 Build (2036) NBR B 13.9 374 B* E 78.3 381 C* Conditions* SBL D 46.2 353 (18.3 sec) D 38.7 708 (28.3 sec) SBT A 0.2 0 A 0.4 0 *This scenario is for informational purposes only Capacity analysis indicates that the intersection currently operates at LOS B during the AM and PM peak hours. Under no -build (2030) conditions, the intersection is expected to continue to operate at LOS B during the AM and PM peak hours. Under build (2030) conditions, the intersection is expected to operate at LOS B during the AM peak hour and LOS C during the PM peak hour, with all movements operating at LOS E or better. No improvements are warranted or recommended at this intersection. Under build (2036) conditions, the intersection is expected to continue to operate at LOS B during the AM peak hour and LOS C during the PM peak hour. m r k33 .c a ey am p.com Transportation Consulting that moves us forward. RAMEY KEMP ASSOCIATES Moving forward. Sieg Property - TIA 8.3. U.S. 29 at Gold Eagle Drive / Teel Lane The unsignalized intersection of U.S. 29 at Gold Eagle Drive / Teel Lane was analyzed under all traffic conditions. Table 5 presents a summary of the capacity analysis results. The Synchro outputs are included in the Appendix. Table 5: Analvsis Summary of U.S. 29 at Gold Eagle Drive / Teel Lane AM PEAK HOUR PM PEAK HOUR CONDITION LANE GROUP Lane Delay Lane Overall Lane Delay Lane Overall LOS (sec) Queue LOS LOS sec (see) Queue LOS (rt) (Delay)3 (rt) (Delay)3 EBL/T/R' D 26.8 3 F 56.3 20 WBL[MI C 20.5 10 B 14.4 5 Existing (2021) NBL2 A 9.4 0 B 14.3 0 NBT/R - - - N/A - - N/A Conditions SBR - SBT - - - - - SBV B 14.7 5 A 9.8 5 No -Build (2030) EBRI A 9.7 0 B 14.0 3 Conditions WBR' B 14.0 8 N/A B 10.6 3 N/A Median Break NBT/R - - - - - Closed SBT/R - - - - - Build (2030) EBR' B 10.7 8 C 19.6 63 Conditions WBRI C 18.9 8 N/A C 15.1 5 N/A Median Break NBT/R - - - - - Closed SBT/R - - - - - Butld (2036) EBRt B 10.9 10 C 21.3 70 Conditions* WBRI C 20.1 13 N/A* C 15.4 5 N/A* Median Break NBT/R - Closed SBT/R *This scenario is for informational purposes only 1. Level of service for minor approach 2. Level of service for major street left cum 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 minor street left -turn movement currently operates with moderate delays (between 25 and 50 seconds) during the AM peak hour and with long delays (greater than 50 seconds) during the PM peak hour. Under no -build (2030) conditions with the median break closed, the minor street right -turn movements are expected to operate with short delays (less than 25 seconds) during the AM and PM peak hours. Under build (2030) conditions, the minor street right-tum movements are expected to continue to operate with short delays (less than 25 seconds) during the AM and PM peak hours, with queue lengths of three vehicles or less. 33 I<Alkr me k m a y e p.com Transportation Consulting that moves us forward. RAMEY KEMP ASSOCIATES Moving forward. Sieg Property - TIA Under build (2036) conditions, the minor street right -turn movements are expected to continue to operate with short delays (less than 25 seconds) during the AM and PM peak hours. 34 I<Alk r me k m a y e p.com Transportation Consulting that moves us forward. RAMEY KEMP ASSOCIATES Moving forward. Sieg Property - TIA 8.4. U.S. 29 at Proposed Site Driveway The intersection of U.S. 29 at Proposed Site Driveway was analyzed under build traffic conditions. Table 7 presents a summary of the capacity analysis results. The Synchro outputs are included in the Appendix. Table 7: Analvsis Summary of U.S. 29 at Proposed Site Drivewav AM PEAK HOUR PM PEAK HOUR CONDITION LANE GROUP Lane Lane Lane Overall Lane Lane Lane Overall LOS Delay Queue LOS (Delay) LOS Delay Queue LOS (Delay) (see) ft) (see) 1t) EBL' F 359.9 622 F Err Err Build (2030) EBRI A 9.9 1 C 13.9 2 Conditions BV A 9.6 15 N�A3 C 14.4 21 N/A' NBT Unsignalized SBT SBR EBL' A 81 50 F 59.4 595 Build (2030) EBRI A 6.8 1 B 10.4 3 COrid1t10riS NBL2 B 13.7 207 B B 13.6 109 C NBT B 13.3 208 (10.4 Sec) B 12.8 112 (22.7 sec) Roundabout SBT A 5.7 41 A 9.9 130 SBR A 5.7 41 A 9.8 130 EBL D 54.9 352 E 57.6 610 Build (2030) EBR A 6.8 7 A 8.3 11 COridltlOriS NBL E 63.5 185 B E 72.8 143 D NBT A 0.2 0 (19.3 sec) A 0.1 0 (53.0 sec) Green T SBT C 24.0 217 E 75.7 591 SBR A 1.0 16 A 0.6 8 EBL D 54.9 352 E 79.4 620 Build (2036) EBR A 6.8 7 A 8.8 11 COnd1t10riS* NBL E 63.5 185 B* E 65.9 133 E NBT A 0.3 0 (18.8 Sec) A 0.1 0 (59.0 sec) Green T SBT C 24.3 230 E 78.5 593 SBR A 1.0 16 A 0.7 8 *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 unsignahzed intersections Based on VDOT's Access Management Design Standards for Entrances and Intersections, the build (2030) traffic volumes warrant a northbound left -turn lane, and a southbound right -turn lane on U.S. 29 during the AM and PM peak hours. The applicant is proposing to construct both turn lanes and the VDOT turn lane warrant diagrams are included in the Appendix. In build 2030 conditions with the intersection unsignalized, capacity analysis indicates that the minor street left-tum movement is projected to operate with long delays (greater than 50 seconds) with extremely long queues during the AM and PM peak hours. m r k36 .c a ey am p.com Transportation Consulting that moves us forward. RAMEY KEMP ASSOCIATES Moving forward. Sieg Property - TIA As described in Section 9, the projected traffic volumes at this intersection do meet MUTCD traffic signal warrants. With a Green T configuration under build 2030 conditions, the intersection is projected to operate at LOS B during the AM peak hour and at LOS D during the PM peak hour with the following improvements: ■ Construct site driveway with one ingress lane and two egress lanes ■ Construct one northbound left -turn lane on U.S. 29 with 200 feet of storage length ■ Construct one southbound right -turn lane on U.S. 29 with 200 feet of storage length ■ Install a Green T traffic signal with northbound U.S. 29 as a free -flow movement ■ Construct one median acceleration lane on U.S. 29 Under build (2036) the intersection is projected to continue to operate at LOS B during the AM peak hour and at LOS D during the PM peak hour with the signalized Green T configuration with all movements operating at LOS E or better. 36 r me k m a y e p.com Transportation Consulting that moves us forward. RAMEY KEMP ASSOCIATES Moving forward. Sieg Property - TIA L��.y Clip/:T1�`�'/_\ ;7 ;7_\►Y II:\�/:T/1'F.y F.7 Traffic signal warrants were evaluated for the intersection of U.S. 29 at Proposed Site Driveway. 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 IA -Eight -Hour Vehicular Volume -Minimum Vehicular Volume ■ Warrant 1 B - Eight -Hour Vehicular Volume - Interruption of Continuous Traffic ■ Warrant I - 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 8:00 PM were compared to the MUTCD traffic signal warrant thresholds to determine if any warrants are met. The proposed mixed -use center trips were assigned to the study intersection based on hourly distribution data for residential and retail uses. The hourly site traffic assignment was combined with the background 2030 traffic volumes to determine the hourly build 2030 traffic volumes. Note that all right -turn volumes were excluded from this analysis to be conservative. U.S. 29 is posted 55 mph however, VDOT often requires the low -speed thresholds to be applied to high-speed roadways to be conservative. Table 7 shows the projected 2030 hourly traffic volumes and a summary of the traffic signal warrants at the U.S. 29 at Proposed Site Driveway intersection based on the low -speed (less than 40 mph) thresholds. The detailed MUTCD signal warrant summaries are included in the Appendix. 37 I<Alk r me k m a y e p.com Transportation Consulting that moves us forward. RAMEY KEMP ASSOCIATES Moving forward. Sieg Property — TIA Table 7: Sienal Warrant Analvsis for U.S. 29 at Proposed Site Drivewav VOLUMES WARRANTS START TIME MAJOR STREET (vpb) MINOR STREET (vph) 1A 600 Major 150 Minor 1B 900 Major 75 Minor COMBINATION 2 3 IA 480 Major 120 Minor 111 720 Major 60 Minor 6:00AM 1,191 162 Yes Yes Yes Yes Yes No 7:00 AM 1,481 296 Yes Yes Yes Yes Yes Yes 8:00 AM 1,620 324 Yes Yes Yes Yes Yes Yes 9:00AM 1,124 269 Yes Yes Yes Yes Yes Yes 10:00 AM 884 252 Yes Yes Yes Yes Yes Yes 11:00 AM 935 371 Yes No Yes Yes Yes No Noon 1,164 444 Yes Yes Yes Yes Yes Yes 1:00 PM 1,043 365 Yes Yes Yes Yes Yes Yes 2:00 PM 1,043 356 Yes Yes Yes Yes Yes Yes 3:00 PM 1,403 352 Yes Yes Yes Yes Yes Yes 4:00 PM 1,742 451 Yes Yes Yes Yes Yes Yes 5:00 PM 1,751 533 Yes Yes Yes Yes Yes Yes 6:00 PM 1,258 321 Yes Yes Yes Yes Yes Yes 7:00 PM 1,028 223 Yes Yes Yes Yes Yes No Hours Required 8 8 8 8 4 1 Total Hours Met 14 13 14 14 14 11 Warrant Met? Yes Yes Yes Yes Yes Based on MUTCD's low -speed (less than 40 mph) thresholds, the following traffic signal warrants are expected to be met at built -out: ■ Warrant IA —Eight -Hour Vehicular Volume —Minimum Vehicular Volume ■ Warrant 113 — 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 38 I<Alk r me k m a y e p.com Transportation Consulting that moves us forward. RAMEY KEMP ASSOCIATES Moving forward. Sieg Property — TIA SIB t7 DCK1]U lu I �I�I.17:r Y (1]�E.'J The County and VDOT have recently constructed the following improvements as part of a Smart Scale project: U.S. 29 at I-64 Eastbound Ramps: ■ Loop from U.S. 29 southbound to I-64 eastbound was removed and dual southbound left -turn lanes were constructed ■ Installed a two-phase traffic signal with U.S. 29 southbound as a free -flow movement The following roadway improvement will be completed by the County and VDOT by 2030 as part of the U.S. 29 at Fontaine Avenue Interchange Smart Scale project: U.S. 29 at I-64 Westbound Ramps: ■ Close the median break to prohibit northbound U-turns and left -turns, and divert those drivers to Fontaine Avenue to make a U-turn The following roadway improvements are recommended to accommodate the build -out traffic conditions: U.S. 29 at Gold Eagle Drive / Teel Lane: ■ Close the existing median break and convert Gold Eagle Drive and Teel Lane to right - in / right -out operation U.S. 29 at Proposed Site Driveway ■ Construct site driveway with one ingress lane and two egress lanes ■ Construct one northbound left -turn lane on U.S. 29 with 200 feet of storage length ■ Construct one southbound right -turn lane on U.S. 29 with 200 feet of storage length ■ Install a Green T traffic signal with northbound U.S. 29 as a free -flow movement ■ Construct one median acceleration lane on U.S. 29 Figure 18 shows the recommended roadway improvements for build -out. Transportation 39 <AlkConsulting that moves us forward. rameykemp.tom A Site 1-64 I Proposed Site Gold Eagle I Driveway Drive / I