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ZMA202100001 Correspondence 2022-03-21 (5)
RAMEY KEMP ASSOCIATES Moving forward. March 21, 2022 Mr. Kevin McDermott, AICP Chief of Planning Community Development Department 401 McIntire Road Charlottesville, Virginia 22902 Phone: (434) 296-5832 Reference: Willow Glen Apartments — Revised 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: ■ Dickerson Road at Towncenter Drive (January 2022) ■ Towncenter Drive at August Lane (April 2018) The April 2018 turning movement volumes were increased by an annual rate of 1.1 % for four years to estimate the existing 2022 peak hour volumes and the through volumes were balanced with the Towncenter Drive intersection. The traffic count data are enclosed, and the existing 2022 volumes are shown in Figure 4. Transportation Consulting that moves us I<Alk forward. rameykemp.com RAMEY KEMP ASSOCIATES Willow Glen Apartments — TIA Moving forward. Background Traffic Growth Based on historical ADT's and discussion with you and VDOT, the 2022 peak hour traffic volumes were grown by an annual rate of 1.1% for three 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 — IO'h Edition. Table 1 ITE Trip Generation — Weekday —10t" Edition Weekday AM Peak Hour PM Peak Hour Land Use Size Daily Traffic v h (p) ( v ph ) (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 judgment: ■ 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) 6' 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 (see) (Delay) sec WBLt B 12.3 13 C 17.3 53 WBRI A 9.5 3 A 9.6 3 Existing (2022) NBT - - - N/A3 - - N/A3 Traffic Conditions NBR - - - - - SBLZ A 8.0 3 A 8.1 3 SBT WBL' B 12.6 15 C 18.2 58 WBRI A 9.5 3 A 9.6 5 No -Build (2025) NBT - - - N/A3 - - N/A3 Traffic Conditions NBR - - - - - SBL2 A 8.1 3 A 8.1 3 SBT - - WBLI C 15.4 20 C 23.1 75 WBRI A 9.7 5 B 10.1 13 Build (2025) NBT - - - N/A3 N/A3 Traffic Conditions NBR - - - - - SBL2 A 8.3 8 A 8.3 5 SBT Build 2025 ( ) Wwill,B 11.7 32 B 12.7 77 Traffic Conditions WBR NBT A A 4.6 7.4 14 50 A A B 3.9 10.4 22 72 A Alternative A- NBR A 2.3 17 (6.7 seC) A 3.2 23 (9.2 sec) Signalized SBL A 7.6 27 A 10.0 34 SBT A 7.3 43 B 10.5 74 Build (2025) Traffic Conditions WBL/R A 4.9 20 A A 7.0 52 A NBT/R A 6.2 52 A 6.3 56 Alternah've B - SBUT A 5.3 38 (5.6 seC) A 6.9 52 (6.7 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 major street left turn movement and minor street approach currently operate with short delays (less than 25 seconds) during the AM and PM peak hours. Under no -build conditions, the major street left turn movement and minor street approach are expected to continue to operate with short delays (less than 25 seconds) during the AM and PM peak hours. Under build conditions, the major street left turn movement and minor street approach are expected to continue to operate with short delays (less than 25 seconds) during the AM and PM peak hours. Transportation 3 Consulting that moves us forward. rameykemp.com RAMEY KEMP ASSOCIATES Moving forward. Willow Glen Apartments — TIA In the original TIA submittal, two alternatives were evaluated to improve the operation of this intersection. However, existing 2022 count data shows significantly lower peak hour volumes than the 2018 counts used in the original TIA. Analysis results based on the 2022 count data indicate the intersection currently operates acceptably and is expected to continue to do so in the future. The alternative configuration scenarios were still analyzed to be consistent with the original TIA submittal. Table 3 shows that the projected build 2025 traffic volumes do not meet any of the Manual on Uniform Traffic Control Devices (MUTCD) traffic signal warrants. Table 3 MUTCD Traffic Signal Warrants — 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 6:00 AM 187 24 No No No No No No 7:00 AM 421 82 No No No No No No 8:00 AM 399 103 No No Yes No No No 9:00 AM 290 92 No No No No No No 10:00 AM 242 90 No No No No No No 11:00 AM 277 99 No No No No No No 12:00 PM 298 151 No No No No No No 1:00 PM 285 122 No No No No No No 2:00 PM 343 132 No No Yes No No No 3:00 PM 369 179 No No Yes No No No 4:00 PM 498 202 Yes No Yes No Yes No 5:00 PM 502 203 Yes No Yes No Yes No 6:00 PM 372 147 No No Yes No No No 7:00 PM 217 106 No No No No No No Hours Required 8 8 8 8 4 1 Total Hours Met 2 0 6 0 2 0 Warrant Met? No No No No No Analysis results of build 2025 conditions with a traffic signal indicate the intersection would be anticipated to operate at LOS A during the AM and PM peak hours. With a one -lane roundabout, this intersection is also projected to operate at LOS A during the AM and PM peak hours at build -out of the site. Neither configuration is recommended based on the updated analysis results. No improvements are warranted or recommended at this intersection at build -out of the proposed community. n rameykemp.com Transportation Consulting that moves us forward. RAMEY KEMP ASSOCIATES Moving forward. Willow Glen Apartments — TIA 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 Lane Queue Overall LOS Delay ()ft LOS LOS Delay t fr l LOS sec (Delay)' sec (Delay)3 Existing (2022) EBT/R WBLfl2 A 7.6 0 N/A A 7.7 3 N/A Traffic Conditions NBL/R A 9.4 3 A 9.6 3 No Build (2025) EBT/R WBLW A 7.6 0 N/A A 7.7 3 N/A Traffic Conditions NBL/R A 9.4 3 A 9.7 3 Build (2025) EBT/R - - - - wB' A 7.7 0 N/A A 7.8 3 N/A Traffic Conditions NBL/R A 9.9 3 B Mo 3 1. Level of service for minor approach 2. Level of service for major street left -turn movement 3. HCM methodology does not provide lane group or overall LOS, delay, and queue lengths for major street through movements or right turns at unsignalized intersections. Capacity analysis indicates that the major street left turn movement and minor street approach currently operate with short delays (less than 25 seconds) during the AM and PM peak hours and are expected to continue to do so in the future under no -build and build conditions. 