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HomeMy WebLinkAboutZMA202100011 Traffic Study 2021-09-20RAMEY KEMP ASSOCIATES Moving forward. September 20, 2021 Mr. Kevin McDermott Albemarle County Planning 401 McIntire Road Charlottesville, Virginia 22902 Phone: (434) 296-5832 Reference: The Heritage on Rio — Traffic Impact Analysis (TIA) Albemarle County, Virginia Dear Mr. McDermott, T 804 217 8560 4343 Cox Road Glen Allen, VA 23060 GWRE Partners is proposing to construct a multifamily community with 250 units on the south side of Rio Road West at the Charlottesville Health and Rehab Center. The access plan includes connections to the existing Health and Rehab Center Driveway, and one new full -movement driveway on Rio Road West. If approved, the proposed community is expected to be built -out in 2024. Ramey Kemp & Associates, Inc. (RKA) has performed this Traffic Impact Analysis (TIA) based on our TIA scope meeting with you and VDOT on July 8. Figure 1 shows the site location and study intersections, and Figure 2 shows the preliminary site plan. Existing Roadway Conditions Route 743 (Hydraulic Road) is a five -lane Minor Arterial with an average daily traffic (ADT) volume of approximately 21,000 vehicles per day (vpd), and a posted speed limit of 35 miles per hour (mph) in the vicinity of the site. Route 631 (Rio Road West) is a five -lane Minor Arterial with an ADT volume of approximately 16,000 vpd and a posted speed limit of 35 mph in the vicinity of the site. Route 743 (Earlysville Road) is a two-lane Minor Arterial with an ADT volume of approximately 12,000 vpd, and a posted speed limit of 45 mph in the vicinity of the site. Route 1403 (Berkmar Drive) is primarily a three -lane Major Collector with an ADT volume of approximately 3,900 vpd, and a posted speed limit of 35 mph. Figure 3 shows the existing lane configurations. I<Alk rameykemp.com Transportation Consulting that moves us forward. RAMEY KEMP ASSOCIATES The Heritage on Rio TIA 1 2 Moving forward. 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 Services, Inc. at the following intersections on August 3: ■ Hydraulic Road / Rio Road West at Earlysville Road / Townwood Drive ■ Rio Road West at Health and Rehab Driveway ■ Rio Road West at Berkmar Drive The turning movement volumes were increased by 20% due to the Covid-19 pandemic and Albemarle County schools were not in session. The existing 2021 peak hour traffic volumes are shown in Figure 4 and the traffic count data are enclosed. Approved Developments Based on discussion with the County and VDOT, there are no approved developments in the vicinity of the site that will generate a significant amount of traffic. Background Traffic Growth Based on historical ADT's and discussion with the County and VDOT, the 2021 peak hour traffic volumes were grown by an annual rate of 2.5% for three years to estimate the 2024 peak hour traffic volumes, which are shown in Figure 5. Trip Generation Table 1 shows the trip potential of the proposed multifamily community based on the methodologies published by the ITE Trip Generation Manual — IOrh Edition. Table 1 Rio Road West Multifamilv — ITE TriD Generation — Weekdav —10' Edition Weekday Land Use Daily Traffic AM Peak Hour PM Peak Hour (ITE Land Use Code) Size (vpd) (vph) (vph) Enter Exit Enter Exit Enter Exit Multifamily Housing (Mid -Rise) 254 692 692 23 68 68 44 (221) apartments Note that the applicant is proposing 250 multifamily units, but the analysis is based on 254 units to be conservative. Transportation Consulting that moves us forward. rameykemp.com RAMEY KEMP ASSOCIATES The Heritage on Rio TIA 1 3 Moving forward. Site Trip Distribution The following site traffic distribution was applied based on a review of the existing traffic volumes, the adjacent roadway network, and engineering judgement: ■ 63% to / from the east on Rio Road West ■ 20% to / from the west on Hydraulic Road ■ 10% to / from the north on Berkmar Drive ■ 5% to / from the south on Berkmar Drive ■ 2% to / from the north on Earlysville Road Figure 6 shows the site trip distribution and Figure 7 shows the site trip assignment. Figure 8 shows the projected 2024 build -out peak hour traffic volumes. VDOT Turn Lane Warrant Analysis The projected build -out AM and PM peak hour traffic volumes were compared to the turn lane warrants in the Virginia Department of Transportation (VDOT) Access Management Design Standards for Entrances and Intersections. Rio Road West at Health & Rehab Driveway: ■ An eastbound right -turn taper on Rio Road West is barely warranted in the PM peak hour only, so it is not recommended Rio Road West at West Site Driveway: ■ The projected traffic volumes do not warrant an eastbound right -turn lane or taper on Rio Road West The VDOT turn -lane warrant diagrams