L200' �175' I L�� f �j f f — .2`. U.S.29 (Monacan Trail Road) 200'Median Acceleration T 2 iLane LEGEND X Storage (In Feet) Existing Lane —+ Smart Scale Improvement Proposed Lane - Proposed Right -in / Right -out Driveway Proposed Green T Traffic Signal Existing Traffic Signal Teel Lane i U.S. 29 at I-64 Eastbound Ramp 450' f f r 350' r 350' used Moving forward. Recommended Lane Sieg Property Configuration Albemarle County, Virginia RAMEY KEMP ASSOCIATES Scale: Not to Scale Figure 18 TECHNICAL APPENDIX APPENDIX A VDOT TIA SCOPING DOCUMENT VDOT Virginia Department PRE -SCOPE OF WORK MEETING FORM of Transportation 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: chult ren ame kern .com Developer/Owner Name: Riverbend Development - Ashley Davies Tele: (434) 245-4971 E-mail: ashle riverbenddev.com Project Information Project Name: Sieg Property Locality/County: Albemarle County Project Location: (Attach regional and site See Figure 1 specific location ma Submission Type Comp Plan ❑ Rezoning ® Site Plan ❑ Subd Plat ❑ Project Description: (Including details on the land pproject Proposed mixed -use in southwest quadrant of the I-64 at U.S. 29 use, acreage, phasing, access interchange. The access plan includes connecting to Gold Eagle Lane, and one new location, etc. Attach additional driveway on U.S. 29 at the southern end of the property. sheet if necessary) Proposed Use(s): (Check all that apply; attach Residential ❑ Commercial ❑ Mixed Use ® Other ❑ additional pages as necessary) Residential Uses(s) Number of Units: See trip table rrE LU Code(s): Other Use(s) ITE LU Code(s): Commercial Use(s) rrE LU Code(s): 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: 2021 Build -out Year: 2030 Design Year: 2036 North: See Figure 1 South: Study Area Boundaries East: West: (Attach map) External Factors That Could Affect Project SmartScale project to modify the U.S. 29 at Fontaine Avenue Extension to create (Planned road improvements, northbound U-turn movement other nearby developments) Consistency With The current zoning is R-1 and Highway Commercial Comprehensive Plan The proposed zoning is NMD (Land use, transportation plan) Available Traffic Data U.S. 29 - 17,000 vpd in 2013 / 17,000 vpd in 2018 (Historical, forecasts) Trip Distribution Road Name: See Figure 2 Road Name: Road Name: Road Name: (Attach sketch) Annual Vehicle Trip Peak Period for Study ® AM ® PM ❑ SAT Growth Rate: 1.0% (check all that apply) Peak Hour of the Generator I.U.S. 29 at I-64 Westbound 6 Ramps 2.U.S. 29 at I-64 Eastbound �' Study Intersections Rams 3.U.S. 29 at Gold Eagle Drive / $ and/or Road Segments (Attach additional sheets as Teel Lane necessary) 4.U.S. 29 at Proposed Site Driveway9' 5. 10. Trip Adjustment Factors Internal allowance: ® Yes El No Pass -by allowance: ® Yes El No Reduction: ITE /o trips Reduction: ITE /o trips Software Methodology ® Synchro ❑ HCS (v.2000/+) ❑ aaSIDRA ❑ CORSIM ® Other SimTraffic Traffic Signal Proposed or Affected Synchro / SimTraffic 10 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 turn lanes and other off -site improvements will be determined based on Considered the results of the analysis. Background Traffic Studies Considered None Plan Submission ❑ Master Development Plan (MDP) ❑ Generalized Development Plan (GDP) ❑ Preliminary/Sketch Plan ❑ Other Plan type (Final Site, Subd. Plan) Additional Issues to be ® Queuing analysis ® Actuation/Coordination ❑ Weaving analysis Addressed ❑ Merge analysis ❑ Bike/Ped Accommodations ® Intersection(s) ❑ TDM Measures ® Other Alternative intersection configurations NOTES on ASSUMPTIONS: The TIA will include four analysis scenarios: - Existing (2021) Conditions - No -Build (2030) Conditions - Build (2030) Conditions - Build +6 years (2036) Conditions 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. APPENDIX B TRAFFIC COUNT DATA us TRAFFIC DATA COLLECTION File Name : Charlottesville(US 29 and US 64 WB Ramps) AM Peak Site Code Start Date : 11/9/2021 Page No 1 Groups Printed- Cars + - Trucks US 29 US 64 WB Ramp US 29 US 64 WB Ramp Soulhbound Westbound Northbound Eastbound Start Time Right Thru Left UTm ;;Tam Right Thru Left UTm , ,., Right Thru Left UTm a ,Tam Right ThN Left UTm ayp. Toni mi. Tmm 07:00 AM 85 119 0 0 204 221 0 0 0 221 0 340 8 1 349 33 0 0 0 33 807 07:15 AM 104 161 0 0 265 321 0 0 0 321 0 443 9 3 455 41 0 0 0 41 1082 07:30 AM 114 167 0 0 281 455 0 0 0 455 0 545 6 0 551 35 0 0 0 35 1322 07:45 AM 113 209 0 0 322 467 0 0 0 467 0 502 4 1 507 49 0 0 0 49 1345 Total 416 656 0 0 1072 1464 0 0 0 1464 0 1830 27 5 1862 168 0 0 0 158 4556 08:00 AM 133 264 0 0 397 408 0 0 0 408 0 400 9 0 409 40 0 0 0 40 1254 08:15 AM 108 232 0 0 340 410 0 0 0 410 0 401 9 0 410 42 0 0 0 42 1202 08:30 AM 107 257 0 0 364 346 0 0 0 346 0 410 4 0 414 40 0 0 0 40 1164 08:45 AM 94 214 0 0 308 316 0 0 0 316 0 349 11 1 361 34 0 0 0 34 1019 Total 442 967 0 0 1409 1480 0 0 0 14801 0 1560 33 1 15941 156 0 0 0 156 4639 Grand Total 858 1623 0 0 2481 2944 0 0 0 2944 0 3390 60 6 3456 314 0 0 0 314 9195 Apprch °,% 34.6 65.4 0 0 100 0 0 0 0 98.1 1.7 0.2 100 0 0 0 Total % 9.3 17.7 0 0 27 32 0 0 0 32 0 36.9 0.7 0.1 37.6 3.4 0 0 0 3.4 Cars + 800 1533 0 0 2333 2e89 0 0 0 2889 0 3275 21 4 3300 283 0 0 0 283 8805 % Cars + 93.2 94.5 0 0 94 98.1 0 0 0 98.1 0 96-6 35 66.7 95.5 90.1 0 0 0 90.1 95.8 Trucks 58 90 0 0 148 55 0 0 0 55 0 115 39 2 156 31 0 0 0 31 390 % Trucks 6.8 5.5 0 0 6 1.9 0 0 0 1.9 0 3.4 65 33.3 4.5 9.9 0 0 0 9.9 4.2 us TRAFFIC DATA COLLECTION File Name : Charlottesville(US 29 and US 64 WB Ramps) AM Peak Site Code Start Date : 11/9/2021 Page No : 2 US 29 Southbound US 64 WB Ramp Westbound US 29 Northbound US 64 WB Ramp Eastbound Start Time Right I ThrU I Left I UTm Ipip. TdaiI Right I Thru I Left I UTm I a Taal I Right I Thru I Left I UTm I a Taa I Right I ThrU I Left I UTm 1 4P. Taal Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Pm4 Hnur fnr Rnlim Intaman inn Rnnine n1 n7 An CAA 07:30 AM 114 167 0 0 281 455 0 0 0 455 0 545 6 0 551 35 0 0 0 35 1322 07:45 AM 113 209 0 0 322 467 0 0 0 467 0 502 4 1 507 49 0 0 0 49 1345 08:00 AM 133 264 0 0 397 408 0 0 0 408 0 400 9 0 409 40 0 0 0 40 1254 08:15 AM 108 232 0 0 340 410 0 0 0 410 0 401 9 0 410 42 0 0 0 42 1202 Total volume 468 872 0 0 1340 1740 0 0 0 1740 0 1848 28 1 1877 166 0 0 0 166 5123 %App. Total 34.9 65.1 0 0 100 0 0 0 0 98.5 1.5 0.1 100 0 0 0 PHF .880 .826 .000 .000 .844 -931 .000 .000 .000 .931 1 000 .848 .778 .250 .852 .847 .000 .000 .000 .847 .952 US 29 ON In Total �n c O� Rghl Thru Veit UTrn Peak Hour Data =� ES 1 S a> ° E o No th _ 2 ^ o Peak Hour Begins at 07:30 2 p Cam + r 3 5 Trucks�a O 7 1 �a` r a UTm Let Thru Ri ht l� 1038 1 77 2 alN4 ON In Total us TRAFFIC DATA COLLECTION File Name : Charlottesville(US 29 and US 64 WB Ramps) PM Peak Site Code Start Date : 11/9/2021 Page No 1 Groups Printed- Cars + - Trucks US 29 US 64 WB Ramp US 29 US 64 WB Ramp Soulhbound Westbound Northbound Eastbound Start Time Right I Thru I Left I UTm nyp.Tam Right Thm Left I UTm I ,y Ta, Right I Thru I Left I UTm I a ,Taa Right ThN Left UTm pyp. T., &Tom 04:00 PM 207 502 0 0 709 249 0 0 0 249 0 174 8 1 183 62 0 0 0 62 1203 04:16 PM 255 519 0 0 774 173 0 0 0 173 0 172 8 1 181 62 0 0 0 62 1190 04:30 PM 295 665 0 0 850 205 0 0 0 205 0 176 7 0 183 77 0 0 0 77 1315 04:45 PM 245 661 0 0 796 186 0 0 0 186 0 176 12 0 188 68 0 0 0 68 1238 Total 1002 2127 0 0 3129 813 0 0 0 813 0 698 35 2 735 269 0 0 0 269 4946 06:00 PM 229 656 0 0 785 202 0 0 0 202 0 197 9 0 206 65 0 0 0 65 1258 05:15 PM 275 548 0 0 823 207 0 0 0 207 0 215 6 0 221 67 0 0 0 67 1318 05:30 PM 236 463 0 0 699 175 0 0 0 175 0 195 9 0 204 69 0 0 0 69 1147 05:45 PM 188 407 0 0 595 164 0 0 0 164 0 184 6 0 190 43 0 0 0 43 992 Total 928 1974 0 0 2902 748 0 0 0 7481 0 791 30 0 821 1 244 0 0 0 244 4715 Grand Total 1930 4101 0 0 6031 1561 0 0 0 1561 0 1489 65 2 1556 513 0 0 0 513 9661 Apprch °,% 32 68 0 0 100 0 0 0 0 95.7 4.2 0.1 100 0 0 0 Total % 20 42.4 0 0 62.4 16.2 0 0 0 16.2 0 15.4 0.7 0 16.1 5.3 0 0 0 5.3 Cars + 1895 4038 0 0 5933 1535 0 0 0 1535 0 1436 14 1 1451 487 0 0 0 487 9406 % Cars + 982 98.5 0 0 98.4 98.3 0 0 0 98.3 0 96-4 21.5 50 93.3 94.9 0 0 0 94.9 97.4 Trucks 35 63 0 0 98 26 0 0 0 26 0 53 51 1 105 26 0 0 0 26 255 % Trucks 1.8 1.5 0 0 1.6 1.7 0 0 0 1.7 0 3.6 78.5 50 6.7 5.1 0 0 0 5.1 2.6 us TRAFFIC DATA COLLECTION File Name : Charlottesville(US 29 and US 64 WB Ramps) PM Peak Site Code Start Date : 11/9/2021 Page No :2 US 29 Southbound US 64 WB Ramp Westbound US 29 Northbound US 64 WB Ramp Eastbound Start Time Right I Thru I Left I UTm Ipip. TaaiI Right I Thru I Left I UTm I pip. Taal I Right I Thru I Left I UTm I a Taa I Right I ThrU I Left I UTm 1 4P. Taal Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Pm4 Hnur fnr Rnlim InfareaMinn Ranine a1 nA An PAA 04:30 PM 295 555 0 0 850 205 0 0 0 205 0 176 7 0 183 77 0 0 0 77 1315 04:45 PM 245 651 0 0 796 186 0 0 0 186 0 176 12 0 188 68 0 0 0 68 1238 05:00 PM 229 556 0 0 785 202 0 0 0 202 0 197 9 0 206 65 0 0 0 65 1258 05:15 PM 275 548 0 0 823 207 0 0 0 207 0 215 6 0 221 67 0 0 0 67 1318 Total volume 1044 2210 0 0 3254 800 0 0 0 800 0 764 34 0 798 277 0 0 0 277 5129 %App. Total 32.1 67.9 0 0 100 0 0 0 0 95.7 4.3 0 100 0 0 0 PHF .885 .994 .000 .000 .957 -966 .000 .000 .000 .9661 000 .888 .708 .000 .9031 899 .000 .000 .000 .899 .973 US 29 ON In Total \c W \ V o� Ohl 1 Left UTrn Peak Hour Data o^ oEs *I O r 3 E o North N 2 M r- ami �� a+ C N J A o Peak Hour Begins at 04:30 P 2 p Cam+ r m T �a O rt '5� 3 7 1 �a` r a UTm Left Thru Ri ht l� 2487 796 3talN4 Out In Total us TRAFFIC DATA COLLECTION File Name : Charlottesville(US 29 and US 64 EB Ramps) AM Peak Site Code Start Date : 11/9/2021 Page No 1 Groups Printed- Cars + - Trucks US 29 US 64 EB Ramp US 29 US 64 EB Ramp Southbound Westbound Northbound Eastbound Start Time Rigm n. I Left uTm Peas I ftm Th. I Left uTm Peas .,o..d. W9m TIIm Left uTm P . I ao — W9m TM1m Left uTm I rem I aw_.w 07:00 AM 0 65 84 0 0 149 221 0 0 0 0 221 59 128 0 0 0 187 9 0 0 0 0 9 566 07:15 AM 0 95 106 2 0 203 292 0 0 0 0 292 74 163 0 0 0 237 8 0 0 0 0 8 740 07:30 AM 0 83 117 1 0 201 338 0 0 0 0 338 71 211 0 0 2 284 9 0 0 0 0 9 832 07:45 AM 0 93 162 1 0 256 334 0 0 0 0 334 71 173 0 0 1 245 5 0 0 0 0 5 840 Total 0 336 469 4 0 809 11as 0 0 0 0 1185 275 675 0 0 3 953 31 0 0 0 0 31 2978 08:00 AM 0 82 215 0 0 297 249 0 0 0 0 249 72 157 0 0 1 230 10 0 0 0 0 10 786 08:15 AM 0 113 159 2 0 274 271 0 0 0 0 271 73 144 0 0 0 217 9 0 0 0 0 9 771 08:30 AM 0 99 184 4 0 287 257 0 0 0 0 257 66 164 0 0 1 231 8 0 0 0 0 8 783 08:45AM 0 91 165 0 0 256 212 0 0 0 0 212 50 125 0 0 0 175 8 0 0 0 0 8 651 Total 0 385 723 6 0 1114 989 0 0 0 0 9891 261 590 0 0 2 8531 35 0 0 0 0 35 2991 Gmml TOW 0 721 1182 10 0 1923 2174 0 0 0 0 2174 536 1265 0 0 5 1806 66 0 0 0 0 66 5969 Apprch % 0 37.5 62 0.5 0 100 0 0 0 0 29.7 70 0 0 0.3 100 0 0 0 0 Total % 0 12.1 20 0.2 0 32.2 36.4 0 0 0 0 36.4 9 212 0 0 0.1 30.3 1.1 0 0 0 0 1.1 Cars + 0 655 1143 10 0 1808 2118 0 0 0 0 2118 494 meo 0 0 5 1679 28 0 0 0 0 28 5633 % Cars + 0 90.8 95.9 100 0 94 97.4 0 0 0 0 97.4 92.2 93.3 0 0 too g3 42A 0 0 0 0 42.4 94.4 Trucks 0 66 49 0 0 115 56 0 0 0 0 56 42 85 0 0 0 127 38 0 0 0 0 38 336 %Trucks 0 9.2 4.1 0 0 6 2.6 0 0 0 0 2.6 7.8 6.7 0 0 0 7 57.6 0 0 0 0 57.6 5.6 us TRAFFIC DATA COLLECTION File Name : Charlottesville(US 29 and US 64 EB Ramps) AM Peak Site Code Start Date : 11/9/2021 Page No 2 US 29 Southbound US 64 EB Ramp Westbound US 29 I Northbound US 64 EB Ramp I Eastbound Start Time Rant I mm I Left I UTm I Peas I .w.