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 South Site Driveway, and the Synchro outputs are enclosed for reference. Table 5 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 LOS Delay �f LOS Delay �ftl LOS sec DelayLOS sec (Delay) Build 2025 ( ) wBL/R' B 11.9 8 B 13.3 8 NBT/R N/A3 - - N/A3 Traffic Conditions SBL/f2 A 7.8 0 A 8.0 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 major street left turn movement and minor street approach are expected to operate with short delays (less than 25 seconds) during the AM and PM peak hours, with queue lengths of just one vehicle. '"R 1<)k Ik 5 rameykemp.com Transportation Consulting that moves us forward. RAMEY KEMP ASSOCIATES Moving forward Table 6 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 6 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 Delay Queue Overall LOS LOS Delay (see (k) LOS els LOS see ($) (Delay) Build (2025) WBL/R' B 11.1 5 N/A3 B 1 12.2 3 N/A3 Traffic Conditions NBT/R SBLrr2 A - 7.7 - o A 7.9 0 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. Under build conditions, the major 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. Recommendations Based on the trip generation potential of the proposed neighborhood and the capacity analysis results, a right turn taper is warranted and recommended on the northbound approach of Dickerson Drive at the South Site Driveway. Please contact me at (919) 987-1283 if you have any questions regarding the contents or findings of this T1A. Sincerely yours, Ramey Kemp Associates, Inc. �*EALTft t V �c� JEU►CA MOL7.CRE Lic Y4 nen,5 Jessica McClure, P.E. ! 312 "?' State Traffic Engineering Lead 'to Enclosures: Figures, traffic count da idra calculations and PC Warrants output Copy to: Mr. Adam Moore, P.E., VDOT Mr. George Ray, Dickerson Ridge, LLC Mr. Steve Edwards, Edwards Design Studio """"R I<Alk outputs, VDOT turn lane warrants, signal warrant 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 s� +��, REZONING PRO AMENDMENT APPLICATION FOR —�� = WILLOW GLENides '°"N'""'° CO"" Plan Charfolleswile, Vi mia Moving forward. [(A.Willow Glen Apartments Preliminary Site Plan Albemarle County, Virginia RAMEY KEMV ASSOCIATES Scale: Not to Scale I 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 N M 29 (36) f 101(230) 77 (197) 13 (s6) Towncenter Drive (► (15'� 140 � � �► rn (10) 5 �^ N v N T O " T ^ Dickerson August Road Lane LEGEND X (Y) AM (PM) Peak How Moving forward. I(Alk Existing Volumes 22) Willow Glen Apartments Peak Hour Traffic ic volumes Albemarle County, Virginia RAMEY KEMP ASSOCIATES Scale: Not to Scale Figure 4 Dickerson Road a_ N, oo 30 (37) f 105 (238) N r 80 (204) 13 (37) �► 1 Towncenter T (► (162) 145 Drive o (10) 5 '� N N � Dickerson August Road Lane LEGEND X (I) AM (PM) Peak Hour Moving forward. I(Alk No -Build fiPeak 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 _ N � 9 (5) 21 (14) North Driveway M l� INN I SiteN N 8 (5) l► (r 46 (30) South I1 Driveway `J . _ _ N . . . . . J � N 52 (101) f 127 (302) l 80 (204) 13 (37) Towncenter (203) 208 �► Drive (' (10)5 v N _O 7 N M. Dickerson August Road Lane LEGEND X (Y) AM (PM) Peak Hour Movingfomard I(AlkBuild (2025) Peak Hour Traffi Willow Glen Apartments volumes Albemarle County, Virginia RAMEY KEMP ASSOCIATES Scale: Not to Scale Figure 8 Dickerson Road _ _ _ _ _ _ _ _ _ _ _ _I North Driveway Site I South Driveway J 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 ED)S TRAFFIC DATA COLLECTION File Name : Willow Glen(Dickerson and Towncenter) Site Code Start Date : 1/27/2022 Page No 1 Grouos Printed- Cars +- Trucks Dickerson Road Towncenter Drive Dickerson Road Southbound Westbound Northbound Start Time Thru Left I App. Total Right Left App. Total Right Thru App. Total Int. Total 06:00 AM 8 1 9 0 3 3 4 11 15 27 06:15 AM 6 2 8 0 4 4 11 14 25 37 06:30 AM 14 0 14 3 8 11 12 28 40 65 06:45 AM 17 0 17 5 4 9 10 43 53 79 Total 45 3 48 8 19 27 37 96 133 208 07:00 AM 16 1 17 4 4 8 17 28 45 70 07:15 AM 22 1 23 3 10 13 25 48 73 109 07:30 AM 40 6 46 5 20 25 31 42 73 144 07:45 AM 39 7 46 7 23 30 34 56 90 166 Total 117 15 1321 19 57 76 107 174 281 1 489 08:00 AM 29 4 33 12 11 23 25 41 66 122 08:15 AM 37 3 40 2 21 23 31 49 80 143 08:30 AM 43 5 48 8 22 30 36 33 69 147 08:45 AM 27 3 30 9 29 38 35 46 81 149 Total 136 15 151 1 31 83 114 127 169 2961 561 09:00 AM 25 2 27 5 15 20 32 25 57 104 09:15 AM 24 3 27 4 20 24 21 22 43 94 09:30 AM 33 6 39 2 22 24 15 36 51 114 09:45 AM 26 5 31 6 24 30 31 36 67 128 Total 108 16 1241 17 81 98 99 119 2181 440 10:00 AM 18 2 20 7 17 24 21 22 43 87 10: 15 AM 32 0 32 3 21 24 26 26 52 108 10:30 AM 26 1 27 4 23 27 24 22 46 100 10:45 AM 24 0 24 8 26 34 14 35 49 107 Total 100 3 1031 22 87 109 85 105 1901 402 11:00 AM 18 3 21 7 23 30 28 30 58 109 11:15 AM 16 3 19 5 29 34 30 28 58 111 11:30 AM 27 3 30 3 22 25 24 27 51 106 11:45 AM 32 9 41 4 22 26 24 40 64 131 Total 93 18 111 1 19 96 115 106 125 231 1 457 12:00 PM 35 3 38 8 31 39 30 29 59 136 12:15 PM 37 7 44 7 38 45 37 24 61 150 12:30 PM 30 6 36 6 37 43 34 29 63 142 12:45 PM 27 7 34 7 40 47 23 21 44 125 Total 129 23 1521 28 146 174 124 103 2271 553 01:00 PM 31 5 36 7 34 41 20 29 49 126 01:15 PM 19 4 23 10 34 44 30 29 59 126 01:30 PM 37 6 43 7 19 26 18 26 44 113 01:45 PM 25 3 28 2 31 33 25 31 56 117 Total 112 18 1301 26 118 144 93 115 2081 482 ED)S TRAFFIC DATA COLLECTION File Name : Willow Glen(Dickerson and Towncenter) Site Code Start Date : 1/27/2022 Page No : 2 Grows Printed- Cars +- Trucks Dickerson Road Towncenter Drive Dickerson Road Southbound Westbound Northbound Start Time Thru I Left I ADD. Total Right Left I ADD. Total Right Thru ADD. Total Int. Total 02:00 PM 38 2 40 5 31 36 24 39 63 139 02:15 PM 28 3 31 6 31 37 24 40 64 132 02:30 PM 41 6 47 4 29 33 21 29 50 130 02:45 PM 27 2 29 2 37 39 38 39 77 145 Total 134 13 147 17 128 145 107 147 