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HomeMy WebLinkAboutZMA202100001 Study 2021-03-25RAMEY KEMP ASSOCIATES Moving forward. March 25, 2021 Mr. Kevin McDermott, AICP Chief of Planning Community Development Department 401 McIntire Road Charlottesville, Virginia 22902 Phone: (434) 296-5832 Reference: Willow Glen Apartments — Traffic Impact Analysis (TIA) Albemarle County, Virginia Dear Mr. McDermott, T 804 217 8560 4343 Cox Road Glen Allen, VA 23060 Dickerson Ridge, LLC is proposing to build 308 multifamily units on the east side of Route 606 (Dickerson Road) north of Towncenter Drive. The proposed access plan includes two full -movement driveways on Dickerson Road. If approved, the proposed neighborhood is expected to be built -out by 2025. Ramey Kemp & Associates, Inc. (RKA) has performed this Traffic Impact Analysis (TIA) based on the TIA scope meeting with you and VDOT on January 14. Figure 1 shows the site location and study intersections, and Figure 2 shows the preliminary site plan. Existing Roadway Conditions Dickerson Road is a two-lane Major Collector with a current average daily traffic (ADT) volume of approximately 7,000 vehicles per day (vpd), and a posted speed limit of 45 miles per hour (mph) in the vicinity of the site. Towncenter Drive is a two-lane local roadway with a current ADT volume of approximately 5,400 vpd and a posted speed limit of 25 mph. Figure 3 shows the existing roadway laneage at the study intersections. Existing Traffic Volumes 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 in April 2018: ■ Dickerson Road at Towncenter Drive ■ Towncenter Drive at August Lane The volumes were increased by an annual rate of 1.1% for three years to estimate the existing 2021 peak hour volumes. The traffic count data are enclosed and the existing 2021 volumes are shown in Figure 4. I<Alk rameykemp.com Transportation Consulting that moves us forward. RAMEY KEMP ASSOCIATES Willow Glen Apartments — TIA Moving forward. Background Traffic Growth Based on historical ADT's and discussion with you and VDOT, the 2021 peak hour traffic volumes were grown by an annual rate of 1.1% for four years to estimate the 2025 peak hour traffic volumes, which are shown in Figure 5. Trip Generation Table 1 shows the trip generation potential of the project during a typical weekday based on the methodologies published by the Institute of Transportation Engineers (ITE) Trip Generation Manual — IOth Edition. Table 1 ITE Trip Generation — Weekday —10" Edition Weekday AM Peak Hour PM Peak Hour Land Use Size Daily Traffic (vph) (vph) (ITE Land Use Code) (vpd) Enter Exit Enter Exit Enter Exit Multifamily Housing (Mid -Rise) 315 units 858 858 29 84 85 54 221 The applicant is proposing to construct 308 multifamily units, but the trip potential is based on 315 units to be conservative. Site Traffic Distribution The following site trip distribution was applied based on a review of the existing traffic volumes, the adjacent roadway network, and engineering judgement: ■ 75% to / from the east on Towncenter Drive ■ 20% to / from the north on Dickerson Road ■ 5% to / from the south on Dickerson Road Figure 6 shows the site trip distribution, Figure 7 shows the site trip assignment, and Figure 8 shows the projected 2025 build -out peak hour traffic volumes. VDOT Driveway Spacing Standards VDOT requires at least 335 feet of spacing between full -movement intersections on Dickerson Road. The proposed driveways are approximately 500 feet apart, and are also more than 335 feet from the nearest intersections. 'UR I<Alk rameykemp.com Transportation Consulting that moves us forward. RAMEY KEMP ASSOCIATES Moving forward. Willow Glen Apartments - TIA Traffic Capacity Analysis Traffic capacity analysis for the study intersections was performed using Synchro 10, which is a comprehensive software package that allows the user to model signalized and unsignalized intersections to determine levels -of - service based on the thresholds specified in the Highway Capacity Manual (HCM) 61h Edition. Table 2 summarizes the capacity analysis results for the unsignalized intersection of Dickerson Road at Towncenter Drive, and the Synchro outputs are enclosed for reference. Table 2 Level -of -Service Summary for Dickerson Road at Towncenter Drive AM PEAK HOUR PM PEAK HOUR CONDITION LANE GROUP Lane Lane Queue Overall Lane Lane Queue Overall LOS Delay (it) LOS LOS Delay (ft)(Delay) LOS (sec) (Delay) sec WBLt C 19.5 30 F 109.0 308 WBRt B 10.9 8 B 10.1 5 Existing (202 1) NBT - - - N/A3 - - N/A' Tra Traffic Conditions NBR - - - - - SBL2 A 9.1 5 A 8.5 5 SBT WBL' C 20.9 35 F 148.1 370 WBRt B 11.1 8 B 10.2 5 No -Build (2025) N13T - - - N/A3 - - N/A3 Traffic Conditions NBR - - - - - SBL2 A 9.2 8 A 8.6 5 SBT - - Build (2025) WBL' D 30.1 53 F 246.2 470 Traffic Conditions WBRt B 11.3 13 B 10.8 15 With Extension of _ _ N/A3 _ _ N/A3 NBR _ _ Westbound Right on SBL2 A 9.6 13 A 8.8 8 Towncenter Drive SBT - - - - WBL B 15.9 56 C 22.0 191 Build 2025 ( ) WBR A 5.9 25 A 4.8 31 Traffic Conditions NBT A 7.7 103 A B 11.1 125 B Alternative A- NBR A 1.9 23 (6.9 sec) A 2.6 30 (13.0 sec) Signalized SBL A 8.0 45 B 10.6 52 SBT A 6.8 63 B 14.9 230 Build (2025) Traffic Conditions WBL/R A 6.5 33 A A 9.8 89 B Alternative B - NBT/R SBUT B A 6.5 10.5 58 129 (8.6 sec) A c 8.2 15.2 98 245 (11.3 sec) One -Lane Roundabout 1. Level of service for minor approach 2. Level of service for major street left -turn movement 3. HCM methodology does not provide lane group or overall LOS, delay, and queue lengths for major street through movements or right turns at unsignalized intersections. Capacity analysis indicates that the minor 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. Under no -build conditions, the minor street left turn movement is expected to continue to operate 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. """R 1<)k Ik rameykernp.com Transportation Consulting that moves us forward. RAMEY KEMP ASSOCIATES Willow Glen Apartments — TIA Moving forward. Under build conditions, the minor street left turn movement is expected to operate 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 how. The following improvement is recommended to allow drivers making the westbound right -turn movement on Towncenter Drive to bypass the queue in the westbound left -turn lane: ■ Extend the storage in the westbound right -turn lane on Towncenter Drive from 325 feet to 700 feet Two alternatives were evaluated to improve the operation of this intersection. Table 3 shows that the projected no -build 2025 traffic volumes are likely to meet one or more of the Manual on Uniform Traffic Control Devices (MUTCD) traffic signal warrants. Table 3 MUTCD Traffic Signal Warrants — No -Build 2025 Traffic Conditions — High -Speed Thresholds VOLUMES WARRANTS START TIME MAJOR STREET (Vph) MINOR STREET (Vph) 1A 420 major 105 minor 1B 630 major 53 minor COMBINATION 2 3 1A 336 major 84 minor 1B 504 major 42 minor 7:00 AM 677 78 No Yes No Yes No No 