— I Ram I rnru I Left I UTm I Peas .,,..a.I Ram rnm Left I UTm I Pees I ro...m I R19m I Th. I Left I UTm I Peas I . T— Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Pna4 Hnur fnr Rnlim InlereaMinn Ranine a1 n7T9n AM 07:30 AM 0 83 117 1 0 201 338 0 0 0 0 338 71 211 0 0 2 284 9 0 0 0 0 9 832 07:45 AM 0 93 162 1 0 256 334 0 0 0 0 334 71 173 0 0 1 245 5 0 0 0 0 5 840 08:00AM 0 82 215 0 0 297 249 0 0 0 0 249 72 157 0 0 1 230 10 0 0 0 0 10 786 08:15AM 0 113 159 2 0 274 271 0 0 0 0 271 73 144 0 0 0 217 9 0 0 0 0 9 771 Tutaivmome 0 371 653 4 0 1028 119a 0 0 0 0 1192 287 685 0 0 4 976 33 0 0 0 0 33 3229 %ip, TON 0 36.1 e3.5 0.4 0 100 0 0 0 0 29A 702 0 0 0.4 100 0 0 0 0 PHF .000 .821 .759 .s00 .000 .865 .882 .000 .000 .000 .000 .882 1 .983 .812 .000 .000 .500 .859 1 825 .000 .000 .000 .000 .825 .961 out Elff US 29 1n Tc ® `^\\ �c A V O� RgM Thn1 �J 1I Left Y UTm Peels DES Peak Hour Data, e� o ~� E North 1-2 CJ c m �y c w n o c� Peak Hour Begins at 07:30 M , co ug "P �O Oars+ T c S3 A 3 [��a o a m p1 a 7 m 1 �a` UTm Left Thru68 Ri51 ght 7 Ped4 l� 404 Fj7jfl 1380 4 ON In Total us TRAFFIC DATA COLLECTION File Name : Charlottesville(US 29 and US 64 EB Ramps) PM Peak Site Code Start Date : 11/9/2021 Page No 1 Groups Printed- Cars + - Trucks US 29 US 64 EB Ramp US 29 US 64 EB Ramp Soulhbound Westbound Northbound Eastbound Start Time Right I ThnJ I Left I UTm Typ.Tow Right ThrU Left I UTm I roa To,i Right I Thm Left UTm w,T" Right Thm Left UTm ay T-, rot. Tma 04:00 PM 0 218 345 0 563 94 0 0 0 94 40 73 0 0 113 11 0 0 0 11 781 04:16 PM 0 234 349 2 585 85 0 0 0 85 57 86 0 0 143 8 0 0 0 8 821 04:30 PM 0 248 379 0 627 119 0 0 0 119 44 63 0 0 107 13 0 0 0 13 866 04:45 PM 0 252 368 0 620 106 0 0 0 106 46 73 0 0 119 11 0 0 0 11 856 Total 0 952 1441 2 2395 404 0 0 0 404 187 295 0 0 482 43 0 0 0 43 3324 06:00 PM 0 237 372 0 609 125 0 0 0 125 49 79 0 0 128 9 0 0 0 9 871 05:15 PM 0 234 386 0 620 136 0 0 0 136 51 85 0 0 136 15 0 0 0 15 907 05:30 PM 0 201 341 0 542 122 0 0 0 122 53 73 0 0 126 4 0 0 0 4 794 05:45 PM 0 160 281 1 442 134 0 0 0 134 35 58 0 0 93 9 0 0 0 9 678 Total 0 832 1380 1 2213 517 0 0 0 5171 188 295 0 0 4831 37 0 0 0 37 3250 Grand Total 0 1784 2821 3 4608 921 0 0 0 921 375 590 0 0 965 80 0 0 0 80 6574 Apprch °,% 0 38.7 61.2 0.1 100 0 0 0 38.9 61.1 0 0 100 0 0 0 Total % 0 27.1 42.9 0 70.1 14 0 0 0 14 5.7 9 0 0 14.7 1.2 0 0 0 1.2 Cars + 0 1723 2786 3 4512 901 0 0 0 901 352 507 0 0 859 44 0 0 0 44 6316 % Cars + 0 96.6 98.8 100 97.9 97.8 0 0 0 97.8 93.9 85.9 0 0 89 55 0 0 0 55 96.1 Trucks 0 61 35 0 96 20 0 0 0 20 23 83 0 0 106 36 0 0 0 36 258 % Trucks 0 3.4 1.2 0 2.1 2.2 0 0 0 2.2 6.1 14.1 0 0 11 45 0 0 0 45 3.9 us TRAFFIC DATA COLLECTION File Name : Charlottesville(US 29 and US 64 EB Ramps) PM Peak Site Code Start Date : 11/9/2021 Page No 2 US 29 Southbound US 64 EB Ramp Westbound US 29 Northbound US 64 EB Ramp Eastbound Start Time Right I ThrU I Left I UTm Ipip. rdaiI Right I ThrU I Left I UTm Ipip. raaiI Right I Thru I Left I UTm Iayp. raa Right I Thru I Left I UTm IPpp. raai Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Pm4 Hnur fnr Fnlira InfareaMinn Ranine n1 nA An PAA 04:30 PM 0 248 379 0 627 119 0 0 0 119 44 63 0 0 107 13 0 0 0 13 866 04:45 PM 0 252 368 0 620 106 0 0 0 106 46 73 0 0 119 11 0 0 0 11 856 05:00 PM 0 237 372 0 609 125 0 0 0 125 49 79 0 0 128 9 0 0 0 9 871 05:15 PM 0 234 386 0 620 136 0 0 0 136 51 85 0 0 136 15 0 0 0 15 907 Total volume 0 971 1505 0 2476 486 0 0 0 486 190 300 0 0 490 48 0 0 0 48 3500 %App. Total 0 39.2 60.8 0 100 0 0 0 38.8 61.2 0 0 100 0 0 0 PHF .000 .963 .975 .000 .987 .893 .000 .000 .000 .8931 931 .882 .000 .000 .901 1 800 -000 .000 .000 .800 .965 US 29 ON In Total \c W \ V o� Ohl 1 Left UTrn Peak Hour Data S° v ES �p r r 3�c m'' o NOrlh � � 00 m� C y J w o Peak Hour Begins at 04:30 P 2 m r m r� Cars+ r� �5� m� Trucks �a O v 73 m 7 1 �a` r a UTm Left Thru Ri ht 01 01 300 190 Toi� 101 490 1tal S ON In Total us TRAFFIC DATA COLLECTION File Name : Charlottesville(US 29 and Teel) AM Peak Site Code Start Date : 11/9/2021 Page No 1 Groups Printed- Cars + - Trucks US 29 Teel Lane US 29 Gold Eagle Drive Southbound Westbound Northbound Eastbound Start Time RigN I TM1m I Left UTm Peas I . - tm Th. I Left uTm Peas sm.w ftm ITIIm LeR UTm ams eoo-.aa W9m T Left UTm I rem I ..w 07:00 AM 0 74 1 0 0 75 1 0 0 0 0 1 1 186 0 2 0 189 1 0 4 0 0 5 270 07:15 AM 2 93 6 3 0 104 7 0 0 0 0 7 0 245 0 0 0 245 0 0 0 0 0 0 356 07:30 AM 1 89 1 1 0 92 8 0 3 0 4 15 0 262 0 1 0 263 0 0 1 0 0 1 371 07:45 AM 2 96 1 2 0 101 5 0 0 0 0 5 1 245 0 1 0 247 0 0 0 0 0 0 353 Total 5 352 9 6 0 372 21 0 3 0 4 28 2 938 0 4 0 944 1 0 5 0 0 6 1350 08:00 AM 2 87 3 2 0 94 4 0 2 0 3 9 4 226 0 1 0 231 0 0 1 0 0 1 335 08:15 AM 2 108 3 5 0 118 8 0 2 0 0 10 2 202 0 0 0 204 0 0 1 0 0 1 333 08:30 AM 6 95 1 3 0 105 6 0 1 0 0 7 0 220 2 0 0 222 1 0 1 0 0 2 336 08:45 AM 1 89 2 1 0 93 7 0 0 0 2 9 1 186 0 0 0 187 0 0 0 0 0 0 289 Total 11 379 9 11 0 410 25 0 5 0 5 351 7 834 2 1 0 8441 1 0 3 0 0 4 1293 Gmml Tow 16 731 18 17 0 782 46 0 8 0 9 63 9 im 2 5 0 1786 2 0 8 0 0 10 2643 APPrch % 2 93.5 2.3 2.2 0 73 0 12.7 0 14.3 0.5 99.1 0.1 0.3 0 20 0 80 0 0 Total % 0.6 27.7 0.7 0.6 0 29.6 1.7 0 0.3 0 0.3 2.4 0.3 67 0.1 0.2 0 67.7 0.1 0 0.3 0 0 0.4 Cars + 15 626 18 15 0 674 43 0 8 0 9 60 8 lsaa 2 4 0 1663 2 0 4 0 0 6 2403 % Cars + 93.e 85.6 100 88.2 0 86.2 93.5 0 190 0 100 95.2 88.9 93.1 100 80 0 93 100 0 50 0 0 60 90.9 Trucks 1 105 0 2 0 108 3 0 0 0 0 3 1 123 0 1 0 125 0 0 4 0 0 4 240 %Trucks 6.2 14A 0 11.8 0 13.8 6.5 0 0 0 0 4.8 1" 6.9 0 20 0 7 0 0 50 0 0 40 9.1 us TRAFFIC DATA COLLECTION File Name : Charlottesville(US 29 and Teel) AM Peak Site Code Start Date : 11/9/2021 Page No :2 US 29 Southbound Teel Lane Westbound US 29 Northbound Gold Eagle Delve Eastbound Start Time Rant mm Left UTm seas •oo.*n+ Rgm Tmu Left UTm Peas .,,..,.. Rgm l w Left UTm Pees R19m Thm Left I UTm I Peas Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Pan4 Hnur fnr Rnfira InfareaMinn Ranine n1 n7T15 AM 07:15 AM 2 93 6 3 0 104 7 0 0 0 0 7 0 245 0 0 0 245 0 0 0 0 0 0 356 07:30 AM 1 89 1 1 0 92 8 0 3 0 4 15 0 262 0 1 0 263 0 0 1 0 0 1 371 07:45 AM 2 96 1 2 0 101 5 0 0 0 0 5 1 245 0 1 0 247 0 0 0 0 0 0 353 08:00 AM 2 87 3 2 0 94 4 0 2 0 3 9 4 226 0 1 0 231 0 0 1 0 0 1 336 Totaivauwe 7 365 11 8 0 391 24 0 5 0 7 36 5 978 0 3 0 986 0 0 2 0 0 2 1415 %Aw Tm 1.8 93A 2.8 2 0 66.7 0 13.9 0 19.4 0.5 992 0 0.3 0 0 0 100 0 0 PHF .875 .951 .458 .667 .000 .940 .750 .000 A17 .000 .438 .6001 313 .933 .000 .750 .000 .937 1 000 ON .500 .000 .000 .500 .954 ON i® US 29 In 1 Total 1 % /gyp \ Nf \c \�O� RgM Thou �J 1I Left Y UTrn Peels ES Peak Hour Data *6 J C� N ~� *I 2 N I��y�'' North 1-2 O N d C O 2 r Peak Hour Begins at 07:15 r d w o � o P C6 �Or� a Cam+ Trucks c �3 9 + a a w J 1 �a` UTm Left Th7 Right Peels To� 37 986 1356 ON In Total us TRAFFIC DATA COLLECTION File Name : Charlottesville(US 29 and Teel) PM Peak Site Code Start Date : 11/9/2021 Page No 1 Groups Printed- Cars + - Trucks US 29 Teel Lane US 29 Gold Eagle Drtve Soulhbound Westbound Northbound Eastbound Start Time Right ThnJ Left UTm ;;.Tay Right ThrU Left UTm , ,., Right Thru Left UTm ayp Tay Right ThN Left UTm ayp. Toai rot. Tay 04:00 PM 2 219 7 3 231 6 0 1 0 7 1 113 1 0 115 1 0 3 0 4 357 04:16 PM 0 236 4 2 242 6 0 1 0 7 0 132 0 0 132 0 0 4 0 4 385 04:30 PM 1 244 7 5 257 5 0 1 0 6 1 106 0 0 107 0 0 1 0 1 371 04:45 PM 1 250 8 9 268 4 0 0 0 4 1 102 0 0 103 1 0 6 0 7 382 Total 4 949 26 19 998 21 0 3 0 24 3 453 1 0 457 2 0 14 0 16 1495 06:00 PM 0 240 4 5 249 3 0 0 0 3 4 115 0 0 119 1 0 3 0 4 375 05:15 PM 0 228 7 8 243 7 0 0 0 7 2 128 0 0 130 0 0 2 0 2 382 05:30 PM 0 203 7 5 215 7 0 0 0 7 1 117 0 0 118 0 0 0 0 0 340 05:45 PM 0 161 6 3 170 6 0 1 0 7 0 103 0 1 104 0 0 1 0 1 282 Total 0 832 24 21 877 23 0 1 0 241 7 463 0 1 471 1 1 0 6 0 7 1379 Grand Total 4 1781 50 40 1875 44 0 4 0 48 10 916 1 1 928 3 0 20 0 23 2874 Apprch % 0.2 95 2.7 2.1 91.7 0 8.3 0 1.1 98.7 0.1 0.1 13 0 87 0 Total % 0.1 62 1.7 1.4 65.2 1.5 0 0.1 0 1.7 0.3 31.9 0 0 32.3 0.1 0 0.7 0 0.8 Cars + 1 1693 49 39 1782 43 0 4 0 47 8 811 0 1 820 3 0 20 0 23 2672 % Cars + 25 95.1 98 97.5 95 97.7 0 100 0 97.9 80 88-5 0 100 88.4 100 0 100 0 100 93 Trucks 3 88 1 1 93 1 0 0 0 1 2 105 1 0 108 0 0 0 0 0 202 % Trucks 75 4.9 2 2.5 5 2.3 0 0 0 2.1 20 11.5 100 0 11.6 0 0 0 0 0 7 us TRAFFIC DATA COLLECTION File Name : Charlottesville(US 29 and Teel) PM Peak Site Code Start Date : 11/9/2021 Page No :2 US 29 Southbound Teel Lane Westbound US 29 Northbound Gold Eagle Drive Eastbound Start Time Right I ThrU I Left I UTm Ipip. TaalI Right I ThrU I Left I UTm I pip. Taal I Right I Thru I Left I UTm Iayp. Taal Right I Thru I Left I UTm IPpp. Taal Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Pm4 Hnur fnr Fntira InlareaMinn Ranine a1 nA-1 F PAA 04:15 PM 0 236 4 2 242 6 0 1 0 7 0 132 0 0 132 0 0 4 0 4 385 04:30 PM 1 244 7 5 257 5 0 1 0 6 1 106 0 0 107 0 0 1 0 1 371 04:45 PM 1 250 8 9 268 4 0 0 0 4 1 102 0 0 103 1 0 6 0 7 382 05:00 PM 0 240 4 5 249 3 0 0 0 3 4 115 0 0 119 1 0 3 0 4 375 Total volume 2 970 23 21 1016 18 0 2 0 20 6 455 0 0 461 2 0 14 0 16 1513 %App. Total 0.2 95.5 2.3 2.1 90 0 10 0 1.3 98.7 0 0 12.5 0 87.5 0 PHF .500 .970 .719 .583 .948 .750 .000 .500 .000 .714 .375 .862 .000 .000 .8731 500 -000 .583 .000 .571 .982 US 29 Out In Total O� Rghl Thru heft UTrn Peak Hour Data m oES r I 3' O a No th Peak Hour Begins at 04:15 P r w o 2 m o r� Cam+ (D c w 2 Trucks O 7 1 �a` r a UTm Left Thru Ri ht Toi� 974 461 1 Out In Total APPENDIX C SYNCHRO OUTPUT EXISTING 2021 CONDITIONS Sieg Property - Albemarle, VA Existing (2021) Conditions 1: U.S. 29 & Westbound Ramp Timing Plan: AM Peak Hour Movement NBL NBT SBT SBR SEL SER Lane Configurations ) ... ++ Traffic Volume (veh1h) 29 1880 872 0 0 0 Future Volume (Vehm) 29 1880 872 0 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Hourly flow rate (vph) 31 2022 938 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) 1172 pX, platoon unblocked 1.00 vC, conflicting volume 938 1674 469 vC1, stage 1 coot vol 938 vC2, stage 2 cant vol 736 vCu, unblocked vol 938 1662 469 tC, single (s) 5.5 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.9 3.5 3.3 p0queue free % 93 100 100 cM capacity (vehm) 428 207 541 Direction, Lane # NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 Volume Total 31 674 674 674 469 469 Volume Left 31 0 0 0 0 0 Volume Right 0 0 0 0 0 0 cSH Volume to Capacity Queue Length 951h (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS Intersection Summary Average Delay Intersection Capacity Utilization Analysis Period (min) 428 1700 1700 1700 1700 1700 0.07 0.40 0.40 0.40 0.28 0.28 6 0 0 0 0 0 14.1 0.0 0.0 0.0 0.0 0.0 B 0.2 0.0 0.1 39.7% ICU Level of Service 15 1: Synchro 10 Report RKA Page 1 Sieg Property - Albemarle, VA Existing (2021) Conditions 2: U.S. 29 & Eastbound Ramp Timing Plan: AM Peak Hour f' t t P1.4 1* l Lane Group WBL WBR NBT NBR SBU SBL SBT Lane Configurations ++ f Al ++ Traffic Volume (vph) 0 0 713 299 4 659 375 Future Volume (vph) 0 0 713 299 4 659 375 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Storage Length (H) 0 0 0 375 Storage Lanes 0 0 1 2 Taper Length (ft) 100 100 Satd. Flow (prof) 0 0 3406 1524 0 3400 3312 Fit Permitted 0.950 Satd. Flow (perm) 0 0 3406 1524 0 3400 3312 Right Turn on Red Yes Yes Satd. Flow (RTOR) 118 Link Speed (mph) 30 55 55 Link Distance (ft) 196 414 482 Travel Time (s) 4.5 5.1 6.