254 546 03:00 PM 49 5 54 5 47 52 31 36 67 173 03:15 PM 37 5 42 3 45 48 28 35 63 153 03:30 PM 44 1 45 5 43 48 20 40 60 153 03:45 PM 32 3 35 7 38 45 27 29 56 136 Total 162 14 1761 20 173 193 106 140 2461 615 04:00 PM 58 3 61 5 42 47 40 42 82 190 04:15 PM 47 4 51 5 51 56 27 51 78 185 04:30 PM 54 7 61 8 48 56 41 58 99 216 04:45 PM 46 5 51 9 54 63 27 45 72 186 Total 205 19 2241 27 195 222 135 196 331 1 777 05:00 PM 68 13 81 11 49 60 29 47 76 217 05:15 PM 39 12 51 8 46 54 33 49 82 187 05:30 PM 40 13 53 11 53 64 31 46 77 194 05:45 PM 42 3 45 5 39 44 26 40 66 155 Total 189 41 2301 35 187 222 119 182 301 1 753 06:00 PM 30 10 40 6 48 54 22 30 52 146 06:15 PM 27 1 28 3 38 41 21 20 41 110 06:30 PM 26 2 28 2 25 27 18 9 27 82 06:45 PM 21 5 26 1 31 32 17 19 36 94 Total 104 18 1221 12 142 154 78 78 1561 432 07:00 PM 22 3 25 3 42 45 14 11 25 95 07:15 PM 19 2 21 3 30 33 7 15 22 76 07:30 PM 17 6 23 3 17 20 9 5 14 57 07:45 PM 13 6 19 4 14 18 6 10 16 53 Total 71 17 881 13 103 116 36 41 771 281 Grand Total 1705 233 1938 294 1615 1909 1359 1790 3149 6996 Apprch % 88 12 15.4 84.6 43.2 56.8 Total % 24.4 3.3 27.7 4.2 23.1 27.3 19.4 25.6 45 Cars + 1640 231 1871 288 1589 1877 1339 1723 3062 6810 % Cars + 96.2 99.1 96.5 98 98.4 98.3 98.5 96.3 97.2 97.3 Trucks 65 2 67 6 26 32 20 67 87 186 % Trucks 3.8 0.9 3.5 2 1.6 1.7 1.5 3.7 2.8 2.7 ED)S TRAFFIC DATA COLLECTION File Name Site Code Start Date Page No Willow Glen(Dickerson and Towncenter) 1 /27/2022 3 Dickerson Road Souhbound Towncenter Drive I Westbound Dickerson Road Northbound Start Time I Thru I Left I App. Total I Right I Left I ADD. Total Right Thru I ADD. Total Int. Total Peak Hour Analyss From 06:00 AM t0 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 39 7 46 7 23 30 34 56 90 166 08:00 AM 29 4 33 12 11 23 25 41 66 122 08:15 AM 37 3 40 2 21 23 31 49 80 143 0830 AM 43 5 48 8 22 30 36 33 69 147 Total Volume 1 148 19 1671 29 77 106 126 179 3051 578 DI out Peak Hour Data N�h Peak Hour Begins at 07:45 Cars + Twdrs T r Th R' h 179 126 22 out In Total ED)S TRAFFIC DATA COLLECTION File Name Site Code Start Date Page No Willow Glen(Dickerson and Towncenter) 1 /27/2022 4 Dickerson Road Souhbound Towncenter Drive I Westbound Dickerson Road Northbound Start Time Thru Left . Total Right Left . Tolal Ri ht I Thru I ADD. Total Int. Total Peak Hour Analysis From 12:00 PM to 07:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 54 7 61 8 48 56 41 58 99 216 0%5 PM 46 5 51 9 54 63 27 45 72 186 05:00 PM 68 13 81 11 49 60 29 47 76 217 05:15 PM 39 12 51 8 46 54 33 49 82 187 Total Volume 207 37 244 36 197 233 130 199 329 806 UlMeraon noao out In Total ®2 244 47 —91 Thru Left 1 4 Peak Hour Data N�h Peak Hour Begins at 04:30 P Cars + Trucks T F+ Thru Ri ht 199 130 0 out In Total niW—..—. 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 1: Dickerson Road & Towncenter Drive Intersection Int Delay, s/veh 2.4 Movement WBL WBR NBT NBR SBL SBT Existing (2022) Conditions Timing Plan: AM Peak Hour Lane Configurations r + r + Traffic Vol, veh/h 77 29 179 126 19 148 Future Vol, veh/h 77 29 179 126 19 148 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 87 87 87 87 87 87 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 89 33 206 145 22 170 Major/Minor Minorl Majors Major2 Conflicting Flow All 420 206 0 0 351 0 Stage 1 206 - - - - - Stage 2 214 - - - - - 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 590 835 - - 1208 - Stage 1 829 - - - - - Stage 2 822 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 579 835 - - 1208 - Mov Cap-2 Maneuver 579 - - - - - Stage 1 829 - - - - - Stage 2 807 - - - - - Approach WB NB SB HCM Control Delay, s 11.5 0 0.9 HCM LOS B Minor LanelMaior Mvmt NBT NBRWBLnlWBLn2 SBL SBT Capacity (veh/h) - - 579 835 1208 - HCM Lane V/C Ratio - - 0.153 0.04 0.018 - HCM Control Delay (s) - - 12.3 9.5 8 - HCM Lane LOS - - B A A - HCM 95th %tile C(veh) - - 0.5 0.1 0.1 - Synchro 10 Report RKA Page 1 Willow Glen - Albemarle County, VA Existing (2022) Conditions 2: August Lane & Towncenter Drive Timing Plan: AM Peak Hour Intersection Int Delay, s/veh 1.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations f. rT Y Traffic Vol, veh/h 140 5 13 101 5 28 Future Vol, veh/h 140 5 13 101 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 151 5 14 109 5 30 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 156 0 291 154 Stage 1 - - - - 154 - Stage 2 - - - - 137 - 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 - - 1424 - 700 892 Stage 1 - - - - 874 - Stage 2 - - - - 890 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1424 - 693 892 Mov Cap-2 Maneuver - - - - 693 - Stage 1 - - - - 874 - Stage 2 - - - - 881 - Approach EB WB NB HCM Control Delay, s 0 0.9 9.4 HCM LOS A Minor Lane/Maior Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 855 - - 1424 - HCM Lane V/C Ratio 0.042 - - 0.01 - HCM Control Delay (s) 9.4 - - 7.6 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - Synchro 10 Report RKA Page 2 Willow Glen - Albemarle County, VA 1: Dickerson Road & Towncenter Drive Intersection Int Delay, s/veh 5 Movement WBL WBR NBT NBR SBL SBT Existing (2022) Conditions Timing Plan: PM Peak Hour Lane Configurations r + r + Traffic Vol, veh/h 197 36 199 130 37 207 Future Vol, veh/h 197 36 199 130 37 207 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 93 93 93 93 93 93 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 212 39 214 140 40 223 Major/Minor Minorl Majorl Major2 Conflicting Flow All 517 214 0 0 354 0 Stage 1 214 - - - - - Stage 2 303 - - - - - 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 518 826 - - 1205 - Stage 1 822 - - - - - Stage 2 749 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 501 826 - - 1205 - Mov Cap-2 Maneuver 501 - - - - - Stage 1 822 - - - - - Stage 2 724 - - - - - Approach WB NB SB HCM Control Delay, s 16.1 0 1.2 HCM LOS C Minor LanelMaior Mvmt NBT NBRWBLnlWBLn2 SBL SBT Capacity (veh/h) - - 501 826 1205 - HCM Lane V/C Ratio - - 0.423 0.047 0.033 - HCM Control Delay (s) - - 17.3 9.6 8.1 - HCM Lane LOS - - C A A - HCM 95th %tile Q(veh) - - 2.1 0.1 0.1 - Synchro 10 Report RKA Page 1 Willow Glen - Albemarle County, VA Existing (2022) Conditions 2: August Lane & Towncenter Drive Timing Plan: PM Peak Hour Intersection Int Delay, s/veh 1.