8:00 AM 757 116 Yes Yes Yes Yes Yes No 4:00 PM 816 279 Yes Yes Yes Yes Yes Yes 5:00 PM 955 296 Yes Yes Yes Yes Yes Yes Hours Required 8 8 8 8 4 1 Total Hours Met 3 4 3 4 3 2 Warrant Met? Possible Likely Possible Likely Yes If signalized, this intersection is projected to operate at LOS A during the AM peak hour, and LOS B during the PM peak hour at build -out of the site. The longest queue is projected to be 230 feet on the southbound Dickerson Road through movement during the PM peak hour. With a one -lane roundabout, this intersection is also projected to operate at LOS A during the AM peak hour, and LOS B during the PM peak hour at build -out of the site. The longest queue length is projected to be 245 feet on the southbound Dickerson Road approach during the PM peak hour. Both of these alternatives would significantly reduce the delays and queue lengths on the westbound Towncenter Drive approach. In the PM peak hour, the queue length on the westbound left -turn movement is projected to be 470 feet if wisignalized, but would drop to 191 feet with a traffic signal, or just 89 feet with a roundabout. 'R 1<)k Ik rameykernp.com Transportation Consulting that moves us forward. RAMEY KEMP ASSOCIATES Willow Glen Apartments — TIA Moving forward. Table 4 summarizes the capacity analysis results for the unsignalized intersection of Towncenter Drive at August Lane, and the Synchro outputs are enclosed for reference. Table 4 Level -of -Service Summary for Towncenter Drive at August Lane AM PEAK HOUR PM PEAK HOUR CONDITION LANE GROUP Lane Lane Queue Overall Lane Queue Overall LOS Delay 1 LOS LOS Delay ) LOS sec (Delay)' sec (Delay)3 Existing (2021) EBT/R WBLW A 7.9 0 N/A A 7.8 3 N/A Traffic Conditions Nl3L/R1 B 10.4 5 B 10.3 3 No Build (2025) EBT/R WBLW A 7.9 0 N/A A 7.9 3 N/A Traffic Conditions NBL/R1 B 10.5 5 B 10.4 3 Build (2025) EBT/R WBLW A 8.1 0 N/A A 8.0 3 N/A Traffic Conditions NBL/R B 11.0 5 B 10.5 3 1. Level of service for minor approach 2. Level of service for major street left-tum 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 short delays (less than 25 seconds) during the AM and PM peak hours. Under no -build and build conditions, the minor street left turn movement is expected to continue to operate with short delays (less than 25 seconds) during the AM and PM peak hours. No improvements are warranted or recommended at this intersection at build -out of the proposed neighborhood. Table 5 summarizes the capacity analysis results for the proposed intersection of Dickerson Road at North Site Driveway, and the Synchro outputs are enclosed for reference. Table 5 Level -of -Service Summary for Dickerson Road at North Site Driveway CONDITION LANE GROUP AM PEAK HOUR PM PEAK HOUR Lane Lane Queue Overall Lane Lane Queue Overall Delay LOS Delay LOS LOS sec (ft) (Delay) LOS sec (ft) (Delay) Build 2025 WBL/Rt B 14.2 5 C 16.3 5 N/A3 N/A' Traffic Conditions S B /Tz A 8.3 0 A & 1 0 1. Level of service for minor approach 2. Level of service for major street left -turn movement 3. HCM methodology does not provide lane group or overall LOS, delay, and queue lengths for major street through movements or right turns at unsignalized intersections. Under build conditions, the minor street left turn movement is expected to operate with short delays (less than 25 seconds) during the AM and PM peak hours, with queue lengths of just one vehicle. Transportation 5 Consulting that moves us forward. rameykemp.com RAMEY KEMP ASSOCIATES Moving forward. Willow Glen Apartments — TIA A southbound left turn lane on Dickerson Road is not recommended for the following reasons: The AM peak hour volumes do not meet the left -turn lane warrant Only 9 left turns are expected to turn left into the site during the PM peak hour (approximately one vehicle every seven minutes) Only 2% of the advancing southbound volume on Dickerson Road is turning left into the site. However, VDOT's turn lane warrants assume 5% of the advancing volume is turning left. As the left -turn percentage decreases, the warrant line shifts to the right, so it is reasonable to assume the build volumes fall below the 2% warrant threshold. VDOT does not provide a chart depicting a warrant line for left -turn percentages below 5%, so the left -turn lane warrant chart provided in the appendix includes an approximate warrant line for 2% left turns. Table 6 summarizes the capacity analysis results for the proposed intersection of Dickerson Road at South Site Driveway, and the Syncing outputs are enclosed for reference. Table 6 Level -of -Service Summary for Dickerson Road at South Site Driveway CONDITION LANE GROUP AM PEAK HOUR PM PEAK HOUR Lane Lane Queue Overall Lane Lane Queue Overall DelaLOS (fr) LOS 0 (see) era (seDelae) Dela Build 2025 w13L/R1 C 16.0 13 C 18.8 10 N/A3 N/A' Traffic Conditions SBLfV A 8.3 0 A 8.2 0 1. Level of service for minor approach 2. Level of service for major street left -turn movement 3. HCM methodology does not provide lane group or overall LOS, delay, and queue lengths for major street through movements or right turns at unsignalized intersections. Under build conditions, the minor street left turn movement is expected to operate with short delays (less than 25 seconds) during the AM and PM peak hours, with queue lengths of just one vehicle. A southbound left-tum lane on Dickerson Road is not recommended for the following reasons: The AM peak hour volumes do not meet the left -turn lane warrant Only 8 left turns are expected to turn left into the site during the PM peak hour (approximately one vehicle every eight minutes) Only 1.5% of the advancing southbound volume on Dickerson Road is turning left into the site. However, VDOT's turn lane warrants assume 5% of the advancing volume is turning left. As the left -turn percentage decreases, the warrant line shifts to the right, so it is reasonable to assume the build volumes fall below the 1.5% warrant threshold. VDOT does not provide a chart depicting a warrant line for left -turn percentages below 5%, so the left -turn lane warrant chart provided in the appendix includes an approximate warrant line for 1.5% left turns. A northbound right -turn taper on Dickerson Road is not recommended for the following reasons: IN The AM peak hour volumes do not meet the right -turn taper warrant IN The benefit of a right -turn taper to the overall operation of the intersection is minimal • A right -turn taper would reduce the throat length on the South Driveway �R 1<461k ra rameykemp.com Transportation Consulting that moves us forward. RAMEY KEMP ASSOCIATES 61ar-: n I.:-u,nd Recommendations Based on the trip generation potential of the proposed neighborhood, the following roadway improvement is recommended: Towncenter Drive at Dickerson Road: Extend the storage in the westbound right -turn lane on Towncenter Drive from 325 feet to 700 feet We appreciate your attention to this matter. Please contact me at (804) 217-8560 if you have any questions about this