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 2% 2% 6% 6% 2% 3% 9% Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 775 325 0 720 408 Turn Type NA Perm Prot Prot NA Protected Phases 2 1 1 Free Permitted Phases 2 Detector Phase 2 2 1 1 Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Act Effct Green (s) Actuated g/C Ratio vlc Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 951h (ft) Internal Link Dist (ft) 116 Turn Bay Length (ft) Base Capacity (vph) RKA 15.0 15.0 10.0 10.0 22.5 22.5 17.9 17.9 61.0 61.0 59.0 59.0 50.8% 50.8% 49.2% 49.2% 5.5 5.5 4.8 4.8 1.0 1.0 3.1 3.1 0.0 0.0 0.0 6.5 6.5 7.9 Lag Lag Lead Lead Yes Yes Yes Yes Min Min None None 26.9 26.9 20.3 62.4 0.43 0.43 0.33 1.00 0.53 0.45 0.65 0.12 14.7 10.2 22.0 0.1 0.0 0.0 0.0 0.0 14.7 10.2 22.0 0.1 B B C A 13.4 14.1 B B 104 47 112 0 190 127 219 0 334 402 375 2943 1333 2829 3312 Synchro 10 Report Page 1 Sieg Property - Albemarle, VA Existing (2021) Conditions 2: U.S. 29 & Eastbound Ramp Timing Plan: AM Peak Hour Lane Group 1NBL WBR NBT NBR SBU SBL SBT Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.26 0.24 0.25 0.12 Intersection Summa Area Type: Other Cycle Length:120 Actuated Cycle Length: 62.4 Natural Cycle: 45 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.65 Intersection Signal Delay:13.7 Intersection LOS: B Intersection Capacity Utilization 100.3% ICU Level of Service G Analysis Period (min)15 Splits and Phases: 2: U.S. 29 & Eastbound Ram 1401 1 t02 Synchro 10 Report RKA Page 2 Sieg Property - Albemarle, VA Existing (2021) Conditions 3: U.S. 29 & Gold Eagle Drive/Teel Lane Timing Plan: AM Peak Hour Intersection Int Delay, s/veh Movement 0.7 EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations + r4 ft B ++ r Traffic Vol, veh/h 2 1 1 5 1 24 3 1 978 5 8 11 382 7 Future Vol, veh/h 2 1 1 5 1 24 3 1 978 5 8 11 382 7 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Slop Free Free Free Free Free Free Free Free RT Channelized - None None - - - None - - - None Storage Length - - - 100 - - - 100 - - Veh in Median Storage, # - 0 - 0 - - - 0 - - - 0 - Grade, % - 0 - 0 - - - 0 - - - 0 - Peak Hour Factor 88 88 88 88 88 88 92 88 88 88 88 88 88 88 Heavy Vehicles, % 2 2 2 2 2 2 2 2 6 2 2 4 12 2 Mvmt Flow 2 1 1 6 1 27 3 1 1111 6 9 13 434 8 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 1042 1603 217 1384 1608 559 434 442 0 0 1117 1117 0 0 Stage 1 478 478 - 1122 1122 - - - - - - - - - Stage 2 564 1125 - 262 486 - - - - - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 6.44 4.14 - - 6.44 4.18 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.52 2.22 - - 2.52 2.24 - - Pot Cap-1 Maneuver 184 105 787 103 104 472 762 1114 - - 279 610 - - Stage 1 537 554 - 219 279 - - - - - - - - - Stage 2 478 278 - 720 549 - - - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 164 99 787 97 98 472 829 829 - - 394 394 - - Mov Cap-2 Maneuver 164 99 - 97 98 - - - - - - - - - Stage 1 534 523 - 218 278 - - - - - - - - - Stage 2 446 277 - 677 518 - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 26.8 20.5 0 0.7 HCM LOS D C Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile C(veh) RKA NBL NBT NBR EBLn1WBLnl SBL SBT SBR 829 - - 170 266 394 0.005 - - 0.027 0.128 0.055 9.4 - - 26.8 20.5 14.7 A D C B 0 0.1 0.4 0.2 Synchro 10 Report Page 1 Sieg Property - Albemarle, VA Existing (2021) Conditions 1: U.S. 29 & Westbound Ramp Timing Plan: PM Peak Hour I T ik) 11� Z Movement NBL NBT SBT SBR SEL SER Lane Configurations ) +++ ++ Traffic Volume (veh1h) 34 764 2210 0 0 0 Future Volume (Vehm) 34 764 2210 0 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Hourly flow rate (vph) 37 822 2376 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) 1172 pX, platoon unblocked vC, conflicting volume 2376 2724 1188 vC1, stage 1 coot vol 2376 vC2, stage 2 cant vol 348 vCu, unblocked vol 2376 2724 1188 tC, single (s) 5.5 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.9 3.5 3.3 p0queue free % 51 100 100 cM capacity (vehm) 76 46 181 Direction, Lane # NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 Volume Total 37 274 274 274 1188 1188 Volume Left 37 0 0 0 0 0 Volume Right 0 0 0 0 0 0 cSH Volume to Capacity Queue Length 951h (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS Intersection Summary Average Delay Intersection Capacity Utilization Analysis Period (min) 76 1700 1700 1700 1700 1700 0.49 0.16 0.16 0.16 0.70 0.70 50 0 0 0 0 0 90.8 0.0 0.0 0.0 0.0 0.0 F 3.9 0.0 1.0 64.4% ICU Level of Service 15 Irt] Synchro 10 Report RKA Page 1 Sieg Property - Albemarle, VA Existing (2021) Conditions 2: U.S. 29 & Eastbound Ramp Timing Plan: PM Peak Hour f- k- Lane Group WBL WBR NBT NBR SBU SBL SBT Lane Configurations ++ f Al ++ Traffic Volume (vph) 0 0 311 197 1 1512 975 Future Volume (vph) 0 0 311 197 1 1512 975 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Storage Length (H) 0 0 0 375 Storage Lanes 0 0 1 2 Taper Length (ft) 100 100 Satd. Flow (prof) 0 0 3406 1524 0 3400 3312 Fit Permitted 0.950 Satd. Flow (perm) 0 0 3406 1524 0 3400 3312 Right Turn on Red Yes Yes Satd. Flow (RTOR) 27 Link Speed (mph) 30 55 55 Link Distance (ft) 213 414 482 Travel Time (s) 4.8 5.1 6.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 2% 2% 6% 6% 2% 3% 9% Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 338 214 0 1644 1060 Turn Type NA Perm Prot Prot NA Protected Phases 2 1 1 Free Permitted Phases 2 Detector Phase 2 2 1 1 Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Act Effct Green (s) Actuated g/C Ratio vlc Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 951h (ft) Internal Link Dist (ft) 133 Turn Bay Length (ft) Base Capacity (vph) RKA 15.0 15.0 10.0 10.0 22.5 22.5 17.9 17.9 28.0 28.0 62.0 62.0 31.1% 31.1% 68.9% 68.9% 5.5 5.5 4.8 4.8 1.0 1.0 3.1 3.1 0.0 0.0 0.0 6.5 6.5 7.9 Lag Lag Lead Lead Yes Yes Yes Yes Min Min None None 17.8 17.8 42.1 74.7 0.24 0.24 0.56 1.00 0.42 0.56 0.86 0.32 27.6 30.2 19.1 0.3 0.0 0.0 0.0 0.0 27.6 30.2 19.1 0.3 C C B A 28.6 11.7 C B 70 76 284 0 126 166 439 0 334 402 375 1008 470 2534 3312 Synchro 10 Report Page 1 Sieg Property - Albemarle, VA Existing (2021) Conditions 2: U.S. 29 & Eastbound Ramp Timing Plan: PM Peak Hour Lane Group 1NBL WBR NBT NBR SBU SBL SBT Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.34 0.46 0.65 0.32 Intersection Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 74.7 Natural Cycle: 65 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.86 Intersection Signal Delay:14.6 Intersection LOS: B Intersection Capacity Utilization 67.7% ICU Level of Service C Analysis Period (min)15 Splits and Phases: 2: U.S. 29 & Eastbound Ram 1401 tia2 Synchro 10 Report RKA Page 2 Sieg Property - Albemarle, VA Existing (2021) Conditions 3: U.S. 29 & Gold Eagle Drive/Teel Lane Timing Plan: PM Peak Hour Intersection Int Delay, s/veh Movement 1.1 EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations 41s + ft A T+ r Traffic Vol, veh/h 14 1 2 2 1 18 1 1 455 6 21 23 977 2 Future Vol, veh/h 14 1 2 2 1 18 1 1 455 6 21 23 977 2 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Slop Free Free Free Free Free Free Free Free RT Channelized - None None - - - None - - - None Storage Length - - - 100 - - - 100 - - Veh in Median Storage, # - 0 - 0 - - - 0 - 0 - Grade, % - 0 - 0 - - - 0 - 0 - Peak Hour Factor 88 88 88 88 88 88 92 88 88 88 88 88 88 88 Heavy Vehicles, % 2 2 2 2 2 2 2 2 6 2 2 4 12 2 Mvmt Flow 16 1 2 2 1 20 1 1 517 7 24 26 1110 2 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 1473 1738 555 1181 1737 262 1110 1112 0 0 524 524 0 0 Stage 1 1210 1210 - 525 525 - - - - - - - - - Stage 2 263 528 - 656 1212 - - - - - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 6.44 4.14 - - 6.44 4.18 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.52 2.22 - - 2.52 2.24 - - Pot Cap-1 Maneuver 88 86 475 145 86 737 282 624 - - 668 1025 - - Stage 1 194 254 - 504 528 - - - - - - - - - Stage 2 719 526 - 421 253 - - - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 80 80 475 135 80 737 391 391 - - 805 805 - - Mov Cap-2 Maneuver 80 80 - 135 80 - - - - - - - - - Stage 1 193 238 - 501 525 - - - - - - - - - Stage 2 694 523 - 391 237 - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 56.3 14.4 0.1 0.4 HCM LOS F B Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile C(veh) RKA NBL NBT NBR EBLn1WBLnl SBL SBT SBR 391 - - 89 406 805 - - 0.006 - - 0.217 0.059 0.062 - - 14.3 - - 56.3 14.4 9.8 - - B F B A 0 0.8 0.2 0.2 Synchro 10 Report Page 1 APPENDIX D SYNCHRO OUTPUT NO -BUILD 2030 CONDITIONS Sieg Property - Albemarle, VA No -Build (2030) Conditions 2: U.S. 29 & Eastbound Ramp Timing Plan: AM Peak Hour f- t Lane Group WBL WBR NBT NBR SBU SBL SBT Lane Configurations ++ f Al ++ Traffic Volume (vph) 0 0 780 327 4 721 410 Future Volume (vph) 0 0 780 327 4 721 410 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Storage Length (H) 0 0 0 375 Storage Lanes 0 0 1 2 Taper Length (ft) 100 100 Satd. Flow (prof) 0 0 3406 1524 0 3400 3312 Fit Permitted 0.950 Satd. Flow (perm) 0 0 3406 1524 0 3400 3312 Right Turn on Red Yes Yes Satd. Flow (RTOR) 95 Link Speed (mph) 30 55 55 Link Distance (ft) 320 414 482 Travel Time (s) 7.3 5.1 6.