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations '+ rT Y Traffic Vol, veh/h 157 10 36 230 3 24 Future Vol, veh/h 157 10 36 230 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 169 11 39 247 3 26 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 180 0 500 175 Stage 1 - - - - 175 - Stage 2 - - - - 325 - 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 - - 1396 - 530 868 Stage 1 - - - - 855 - Stage 2 - - - - 732 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1396 - 513 868 Mov Cap-2 Maneuver - - - - 513 - Stage 1 - - - - 855 - Stage 2 - - - - 709 - Approach EB WB NB HCM Control Delay, s 0 1 9.6 HCM LOS A Minor Lane/Maior Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 806 - - 1396 - HCM Lane V/C Ratio 0.036 - - 0.028 - HCM Control Delay (s) 9.6 - - 7.7 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0.1 - Synchro 10 Report RKA Page 2 Willow Glen - Albemarle County, VA 1: Dickerson Road & Towncenter Drive Intersection Int Delay, s/veh 2.4 Movement WBL WBR NBT NBR SBL SBT No -Build (2025) Conditions Timing Plan: AM Peak Hour Lane Configurations ►j if + If ►j + Traffic Vol, veh/h 80 30 185 130 20 153 Future Vol, veh/h 80 30 185 130 20 153 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 87 87 87 87 87 87 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 92 34 213 149 23 176 Major/Minor Minorl Majorl Major2 Conflicting Flow All 435 213 0 0 362 0 Stage 1 213 - - - - - Stage 2 222 - - - - - 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 578 827 - - 1197 - Stage 1 823 - - - - - Stage 2 815 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 567 827 - - 1197 - Mov Cap-2 Maneuver 567 - - - - - Stage 1 823 - - - - - Stage 2 800 - - - - - Approach WB NB SB HCM Control Delay, s 11.8 0 0.9 HCM LOS B Minor LanelMaior Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 567 827 1197 - HCM Lane V/C Ratio - - 0.162 0.042 0.019 - HCM Control Delay (s) - - 12.6 9.5 8.1 - HCM Lane LOS - - B A A - HCM 95th %tile Q(veh) - - 0.6 0.1 0.1 - Synchro 10 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, s/veh 1.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations f. rT Y Traffic Vol, veh/h 145 5 13 105 5 29 Future Vol, veh/h 145 5 13 105 5 29 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 156 5 14 113 5 31 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 161 0 300 159 Stage 1 - - - - 159 - Stage 2 - - - - 141 - 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 - - 1418 - 691 886 Stage 1 - - - - 870 - Stage 2 - - - - 886 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1418 - 683 886 Mov Cap-2 Maneuver - - - - 683 - Stage 1 - - - - 870 - Stage 2 - - - - 876 - Approach EB WB NB HCM Control Delay, s 0 0.8 9.4 HCM LOS A Minor Lane/Maior Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 849 - - 1418 - HCM Lane V/C Ratio 0.043 - - 0.01 - HCM Control Delay (s) 9.4 - - 7.6 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - Synchro 10 Report RKA Page 2 Willow Glen - Albemarle County, VA 1: Dickerson Road & Towncenter Drive Intersection Int Delay, s/veh 5.3 Movement WBL WBR NBT NBR SBL SBT No -Build (2025) Conditions Timing Plan: PM Peak Hour Lane Configurations r + r + Traffic Vol, veh/h 204 37 206 134 38 214 Future Vol, veh/h 204 37 206 134 38 214 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 93 93 93 93 93 93 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 219 40 222 144 41 230 Major/Minor Minorl Majorl Major2 Conflicting Flow All 534 222 0 0 366 0 Stage 1 222 - - - - - Stage 2 312 - - - - - 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 507 818 - - 1193 - Stage 1 815 - - - - - Stage 2 742 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 490 818 - - 1193 - Mov Cap-2 Maneuver 490 - - - - - Stage 1 815 - - - - - Stage 2 717 - - - - - Approach WB NB SB HCM Control Delay, s 16.9 0 1.2 HCM LOS C Minor LanelMaior Mvmt NBT NBRWBLnlWBLn2 SBL SBT Capacity (veh/h) - - 490 818 1193 - HCM Lane V/C Ratio - - 0.448 0.049 0.034 - HCM Control Delay (s) - - 18.2 9.6 8.1 - HCM Lane LOS - - C A A - HCM 95th %tile C(veh) - - 2.3 0.2 0.1 - Synchro 10 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, s/veh 1.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations '+ rT Y Traffic Vol, veh/h 162 10 37 238 3 25 Future Vol, veh/h 162 10 37 238 3 25 Conflicting Peds, Whr 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 174 11 40 256 3 27 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 185 0 516 180 Stage 1 - - - - 180 - Stage 2 - - - - 336 - 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 - - 1390 - 519 863 Stage 1 - - - - 851 - Stage 2 - - - - 724 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1390 - 501 863 Mov Cap-2 Maneuver - - - - 501 - Stage 1 - - - - 851 - Stage 2 - - - - 699 - Approach EB WB NB HCM Control Delay, s 0 1 9.7 HCM LOS A Minor Lane/Maior Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 801 - - 1390 - HCM Lane V/C Ratio 0.038 - - 0.029 - HCM Control Delay (s) 9.7 - - 7.7 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0.1 - Synchro 10 Report RKA Page 2 Willow Glen - Albemarle County, VA Build (2025) Conditions 1: Dickerson Road & Towncenter Drive Timing Plan: AM Peak Hour Intersection Int Delay, s/veh Movement 3.5 WBL WBR NBT NBR SBL SBT Lane Configurations r + F ►j Traffic Vol, veh/h 80 52 186 130 83 157 Future Vol, veh/h 80 52 186 130 83 157 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 87 87 87 87 87 87 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 92 60 214 149 95 180 Major/Minor Minorl Majorl Major2 Conflicting Flow All 584 214 0 0 363 0 Stage 1 214 - - - - - Stage 2 370 - - - - - Cribcal Hdwy 6.42 6.22 - - 4.12 - Cribcal Hdwy Stg 1 5.42 - - - - - Cribcal Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 474 826 - - 1196 - Stage 1 822 - - - - - Stage 2 699 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 437 826 - - 1196 - Mov Cap-2 Maneuver 437 - - - - - Stage 1 822 - - - - - Stage 2 644 - - - - - Approach WB NB SB HCM Control Delay, s 13.2 0 2.9 HCM LOS B Minor LanelMaior Mvmt NBT NBRWBLnlWBLn2 SBL SBT Capacity (veh/h) - - 437 826 1196 - HCM Lane V/C Ratio - - 0.21 0.072 0.08 - HCM Control Delay (s) - - 15.4 9.7 8.3 - HCM Lane LOS - - C A A - HCM 95th %tile Q(veh) - - 0.8 0.2 0.3 - Synchro 10 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, s/veh 1.