report. Sincerely yours, �EAt Tk Ramey Kemp & Associates, Inc. (00 ic. No. 04 Carl Hult ren, P.E., PTOE State Traffic Engineering Lead ��SStONALENG Enclosures: Figures, Traffic count data, Synchro output, VDOT turn lane warrants Copy to: Mr. Adam Moore, P.E., VDOT Mr. George Ray, Dickerson Ridge, LLC Mr. Steve Edwards, Edwards Design Studio rameykemp.com t F J Inset I- o a ...... .. . ...... wA-9 ySPPINOPIEL 0 FOREST RIDGE o+°' RK LEGEND o� ® LAKES OF]Ii " ° nw ou SES • o O Study Intersection `•• NLL� _ 1 Site Boundary IAKG�y4'e EoN{s, Overview Moving fonvard I(Alk Site Location and Willow Glen Apartments study Intersections Albemarle County, Virginia RAMEY KEMP ASSOCIATES Scale: Not to Scale Figure I M.I�nG'e.pt aer...cm. I=t .:o=MC Moving toward. ""'? I(Alk RAMEY KEMP ASSOCIATES J/ \ et /\ -------------- Willow Glen °••t°�° Willow Glen Apartments Preliminary Site Plan Albemarle County, Virginia Scale: Not to Scale Figure 2 Dickerson Road a o � o � t` r 5,400 vpd Towncenter -r► 25 mph Drive 0 N >> a o � o va o � Dickerson August Road Lane LEGEND Existing Lane %, Storage (In Feet) Movingtomard I(Alk Existing Willow Glen Apartments Lane Configurations Albemarle County, Virginia RAMEY KEMP ASSOCIATES Scale: Not to Scale Figure 3 Dickerson Road o : � 53 (45) f 142 (334) 94 (292) 12 (34) Towncenter (228) 274 Drive �► � � �► 0 00 (9) 5 '^ N M l� 7 CO Dickerson August Road Lane LEGEND X (Y) AM (PM) Peak How Moving forward. I(Alk Existing Tr ffic Volumes Willow Glen Apartments Peak xotu Traffic volumes Albemarle County, Virginia RAMEY KEMP ASSOCIATES Scale: Not to Scale Figure 4 Dickerson Road N 55 (47) f lab (349) 98 (305) 12 (35) Towncenter T (► (238) 287 Drive �n m (9) 5 '^ N ao N N, N � Dickerson August Road Lane LEGEND X (Y) AM (PM) Peak How Moving forward. I(Alk No -Build Peak How Willow Glen Apartments Trafficc Volumes umes Albemarle County, Virginia RAMEY KEMP ASSOCIATES Scale: Not to Scale Figure 5 Dickerson Road 20% (25%) North ' Driveway I N Site o (10%) L► (55%) south I Driveway I e e J rj l� 75% f 75% Towncenter (75%) --b- Drive a 75% 5% Dickerson August Road Lane LEGEND X% (Y%) Entering (Exiting) Trip Distribution E Regional Trip Distribution Movingfoward I(Alk Site Trip Willow Glen Apartments Distribution Albemarle County, Virginia RAMEY KEMP ASSOCIATES Scale: Not to Scale Figure 6 Dickerson Road 9 (5) I� 21 (14) North Driveway 00 � Site 8 (5) iv M I 46 (30) l� South Driveway N l� J 22 (64) -q-- 22 (64) Towncenter (41) 63 --m- Drive a Dickerson August Road Lane LEGEND X (Y) AM (PM) Peak Hour Movingfomard I(Alk Site Trip Willow Glen Apartments Assignment Albemarle County, Virginia RAMEY KEMP ASSOCIATES Scale: Not to Scale Figure 7 Dickerson Road o _ I N M 9 (5) 21 (14) North IDriveway I m� Site o� y"j M CT N M 8 (5) l► 46 (30) South IDriveway o J O M N 77 (111) f 170 (413) l 98 (305) 12 (35) Towncenter (279) 350 Drive (' (9) 5 n � � N M N .M... 7 N- Dickerson August Road Lane LEGEND X (Y) AM (PM) Peak Hour Movingfomard I(Alk Build Peak How Willow Glen Apartments Trafficaffic volumes Albemarle County, Virginia RAMEY KEMP ASSOCIATES Scale: Not to Scale Figure 8 Dickerson Road _ _ _ _ _ _ _ _ _ _ _ _I North Driveway Site I South Driveway J Extend the storage from 325 feet to 700 feet f Towncenter -r ► Drive 0 N Dickerson August Road Lane LEGEND X' Storage (In Feet) —► Existing Lane Recommended Lane Movingfomard Recommended Lane I(Alk Willow Glen Apartments Configuration Albemarle County, Virginia RAMEY KEMP ASSOCIATES Scale: Not to Scale Figure 9 Burns Service Inc. 1202 Langdon Terrace Drive Indian Trail, NC, 28079 We Count because YOU Count File Name : Earlysville(Towncenter and Dickerson) AM Peak Site Code Start Date : 4/19/2018 Page No :1 Groups Printed- Cars +- Trucks Dickerson Road Towncenter Drive Dickerson Road Southbound Westbound Northbound Slart Time Thru I Left I ADD. Total Right I Left I Apo. Total Right I Thru Apo. Total Int. Total 07:00 25 6 31 6 17 23 33 45 78 132 07:15 29 6 35 8 14 22 37 52 89 146 07:30 37 12 49 14 19 33 52 72 124 206 07:45 55 21 76 15 23 38 44 105 149 263 Total 146 45 191 43 73 116 166 274 440 747 08:00 56 16 72 16 29 45 55 77 132 249 08:15 49 10 59 6 19 25 60 65 125 209 08:30 53 5 58 7 29 36 35 57 92 186 08:45 39 11 50 18 31 49 47 71 118 217 Total 197 42 2391 47 108 155 197 270 4671 861 Grand Total 343 87 430 90 181 271 363 544 907 1608 Apprch % 79.8 20.2 33.2 66.8 40 60 Total % 21.3 5.4 26.7 5.6 11.3 16.9 22.6 33.8 56.4 Cars + 338 87 425 90 181 271 363 544 907 1603 % Cars + 98.5 100 98.8 100 100 100 100 100 100 99.7 Trucks 5 0 5 0 0 0 0 0 0 5 % Trucks 1.5 0 1.2 0 0 0 0 0 0 0.3 Burns Service Inc. 1202 Langdon Terrace Drive Indian Trail, NC, 28079 We Count because YOU Count File Name : Earlysville(Towncenter and Dickerson) AM Peak Site Code Start Date : 4/19/2018 Page No : 2 Dickerson Road Souhbound Towncenter Drive Westbound Dickerson Road Northbound Start Time Thru I Left I App. Total Right I Left I App. Total Right I Thru I ADD. Total Int. Total Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 07:30 37 12 49 14 19 33 52 72 124 206 07:45 55 21 76 15 23 38 44 105 149 263 08:00 56 16 72 16 29 45 55 77 132 249 08:15 49 10 59 6 19 25 60 65 125 209 Total Volume 197 59 256 51 90 141 211 319 5301 927 DI Out Peak Hour Data NO North ♦ � N Peak Hour Begins at 07:30 p 5 60 Cars + r �> o Trucksn� Z Thaw Ri M 1 211 17 In Total nk,k,,,n RnaA Burns Service Inc. 1202 Langdon Terrace Drive Indian Trail, NC, 28079 We Count because YOU Count File Name : Earlysville(Towncenter and Dickerson) PM Peak Site Code Start Date : 4/19/2018 Page No :1 Groups Printed- Cars +- Trucks Dickerson Road Towncenter Drive Dickerson Road Southbound Westbound Northbound Slart Time Thru I Left I ADD. Total Right I Left I ADD. Total Right I Thru Apo. Total Int. Total 16:00 67 11 78 6 55 61 35 56 91 230 16:15 80 9 89 9 66 75 47 50 97 261 16:30 105 9 114 17 63 80 38 56 94 288 16:45 80 16 96 4 76 80 42 60 102 278 Total 332 45 377 36 260 296 162 222 384 1057 17:00 115 11 126 10 64 74 49 68 117 317 17:15 124 15 139 13 69 82 49 65 114 335 17:30 102 11 113 13 70 83 36 50 86 282 17:45 82 10 92 13 73 86 44 60 104 282 Total 423 47 4701 49 276 325 178 243 421 1 1216 Grand Total 755 92 847 85 536 621 340 465 805 2273 Apprch % 89.1 10.9 13.7 86.3 42.2 57.8 Total % 33.2 4 37.3 3.7 23.6 27.3 15 20.5 35.4 Cars + 755 92 847 84 536 620 340 464 804 2271 % Cars + 100 100 100 98.8 100 99.8 100 99.8 99.9 99.9 Trucks 0 0 0 1 0 1 0 1 1 1 2 % Trucks 0 0 0 1.2 0 0.2 0 0.2 0.1 0.1 Burns Service Inc. 1202 Langdon Terrace Drive Indian Trail, NC, 28079 We Count because YOU Count File Name : Earlysville(Towncenter and Dickerson) PM Peak Site Code Start Date : 4/19/2018 Page No : 2 Dickerson Road Souhbound Towncenter Drive Westbound Dickerson Road Northbound Start Time Thru I Left I App. Total Right I Left I App. Total Right I Thru I ADD. Total Int. Total Peak Hour Analysis From 16:00 to 17:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 16:30 16:30 105 9 114 17 63 80 38 56 94 288 16:45 80 