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 2% 2% 6% 6% 2% 3% 9% Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 848 355 0 788 446 Turn Type NA Perm Prot Prot NA Protected Phases 2 1 1 Free Permitted Phases 2 Detector Phase 2 2 1 1 Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Act Effct Green (s) Actuated g/C Ratio vlc Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 951h (ft) Internal Link Dist (ft) 240 Turn Bay Length (ft) Base Capacity (vph) RKA 15.0 15.0 10.0 10.0 22.5 22.5 17.9 17.9 61.0 61.0 59.0 59.0 50.8% 50.8% 49.2% 49.2% 5.5 5.5 4.8 4.8 1.0 1.0 3.1 3.1 0.0 0.0 0.0 6.5 6.5 7.9 Lag Lag Lead Lead Yes Yes Yes Yes Min Min None None 31.3 31.3 23.8 70.4 0.44 0.44 0.34 1.00 0.56 0.49 0.69 0.13 16.3 12.8 24.4 0.1 0.0 0.0 0.0 0.0 16.3 12.8 24.4 0.1 B B C A 15.3 15.6 B B 129 69 142 0 240 175 271 0 334 402 375 2713 1233 2582 3312 Synchro 10 Report Page 1 Sieg Property - Albemarle, VA No -Build (2030) Conditions 2: U.S. 29 & Eastbound Ramp Timing Plan: AM Peak Hour Lane Group 1NBL WBR NBT NBR SBU SBL SBT Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.31 0.29 0.31 0.13 Intersection Summa Area Type: Other Cycle Length:120 Actuated Cycle Length: 70.4 Natural Cycle: 50 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.69 Intersection Signal Delay:15.5 Intersection LOS: B Intersection Capacity Utilization 109.1% ICU Level of Service H Analysis Period (min)15 Splits and Phases: 2: U.S. 29 & Eastbound Ram 1401 1 t02 Synchro 10 Report RKA Page 2 Sieg Property - Albemarle, VA No -Build (2030) Conditions 3: U.S. 29 & Gold Eagle Drive/Teel Lane Timing Plan: AM Peak Hour Intersection Int Delay, s/veh Movement 0.3 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations F r 0 ' r Traffic Vol, veh/h 0 0 2 0 0 31 0 1070 5 0 418 8 Future Vol, veh/h 0 0 2 0 0 31 0 1070 5 0 418 8 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Slop Free Free Free Free Free Free RT Channelized - None - - None - - None None Storage Length - 0 - - 0 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - 0 - Grade, % - 0 - - 0 - - 0 - 0 - Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 2 2 2 2 2 2 2 6 2 4 12 2 Mvmt Flow 0 0 2 0 0 35 0 1216 6 0 475 9 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All - 238 611 0 0 0 Stage 1 - - - - - - Stage 2 - - - Critical Hdwy - 6.94 6.94 Critical Hdwy Stg 1 - - - Critical Hdwy Stg 2 - - - Follow-up Hdwy - 3,32 3.32 Pot Cap-1 Maneuver 0 0 763 0 0 437 0 0 Stage 1 0 0 - 0 0 - 0 0 Stage 2 0 0 - 0 0 - 0 0 Platoon blocked, % Mov Cap-1 Maneuver - - 763 - - 437 - - Mov Cap-2 Maneuver Stage 1 Stage 2 Approach EB WB NB SB HCM Control Delay, s 9.7 14 0 0 HCM LOS A B Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile C(veh) RKA NBT NBR EBLn1WBLnl SBT SBR 763 437 - - 0.003 0.081 - - 9.7 14 - - A B 0 0.3 Synchro 10 Report Page 1 Sieg Property - Albemarle, VA No -Build (2030) Conditions 2: U.S. 29 & Eastbound Ramp Timing Plan: PM Peak Hour f- t 1 l" �► l Lane Group WBL WBR NBT NBR SBU SBL SBT Lane Configurations ++ f Al Q+ Traffic Volume (vph) 0 0 342 216 1 1654 1068 Future Volume (vph) 0 0 342 216 1 1654 1068 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Storage Length (H) 0 0 0 375 Storage Lanes 0 0 1 2 Taper Length (ft) 100 100 Satd. Flow (prof) 0 0 3406 1524 0 3400 3312 Fit Permitted 0.950 Satd. Flow (perm) 0 0 3406 1524 0 3400 3312 Right Turn on Red Yes Yes Satd. Flow (RTOR) 20 Link Speed (mph) 30 55 55 Link Distance (ft) 182 414 482 Travel Time (s) 4.1 5.1 6.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 2% 2% 6% 6% 2% 3% 9% Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 372 235 0 1799 1161 Turn Type NA Perm Prot Prot NA Protected Phases 2 1 1 Free Permitted Phases 2 Detector Phase 2 2 1 1 Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Act Effct Green (s) Actuated g/C Ratio vlc Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 951h (ft) Internal Link Dist (ft) 102 Turn Bay Length (ft) Base Capacity (vph) RKA 15.0 15.0 10.0 10.0 22.5 22.5 17.9 17.9 27.0 27.0 63.0 63.0 30.0% 30.0% 70.0% 70.0% 5.5 5.5 4.8 4.8 1.0 1.0 3.1 3.1 0.0 0.0 0.0 6.5 6.5 7.9 Lag Lag Lead Lead Yes Yes Yes Yes Min Min None None 18.1 18.1 47.8 80.6 0.22 0.22 0.59 1.00 0.49 0.66 0.89 0.35 30.9 37.4 21.2 0.3 0.0 0.0 0.0 0.0 30.9 37.4 21.2 0.3 C D C A 33.4 13.0 C B 95 110 382 0 141 192 513 0 334 402 375 884 410 2374 3312 Synchro 10 Report Page 1 Sieg Property - Albemarle, VA No -Build (2030) Conditions 2: U.S. 29 & Eastbound Ramp Timing Plan: PM Peak Hour Lane Group 1NBL WBR NBT NBR SBU SBL SBT Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.42 0.57 0.76 0.35 Intersection Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 80.6 Natural Cycle: 70 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay:16.5 Intersection LOS: B Intersection Capacity Utilization 72.6% ICU Level of Service C Analysis Period (min)15 Splits and Phases: 2: U.S. 29 & Eastbound Ram 1401 f 02 Synchro 10 Report RKA Page 2 Sieg Property - Albemarle, VA No -Build (2030) Conditions 3: U.S. 29 & Gold Eagle Drive/Teel Lane Timing Plan: PM Peak Hour Intersection Int Delay, s/veh Movement 0.3 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations jr r +A 'M r Traffic Vol, veh/h 0 0 17 0 0 22 0 536 33 0 1118 2 Future Vol, veh/h 0 0 17 0 0 22 0 536 33 0 1118 2 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Slop Free Free Free Free Free Free RT Channelized - None - - None - - None None Storage Length - 0 - - 0 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - 0 - Grade, % - 0 - - 0 - - 0 - 0 - Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 2 2 2 2 2 2 2 6 2 4 12 2 Mvmt Flow 0 0 19 0 0 25 0 609 38 0 1270 2 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All - 635 324 0 0 0 Stage 1 - - - - - - Stage 2 - - - Critical Hdwy - 6.94 6.94 Critical Hdwy Stg 1 - - - Critical Hdwy Stg 2 - - - Follow-up Hdwy - 3,32 3.32 Pot Cap-1 Maneuver 0 0 421 0 0 672 0 0 Stage 1 0 0 - 0 0 - 0 0 Stage 2 0 0 - 0 0 - 0 0 Platoon blocked, % Mov Cap-1 Maneuver - - 421 - - 672 - - Mov Cap-2 Maneuver Stage 1 Stage 2 Approach EB WB NB SB HCM Control Delay, s 14 10.6 0 0 HCM LOS B B Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile C(veh) RKA NBT NBR EBLn1WBLnl SBT SBR 421 672 - - 0.046 0.037 - - 14 10.6 - - B B 0.1 0.1 Synchro 10 Report Page 1 APPENDIX E SYNCHRO OUTPUT BUILD 2030 CONDITIONS Sieg Property - Albemarle, VA Build (2030) Conditions - Green T 2: U.S. 29 & Eastbound Ramp Timing Plan: AM Peak Hour f- k- t /0W " ti l Lane Group WBL WBR NBT NBR SBU SBL SBT Lane Configurations ++ f Al ++ Traffic Volume (vph) 0 0 945 426 4 721 850 Future Volume (vph) 0 0 945 426 4 721 850 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Storage Length (H) 0 0 0 350 Storage Lanes 0 0 1 2 Taper Length (ft) 100 100 Satd. Flow (prof) 0 0 3438 1538 0 3400 3438 Fit Permitted 0.950 Satd. Flow (perm) 0 0 3438 1538 0 3400 3438 Right Turn on Red Yes Yes Satd. Flow (RTOR) 67 Link Speed (mph) 30 55 55 Link Distance (ft) 134 419 371 Travel Time (s) 3.0 5.2 4.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 2% 2% 5% 5% 2% 3% 5% Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 1027 463 0 788 924 Turn Type NA Perm Prot Prot NA Protected Phases 2 1 1 Free Permitted Phases 2 Detector Phase 2 2 1 1 Switch Phase Minimum Initial (s) 15.0 15.0 10.0 10.0 Minimum Split (s) 22.5 22.5 17.9 17.9 Total Split (s) 67.0 67.0 53.0 53.0 Total Split (%) 55.8% 55.8% 44.2% 44.2% Yellow Time (s) 5.5 5.5 4.8 4.8 All -Red Time (s) 1.0 1.0 3.1 3.1 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 6.5 6.5 7.9 Lead/Lag Lag Lag Lead Lead Lead -Lag Optimize? Yes Yes Yes Yes Recall Mode C-Min C-Min None None Act Effct Green (s) 71.3 71.3 34.3 120.0 Actuated g/C Ratio 0.59 0.59 0.29 1.00 vlc Ratio 0.50 0.49 0.81 0.27 Control Delay 11.9 10.9 46.8 0.2 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 11.9 10.9 46.8 0.2 LOS B B D A Approach Delay 11.6 21.6 Approach LOS B C Queue Length 50th (ft) 160 108 292 0 Queue Length 951h (ft) 311 275 336 0 Internal Link Dist (ft) 54 339 291 Turn Bay Length (ft) 350 Base Capacity (vph) 2043 941 1277 3438 Synchro 10 Report RKA Page 1 Sieg Property - Albemarle, VA Build (2030) Conditions - Green T 2: U.S. 29 & Eastbound Ramp Timing Plan: AM Peak Hour Lane Group 1NBL WBR NBT NBR SBU SBL SBT Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.50 0.49 0.62 0.27 Intersection Summa Area Type: Other Cycle Length:120 Actuated Cycle Length: 120 Offset: 4 (3%), Referenced to phase 2:1113T and 6% Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Maximum vlc Ratio: 0.81 Intersection Signal Delay:17.0 Intersection LOS: B Intersection Capacity Utilization 113.6% ICU Level of Service H Analysis Period (min)15 and Phases: 2: U.S. 29 & Eastbound Synchro 10 Report RKA Page 2 Sieg Property - Albemarle, VA Build (2030) Conditions - Green T 3: U.S. 29 & Gold Eagle Drive/Teel Lane Timing Plan: AM Peak Hour Intersection Int Delay, s/veh Movement 0.5 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations jr r +0 'M F Traffic Vol, veh/h 0 0 65 0 0 31 0 1340 18 0 515 426 Future Vol, veh/h 0 0 65 0 0 31 0 1340 18 0 515 426 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Slop Free Free Free Free Free Free RT Channelized - None - - None - - None - None Storage Length - 0 - - 0 - - - - 175 Veh in Median Storage, # - 0 - - 0 - - 0 - 0 - Grade, % - 0 - - 0 - - 0 - 0 - Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 2 2 2 2 2 2 2 6 2 2 12 2 Mvmt Flow 0 0 74 0 0 35 0 1523 20 0 585 484 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All - 293 772 0 0 0 Stage 1 - - - - - - Stage 2 - - - Critical Hdwy - 6.94 7.14 Critical Hdwy Stg 1 - - - Critical Hdwy Stg 2 - - - Follow-up Hdwy - 3,32 3.92 Pot Cap-1 Maneuver 0 0 703 0 0 294 0 0 - - Stage 1 0 0 - 0 0 - 0 0 - - Stage 2 0 0 - 0 0 - 0 0 - - Platoon blocked, % Mov Cap-1 Maneuver - - 703 - - 294 Mov Cap-2 Maneuver Stage 1 Stage 2 Approach EB WB NB SB HCM Control Delay, s 10.7 18.9 0 0 HCM LOS B C Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile C(veh) RKA NBT NBR EBLn1WBLnl SBT SBR 703 294 - - 0.105 0.12 - - 10.7 18.9 - - B C 0.4 0.4 Synchro 10 Report Page 1 Sieg Property - Albemarle, VA Build (2030) Conditions 4: U.S. 29 & Site Driveway Timing Plan: AM Peak Hour -,* -,;v -4\ t 4 41 Movement EBL EBR NBL NBT SBT SBR Lane Configurations rj r ►j ++ ++ F Traffic Volume (veh1h) 350 6 148 1008 472 108 Future Volume (Vehm) 350 6 148 1008 472 108 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 380 7 161 1096 513 117 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type Raised None Median storage veh) 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1383 256 630 vC1, stage 1 coot vol 513 vC2, stage 2 cant vol 870 vCu, unblocked vol 1383 256 630 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) 5.8 tF (s) 3.5 3.3 2.2 p0 queue free % 0 99 83 cM capacity (vehm) 227 743 948 Direction, Lane # EB 1 EB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 380 7 161 548 548 256 256 117 Volume Left 380 0 161 0 0 0 0 0 Volume Right 0 7 0 0 0 0 0 117 cSH 227 743 948 1700 1700 1700 1700 1700 Volume to Capacity 1.67 0.01 0.17 0.32 0.32 0.15 0.15 0.07 Queue Length 951h (ft) 622 1 15 0 0 0 0 0 Control Delay (s) 359.9 9.9 9.6 0.0 0.0 0.0 0.0 0.0 Lane LOS F A A Approach Delay (s) 353.5 1.2 0.0 Approach LOS F Intersection Summary Average Delay 60.8 Intersection Capacity Utilization 53.9% ICU Level of Service A Analysis Period (min) 15 Synchro 10 Report RKA Page 1 Sieg Property - Albemarle, VA Build (2030) Conditions - Green T 4: U.S. 29 & Site Driveway Timing Plan: AM Peak Hour -,* -,;v .4\ t 1 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations rj r ►j ++ ++ F Traffic Volume (vph) 350 6 148 1008 472 108 Future Volume (vph) 350 6 148 1008 472 108 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (H) 0 0 200 200 Storage Lanes 1 1 1 1 Taper Length (ft) 100 100 Satd. Flow (prof) 1770 1583 1770 3539 3539 1583 Fit Permitted 0.950 0.950 Satd. Flow (perm) 1770 1583 1770 3539 3539 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 7 117 Link Speed (mph) 30 55 55 Link Distance (ft) 949 1252 549 Travel Time (s) 21.6 15.5 6.