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations '* +?+ Y Traffic Vol, veh/h 208 5 13 127 5 29 Future Vol, veh/h 208 5 13 127 5 29 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 224 5 14 137 5 31 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 229 0 324 227 Stage 1 - - - - 227 - Stage 2 - - - - 97 - 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 - - 1338 - 657 812 Stage 1 - - - - 810 - Stage 2 - - - - 916 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1338 - 650 812 Mov Cap-2 Maneuver - - - - 650 - Stage 1 - - - - 810 - Stage 2 - - - - 906 - Approach EB WB NB HCM Control Delay, s 0 0.7 9.8 HCM LOS A Minor LanelMaior Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) RKA NBLn1 EBT EBR WBL WBT 783 - - 1338 - 0.047 - - 0.01 - 9.8 - - 7.7 0 A A A 0.1 0 - Synchro 10 Report Page 2 Willow Glen - Albemarle County, VA Build (2025) Conditions 3: Dickerson Road & South Driveway Timing Plan: AM Peak Hour Intersection Int Delay, s/veh 1.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Y '* .T Traffic Vol, veh/h 46 8 222 16 3 194 Future Vol, veh/h 46 8 222 16 3 194 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 9 241 17 3 211 Major/Minor Minorl Majorl Major2 Conflicting Flow All 467 250 0 0 258 0 Stage 1 250 - - - - - Stage 2 217 - - - - - 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 554 789 - - 1307 - Stage 1 792 - - - - - Stage 2 819 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 552 789 - - 1307 - Mov Cap-2 Maneuver 552 - - - - - Stage 1 792 - - - - - Stage 2 817 - - - - - Approach WB NB SIB HCM Control Delay, s 11.9 0 0.1 HCM LOS B Minor LanelMaior Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) RKA NBT NBRWBLnl SBL SBT 578 1307 - 0.102 0.002 - 11.9 7.8 0 B A A 0.3 0 - Synchro 10 Report Page 3 Willow Glen - Albemarle County, VA Build (2025) Conditions 4: Dickerson Road & North Driveway Timing Plan: AM Peak Hour Intersection Int Delay, s/veh 0.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Y f. 4 Traffic Vol, veh/h 21 9 223 7 3 176 Future Vol, veh/h 21 9 223 7 3 176 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 10 242 8 3 191 Major/Minor Minorl Majors Major2 Conflicting Flow All 443 246 0 0 250 0 Stage 1 246 - - - - - Stage 2 197 - - - - - 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 572 793 - - 1316 - Stage 1 795 - - - - - Stage 2 836 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 570 793 - - 1316 - Mov Cap-2 Maneuver 570 - - - - - Stage 1 795 - - - - - Stage 2 833 - - - - - Approach WB NB SIB HCM Control Delay, s 11.1 0 0.1 HCM LOS B Minor LanelMaior Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) RKA NBT NBRWBLnl SBL SBT 623 1316 - 0.052 0.002 - 11.1 7.7 0 B A A 0.2 0 - Synchro 10 Report Page 4 Willow Glen - Albemarle County, VA 1: Dickerson Road & Towncenter Drive Intersection Int Delay, s/veh 6.8 Movement WBL WBR NBT NBR SBL SBT Build (2025) Conditions Timing Plan: PM Peak Hour Lane Configurations F + If ►j + Traffic Vol, veh/h 204 101 210 134 79 217 Future Vol, veh/h 204 101 210 134 79 217 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 93 93 93 93 93 93 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 219 109 226 144 85 233 Major/Minor Minorl Majorl Major2 Conflicting Flow All 629 226 0 0 370 0 Stage 1 226 - - - - - Stage 2 403 - - - - - 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 446 813 - - 1189 - Stage 1 812 - - - - - Stage 2 675 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 414 813 - - 1189 - Mov Cap-2 Maneuver 414 - - - - - Stage 1 812 - - - - - Stage 2 627 - - - - - Approach WB NB SB HCM Control Delay, s 18.8 0 2.2 HCM LOS C Minor LanelMaior Mvmt NBT NBRWBLnlWBLn2 SBL SBT Capacity (veh/h) - - 414 813 1189 - HCM Lane V/C Ratio - - 0.53 0.134 0.071 - HCM Control Delay (s) - - 23.1 10.1 8.3 - HCM Lane LOS - - C B A - HCM 95th %tile Q(veh) - - 3 0.5 0.2 - Synchro 10 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, s/veh 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations '+ rT Y Traffic Vol, veh/h 203 10 37 302 3 25 Future Vol, veh/h 203 10 37 302 3 25 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 218 11 40 325 3 27 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 229 0 629 224 Stage 1 - - - - 224 - Stage 2 - - - - 405 - 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 - - 1339 - 446 815 Stage 1 - - - - 813 - Stage 2 - - - - 673 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1339 - 430 815 Mov Cap-2 Maneuver - - - - 430 - Stage 1 - - - - 813 - Stage 2 - - - - 649 - Approach EB WB NB HCM Control Delay, s 0 0.8 10 HCM LOS B Minor Lane/Maior Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 744 - - 1339 - HCM Lane V/C Ratio 0.04 - - 0.03 - HCM Control Delay (s) 10 - - 7.8 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.1 - - 0.1 - Synchro 10 Report RKA Page 2 Willow Glen - Albemarle County, VA Build (2025) Conditions 3: Dickerson Road & South Driveway Timing Plan: PM Peak Hour Intersection Int Delay, s/veh 0.