16 96 4 76 80 42 60 102 278 17:00 115 11 126 10 64 74 49 68 117 317 17:15 124 15 139 13 69 82 49 65 114 335 Total Volume 424 51 475 44 272 316 178 249 4271 1218 DI Our Peak Hour Data T0 nNiS� North � � fO c 3$ $ Peak Hour Begins at 78:30 Ca ; N N m rs+ �>ti � Twcks nab Fp Thm Pjaht 249 178 Q7 427 112 In Total Didiarcnn BnaA Burns Service Inc. 1202 Langdon Terrace Drive Indian Trail, NC, 28079 We Count because YOU Count File Name : Earlysville(Towncenter and August) AM Peak Site Code Start Date : 4/19/2018 Page No :1 Groups Printed- Cars +- Trucks Towncenter Drive August Lane Townoenter Drive Westbound Northbound Eastbound Slart Time Thru I Left I ADD. Total Right I Left I Apo. Total Right Thru I ADD. Total Int. Total 07:00 16 2 18 5 4 9 1 38 39 66 07:15 20 2 22 3 3 6 0 44 44 72 07:30 31 0 31 7 1 8 2 61 63 102 07:45 43 2 45 6 1 7 1 66 67 119 Total 110 6 116 21 9 30 4 209 213 359 08:00 35 2 37 4 3 7 2 69 71 115 08:15 28 8 36 9 0 9 0 62 62 107 08:30 30 2 32 6 3 9 0 42 42 83 08:45 49 1 50 4 1 5 1 52 53 108 Total 142 13 1551 23 7 30 3 225 2281 413 Grand Total 252 19 271 44 16 60 7 434 441 772 Apprch % 93 7 73.3 26.7 1.6 98.4 Total % 32.6 2.5 35.1 5.7 2.1 7.8 0.9 56.2 57.1 Cars + 252 19 271 44 16 60 7 434 441 772 % Cars + 100 100 100 100 100 100 100 100 100 100 Trucks 0 0 0 0 0 0 0 0 0 0 % Trucks 0 0 0 0 0 0 0 0 0 0 Burns Service Inc. 1202 Langdon Terrace Drive Indian Trail, NC, 28079 We Count because YOU Count File Name : Earlysville(Towncenter and August) AM Peak Site Code Start Date : 4/19/2018 Page No :2 Towncenter Drive Westbound August Lane Northbound Townoenter Drive Eastbound Start Time Thru I Left Ipp. Total Right I Left I App. Total Right Thru I Aw. Total Int. Total Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 07:30 31 0 31 7 1 8 2 61 63 102 07:45 43 2 45 6 1 7 1 66 67 119 08:00 35 2 37 4 3 7 2 69 71 115 08:15 28 8 36 9 0 9 0 62 62 107 Total Volume 137 12 149 26 5 31 5 258 2631 443 Peak Hour Data tS NcO North f. c 2 _R c c Peak Hour Begins at 07:30._- 8 P3 Cars+>, o N r9 Twcks O wa 4-1 F* R 5 26 17 1 Out In Total AImu51I ane Burns Service Inc. 1202 Langdon Terrace Drive Indian Trail, NC, 28079 We Count because YOU Count File Name : Earlysville(Towncenter and August) PM Peak Site Code Start Date : 4/19/2018 Page No :1 Groups Printed- Cars +- Trucks Towncenter Drive August Lane Townoenter Drive Westbound Northbound Eastbound Slart Time Thru I Left I ADD. Total Right I Left I App. Total Right Thru I ADD. Total Int. Total 16:00 66 7 73 3 1 4 2 45 47 124 16:15 71 6 77 4 1 5 2 53 55 137 16:30 70 8 78 7 5 12 4 46 50 140 16:45 87 7 94 3 0 3 1 52 53 150 Total 294 28 322 17 7 24 9 196 205 551 17:00 74 9 83 1 1 2 4 55 59 144 17:15 74 7 81 9 1 10 1 63 64 155 17:30 83 10 93 9 1 10 3 45 48 151 17:45 78 7 85 6 4 10 5 48 53 148 Total 309 33 3421 25 7 32 13 211 2241 598 Grand Total 603 61 664 42 14 56 22 407 429 1149 Apprch % 90.8 9.2 75 25 5.1 94.9 Total % 52.5 5.3 57.8 3.7 1.2 4.9 1.9 35.4 37.3 Cars + 602 61 663 42 14 56 22 407 429 1148 % Cars + 99.8 100 99.8 100 100 100 100 100 100 99.9 Trucks 1 0 1 0 0 0 0 0 0 1 % Trucks 0.2 0 0.2 0 0 0 0 0 0 0.1 Burns Service Inc. 1202 Langdon Terrace Drive Indian Trail, NC, 28079 We Count because YOU Count File Name : Earlysville(Towncenter and August) PM Peak Site Code Start Date : 4/19/2018 Page No :2 Towncenter Drive Westbound August Lane Northbound Townoenter Drive Eastbound Start Time Thru I Left Ipp. Total Right I Left I App. Total Right Thru I Aw. Total Int. Total Peak Hour Analysis From 16:00 to 17:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 16:45 16:45 87 7 94 3 0 3 1 52 53 150 17:00 74 9 83 1 1 2 4 55 59 144 17:15 74 7 81 9 1 10 1 63 64 155 17:30 83 10 93 9 1 10 3 45 48 151 Total Volume 318 33 351 22 3 25 9 215 2241 600 Peak Hour Data T w0� 2 North '� c c Peak Hour Begins at 76:45 rcZ Cam+ w r5 Twcks O ma 4-1 F* Left3 RioA 22 ® 2 Out In Total AUQUA Iane Willow Glen - Albemarle County, VA Existing (2021) Conditions 1: Dickerson Road & Towncenter Drive Timing Plan: AM Peak Hour Intersection Int Delay, siveh Movement 3.1 WBL WBR NBT NBR SBL SBT Lane Configurations jr + r + Traffic Vol, veh/h 94 53 330 218 61 203 Future Vol, veh/h 94 53 330 218 61 203 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 - 250 75 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 107 60 375 248 69 231 Major/Minor Minorl Majorl Major2 Conflicting Flow All 744 375 0 0 623 0 Stage 1 375 - - - - - Stage 2 369 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 382 671 - - 958 - Stage 1 695 - - - - - Stage 2 699 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 354 671 - - 958 - Mov Cap-2 Maneuver 354 - - - - - Stage 1 695 - - - - - Stage 2 649 - - - - - Approach WB NB SB HCM Control Delay, s 16.4 0 2.1 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 354 671 958 - HCM Lane V/C Ratio - - 0.302 0.09 0.072 - HCM Control Delay (s) - - 19.5 10.9 9.1 - HCM Lane LOS - - C B A - HCM 95th %tile O(veh) - - 1.2 0.3 0.2 - Synchro 9 Report RKA Page 1 Willow Glen - Albemarle County, VA Existing (2021) Conditions 2: August Lane & Towncenter Drive Timing Plan: AM Peak Hour Intersection Int Delay, siveh Movement 0.9 EBT EBR WBL WBT NBL NBR Lane Configurations 1s 4 Y Traffic Vol, veh/h 274 5 12 142 5 27 Future Vol, veh/h 274 5 12 142 5 27 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length - 0 - Veh in Median Storage, # 0 - 0 0 - Grade, % 0 - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 295 5 13 153 5 29 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 300 0 477 298 Stage 1 - - - - 298 - Stage 2 - - - - 179 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1261 - 547 741 Stage 1 - - - - 753 - Stage 2 - - - - 852 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1261 - 541 741 Mov Cap-2 Maneuver - - - - 541 - Stage 1 - - - - 753 - Stage 2 - - - - 843 - Approach EB WB NB HCM Control Delay, s 0 0.6 10,4 HCM LOS B Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile O(veh) RKA NBLn1 EBT EBR WBL WBT 701 - - 1261 - 0.049 - - 0.01 - 10.4 - - 7.9 0 B A A 0.2 0 - Synchro 9 Report Page 2 Willow Glen - Albemarle County, VA Existing (2021) Conditions 1: Dickerson Road & Towncenter Drive Timing Plan: PM Peak Hour Intersection Int Delay, siveh Movement 25.8 WBL WBR NBT NBR SBL SBT Lane Configurations I r + r + Traffic Vol, veh/h 292 45 257 184 53 438 Future Vol, veh/h 292 45 257 184 53 438 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 - 250 75 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 321 49 282 202 58 481 Major/Minor Minorl Majorl Major2 Conflicting Flow All 879 282 0 0 484 0 Stage 1 282 - - - - - Stage 2 597 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver - 318 757 - - 1079 - Stage 1 766 - - - - - Stage 2 550 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - 301 757 - - 1079 - Mov Cap-2 Maneuver - 301 - - - - - Stage 1 766 - - - - - Stage 2 520 - - - - - Approach WB NB SB HCM Control Delay, s 95.8 0 0.9 HCM LOS F Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 301 757 1079 - HCM