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Lane Group Flow (vph) 380 7 161 1096 513 117 Turn Type Prot pt+ov Prot NA NA pm+ov Protected Phases 4! 4 5 5 Free! 6 4 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Act Effct Green (s) Actuated g/C Ratio vlc Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn 5.0 16.0 52.0 43.3% 4.0 2.0 0.0 6.0 None 31.7 45 5.0 13.0 29.0 24.2% 4.0 2.0 0.0 6.0 Lead Yes Min 53.8 16.1 5.0 5.0 16.0 16.0 39.0 52.0 32.5% 43.3% 4.0 4.0 2.0 2.0 0.0 6.0 Lag Yes C-Min 120.0 54.2 0.26 0.45 0.13 1.00 0.45 0.81 0.01 0.68 0.31 0.32 54.9 6.8 63.5 0.2 24.0 0.0 0.0 0.0 0.0 0.0 54.9 6.8 63.5 0.2 24.0 D A E A C 54.1 8.3 19.8 D A B 277 0 120 0 131 352 7 185 0 217 869 1172 469 200 678 800 339 3539 1597 0 0 0 0 0 0.0 6.0 None 91.9 0.77 0.09 1.0 0.0 1.0 A 16 200 1410 0 Synchro 10 Report RKA Page 3 Sieg Property - Albemarle, VA Build (2030) Conditions - Green T 4: U.S. 29 & Site Driveway Timing Plan: AM Peak Hour --v 4\ t 4 41 Lane Group EBL EBR NBL NBT SBT SBR Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced vlc Ratio 0.56 0.01 0.47 0.31 0.32 0.08 Intersection Summa Area Type: Other Cycle Length:120 Actuated Cycle Length: 120 Offset: 60 (50%), Referenced to phase 2: and 6513T, Start of Green Natural Cycle: 55 Control Type: Actuated -Coordinated Maximum vlc Ratio: 0.81 Intersection Signal Delay:19.3 Intersection LOS: B Intersection Capacity Utilization 55.6% ICU Level of Service B Analysis Period (min)15 ! Phase conflict between lane groups. ano rnases: 4: u.a. zv s ane 74 Synchro 10 Report RKA Page 4 Sieg Property - Albemarle, VA Build (2030) Conditions - Green T 2: U.S. 29 & Eastbound Ramp Timing Plan: PM Peak Hour s' 4- f P �► Lane Group WBL WBR NBT NBR SBU SBL SBT Lane Configurations ++ f Al ++ Traffic Volume (vph) 0 0 676 429 1 1654 1401 Future Volume (vph) 0 0 676 429 1 1654 1401 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Storage Length (H) 0 0 0 350 Storage Lanes 0 0 1 2 Taper Length (ft) 100 100 Satd. Flow (prof) 0 0 3471 1583 0 3433 3539 Fit Permitted 0.950 Satd. Flow (perm) 0 0 3471 1583 0 3433 3539 Right Turn on Red Yes Yes Satd. Flow (RTOR) 13 Link Speed (mph) 30 55 55 Link Distance (ft) 233 386 430 Travel Time (s) 5.3 4.8 5.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 2% 2% 4% 2% 2% 2% 2% Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 735 466 0 1799 1523 Turn Type NA Perm Prot Prot NA Protected Phases 2 1 1 Free Permitted Phases 2 Detector Phase 2 2 1 1 Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Act Effct Green (s) Actuated g/C Ratio vlc Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 951h (ft) Internal Link Dist (ft) 153 Turn Bay Length (ft) Base Capacity (vph) RKA 15.0 15.0 10.0 10.0 22.5 22.5 17.9 17.9 32.0 32.0 58.0 58.0 35.6% 35.6% 64.4% 64.4% 5.5 5.5 4.8 4.8 1.0 1.0 3.1 3.1 0.0 0.0 0.0 6.5 6.5 7.9 Lag Lag Lead Lead Yes Yes Yes Yes C-Min C-Min None None 25.8 25.8 49.8 90.0 0.29 0.29 0.55 1.00 0.74 1.01 0.95 0.43 27.7 67.5 31.2 0.4 0.0 0.0 0.0 0.0 27.7 67.5 31.2 0.4 C E C A 43.2 17.1 D B 226 -285 459 0 m248 m#364 #653 0 306 350 350 995 462 1911 3539 Synchro 10 Report Page 1 Sieg Property - Albemarle, VA Build (2030) Conditions - Green T 2: U.S. 29 & Eastbound Ramp Timing Plan: PM Peak Hour Lane Group 1NBL WBR NBT NBR SBU SBL SBT Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.74 1.01 0.94 0.43 Intersection Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:1113T and 6% Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Maximum vlc Ratio:1.01 Intersection Signal Delay: 24.0 Intersection LOS: C Intersection Capacity Utilization 85.8% ICU Level of Service E Analysis Period (min)15 - Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. and Phases: 2: U.S. 29 & Eastbound Synchro 10 Report RKA Page 2 Sieg Property - Albemarle, VA Build (2030) Conditions - Green T 3: U.S. 29 & Gold Eagle Drive/Teel Lane Timing Plan: PM Peak Hour Intersection Int Delay, s/veh Movement 1.5 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations jr r +0 ' IV Traffic Vol, veh/h 0 0 204 0 0 22 0 1083 31 0 1063 431 Future Vol, veh/h 0 0 204 0 0 22 0 1083 31 0 1063 431 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Slop Free Free Free Free Free Free RT Channelized - None - - None - - None None Storage Length - 0 - - 0 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - 0 - Grade, % - 0 - - 0 - - 0 - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 2 2 2 2 2 2 2 6 2 2 4 20 Mvmt Flow 0 0 219 0 0 24 0 1165 33 0 1143 463 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All - 572 599 0 0 0 Stage 1 - - - - - - Stage 2 - - - Critical Hdwy - 6.94 7.14 Critical Hdwy Stg 1 - - - Critical Hdwy Stg 2 - - - Follow-up Hdwy - 3,32 3.92 Pot Cap-1 Maneuver 0 0 463 0 0 381 0 0 - - Stage 1 0 0 - 0 0 - 0 0 - - Stage 2 0 0 - 0 0 - 0 0 - - Platoon blocked, % Mov Cap-1 Maneuver - - 463 - - 381 Mov Cap-2 Maneuver Stage 1 Stage 2 Approach EB WB NB SB HCM Control Delay, s 19.6 15.1 0 0 HCM LOS C C Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile C(veh) RKA NBT NBR EBLn1WBLnl SBT SBR 463 381 - - 0.474 0.062 - - 19.6 15.1 - - C C 2.5 0.2 Synchro 10 Report Page 1 Sieg Property - Albemarle, VA Build (2030) Conditions - Green T 4: U.S. 29 & Site Driveway Timing Plan: PM Peak Hour -,* -,;v .4\ t 1 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations rj r ►j ++ ++ F Traffic Volume (vph) 606 12 101 508 1184 83 Future Volume (vph) 606 12 101 508 1184 83 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (H) 0 0 200 200 Storage Lanes 1 1 1 1 Taper Length (ft) 100 100 Satd. Flow (prof) 1770 1583 1770 3539 3539 1583 Fit Permitted 0.950 0.950 Satd. Flow (perm) 1770 1583 1770 3539 3539 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 7 90 Link Speed (mph) 30 55 55 Link Distance (ft) 815 1239 433 Travel Time (s) 18.5 15.4 5.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Lane Group Flow (vph) 659 13 110 552 1287 90 Turn Type Prot pt+ov Prot NA NA pm+ov Protected Phases 4! 4 5 5 Free! 6 4 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Act Effct Green (s) Actuated g/C Ratio vlc Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn RKA 45 5.0 5.0 16.0 13.0 38.0 14.0 42.2% 15.6% 4.0 4.0 2.0 2.0 0.0 0.0 6.0 6.0 Lead Yes None Min 32.0 45.8 7.8 5.0 5.0 16.0 16.0 38.0 38.0 42.2% 42.2% 4.0 4.0 2.0 2.0 0.0 6.0 Lag Yes C-Min 90.0 32.2 0.36 0.51 0.09 1.00 0.36 1.05 0.02 0.71 0.16 1.02 79.4 8.0 65.9 0.1 59.4 0.0 0.0 0.0 0.0 0.0 79.4 8.0 65.9 0.1 59.4 E A E A E 78.0 11.0 55.6 E B E -412 2 62 0 -398 #620 11 m#133 m0 #544 735 1159 353 0.0 6.0 None 70.2 0.78 0.07 0.7 0.0 0.7 A 200 200 629 812 157 3539 1264 1254 Synchro 10 Report Page 3 Sieg Property - Albemarle, VA Build (2030) Conditions - Green T 4: U.S. 29 & Site Driveway Timing Plan: PM Peak Hour --* 4\ t 4 41 Lane Group EBL EBR NBL NBT SBT SBR Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced vlc Ratio 1.05 0.02 0.70 0.16 1.02 0.07 Intersection Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 6513T, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Maximum vlc Ratio:1.05 Intersection Signal Delay: 50.3 Intersection LOS: D Intersection Capacity Utilization 86.9% ICU Level of Service E Analysis Period (min)15 - Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. ! Phase conflict between lane groups. anu YnaSeS: 9: U.J. LY 6 Jue Synchro 10 Report RKA Page 4 Sieg Property - Albemarle, VA Build (2030) Conditions 4: U.S. 29 & Site Driveway Timing Plan: PM Peak Hour -,* -,;v -4\ t 4 41 Movement EBL EBR NBL NBT SBT SBR Lane Configurations rj F ►j ++ ++ F Traffic Volume (veh1h) 606 12 101 508 1184 83 Future Volume (Vehm) 606 12 101 508 1184 83 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 659 13 110 552 1287 90 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type Raised None Median storage veh) 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1783 644 1377 vC1, stage 1 coot vol 1287 vC2, stage 2 cant vol 496 vCu, unblocked vol 1783 644 1377 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) 5.8 tF (s) 3.5 3.3 2.2 p0 queue free % 0 97 78 cM capacity (vehm) 158 416 494 Direction, Lane # EB 1 EB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 659 13 110 276 276 644 644 90 Volume Left 659 0 110 0 0 0 0 0 Volume Right 0 13 0 0 0 0 0 90 cSH 158 416 494 1700 1700 1700 1700 1700 Volume to Capacity 4.16 0.03 0.22 0.16 0.16 0.38 0.38 0.05 Queue Length 951h (ft) Err 2 21 0 0 0 0 0 Control Delay (s) Err 13.9 14.4 0.0 0.0 0.0 0.0 0.0 Lane LOS F B B Approach Delay (s) 9805.8 2.4 0.0 Approach LOS F Intersection Summary Average Delay 2431.2 Intersection Capacity Utilization 81.9% ICU Level of Service D Analysis Period (min) 15 Synchro 10 Report RKA Page 1 APPENDIX F SYNCHRO OUTPUT BUILD 2036 CONDITIONS Sieg Property - Albemarle, VA Build (2036) Conditions - Green T 2: U.S. 29 & Eastbound Ramp Timing Plan: AM Peak Hour Lane Group WBL WBR NBT NBR SBU SBL SBT Lane Configurations ++ f Al ++ Traffic Volume (vph) 0 0 994 446 5 765 876 Future Volume (vph) 0 0 994 446 5 765 876 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Storage Length (H) 0 0 0 350 Storage Lanes 0 0 1 2 Taper Length (ft) 100 100 Satd. Flow (prof) 0 0 3438 1538 0 3400 3438 Fit Permitted 0.950 Satd. Flow (perm) 0 0 3438 1538 0 3400 3438 Right Turn on Red Yes Yes Satd. Flow (RTOR) 56 Link Speed (mph) 30 55 55 Link Distance (ft) 155 433 323 Travel Time (s) 3.5 5.4 4.