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Y 'l� 4 Traffic Vol, veh/h 30 5 264 47 8 266 Future Vol, veh/h 30 5 264 47 8 266 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 5 287 51 9 289 Major/Minor Minorl Majorl Major2 Conflicting Flow All 620 313 0 0 338 0 Stage 1 313 - - - - - Stage 2 307 - - - - - 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 452 727 - - 1221 - Stage 1 741 - - - - - Stage 2 746 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 448 727 - - 1221 - Mov Cap-2 Maneuver 448 - - - - - Stage 1 741 - - - - - Stage 2 739 - - - - - Approach WB NB SIB HCM Control Delay, s 13.3 0 0.2 HCM LOS B Minor LanelMaior Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) RKA NBT NBRWBLnl SBL SBT 474 1221 - 0.08 0.007 - 13.3 8 0 B A A 0.3 0 - Synchro 10 Report Page 3 Willow Glen - Albemarle County, VA Build (2025) Conditions 4: Dickerson Road & North Driveway Timing Plan: PM Peak Hour Intersection Int Delay, s/veh 0.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Y 'l� *' Traffic Vol, veh/h 14 5 248 21 9 260 Future Vol, veh/h 14 5 248 21 9 260 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 5 270 23 10 283 Major/Minor Minorl Majors Major2 Conflicting Flow Al 585 282 0 0 293 0 Stage 1 282 - - - - - Stage 2 303 - - - - - 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 473 757 - - 1269 - Stage 1 766 - - - - - Stage 2 749 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 469 757 - - 1269 - Mov Cap-2 Maneuver 469 - - - - - Stage 1 766 - - - - - Stage 2 742 - - - - - Approach WB NB SIB HCM Control Delay, s 12.2 0 0.3 HCM LOS B Minor LanelMaior Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) RKA NBT NBRWBLnl SBL SBT 521 1269 - 0.04 0.008 - 12.2 7.9 0 B A A 0.1 0 - Synchro 10 Report Page 4 Willow Glen - Albemarle County, VA 1: Dickerson Road & Towncenter Drive Build (2025) Conditions - Signal Timing Plan: AM Peak Hour f- "L- t/,� ti 1 Lane Groun WBL WBR NBT NBR SBL SBT Lane Configurations ►j F t F 11 Traffic Volume (vph) 80 52 186 130 83 157 Future Volume (vph) 80 52 186 130 83 157 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 (prot) 1770 1583 1863 1583 1770 1863 Fit Permitted 0.950 0.624 Satd. Flow (perm) 1770 1583 1863 1583 1162 1863 Right Turn on Red Yes Yes Satd. Flow (RTOR) 60 149 Link Speed (mph) 25 45 45 Link Distance (ft) 362 852 761 Travel Time (s) 9.9 12.9 11.5 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (°/u) Lane Group Flow (vph) 92 60 214 149 95 180 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) 39.0 39.0 51.0 51.0 51.0 51.0 Total Split (°/u) 43.3% 43.3% 56.7% 56.7% 56.7% 56.7% 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) 7.3 7.3 17.4 17.4 17.4 17.4 Actuated g/C Ratio 0.22 0.22 0.53 0.53 0.53 0.53 v/c Ratio 0.23 0.15 0.22 0.16 0.15 0.18 Control Delay 11.7 4.6 7.4 2.3 7.6 7.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.7 4.6 7.4 2.3 7.6 7.3 LOS B A A A A A Approach Delay 8.9 5.3 7.4 Approach LOS A A A Queue Length 50th (ft) 12 0 22 0 9 18 Queue Length 95th (ft) 32 14 50 17 27 43 Internal Link Dist (ft) 282 772 681 Turn Bay Length (ft) 250 75 Base Capacity (vph) 1693 1517 1863 1583 1162 1863 Starvation Cap Reductn 0 0 0 0 0 0 RKA Synchro 10 Report Page 1 Willow Glen - Albemarle County, VA 1: Dickerson Road & Towncenter Drive Build (2025) Conditions - Signal Timing Plan: AM Peak Hour Lane Group WBL WBR NBT NBR SBL SBT Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced vlc Ratio 0.05 0.04 0.11 0.09 0.08 0.10 Intersection Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 32.6 Natural Cycle: 50 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.23 Intersection Signal Delay: 6.7 Intersection LOS: A Intersection Capacity Utilization 33.8% ICU Level of Service A Analysis Period (min)15 Splits and Phases: 1: Dickerson Road & Towncenter Drive T_, Sls 1 66 5 39 Synchro 10 Report RKA Page 2 Willow Glen - Albemarle County, VA 1: Dickerson Road & Towncenter Drive Build (2025) Conditions - Signal Timing Plan: PM Peak Hour f- t /,� ti 1 Lane Grouo WBL WBR NBT NBR SBL SBT Lane Configurations I F T F 11 ? Traffic Volume (vph) 204 101 210 134 79 217 Future Volume (vph) 204 101 210 134 79 217 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 (prot) 1770 1583 1863 1583 1770 1863 Fit Permitted 0.950 0.617 Satd. Flow (perm) 1770 1583 1863 1583 1149 1863 Right Turn on Red Yes Yes Satd. Flow (RTOR) 109 144 Link Speed (mph) 25 45 45 Link Distance (ft) 362 852 761 Travel Time (s) 9.9 12.9 11.5 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (°/u) Lane Group Flow (vph) 219 109 226 144 85 233 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) 44.0 44.0 46.0 46.0 46.0 46.0 Total Split(°/u) 48.9% 48.9% 51.1% 51.1% 51.1% 51.1% 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) 9.8 9.8 11.9 11.9 11.9 11.9 Actuated g/C Ratio 0.29 0.29 0.35 0.35 0.35 0.35 v/c Ratio 0.43 0.20 0.35 0.22 0.21 0.36 Control Delay 12.7 3.9 10.4 3.2 10.0 10.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.7 3.9 10.4 3.2 10.0 10.5 LOS B A B A A B Approach Delay 9.7 7.6 10.4 Approach LOS A A B Queue Length 50th (ft) 28 0 28 0 10 29 Queue Length 95th (ft) 77 22 72 23 34 74 Internal Link Dist (ft) 282 772 681 Turn Bay Length (ft) 250 75 Base Capacity (vph) 1746 1563 1856 1577 1144 1856 Starvation Cap Reductn 0 0 0 0 0 0 RKA Synchro 10 Report Page 1 Willow Glen - Albemarle County, VA 1: Dickerson Road & Towncenter Drive f- t f I' �► Ir Build (2025) Conditions - Signal Timing Plan: PM Peak Hour Lane Group WBL WBR NBT NBR SBL SBT Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.13 0.07 0.12 0.09 0.07 0.13 Intersection Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 33.9 Natural Cycle: 50 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.43 Intersection Signal Delay: 9.2 Intersection Capacity Utilization 41.7% Analysis Period (min) 15 EW-Tera W Intersection LOS: A ICU Level of Service A Synchro 10 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 363 2.0 1139 0.319 100 6.2 