Lane V/C Ratio - - 1.066 0.065 0.054 - HCM Control Delay (s) - - 109 10.1 8.5 - HCM Lane LOS - - F B A - HCM 95th %tile O(veh) - - 12.3 0.2 0.2 - Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defned ': All major volume in platoon Synchro 9 Report RKA Page 1 Willow Glen - Albemarle County, VA Existing (2021) Conditions 2: August Lane & Towncenter Drive Timing Plan: PM Peak Hour Intersection Int Delay, siveh 0.8 Movement EBT Lane Configurations Is Traffic Vol, veh/h 228 Future Vol, veh/h 228 Conflicting Peds, #/hr 0 Sign Control Free RT Channelized Storage Length Veh in Median Storage, Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 EBR WBL 9 9 0 Free None 34 34 0 Free uTR3�T *T Y 334 3 23 334 3 23 0 0 0 Free Stop Stop None - None # 0 0 0 0 0 0 0 93 93 93 93 93 93 2 2 2 2 2 2 245 10 37 359 3 25 jorl Major2 Minorl 0 0 255 0 683 250 - - - - 250 - - - 433 - 4.12 - 6.42 6.22 - - 5.42 - - - 5.42 - 2.218 - 3.518 3.318 1310 - 415 789 - - 792 - - - 654 - 1310 - 400 789 - - 400 - - - 792 - - - 631 - Approach EB WB NB HCM Control Delay, s 0 0.7 10.3 HCM LOS B Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile O(veh) NBLn1 EBT EBR WBL WBT 709 - - 1310 - 0.039 - - 0.028 - 10.3 - - 7.8 0 B A A 0.1 0.1 - Synchro 9 Report RKA Page 2 Willow Glen - Albemarle County, VA No -Build (2025) Conditions 1: Dickerson Road & Towncenter Drive Timing Plan: AM Peak Hour Intersection Int Delay, sNeh Movement 3.2 WBL WBR NBT NBR SBL SBT Lane Configurations ? + I + Traffic Vol, veh/h 98 55 345 228 64 212 Future Vol, veh/h 98 55 345 228 64 212 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 - 250 75 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 111 63 392 259 73 241 Major/Minor Minorl Majorl Major2 Conflicting Flow All 779 392 0 0 651 0 Stage 1 392 - - - - - Stage 2 387 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 364 657 - - 935 - Stage 1 683 - - - - - Stage 2 686 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 336 657 - - 935 - Mov Cap-2 Maneuver 336 - - - - - Stage 1 683 - - - - - Stage 2 632 - - - - - Approach WB NB SB HCM Control Delay, s 17.4 0 2.1 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 336 657 935 - HCM Lane V/C Ratio - - 0.331 0.095 0.078 - HCM Control Delay (s) - - 20.9 11.1 9.2 - HCM Lane LOS - - C B A - HCM 95th %tile O(veh) - - 1.4 0.3 0.3 - Synchro 9 Report RKA Page 1 Willow Glen - Albemarle County, VA No -Build (2025) Conditions 2: August Lane & Towncenter Drive Timing Plan: AM Peak Hour Intersection Int Delay, sNeh Movement 0.9 EBT EBR WBL WBT NBL NBR Lane Configurations 1s 4 Y Traffic Vol, veh/h 287 5 12 148 5 28 Future Vol, veh/h 287 5 12 148 5 28 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length - 0 - Veh in Median Storage, # 0 - 0 0 - Grade, % 0 - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 309 5 13 159 5 30 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 314 0 497 312 Stage 1 - - - - 312 - Stage 2 - - 185 - Critical Hdwy 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - 5.42 - Critical Hdwy Stg 2 - - 5.42 - Follow-up Hdwy 2.218 - 3.518 3.318 Pot Cap-1 Maneuver 1246 - 532 728 Stage 1 - - 742 - Stage 2 - - 847 - Platoon blocked, % Mov Cap-1 Maneuver 1246 - 526 728 Mov Cap-2 Maneuver - - 526 - Stage 1 - - 742 - Stage 2 - - 838 - Approach EB WB NB HCM Control Delay, s 0 0.6 10.5 HCM LOS B Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile O(veh) RKA NBLn1 EBT EBR WBL WBT 688 - - 1246 - 0.052 - - 0.01 - 10.5 - - 7.9 0 B A A 0.2 0 - Synchro 9 Report Page 2 Willow Glen - Albemarle County, VA No -Build (2025) Conditions 1: Dickerson Road & Towncenter Drive Timing Plan: PM Peak Hour Intersection Int Delay, sNeh Movement 34.8 WBL WBR NBT NBR SBL SBT Lane Configurations jr + 1 + Traffic Vol, veh/h 305 47 268 192 55 457 Future Vol, veh/h 305 47 268 192 55 457 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 - 250 75 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 335 52 295 211 60 502 Major/Minor Minorl Majorl Major2 Conflicting Flow All 917 295 0 0 506 0 Stage 1 295 - - - - - Stage 2 622 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver - 302 744 - - 1059 - Stage 1 755 - - - - - Stage 2 535 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - 285 744 - - 1059 - Mov Cap-2 Maneuver - 285 - - - - - Stage 1 755 - - - - - Stage 2 505 - - - - - Approach WB NB SB HCM Control Delay, s 129.7 0 0.9 HCM LOS F Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 285 744 1059 - HCM Lane V/C Ratio - - 1.176 0.069 0.057 - HCM Control Delay (s) - - 148.1 10.2 8.6 - HCM Lane LOS - - F B A - HCM 95th %tile O(veh) - - 14.8 0.2 0.2 - Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defned ': All major volume in platoon Synchro 9 Report RKA Page 1 Willow Glen - Albemarle County, VA No -Build (2025) Conditions 2: August Lane & Towncenter Drive Timing Plan: PM Peak Hour Intersection Int Delay, sNeh Movement 0.8 EBT EBR WBL WBT NBL NBR Lane Configurations Is aa' Y Traffic Vol, veh/h 238 9 35 349 3 24 Future Vol, veh/h 238 9 35 349 3 24 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length - 0 - Veh in Median Storage, # 0 - 0 0 - Grade, % 0 - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 256 10 38 375 3 26 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 266 0 712 261 Stage 1 - - - - 261 - Stage 2 - - 451 - Critical Hdwy 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - 5.42 - Critical Hdwy Stg 2 - - 5.42 - Follow-up Hdwy 2.218 - 3.518 3.318 Pot Cap-1 Maneuver 1298 - 399 778 Stage 1 - - 783 - Stage 2 - - 642 - Platoon blocked, % Mov Cap-1 Maneuver 1298 - 384 778 Mov Cap-2 Maneuver - - 384 - Stage 1 - - 783 - Stage 2 - - 618 - Approach EB WB NB HCM Control Delay, s 0 0.7 10.4 HCM LOS B Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile O(veh) RKA NBLn1 EBT EBR WBL WBT 698 - - 1298 - 0.042 - - 0.029 - 10.4 - - 7.9 0 B A A 0.1 0.1 - Synchro 9 Report Page 2 Willow Glen - Albemarle County, VA Build (2025) Conditions 1: Dickerson Road & Towncenter Drive Timing Plan: AM Peak Hour Intersection Int Delay, siveh Movement 4.6 WBL WBR NBT NBR SBL SBT Lane Configurations I r + 1 + Traffic Vol, veh/h 98 77 346 228 127 216 Future Vol, veh/h 98 77 346 228 127 216 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 - 250 75 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 111 88 393 259 144 245 Major/Minor Minorl Majorl Major2 Conflicting Flow All 926 393 0 0 652 0 Stage 1 393 - - - - - Stage 2 533 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 298 656 - - 935 - Stage 1 682 - - - - - Stage 2 588 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 252 656 - - 935 - Mov Cap-2 Maneuver 252 - - - - - Stage 1 682 - - - - - Stage 2 497 - - - - - Approach WB NB SB HCM Control Delay, s 21.8 0 3.5 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 252 656 935 - HCM Lane V/C Ratio - - 0.442 0.133 0.154 - HCM Control Delay (s) - - 30.1 11.3 9.6 - HCM Lane LOS - - D B A - HCM 95th %tile O(veh) - - 2.1 0.5 0.5 - Synchro 9 Report RKA Page 1 Willow Glen - Albemarle County, VA Build (2025) Conditions 2: August Lane & Towncenter Drive Timing Plan: AM Peak Hour Intersection Int Delay, siveh Movement 0.8 EBT EBR WBL WBT NBL NBR Lane Configurations 1s r' + Y Traffic Vol, veh/h 350 5 12 170 5 28 Future Vol, veh/h 350 5 12 170 5 28 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length - 0 - Veh in Median Storage, # 0 - 0 0 - Grade, % 0 - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 376 5 13 183 5 30 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 381 0 497 379 Stage 1 - - - - 379 - Stage 2 - - 118 - Critical Hdwy 4.13 - 6.63 6.23 Critical Hdwy Stg 1 - - 5.43 - Critical Hdwy Stg 2 - - 5.83 - Follow-up Hdwy 2.219 - 3.519 3.319 Pot Cap-1 Maneuver 1176 - 517 667 Stage 1 - - 691 - Stage 2 - - 895 - Platoon blocked, % Mov Cap-1 Maneuver 1176 - 511 667 Mov Cap-2 Maneuver - - 511 - Stage 1 - - 691 - Stage 2 - - 884 - Approach EB WB NB HCM Control Delay, s 0 0.5 11 HCM LOS B Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile O(veh) RKA NBLn1 EBT EBR WBL WBT 638 - - 1176 - 0.056 - - 0.011 - 11 - - 8.1 0 B A A 0.2 0 - Synchro 9 Report Page 2 Willow Glen - Albemarle County, VA Build (2025) Conditions 3: Dickerson Road & North Driveway Timing Plan: AM Peak Hour Intersection Int Delay, sNeh Movement 0.6 WBL WBR NBT NBR SBL SBT Lane Configurations ►yT 1� of Traffic Vol, veh/h 21 9 408 7 3 279 Future Vol, veh/h 21 9 408 7 3 279 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 - - Veh in Median Storage, # 0 - 0 - 0 Grade, % 0 - 0 - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 23 10 443 8 3 303 Major/Minor Minorl Majorl Major2 Conflicting Flow All 756 447 0 0 451 0 Stage 1 447 - - - - - Stage 2 309 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 376 612 - - 1109 - Stage 1 644 - - - - - Stage 2 745 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 375 612 - - 1109 - Mov Cap-2 Maneuver 375 - - - - - Stage 1 644 - - - Stage 2 743 - - - Approach WB NB SIB HCM Control Delay, s 14.2 0 0.1 HCM LOS B Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile O(veh) RKA NBT NBRWBLnl SBL SBT 424 1109 - 0.077 0.003 - 14.2 8.3 0 B A A 0.2 0 - Synchro 9 Report Page 3 Willow Glen - Albemarle County, VA Build (2025) Conditions 4: Dickerson Road & South Driveway Timing Plan: AM Peak Hour Intersection Int Delay, siveh Movement 1.2 WBL WBR NBT NBR SBL SBT Lane Configurations ►yT is of Traffic Vol, veh/h 46 8 407 16 3 297 Future Vol, veh/h 46 8 407 16 3 297 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 - - Veh in Median Storage, # 0 - 0 - 0 Grade, % 0 - 0 - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 50 9 442 17 3 323 Major/Minor Minorl Majorl Major2 Conflicting Flow All 780 451 0 0 459 0 Stage 1 451 - - - - - Stage 2 329 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 364 608 - - 1102 - Stage 1 642 - - - - - Stage 2 729 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 363 608 - - 1102 - Mov Cap-2 Maneuver 363 - - - - - Stage 1 642 - - - - - Stage 2 727 - - - - - Approach WB NB SIB HCM Control Delay, s 16 0 0.1 HCM LOS C Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile O(veh) RKA NBT NBRWBLnl SBL SBT 386 1102 - 0.152 0.003 - 16 8.3 0 C A A 0.5 0 - Synchro 9 Report Page 4 Willow Glen - Albemarle County, VA Build (2025) Conditions 1: Dickerson Road & Towncenter Drive Timing Plan: PM Peak Hour Intersection Int Delay, siveh Movement 53.7 WBL WBR NBT NBR SBL SBT Lane Configurations jr + 10 1 + Traffic Vol, veh/h 305 111 272 192 96 460 Future Vol, veh/h 305 111 272 192 96 460 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 - 250 75 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 335 122 299 211 105 505 Major/Minor Minorl Majorl Major2 Conflicting Flow All 1014 299 0 0 510 0 Stage 1 299 - - - - - Stage 2 715 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver - 264 741 - - 1055 - Stage 1 752 - - - - - Stage 2 485 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - 238 741 - - 1055 - Mov Cap-2 Maneuver - 238 - - - - - Stage 1 752 - - - Stage 2 437 - - - Approach WB NB SB HCM Control Delay, s 183.4 0 1.5 HCM LOS F Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 238 741 1055 - HCM Lane V/C Ratio - - 1.408 0.165 0.1 - HCM Control Delay (s) - - 246.2 10.8 8.8 - HCM Lane LOS - - F B A - HCM 95th %tile O(veh) - - 18.8 0.6 0.3 - Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defned ': All major volume in platoon Synchro 9 Report RKA Page 1 Willow Glen - Albemarle County, VA Build (2025) Conditions 2: August Lane & Towncenter Drive Timing Plan: PM Peak Hour Intersection Int Delay, siveh Movement 0.8 EBT EBR WBL WBT NBL NBR Lane Configurations 1s 0 Y Traffic Vol, veh/h 279 9 35 413 3 24 Future Vol, veh/h 279 9 35 413 3 24 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length - 0 - Veh in Median Storage, # 0 - 0 0 - Grade, % 0 - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 300 10 38 444 3 26 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 310 0 603 305 Stage 1 - - - - 305 - Stage 2 - - 298 - Critical Hdwy 4.13 - 6.63 6.23 Critical Hdwy Stg 1 - - 5.43 - Critical Hdwy Stg 2 - - 5.83 - Follow-up Hdwy 2.219 - 3.519 3.319 Pot Cap-1 Maneuver 1249 - 446 734 Stage 1 - - 747 - Stage 2 - - 728 - Platoon blocked, % Mov Cap-1 Maneuver 1249 - 428 734 Mov Cap-2 Maneuver - - 428 - Stage 1 - - 747 - Stage 2 - - 699 - Approach EB WB NB HCM Control Delay, s 0 0.7 10.5 HCM LOS B Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile O(veh) RKA NBLn1 EBT EBR WBL WBT 680 - - 1249 - 0.043 - - 0.03 - 10.5 - - 8 0.1 B A A 0.1 0.1 - Synchro 9 Report Page 2 Willow Glen - Albemarle County, VA Build (2025) Conditions 3: Dickerson Road & North Driveway Timing Plan: PM Peak Hour Intersection Int Delay, sNeh Movement 0.4 WBL WBR NBT NBR SBL SBT Lane Configurations ►yT ?'s of Traffic Vol, veh/h 14 5 320 21 9 520 Future Vol, veh/h 14 5 320 21 9 520 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 - - Veh in Median Storage, # 0 - 0 - 0 Grade, % 0 - 0 - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 15 5 348 23 10 565 Major/Minor Minorl Majorl Major2 Conflicting Flow All 945 360 0 0 371 0 Stage 1 360 - - - - - Stage 2 585 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 291 684 - - 1188 - Stage 1 706 - - - - - Stage 2 557 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 288 684 - - 1188 - Mov Cap-2 Maneuver 288 - - - - - Stage 1 706 - - - - - Stage 2 550 - - - - - Approach WB NB SB HCM Control Delay, s 16.3 0 0.1 HCM LOS C Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile O(veh) RKA NBT NBRWBLnl SBL SBT 340 1188 - 0.061 0.008 - 16.3 8.1 0 C A A 0.2 0 - Synchro 9 Report Page 3 Willow Glen - Albemarle County, VA Build (2025) Conditions 4: Dickerson Road & South Driveway Timing Plan: PM Peak Hour Intersection Int Delay, siveh Movement 0.7 WBL WBR NBT NBR SBL SBT Lane Configurations Y ll' of Traffic Vol, veh/h 30 5 336 47 8 526 Future Vol, veh/h 30 5 336 47 8 526 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 - - Veh in Median Storage, # 0 - 0 - 0 Grade, % 0 - 0 - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 33 5 365 51 9 572 Major/Minor Minorl Majorl Major2 Conflicting Flow All 981 391 0 0 416 0 Stage 1 391 - - - - - Stage 2 590 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 277 658 - - 1143 - Stage 1 683 - - - - - Stage 2 554 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 274 658 - - 1143 - Mov Cap-2 Maneuver 274 - - - - - Stage 1 683 - - - Stage 2 547 - - - Approach WB NB SIB HCM Control Delay, s 18.8 0 0.1 HCM LOS C Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile O(veh) RKA NBT NBRWBLnl SBL SBT 299 1143 - 0.127 0.008 - 18.8 8.2 0 C A A 0.4 0 - Synchro 9 Report Page 4 Willow Glen - Albemarle County, VA Build (2025) Conditions - Signal 1: Dickerson Road & Towncenter Drive Timing Plan: AM Peak Hour f- t t P �► j Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations tf if + f ►j Traffic Volume (vph) 98 77 346 228 127 216 Future Volume (vph) 98 77 346 228 127 216 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (H) 0 0 250 75 Storage Lanes 1 1 1 1 Taper Length lit) 100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Fit Protected 0.950 0.950 Satd. Flow (prof) 1770 1583 1863 1583 1770 1863 Fit Permitted 0.950 0.530 Satd. Flow (perm) 1770 1583 1863 1583 987 1863 Right Turn on Red Yes Yes Satd. Flow (RTOR) 88 259 Link Speed (mph) 25 45 45 Link Distance (ft) 362 852 761 Travel Time (s) 9.9 12.9 11.5 Adj. Flow (vph) 111 88 393 259 144 245 Lane Group Flow (vph) 111 88 393 259 144 245 Turn Type Prot Perm NA Perm Perm NA Protected Phases 8 2 6 Permitted Phases 8 2 6 Detector Phase 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 24.0 24.0 24.0 24.0 24.0 24.0 Total Split (s) 32.0 32.0 58.0 58.0 58.0 58.0 Total Split (%) 35.6% 35.6% 64.4% 64.4% 64.4% 64.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead -Lag Optimize? Recall Mode None None Min Min Min Min Act Effct Green (s) 8.1 8.1 22.0 22.0 22.0 22.0 Actuated g/C Ratio 0.21 0.21 0.58 0.58 0.58 0.58 vlc Ratio 0.29 0.22 0.36 0.25 0.25 0.23 Control Delay 15.9 5.9 7.7 1.9 8.0 6.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.9 5.9 7.7 1.9 8.0 6.8 LOS B A A A A A Approach Delay 11.5 5.4 7.2 Approach LOS B A A Queue Length 50th (ft) 17 0 47 0 16 27 Queue Length 95th (ft) 56 25 103 23 45 63 Internal Link Dist (ft) 282 772 681 Turn Bay Length (ft) 250 75 Synchro 10 Report RKA Page 1 Willow Glen - Albemarle County, VA Build (2025) Conditions - Signal 1: Dickerson Road & Towncenter Drive Timing Plan: AM Peak Hour Lane Group WBL WBR NBT NBR SBL SBT Base Capacity (vph) 1248 1142 1863 1583 987 1863 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reducin 0 0 0 0 0 0 Reduced vlc Ratio 0.09 0.08 0.21 0.16 0.15 0.13 Intersection Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 37.8 Natural Cycle: 50 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.36 Intersection Signal Delay: 6.9 Intersection LOS: A Intersection Capacity Utilization 45.7% ICU Level of Service A Analysis Period (min)15 ana rnases: is uicKerson r<oaa & i owncemer unve Synchro 10 Report RKA Page 2 Willow Glen - Albemarle County, VA Build (2025) Conditions - Signal 1: Dickerson Road & Towncenter Drive Timing Plan: PM Peak Hour f- t t P �► 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations tf If + f ►j Traffic Volume (vph) 305 111 272 192 96 460 Future Volume (vph) 305 111 272 192 96 460 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 250 75 Storage Lanes 1 1 1 1 Taper Length (ft) 100 100 Satd. Flow (prof) 1770 1583 1863 1583 1770 1863 Fit Permitted 0.950 0.578 Satd. Flow (perm) 1770 1583 1863 1583 1077 1863 Right Turn on Red Yes Yes Satd. Flow (RTOR) 122 211 Link Speed (mph) 25 45 45 Link Distance (ft) 362 852 761 Travel Time (s) 9.9 12.9 11.5 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%) Lane Group Flow (vph) 335 122 299 211 105 505 Turn Type Prot Perm NA Perm Perm NA Protected Phases 8 2 6 Permitted Phases 8 2 6 Detector Phase 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 24.0 24.0 24.0 24.0 24.0 24.0 Total Split (s) 30.0 30.0 60.0 60.0 60.0 60.0 Total Split (%) 33.3% 33.3% 66.7% 66.7% 66.7% 66.7% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead -Lag Optimize? Recall Mode None None Min Min Min Min Act Effct Green (s) 15.0 15.0 21.7 21.7 21.7 21.7 Actuated g/C Ratio 0.30 0.30 0.44 0.44 0.44 0.44 vlc Ratio 0.62 0.22 0.37 0.26 0.22 0.62 Control Delay 22.0 4.8 11.1 2.6 10.6 14.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 22.0 4.8 11.1 2.6 10.6 14.9 LOS C A B A B B Approach Delay 17.4 7.6 14.1 Approach LOS B A B Queue Length 50th (ft) 80 0 50 0 16 98 Queue Length 95th (ft) 191 31 125 30 52 230 Internal Link Dist (ft) 282 772 681 Turn Bay Length (ft) 250 75 Base Capacity (vph) 917 879 1762 1508 1018 1762 Starvation Cap Reductn 0 0 0 0 0 0 Synchro 9 Report RKA Page 1 Willow Glen - Albemarle County, VA Build (2025) Conditions - Signal 1: Dickerson Road & Towncenter Drive Timing Plan: PM Peak Hour Lane Group WBL WBR NBT NBR SBL SBT Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reducin 0 0 0 0 0 0 Reduced vlc Ratio 0.37 0.14 0.17 0.14 0.10 0.29 Intersection Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 49.6 Natural Cycle: 50 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.63 Intersection Signal Delay:13.0 Intersection Capacity Utilization 51.5% Analysis Period (min)15 6ulq Intersection LOS: B ICU Level of Service A Synchro 9 Report RKA Page 2 LANE SUMMARY ® Site: 1 [Dickerson Road at Towncenter Drive - AM (Site Folder: Build 202511 Willow Glen - Albemarle County, VA Build (2025) Conditions AM Peak Hour Site Category: (None) Roundabout Lane 1d 624 2.0 1087 0.574 100 10.5 LOS B 5.1 128.7 Full 1600 0.0 0.0 Approach 624 2.0 0.574 10.5 LOS B 5.1 128.7 East: Towncenter Drive (wB) Lane 1d 189 2.0 861 0.220 100 6.5 LOSA 1.3 33.2 Full 1600 0.0 0.0 Approach 189 2.0 0.220 6.5 LOSA 1.3 33.2 North: Dickerson Road (SB) Lane 1d 369 2.0 1115 0.331 100 6.5 LOSA 2.3 58.3 Full 1600 0.0 0.0 Approach 369 2.0 0.331 6.5 LOSA 2.3 58.3 Intersectio 1182 2 0 0.574 8.6 LOS A 5.1 128.7 n Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane. LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6). Roundabout Capacity Model: SIDRA Standard. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap -Acceptance Capacity: SIDRA Standard (Ak9elik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. d Dominant lane on roundabout approach South: Dickerson Road (NB) Lane 1 376 248 624 2.0 1087 0.574 100 NA NA Approach 376 248 624 2.0 0.574 Lane 1 105 Approach 105 North: Dickerson Road 84 189 84 189 2.0 2.0 861 0.220 0.220 100 NA NA Lane 1 137 232 369 2.0 1115 0.331 100 NA NA Approach 137 232 369 2.0 0.331 Total-. Intersection 1182 2.0 0.574 Lane flow rates given in this report are based on the arrival flow rates subject to upstream capacity constraint where applicable. South Exit: Dickerson Road (NB) Merge Type: Not Applied Full Length Lane 1 Merge Analysis not applied. East Exit: Towncenter Drive (WB) Merge Type: Not Applied Full Length Lane 1 Merge Analysis not applied. North Exit: Dickerson Road (SB) Merge Type: Not Applied Full Length Lane 1 Merge Analysis not applied. SIDRA INTERSECTION 9.0 j Copyright 0 2000-2020 Akcelik and Associates Pty Ltd I sidrdsolutions.com Organisation: RAMEY KEMP & ASSOCIATES, INC. I Licence: PLUS / Enterpnse I Processed: Monday, March 15, 2021 12:37:42 PM Project: X12021 Projects%21032 - Willow Glen Apartments -Albemarle County, VA\Sidra\Dickerson at Towncentersip9 LANE LEVEL OF SERVICE Lane Level of Service 8 Site: 1 [Dickerson Road at Towncenter Drive - AM (Site Folder: Build 2025)] Willow Glen -Albemarle County, VA Build (2025) Conditions AM Peak Hour Site Category: (None) Roundabout Approaches Intersection South East North LOS B A A A 1N U O ve (WB) Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane. LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6). Delay Model: HCM Delay Formula (Geometric Delay is not included). SIDRA INTERSECTION 9.0 1 Copyright © 2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: RAMEY KEMP & ASSOCIATES, INC. I Licence: PLUS / Enterprise I Processed: Monday, March 15, 2021 12:37:42 PM Project: X:\2021 Projects\21032 - Willow Glen Apartments - Albemarle County, VA\Sidra\Dickerson at Towncenter.sip9 LANE SUMMARY ® Site: 1 [Dickerson Road at Towncenter Drive - PM (Site Folder: Build 202511 Willow Glen - Albemarle County, VA Build (2025) Conditions PM Peak Hour Site Category: (None) Roundabout Lane 1d 504 2.0 1110 0.454 100 8.2 LOSA 3.8 97.6 Full 1600 0.0 0.0 Approach 504 2.0 0.454 8.2 LOSA 3.8 97.6 East: Towncenter Drive (W I) Lane 1d 449 2.0 934 0.480 100 9.8 LOSA 3.5 88.8 Full 1600 0.0 0.0 Approach 449 2.0 0.480 9.8 LOSA 3.5 88.8 North: Dickerson Road (SB) Lane 1d 598 2.0 893 0.670 100 15.2 LOS C 9.7 245.1 Full 1600 0.0 0.0 Approach 598 2.0 0.670 15.2 LOS C 9.7 245.1 Intersectio 1551 2.0 0.670 11.3 LOS B 9.7 245.1 n Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane. LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6). Roundabout Capacity Model: SIDRA Standard. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap -Acceptance Capacity: SIDRA Standard (Ak9elik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. d Dominant lane on roundabout approach South: Dickerson Road (NB) Lane 1 296 209 504 2.0 1110 0.454 100 NA NA Approach 296 209 504 2.0 0.454 Lane 1 328 Approach 328 North: Dickerson Road 121 449 121 449 2.0 2.0 934 0.480 0.480 100 NA NA Lane 1 103 495 698 2.0 893 0.670 100 NA NA Approach 103 495 598 2.0 0.670 Total-. Intersection 1551 2.0 0.670 Lane flow rates given in this report are based on the arrival flow rates subject to upstream capacity constraint where applicable. South Exit: Dickerson Road (NB) Merge Type: Not Applied Full Length Lane 1 Merge Analysis not applied. East Exit: Towncenter Drive (WB) Merge Type: Not Applied Full Length Lane 1 Merge Analysis not applied. North Exit: Dickerson Road (SB) Merge Type: Not Applied Full Length Lane 1 Merge Analysis not applied. SIDRA INTERSECTION 9.0 j Copyright 0 2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: RAMEY KEMP & ASSOCIATES, INC. I Licence: PLUS / Enterpnse I Processed: Monday, March 15, 2021 12:37:41 PM Project: X12021 Projects%21032 - Willow Glen Apartments -Albemarle County, VA\Sidra\Dickerson at Towncentersip9 LANE LEVEL OF SERVICE Lane Level of Service 8 Site: 1 [Dickerson Road at Towncenter Drive - PM (Site Folder: Build 2025)] Willow Glen -Albemarle County, VA Build (2025) Conditions PM Peak Hour Site Category: (None) Roundabout Approaches Intersection South East North LOS A A 1N U O ve (WB) Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane. LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6). Delay Model: HCM Delay Formula (Geometric Delay is not included). SIDRA INTERSECTION 9.0 1 Copyright © 2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: RAMEY KEMP & ASSOCIATES, INC. I Licence: PLUS / Enterprise I Processed: Monday, March 15, 2021 12:37:41 PM Project: X:\2021 Projects\21032 - Willow Glen Apartments - Albemarle County, VA\Sidra\Dickerson at Towncenter.sip9 F-64 WARRANT FOR LEFT -TURN STORAGE LANES ON TWO-LANE HIGHWAY :11 = 700 a. 600 w Z) 500 J O > 400 (7 Z Fn 300 O a 200 O > 100 :11 = 700 a > 600 w 500 J O > 400 0 Z 300 O a a 200 O a > 100 ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ S � Storage Length Require ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■ llMlMEMMM ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ MMMMMMMMMMMEMMlKlM ■■■■■■■■■■■■■■■■U ■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ME MMMEMMM MEMO No ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ u 200 400 600 800 1000 VA ADVANCING VOLUME (VPH) FIGURE 3-11 u 200 400 600 800 1000 VA ADVANCING VOLUME (VPH) FIGURE 3-12 F-96 120 x 100 0 x x a¢ W a 80 U w J U_ S W to 60 2 S F- F x 0 40 it S a 20 PHV APPROACH TOTAL, VEHICLES PER HOUR Appropriate Radius required at all Intersections and Entrances (Commercial or Private). LEGEND PHV - Peak Hour Volume (also Design Hourly Volume equivalent) Adjustment for Right Turns For posted speeds at or under 45 mph, PHV right turns > 40, and PHV total < 300. Adjusted right turns = PHV Right Turns - 20 If PHV is not known use formula: PHV = ADT x K x D K = the percent of AADT occurring in the peak hour D = the percent of traffic in the peak direction of flow Note: An average of 11 % for K x D will suffice. When right turn facilities are warranted, see Figure 3-1 for design criteria. FIGURE 3-26 WARRANTS FOR RIGHT TURN TREATMENT (2-LANE HIGHWAY) Rev. 1/15 F-64 WARRANT FOR LEFT -TURN STORAGE LANES ON TWO-LANE HIGHWAY :11 = 700 a. 600 w Z) 500 J O > 400 (7 Z Fn 300 O a 200 O > 100 :11 = 700 a > 600 w 500 J O > 400 0 Z 300 O a a 200 O a > 100 ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ S � Storage Length Require ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■ llMlMEMMM ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ MMMMMMMMMMMEMMlKlM ■■■■■■■■■■■■■■■■U ■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ME MMMEMMM MEMO No ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ u 200 400 600 800 1000 VA ADVANCING VOLUME (VPH) FIGURE 3-11 u 200 400 600 800 1000 VA ADVANCING VOLUME (VPH) FIGURE 3-12 F-96 120 x 100 0 x x a¢ W a 80 U w J U_ S W to 60 2 S F- F x 0 40 it S a 20 PHV APPROACH TOTAL, VEHICLES PER HOUR Appropriate Radius required at all Intersections and Entrances (Commercial or Private). LEGEND PHV - Peak Hour Volume (also Design Hourly Volume equivalent) Adjustment for Right Turns For posted speeds at or under 45 mph, PHV right turns > 40, and PHV total < 300. Adjusted right turns = PHV Right Turns - 20 If PHV is not known use formula: PHV = ADT x K x D K = the percent of AADT occurring in the peak hour D = the percent of traffic in the peak direction of flow Note: An average of 11 % for K x D will suffice. When right turn facilities are warranted, see Figure 3-1 for design criteria. FIGURE 3-26 WARRANTS FOR RIGHT TURN TREATMENT (2-LANE HIGHWAY) Rev. 1/15