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 2% 2% 5% 5% 2% 3% 5% Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 1080 485 0 837 952 Turn Type NA Perm Prot Prot NA Protected Phases 2 1 1 Free Permitted Phases 2 Detector Phase 2 2 1 1 Switch Phase Minimum Initial (s) 15.0 15.0 10.0 10.0 Minimum Split (s) 22.5 22.5 17.9 17.9 Total Split (s) 67.0 67.0 53.0 53.0 Total Split (%) 55.8% 55.8% 44.2% 44.2% Yellow Time (s) 5.5 5.5 4.8 4.8 All -Red Time (s) 1.0 1.0 3.1 3.1 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 6.5 6.5 7.9 Lead/Lag Lag Lag Lead Lead Lead -Lag Optimize? Yes Yes Yes Yes Recall Mode C-Min C-Min None None Act Effct Green (s) 69.7 69.7 35.9 120.0 Actuated g/C Ratio 0.58 0.58 0.30 1.00 vlc Ratio 0.54 0.53 0.82 0.28 Control Delay 14.5 13.9 46.2 0.2 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 14.5 13.9 46.2 0.2 LOS B B D A Approach Delay 14.3 21.7 Approach LOS B C Queue Length 50th (ft) 217 140 309 0 Queue Length 951h (ft) 399 374 353 0 Internal Link Dist (ft) 75 353 243 Turn Bay Length (ft) 350 Base Capacity (vph) 1997 916 1277 3438 Synchro 10 Report RKA Page 1 Sieg Property - Albemarle, VA Build (2036) Conditions - Green T 2: U.S. 29 & Eastbound Ramp Timing Plan: AM Peak Hour Lane Group 1NBL WBR NBT NBR SBU SBL SBT Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.54 0.53 0.66 0.28 Intersection Summa Area Type: Other Cycle Length:120 Actuated Cycle Length: 120 Offset: 9 (8%), Referenced to phase 2:1113T and 6% Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay:18.3 Intersection LOS: B Intersection Capacity Utilization 120.0% ICU Level of Service H Analysis Period (min)15 and Phases: 2: U.S. 29 & Eastbound Synchro 10 Report RKA Page 2 Sieg Property - Albemarle, VA Build (2036) Conditions - Green T 3: U.S. 29 & Gold Eagle Drive/Teel Lane Timing Plan: AM Peak Hour Intersection Int Delay, s/veh Movement 0.6 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations r r +0 'M F Traffic Vol, veh/h 0 0 65 0 0 34 0 1406 19 0 542 426 Future Vol, veh/h 0 0 65 0 0 34 0 1406 19 0 542 426 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Slop Free Free Free Free Free Free RT Channelized - None - - None - - None - None Storage Length - 0 - - 0 - - - - 175 Veh in Median Storage, # - 0 - - 0 - - 0 - 0 - Grade, % - 0 - - 0 - - 0 - 0 - Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 2 2 2 2 2 2 2 6 2 2 12 2 Mvmt Flow 0 0 74 0 0 39 0 1598 22 0 616 484 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All - 308 810 0 0 0 Stage 1 - - - - - - Stage 2 - - - Critical Hdwy - 6.94 7.14 Critical Hdwy Stg 1 - - - Critical Hdwy Stg 2 - - - Follow-up Hdwy - 3,32 3.92 Pot Cap-1 Maneuver 0 0 688 0 0 277 0 0 - - Stage 1 0 0 - 0 0 - 0 0 - - Stage 2 0 0 - 0 0 - 0 0 - - Platoon blocked, % Mov Cap-1 Maneuver - - 688 - - 277 Mov Cap-2 Maneuver Stage 1 Stage 2 Approach EB WB NB SB HCM Control Delay, s 10.9 20.1 0 0 HCM LOS B C Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile C(veh) RKA NBT NBR EBLn1WBLnl SBT SBR 688 277 - - 0.107 0.139 - - 10.9 20.1 - - B C 0.4 0.5 Synchro 10 Report Page 1 Sieg Property - Albemarle, VA Build (2036) Conditions - Green T 4: U.S. 29 & Site Driveway Timing Plan: AM Peak Hour -,* -,;v .4\ t 1 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations rj r ►j ++ ++ F Traffic Volume (vph) 350 6 148 1075 499 108 Future Volume (vph) 350 6 148 1075 499 108 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (H) 0 0 200 200 Storage Lanes 1 1 1 1 Taper Length (ft) 100 100 Satd. Flow (prof) 1770 1583 1770 3539 3539 1583 Fit Permitted 0.950 0.950 Satd. Flow (perm) 1770 1583 1770 3539 3539 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 7 117 Link Speed (mph) 30 55 55 Link Distance (ft) 623 1211 414 Travel Time (s) 14.2 15.0 5.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Lane Group Flow (vph) 380 7 161 1168 542 117 Turn Type Prot pt+ov Prot NA NA pm+ov Protected Phases 4! 4 5 5 Free! 6 4 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Act Effct Green (s) Actuated g/C Ratio vlc Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn RKA 5.0 16.0 52.0 43.3% 4.0 2.0 0.0 6.0 None 31.7 45 5.0 13.0 29.0 24.2% 4.0 2.0 0.0 6.0 Lead Yes Min 53.8 16.1 5.0 5.0 16.0 16.0 39.0 52.0 32.5% 43.3% 4.0 4.0 2.0 2.0 0.0 6.0 Lag Yes C-Min 120.0 54.2 0.26 0.45 0.13 1.00 0.45 0.81 0.01 0.68 0.33 0.34 54.9 6.8 63.5 0.3 24.3 0.0 0.0 0.0 0.0 0.0 54.9 6.8 63.5 0.3 24.3 D A E A C 54.1 7.9 20.2 D A C 277 0 120 0 140 352 7 185 0 230 543 1131 334 0.0 6.0 None 91.9 0.77 0.09 1.0 0.0 1.0 A 16 200 200 678 800 339 3539 1597 1410 0 0 0 0 0 0 Synchro 10 Report Page 3 Sieg Property - Albemarle, VA Build (2036) Conditions - Green T 4: U.S. 29 & Site Driveway Timing Plan: AM Peak Hour --v 4\ t 4 41 Lane Group EBL EBR NBL NBT SBT SBR Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced vlc Ratio 0.56 0.01 0.47 0.33 0.34 0.08 Intersection Summa Area Type: Other Cycle Length:120 Actuated Cycle Length: 120 Offset: 60 (50%), Referenced to phase 2: and 6513T, Start of Green Natural Cycle: 55 Control Type: Actuated -Coordinated Maximum vlc Ratio: 0.81 Intersection Signal Delay:18.8 Intersection LOS: B Intersection Capacity Utilization 57.4% ICU Level of Service B Analysis Period (min)15 ! Phase conflict between lane groups. ano rnases: 4: u.a. zv s ane 74 Synchro 10 Report RKA Page 4 Sieg Property - Albemarle, VA Build (2036) Conditions - Green T 2: U.S. 29 & Eastbound Ramp Timing Plan: PM Peak Hour Lane Group WBL WBR NBT NBR SBU SBL SBT Lane Configurations ++ f Al ++ Traffic Volume (vph) 0 0 697 442 1 1755 1467 Future Volume (vph) 0 0 697 442 1 1755 1467 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Storage Length (H) 0 0 0 350 Storage Lanes 0 0 1 2 Taper Length (ft) 100 100 Satd. Flow (prof) 0 0 3471 1583 0 3433 3539 Fit Permitted 0.950 Satd. Flow (perm) 0 0 3471 1583 0 3433 3539 Right Turn on Red Yes Yes Satd. Flow (RTOR) 10 Link Speed (mph) 30 55 55 Link Distance (ft) 206 371 478 Travel Time (s) 4.7 4.6 5.9 Peak Hour Factor 0.93 0.93 0.93 0.93 0.92 0.93 0.93 Heavy Vehicles (%) 2% 2% 4% 2% 2% 2% 2% Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 749 475 0 1888 1577 Turn Type NA Perm Prot Prot NA Protected Phases 2 1 1 Free Permitted Phases 2 Detector Phase 2 2 1 1 Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Act Effct Green (s) Actuated g/C Ratio vlc Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 951h (ft) Internal Link Dist (ft) 126 Turn Bay Length (ft) Base Capacity (vph) RKA 15.0 15.0 10.0 10.0 22.5 22.5 17.9 17.9 32.0 32.0 58.0 58.0 35.6% 35.6% 64.4% 64.4% 5.5 5.5 4.8 4.8 1.0 1.0 3.1 3.1 0.0 0.0 0.0 6.5 6.5 7.9 Lag Lag Lead Lead Yes Yes Yes Yes C-Min C-Min None None 25.5 25.5 50.1 90.0 0.28 0.28 0.56 1.00 0.76 1.04 0.99 0.45 29.2 78.3 38.7 0.4 0.0 0.0 0.0 0.0 29.2 78.3 38.7 0.4 C E D A 48.3 21.3 D C 230 -299 509 0 m254 m#381 #708 0 291 398 350 983 455 1911 3539 Synchro 10 Report Page 1 Sieg Property - Albemarle, VA Build (2036) Conditions - Green T 2: U.S. 29 & Eastbound Ramp Timing Plan: PM Peak Hour Lane Group 1NBL WBR NBT NBR SBU SBL SBT Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.76 1.04 0.99 0.45 Intersection Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:1113T and 6% Start of Green Natural Cycle: 100 Control Type: Actuated -Coordinated Maximum vlc Ratio:1.04 Intersection Signal Delay: 28.3 Intersection LOS: C Intersection Capacity Utilization 89.5% ICU Level of Service E Analysis Period (min)15 - Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. and Phases: 2: U.S. 29 & Eastbound Synchro 10 Report RKA Page 2 Sieg Property - Albemarle, VA Build (2036) Conditions - Green T 3: U.S. 29 & Gold Eagle Drive/Teel Lane Timing Plan: PM Peak Hour Intersection Int Delay, s/veh Movement 1.6 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations jr r +0 ' IV Traffic Vol, veh/h 0 0 205 0 0 23 0 1115 34 0 1133 431 Future Vol, veh/h 0 0 205 0 0 23 0 1115 34 0 1133 431 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Slop Free Free Free Free Free Free RT Channelized - None - - None - - None - None Storage Length - 0 - - 0 - - - - 175 Veh in Median Storage, # - 0 - - 0 - - 0 - 0 - Grade, % - 0 - - 0 - - 0 - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 2 2 2 2 2 2 2 6 2 2 4 20 Mvmt Flow 0 0 220 0 0 25 0 1199 37 0 1218 463 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All - 609 618 0 0 0 Stage 1 - - - - - - Stage 2 - - - Critical Hdwy - 6.94 7.14 Critical Hdwy Stg 1 - - - Critical Hdwy Stg 2 - - - Follow-up Hdwy - 3,32 3.92 Pot Cap-1 Maneuver 0 0 438 0 0 370 0 0 - - Stage 1 0 0 - 0 0 - 0 0 - - Stage 2 0 0 - 0 0 - 0 0 - - Platoon blocked, % Mov Cap-1 Maneuver - - 438 - - 370 Mov Cap-2 Maneuver Stage 1 Stage 2 Approach EB WB NB SB HCM Control Delay, s 21.3 15.4 0 0 HCM LOS C C Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile C(veh) RKA NBT NBR EBLn1WBLnl SBT SBR 438 370 - - 0.503 0.067 - - 21.3 15.4 - - C C 2.8 0.2 Synchro 10 Report Page 1 Sieg Property - Albemarle, VA Build (2036) Conditions - Green T 4: U.S. 29 & Site Driveway Timing Plan: PM Peak Hour -,* -,;v .4\ t 1 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations rj r ►j ++ ++ F Traffic Volume (vph) 606 12 101 543 1255 83 Future Volume (vph) 606 12 101 543 1255 83 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (H) 0 0 200 200 Storage Lanes 1 1 1 1 Taper Length (ft) 100 100 Satd. Flow (prof) 1770 1583 1770 3539 3539 1583 Fit Permitted 0.950 0.950 Satd. Flow (perm) 1770 1583 1770 3539 3539 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 5 90 Link Speed (mph) 30 55 55 Link Distance (ft) 623 1231 404 Travel Time (s) 14.2 15.3 5.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Lane Group Flow (vph) 659 13 110 590 1364 90 Turn Type Prot pt+ov Prot NA NA pm+ov Protected Phases 4! 4 5 5 Free! 6 4 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Act Effct Green (s) Actuated g/C Ratio vlc Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn RKA 45 5.0 5.0 16.0 13.0 38.0 14.0 42.2% 15.6% 4.0 4.0 2.0 2.0 0.0 0.0 6.0 6.0 Lead Yes None Min 32.0 45.8 7.8 5.0 5.0 16.0 16.0 38.0 38.0 42.2% 42.2% 4.0 4.0 2.0 2.0 0.0 6.0 Lag Yes C-Min 90.0 32.2 0.36 0.51 0.09 1.00 0.36 1.05 0.02 0.71 0.17 1.08 79.4 8.8 65.9 0.1 78.5 0.0 0.0 0.0 0.0 0.0 79.4 8.8 65.9 0.1 78.5 E A E A E 78.0 10.4 73.7 E B E -412 2 63 0 -462 #620 11 m#133 m0 #593 543 1151 324 0.0 6.0 None 70.2 0.78 0.07 0.7 0.0 0.7 A 200 200 629 811 157 3539 1264 1254 Synchro 10 Report Page 3 Sieg Property - Albemarle, VA Build (2036) Conditions - Green T 4: U.S. 29 & Site Driveway Timing Plan: PM Peak Hour --* 4\ t 4 41 Lane Group EBL EBR NBL NBT SBT SBR Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced vlc Ratio 1.05 0.02 0.70 0.17 1.08 0.07 Intersection Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2: and 6513T, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Maximum vlc Ratio:1.08 Intersection Signal Delay: 59.0 Intersection LOS: E Intersection Capacity Utilization 88.9% ICU Level of Service E Analysis Period (min)15 - Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. ! Phase conflict between lane groups. anu YnaSeS: 9: U.J. LY 6 Jue Synchro 10 Report RKA Page 4 APPENDIX G VDOT TURN LANE WARRANT CHARTS F-57 Warrants for Left Turn Storage Lanes on Four -Lane Highways ME ... 