LOSA 2.1 52.2 Full 1600 0.0 0.0 Approach 363 2.0 0.319 6.2 LOSA 2.1 52.2 East: Towncenter Drive (W I) Lane 1d 152 2.0 1020 0.149 100 4.9 LOSA 0.8 20.4 Full 1600 0.0 0.0 Approach 152 2.0 0.149 4.9 LOSA 0.8 20.4 North: Dickerson Road (SB) Lane 1d 276 2.0 1141 0.242 100 5.3 LOSA 1.5 37.5 Full 1600 0.0 0.0 Approach 276 2.0 0.242 5.3 LOSA 1.5 37.5 Intersectio 791 2.0 0.319 5.6 LOSA 2.1 52.2 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 1 214 149 363 2.0 1139 0.319 100 NA NA Approach 214 149 363 2.0 0.319 Lane 1 92 Approach 92 North: Dickerson Road 60 152 60 152 2.0 2.0 1020 0.149 0.149 100 NA NA Lane 1 96 180 276 2.0 1141 0.242 100 NA NA Approach 95 180 276 2.0 0.242 Total-. Intersection 791 2.0 0.319 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 14, 2022 11:04:58AM Project: X12021 Projects%21032 - Willow Glen Apartments -Albemarle County, VA\Sidra\Dickerson at Townoentersip9 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 A 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 sitlrasolutions.com Organisation: RAMEY KEMP & ASSOCIATES, INC. I Licence: PLUS / Enterprise I Processed: Monday, March 14, 2022 11:04:58AM Project: X:\2021 Projects\21032 - Willow Glen Apartments - Albemarle County, VA\Sidra\Dickerson at Towncenter.sipg 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 370 2.0 1144 0.323 100 6.3 LOSA 2.2 56.2 Full 1600 0.0 0.0 Approach 370 2.0 0.323 6.3 LOSA 2.2 56.2 East: Towncenter Drive (W I) Lane 1d 328 2.0 1004 0.327 100 7.0 LOSA 2.1 52.1 Full 1600 0.0 0.0 Approach 328 2.0 0.327 7.0 LOSA 2.1 52.1 North: Dickerson Road (SB) Lane 1d 318 2.0 1003 0.317 100 6.9 LOSA 2.1 52.1 Full 1600 0.0 0.0 Approach 318 2.0 0.317 6.9 LOSA 2.1 52.1 Intersecdo 1016 2.0 0.327 6.7 LOSA 2.2 56.2 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 1 226 144 370 2.0 1144 0.323 100 NA NA Approach 226 144 370 2.0 0.323 Lane 1 219 Approach 219 North: Dickerson Road 109 328 109 328 2.0 2.0 1004 0.327 0.327 100 NA NA Lane 1 86 233 318 2.0 1003 0.317 100 NA NA Approach 85 233 318 2.0 0.317 Total-. Intersection 1016 2.0 0.327 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 14, 2022 11:05:OOAM Project: X12021 Projects%21032 - Willow Glen Apartments -Albemarle County, VA\Sidra\Dickerson at Townoentersip9 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 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 sitlrasolutions.com Organisation: RAMEY KEMP & ASSOCIATES, INC. I Licence: PLUS / Enterprise I Processed: Monday, March 14, 2022 11:05:00AM Project: X:\2021 Projects\21032 - Willow Glen Apartments - Albemarle County, VA\Sidra\Dickerson at Towncenter.sipg 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 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 Ramey Kemp & Associates 4343 Cox Road Signal Warrants - Summary Glen Allen, VA 23060 Major Street Approaches Northbound. Dickerson Road Number of Lanes: 2 Approach Speed: 45 Total Approach Volume: 1,918 Southbound. Dickerson Road Number of Lanes: 2 Approach Speed: 45 Total Approach Volume: 2,782 Minor Street Approaches Westbound: Towncenter Drive Number of Lanes: 1 Total Approach Volume: 1,732 Warrant Summary (Rural values apply.) Warrant 1 - Eight Hour Vehicular Volumes............................................................................................ Not Satisfied Warrant 1A - Minimum Vehicular Volume.........................................................................................Not Satisfied Required volumes reached for 2 hours, 8 are needed Warrant 1B - Interruption of Continuous Traffic.............................................................................. Not Satisfied Required volumes reached for 0 hours, 8 are needed Warrant 1 A&B - Combination of Warrants......................................................................................Not Satisfied Required volumes reached for 0 hours, 8 are needed Warrant 2 - Four Hour Volumes.............................................................................................................. Not Satisfied Number of hours (2) volumes exceed minimum < minimum required (4). Warrant 3 - 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......................................................................................................Not Satisfied 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 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 700 x a > 600 L U m U 500 n n 211 a) E 400 r 300 rn x 0 200 c_ 100 tt Warrant Curves Peak Hour Warrant Four Hour Warrant [Rural, 2+ major lanes and 1 minor lane curves used 11 1 1$1� 8 e e 200 400 600 800 1000 1200 Major Street - Total of Both Directions (VPH) Analysis of 8-Hour Volume Warrants: 1400 1600 1800 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 420-No 105-No --- 630-No 53-No --- 504-No 84-No --- 01:00 0 0 EB 420-No 105-No --- 630-No 53-No --- 504-No 84-No --- 02:00 0 0 EB 420-No 105-No --- 630-No 53-No --- 504-No 84-No --- 03:00 0 0 EB 420-No 105-No --- 630-No 53-No --- 504-No 84-No --- 04:00 0 0 EB 420-No 105-No --- 630-No 53-No --- 504-No 84-No --- 05:00 0 0 EB 420-No 105-No --- 630-No 53-No --- 504-No 84-No --- 06:00 187 24 WB 420-No 105-No --- 630-No 53-No --- 504-No 84-No --- 07:00 421 82 WB 420-Yes 105-No Major 630-No 53-Yes Minor 504-No 84-No --- 08:00 399 103 WB 420-No 105-No --- 630-No 53-Yes Minor 504-No 84-Yes Minor 09:00 290 92 WB 420-No 105-No --- 630-No 53-Yes Minor 504-No 84-Yes Minor 10:00 242 90 WB 420-No 105-No --- 630-No 53-Yes Minor 504-No 84-Yes Minor 11:00 277 99 WB 420-No 105-No --- 630-No 53-Yes Minor 504-No 84-Yes Minor 12:00 297 151 WB 420-No 105-Yes Minor 630-No 53-Yes Minor 504-No 84-Yes Minor 13:00 286 122 WB 420-No 105-Yes Minor 630-No 53-Yes Minor 504-No 84-Yes Minor 14:00 343 132 WB 420-No 105-Yes Minor 630-No 53-Yes Minor 504-No 84-Yes Minor 15:00 369 179 WB 420-No 105-Yes Minor 630-No 53-Yes Minor 504-No 84-Yes Minor 16:00 497 202 WB 420-Yes 105-Yes Both 630-No 53-Yes Minor 504-No 84-Yes Minor 17:00 503 203 WB 420-Yes 105-Yes Both 630-No 53-Yes Minor 504-No 84-Yes Minor 18:00 372 147 WB 420-No 105-Yes Minor 630-No 53-Yes Minor 504-No 84-Yes Minor 19:00 217 106 WB 420-No 105-Yes Minor 630-No 53-Yes Minor 504-No 84-Yes Minor 20:00 0 0 EB 420-No 105-No --- 630-No 53-No --- 504-No 84-No --- 21:00 0 0 EB 420-No 105-No --- 630-No 53-No --- 504-No 84-No --- 22:00 0 0 EB 420-No 105-No --- 630-No 53-No --- 504-No 84-No --- 23:00 1 0 1 0 EB 1 420-No 105-No --- 630-No 53-No --- 1 504-No 84-No --- Project: Willow Glen Apartments -Albemarle County, VA Date: 15-Mar-22 Existing 2022 Counts EB (N/A) WB (Towncenter Drive) NB (Dickerson Road) SB (Dickerson Road) Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 6:00 0 0 0 19 0 8 0 96 37 3 45 0 7:00 0 0 0 57 0 19 0 174 107 15 117 0 8:00 0 0 0 83 0 31 0 169 127 15 136 0 9:00 0 0 0 81 0 17 0 119 99 16 108 0 10:00 0 0 0 87 0 22 0 105 85 3 100 0 11:00 0 0 0 96 0 19 0 125 106 18 93 0 12:00 0 0 0 146 0 28 0 103 124 23 129 0 13:00 0 0 0 118 0 26 0 115 93 18 112 0 14:00 0 0 0 128 0 17 0 147 107 1 13 1 134 0 15:00 0 0 0 173 0 20 0 140 106 14 162 0 16:00 0 0 0 195 0 27 0 196 135 19 205 0 17:00 0 0 0 187 0 35 0 182 119 41 189 0 18:00 0 0 0 142 0 12 0 78 78 18 104 0 19:00 0 0 0 103 0 13 0 41 36 17 71 0 Total 0 0 0 1,615 0 294 0 1,790 1,359 233 1,706 0 1.033 No -Build Growth Only (2026) Volumes EB (N/A) WB (Towncenter Drive) NB (Dickerson Road) SB (Dickerson Road) Start Time Leif Thru Right Left Thru Right Left Thru Right Left Thru Right 6:00 0 0 0 20 0 8 0 99 38 3 47 0 7:00 0 0 0 59 0 20 0 180 ill 16 121 0 8:00 0 0 0 86 0 32 0 175 131 16 141 0 9:00 0 0 0 84 0 18 0 123 102 17 112 0 10:00 0 0 0 90 0 23 0 109 88 3 103 0 11:00 0 0 0 99 0 20 0 129 110 19 96 0 12:00 0 0 0 151 0 29 0 106 128 24 133 0 13:00 00 0 122 0 27 0 119 96 19 116 0 14:00 00 0 132 0 18 0 152 111 13 138 0 15:00 00 0 179 0 21 0 145 110 14 167 0 16:00 00 0 202 0 28 0 203 140 20 212 0 17:00 00 0 193 0 36 0 188 123 42 195 0 18:00 00 0 147 0 12 0 81 81 19 107 0 19:00 01 0 0 106 0 13 0 42 37 18 73 0 Total 0 0 0 1669 0 304 0 1850 1404 241 1762 0 Hourly Distribution of Site Traffic EB (NIA) WB (Towncenter Drive) NB (Dickerson Road) SB (Dickerson Road) Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 6:00 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 7:00 8% 8% 8% 8% 8% 8% 8% 8% 8% 8% 8% 8% 8:00 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 9:00 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 10:00 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 11:00 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 12:00 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 13:00 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 14:00 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 15:00 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 16:00 8% 8% 8% 8% 8% 8% 8% 8% 8% 8% 8% 8% 17:00 10% 10% 10% 10% 10% 10% 10% 10% 10% 10% 10% 10% 18:00 8% 8% 8% 8% 8% 8% 8% 8% 8% 8% 8% 8% 19:00 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% Total 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Site Trip Distribution EB (NIA) WB (Towncenter Drive) NB (Dickerson Road) SB (Dickerson Road) Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 6:00 75% 5% 75% 5% 7:00 75% 5% 75% 5% 8:00 75% 5% 75% 5% 9:00 75% 5% 75% 5% 10:00 75% 5% 75% 5% 11:00 75% 5% 75% 5% 12:00 75% 5% 75% 5% 13:00 75% 5% 75% 5% 14:00 75% 5% 75% 5% 15:00 75% 5% 75% 5% 16:00 75% 5% 75% 5% 17:00 75% 5% 75% 5% 18:00 75% 5% 75% 5% 19:00 75% 5% 75% 5% Total Site Trip Assignment EB (NIA) WB (Towncenter Drive) NB (Dickerson Road) SB (Dickerson Road) Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 6:00 0 0 0 0 0 26 0 2 0 26 2 0 7:00 0 0 0 0 0 48 0 3 0 48 3 0 8:00 0 0 0 0 0 40 0 3 0 40 3 0 9:00 0 0 0 0 0 28 0 2 0 28 2 0 10:00 0 0 0 0 0 24 0 2 0 24 2 0 11:00 0 0 0 0 0 29 0 2 0 29 2 0 12:00 0 0 0 0 0 30 0 2 0 30 2 0 13:00 0 0 0 0 0 28 0 2 0 28 2 0 14:00 0 0 0 0 0 35 0 2 0 35 2 0 15:00 0 0 0 0 0 37 0 2 0 37 2 0 16:00 0 0 0 0 0 53 0 4 0 53 4 0 17:00 0 0 0 0 0 65 0 4 0 65 4 0 18:00 0 0 0 0 0 51 0 3 0 51 3 0 19:00 0 0 0 0 0 41 0 3 0 41 3 0 Total 0 0 0 0 0 535 0 36 0 535 36 0 Adjustment Factor to Match TIA Figures EB (NIA) WB (Towncenter Drive) NB (Dickerson Road) SB (Dickerson Road) Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 6:00 1.00 1.00 1.00 1.20 1.00 0.90 1.00 1.00 1.10 1.15 1.10 1.00 7:00 1.00 1.00 1.00 1.40 1.00 0.80 1.00 1.00 1.20 1.30 1.25 1.00 8:00 1.00 1.00 1.00 1.20 1.00 0.90 1.00 1.00 1.10 1.15 1.10 1.00 9:00 1.00 1.00 1.00 1.10 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.00 10:00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11:00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 12:00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 1.00 1.00 1.00 1.00 1.00 16:00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 0.90 1.00 1.00 17:00 1.00 1.00 1.00 1.05 1.00 1.00 1.00 1.10 1.10 0.75 1.05 1.00 18:00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 0.90 2.00 1.00 19:00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.50 1.00 Total ADT 858 Build 2025 Volumes EB (N/A) WB (Towncenter Drive) NB (Dickerson Road) SB (Dickerson Road) Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 6:00 0 0 0 24 0 31 0 101 42 33 53 0 7:00 0 0 0 82 0 54 0 183 133 83 155 0 8:00 0 0 0 103 0 65 0 177 144 64 158 0 9:00 0 0 0 92 0 45 0 125 107 46 119 0 10:00 0 0 0 90 0 47 0 110 88 27 105 0 11:00 0 0 0 99 0 49 0 131 110 48 98 0 12:00 0 0 0 151 0 59 0 108 128 54 135 0 13:00 0 0 0 122 0 55 0 121 96 47 118 0 14:00 0 0 0 132 0 52 0 154 111 48 141 0 15:00 0 0 0 179 0 58 0 147 110 52 170 0 16:00 0 0 0 202 0 81 0 216 146 66 215 0 17:00 0 0 0 203 0 101 0 212 136 81 210 0 18:00 0 0 0 147 0 63 0 88 85 62 222 0 19:00 0 0 0 106 0 54 0 1 45 37 58 114 0 Total 0 0 0 1,732 0 814 0 1,919 1,472 768 2,012 0