1400 CL 1200 W ZD 1000 O C� 800 Z 600 CL O 0 400 200 0 /00 200 300 400 500 600 VL LEFT TURNING VOLUME (VPH) FIGURE 3-3 WARRANTS FOR LEFT TURN STORAGE LANES ON FOUR -LANE HIGHWAYS Figure 3-3 was derived from Highway Research Report No. 211. Opposing volume and left turning volume in vehicles per hour (VPH) are used for left turn storage lane warrants on four -lane highways. For plan detail requirements when curb and/or gutter are used, see VDOT's Road Design Manual, Section 2E-3 on the VDOT web site: http.//www. virginiadot. org/business/locdes/rdmanual-index. asp. Left -turn lanes shall* also be established on two-lane highways where traffic volumes are high enough to warrant them. Rev. 1/15 F-97 aC M O cc W a 9) W J U_ x W > z z cc O x a 120 100 80 Ia L•fll 20 FULL -WIDTH TURN LANE AND TAPER REQUIRED TAPER REQUIRED 200 400 600 800 1000 1200 1400 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 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. When right turn facilities are warranted, see Figure 3-1 for design criteria.' FIGURE 3-27 WARRANTS FOR RIGHT TURN TREATMENT (4-LANE HIGHWAY) Rev. 1/15 APPENDIX H SIGNAL WARRANT CALCULATIONS, VJUST AND SJR OUTPUT Project: Sieg Property - Albemarle County, VA Date: 5-Jan-22 Existing 2021 Counts EB (Site Driveway) . 1 1 0000000 1 1 00 1 1 0 • 11 0000000 . 1 1 00 •1 0 1 1 0000000 1 1 00 11 0 1 1 0000000�00�0 11 0000000 11 00 11 0 • 11 0000000 11 00 .11 0 Total 0 0 0 0 0 0 0 7,295 0 0 7,172 0 1.094 No -Build (2030) Volumes EB (Site Driveway) 1 1 1 0000000�00�0 1 1 0000000�00�0 11 0000000 • 1 00�0 11 0000000�00 • • 0 Total 0 0 0 0 0 0 0 7978 0 0 7844 0 Approved Development Hourly Distribution EB (Site Driveway) Total 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Approved Development EB (Site Driveway) Total-- -- -- -- -- -- Approved Development EB (Site Driveway) . 11 000000000000 11 000000000000 11 000000000000 • 11 000000000000 1 11 000000000000 11 000000000000 11 000000000000 11 000000000000 11 000000000000 11 000000000000 . 11 000000000000 11 000000000000 11 000000000000 • 11 000000000000 Total 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Distribution of Site Traffic EB (Site Driveway) N/A NB (U.S. 29) SB (U.S. 29) Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 6:00 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 7:00 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 8:00 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 9:00 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 10:00 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 11:00 7% 7% 1 7% 7% 7% 7% 7% 7% 7% 7% 7% 7% 12:00 8% 8% 8% 8% 8% 8% 8% 8% 8% 8% 8% 8% 13:00 7% 7% 7% 7% 7% 7% 7% 7% 7% 7% 7% 7% 14:00 7% 7% 7% 7% 7% 7% 7% 7% 7% 7% 7% 7% 15:00 7% 7% 7% 7% 7% 7% 7% 7% 7% 7% 7% 7% 16:00 9% 9% 9% 9% 9% 9% 9% 9% 9% 9% 9% 9% 17:00 9% 1 9% 9% 9% 9% 9% 9% 9% 9% 9% 9% 9% 18:00 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 19:00 5% 5% 50 5% 5% 5% 5% 5% 5% 5% 5% 5% Total 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Primary Trip Distribution EB (Site Driveway) N/A NB (U.S. 29) SB (U.S. 29) Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 6:00 90% 2.0% 10% 8% 20% 7:00 90% 2.0% 10% 8% 20% 8:00 90% 2.0% 10% 8% 20% 9:00 90% 2.0% 10% 8% 20% 10:00 90% 2.0% 10% 8% 20% 11:00 90% 1 2.0% 10% 8% 20% 12:00 90% 2.0% 10% 8% 20% 13:00 90% 2.0% 10% 8% 20% 14:00 90% 2.0% 10% 8% 20% 15:00 90% 2.0% 10% 8% 20% 16:00 90% 2.0% 10% 8% 20% 17:00 90% 1 2.0% 10% 8% 20% 18:00 90% 2.0% 10% 8% 20% 1900 90% 2.0% 10% 8% 20% Total Primary Trip Assignment EB (Site Driveway) 11 ®0©000®000�� 11 ®0©000®000�� 11 �00000®000® '� 11 �00000®000�' '� 11 �00000®000® '� • 11 ®00000�000®� Total 3,688 0 82 0 0 0 410 0 0 0 328 820 Pass -By Trip Distribution EB (Site Driveway) N/A NB (U.S. 29) SB (U.S. 29) Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 6:00 60% 60% -60% 7:00 65% 65% -65% 8:00 70% 70% -70% 9:00 65% 65% -65% 10:00 60% 60% -60% 11:00 55% 1 1 55% -55% 12:00 60% 60% -60% 13:00 55% 55% -55% 14:00 50% 50% -50% 15:00 40% 40% -40% 16:00 35% 35% -35% 17:00 30% 1 30% -30% 18:00 25% 25% -25% 1900 30% 30% -30% Total Pass -By Assignment EB (Site Driveway) 11 �00000��0000 1 1 • 1 00000 ' 1 ' 1 0000 . 11 ®00000®®0000 Total 757 0 0 0 0 0 757 -757 0 0 0 0 Total Site Trips EB (Site Driveway) 11 . • 0©000��00�� . 11 �00000�®00®� 11 �00000 ' 1 �00� 11 �00' 000®�00®� Total 4,445 0 82 0 0 0 1,167 -757 0 0 328 820 Directional Distribution Factor to Match TIA Figure EB (Site Driveway) N/A NB (U.S. 29) SB (U.S. 29) Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 6:00 1.10 1.00 1.20 1.00 1.00 1.00 1.20 -1.00 1.00 1.00 1.50 1.40 7:00 1.10 1.00 1.30 1.00 1.00 1.00 1.40 -1.20 1.00 1.00 2.00 1.60 8:00 1.10 1.00 1.30 1.00 1.00 1.00 1.60 -1.40 1.00 1.00 2.50 1.50 9:00 1.10 1.00 1.20 1.00 1.00 1.00 1.40 1.20 1.00 1.00 2.00 1.00 10:00 1.00 1.00 1.00 1.00 1.00 1.00 1.20 1.00 1.00 1.00 1.50 1.00 11: 00 1.00 1.00 1 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 12:00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 1.00 13:00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 14: 00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 15:00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.25 1.00 16:00 1.10 1.00 1.00 1.00 1.00 1.00 1.05 0.00 1.00 1.00 3.50 0.90 17:00 1.25 1.00 1.00 1.00 1.00 1.00 1.10 0.00 1.00 1.00 7.00 0.90 18:00 1.10 1.00 1.00 1.00 1.00 1.00 1.05 0.00 1.00 1.00 3.50 0.90 1900 1.00 1.00 1.00 l.0 1 1.00 1.00 1.00 1.00 1.00 1.00 1 1.25 1.00 Total Build 2030 Volumes EB (Site Driveway) N/A NB (U.S. 29) SB (U.S. 29) Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 6:00 40 0 1 0 0 0 13 773 0 0 332 9 7:00 74 0 2 0 0 0 29 892 0 0 394 19 8:00 81 0 2 0 0 0 37 936 0 0 427 19 9:00 67 0 1 0 0 0 26 640 0 0 402 11 10:00 63 0 1 0 0 0 22 479 0 0 335 11 11:00 93 0 1 2 0 1 0 0 26 1 529 0 0 335 17 12:00 111 0 2 0 0 0 32 579 0 0 500 20 13:00 91 0 2 0 0 0 25 530 0 0 444 16 14:00 89 0 2 0 0 0 24 422 0 0 553 16 15:00 88 0 2 0 0 0 21 465 0 0 829 17 16:00 113 0 2 0 0 0 24 495 0 0 1,066 18 17:00 133 1 0 2 0 0 1 0 1 25 506 0 0 1 969 19 18:00 80 0 1 1 0 0 0 15 350 0 0 786 13 19:00 56 0 1 0 0 0 12 322 0 0 662 11 Total 1,179 0 22 0 0 0 331 7,919 0 0 8,034 215 Ramey Kemp & Associates 4343 Cox Road Signal Warrants - Summary Glen Allen, VA 23060 Major Street Approaches Minor Street Approaches Northbound. U.S. 29 Eastbound: Site Driveway Number of Lanes: 2 Number of Lanes: 1 Approach Speed: 40 Total Approach Volume: 8,249 Total Approach Volume: 1,179 Southbound: U.S.29 Number of Lanes: 2 Approach Speed: 40 Total Approach Volume: 8,034 Warrant Summary (Urban values apply.) Warrant 1 - Eight Hour Vehicular Volumes............................................................................................. Satisfied Warrant 1A - Minimum Vehicular Volume......................................................................................... Not Satisfied Required volumes reached for 0 hours, 8 are needed Warrant 1 B - Interruption of Continuous Traffic.............................................................................. Satisfied Required volumes reached for 8 hours, 8 are needed Warrant 1 A&B - Combination of Warrants...................................................................................... Not Satisfied Required volumes reached for 1 hours, 8 are needed Warrant 2 - Four Hour Volumes................................................................................................................ Satisfied Number of hours (4) volumes exceed minimum >= minimum required (4). Warrant3 - Peak Hour............................................................................................................................... Not Satisfied Warrant 3A - Peak Hour Delay...........................................................................................................Not Satisfied Approach volumes on minor street don't exceed minimums for any hour. Delay data not evaluated. Warrant 3B - Peak Hour Volumes ................. Volumes do not exceed minimums for any hour. Warrant 4 - Pedestrian Volumes Warrant 5 - School Crossing Warrant 6 - Coordinated Signal System Warrant 7 - Crash Experience Not Satisfied Not Evaluated ..... Not Evaluated Not Evaluated Not Evaluated Warrant 8 - Roadway Network.................................................................................................................. Not Evaluated Ramey Kemp & Associates 4343 Cox Road Signal Warrants - Summary Glen Allen, VA 23060 FOR IL 600 s U t0 0 500 a a E 400 0 m 300 x iv 200 a) U) °c 100 Warrant Curves Peak Hour Warrant Four Hour Warrant [Urban, 2+ major lanes and 1 minor lane curves used I 1q 1 s, 0 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 -IA Minor Crit Meets? Major Crit War-1B Minor Crit Meets? Major Crit War-1A&B Minor Crit Meets? 00:00 0 0 EB 600-No 150-No --- 900-No 75-No --- 720-No 120-No --- 01:00 0 0 EB 600-No 150-No --- 900-No 75-No --- 720-No 120-No --- 02:00 0 0 EB 600-No 150-No --- 900-No 75-No --- 720-No 120-No --- 03:00 0 0 EB 600-No 150-No --- 900-No 75-No --- 720-No 120-No --- 04:00 0 0 EB 600-No 150-No --- 900-No 75-No --- 720-No 120-No --- 05:00 0 0 EB 600-No 150-No --- 900-No 75-No --- 720-No 120-No --- 06:00 1,118 40 EB 600-Yes 150-No Major 900-Yes 75-No Major 720-Yes 120-No Major 07:00 1,315 74 EB 600-Yes 150-No Major 900-Yes 75-No Major 720-Yes 120-No Major 08:00 1,400 81 EB 600-Yes 150-No Major 900-Yes 75-Yes Both 720-Yes 120-No Major 09:00 1,068 67 EB 600-Yes 150-No Major 900-Yes 75-No Major 720-Yes 120-No Major 10:00 836 63 EB 600-Yes 150-No Major 900-No 75-No --- 720-Yes 120-No Major 11:00 890 93 EB 600-Yes 150-No Major 900-No 75-Yes Minor 720-Yes 120-No Major 12:00 1,111 111 EB 600-Yes 150-No Major 900-Yes 75-Yes Both 720-Yes 120-No Major 13:00 999 91 EB 600-Yes 150-No Major 900-Yes 75-Yes Both 720-Yes 120-No Major 14:00 999 89 EB 600-Yes 160-No Major 900-Yes 75-Yes Both 720-Yes 120-No Major 15:00 1,315 88 EB 600-Yes 150-No Major 900-Yes 75-Yes Both 720-Yes 120-No Major 16:00 1,585 113 EB 600-Yes 150-No Major 900-Yes 75-Yes Both 720-Yes 120-No Major 17:00 1,500 133 EB 600-Yes 150-No Major 900-Yes 75-Yes Both 720-Yes 120-Yes Both 18:00 1,151 80 EB 600-Yes 150-No Major 900-Yes 75-Yes Both 720-Yes 120-No Major 19:00 996 56 EB 600-Yes 150-No Major 900-Yes 75-No Major 720-Yes 120-No Major 20:00 0 0 EB 600-No 150-No --- 900-No 75-No --- 720-No 120-No --- 21:00 0 0 EB 600-No 150-No --- 900-No 75-No --- 720-No 120-No --- 22:00 0 0 EB 600-No 150-No --- 900-No 75-No --- 720-No 120-No --- 23:00 1 0 1 0 EB 600-No 150-No --- I 900-No 75-No --- 720-No 120-No ---