are enclosed, and Figure 9 shows the recommended roadway laneage. Access Management and Intersection Spacing Standards VDOT requires at least 470 feet of separation between the West Site Driveway and the existing Health and Rehab Driveway. The West Site Driveway is located 470 feet west of the Health and Rehab Driveway, so an Access Management Exception (AME) request is not required. Figure 9 shows the VDOT minimum and proposed driveway spacing along Rio Road West. �R 1<)klk rameykemp.com Transportation Consulting that moves us forward. RAMEY KEMP ASSOCIATES Moving forward. The Heritage on Rio TIA 1 4 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 h Edition. The capacity results for the two traffic signals in the study area are shown with and without lost time adjustments applied. Lost time has two components — start-up lost time (perception / reaction time when the light turns green, which is 2.0 seconds), and the clearance lost time (the amount of clearance time that is not used by drivers — typically assumed to be 2.0 seconds). This results in a total lost time of 4.0 seconds per phase. Synchro calculates lost time incorrectly as the total clearance time — yellow plus all -red time. The Hydraulic Road / Rio Road West at Earlysville Road / Townwood Drive intersection has clearance times of 6.9 to 9.6 seconds per phase. Start-up lost time is fixed at 2.0 seconds, so when the lost time adjustment is zero, this means that drivers are not using the last 4.9 to 7.6 seconds of clearance time, which is overly conservative. In Table 2, the LOS results for the build conditions are reported with and without the lost time adjustment. Transportation Consulting that moves us forward. rameykemp.com RAMEY KEMP ASSOCIATES Moving forward. The Heritage on Rio TIA 1 5 Table 2 summarizes the capacity analysis results for the signalized intersection of Hydraulic Road / Rio Road West at Earlysville Road / Townwood Drive, and the Synchro outputs are enclosed for reference. Table 2 Level -of -Service Summary for Hydraulic Road / Rio Road West at Earlysville Road / Townwood Drive AM PEAK HOUR PM PEAK HOUR LANE LANE Lane Lane Queue Overall Lane Lane Queue Overall CONDITION STORAGE GROUP (feet) Delay LOS Delay LOS LOS sec (fr)(Delay) LOS sec (it)(Delay) EBL 325 B 14.7 142 E 57.3 687 EBT/R - B 14.7 131 B 14.2 224 WBL TWLTL B 16.4 10 B 16.0 20 Existing WBT/R - D 36.6 190 E 57.5 537 (2021) NBL 75 D 41.0 55 B D 54.9 42 D Traffic NBT - D 49.0 16 (18.8 sec) E 58.5 10 (41.3 sec) Conditions NBR 75 A 0.3 0 A 0.5 0 SBL 100 D 36.9 163 F 113.0 219 SBT - D 40.8 14 E 57.0 7 SBR 100 A 2.6 26 A 4.5 41 EBL 325 B 14.9 152 E 74.6 779 EBT/R - B 14.5 140 B 13.4 253 WBL TWLTL B 16.6 11 B 16.6 20 No -Build WBT/R - D 38.2 209 F 80.5 621 (2024) NBL 75 D 43.4 60 C D 54.8 45 D Traffic NBT - D 52.0 17 (20.3 sec) E 58.5 10 (52.4 sec) Conditions NBR 75 A 0.3 0 A 0.5 0 SBL 100 D 40.0 186 F 107.9 225 SBT - D 43.5 15 E 56.0 4 SBR 100 A 5.2 57 A 4.8 75 EBL 325 B 15.0 155 F 81.3 791 EBT/R - B 14.6 144 B 13.3 257 WBL TWLTL B 16.6 11 B 16.4 20 Build (2024) WBT/R - D 38.3 217 E 75.4 620 Traffic NBL 75 D 43.8 60 C D 54.8 45 D NBT - D 52.2 17 (20.6 sec) E 58.5 10 (52.1 sec) Conditions NBR 75 A 0.3 0 A 0.5 0 SBL 100 D 40.1 185 F 109.1 227 SBT - D 43.5 15 E 56.0 7 SBR 100 A 5.3 58 A 5.1 47 EBL 325 B 11.7 139 D 53.4 729 Build (2024) EBT/R - B 11.9 132 B 10.9 232 TWLTL B 12.9 10 B 12.6 17 Traffic WBT/R WBT/R - C 31.4 204 D 49.5 558 Conditions NBL 75 D 39.4 58 B D 50.3 43 C With Lost NBT - D 48.0 16 (16.4 sec) D 54.5 9 (34.7 sec) Tin¢ NBR 75 A 0.2 0 A 0.4 0 Alifustneut SBL 100 C 33.9 178 E 69.5 206 SBT D 40.0 14 D 53.0 7 SBR 100 A 2.4 27 A 2.8 30 Capacity analysis indicates that the intersection currently operates at LOS B during the AM peak how and LOS D during the PM peak how. Under no -build conditions, the intersection is expected to operate at LOS C during the AM peak hour and LOS D during the PM peak hour. Under build conditions, the intersection is expected to continue to operate at LOS C during the AM peak hour and LOS D during the PM peak hour without a lost time adjustment. With the lost time corrected to 4.0 ,OR 1<)klk rameykemp.com Transportation Consulting that moves us forward. RAMEY KEMP ASSOCIATES Moving forward. The Heritage on Rio TIA 1 6 seconds per phase, the intersection is projected to operate at LOS B during the AM peak hour and LOS C during the PM peak hour, with all movements operating at LOS E or better. No improvements are warranted or recommended at this intersection at build -out of the proposed multifamily community. Table 3 summarizes the capacity analysis results for the unsignalized intersection of Rio Road West at West Site Driveway, and the Synchro outputs are enclosed for reference. Table 3 Level -of -Service Summary for Rio Road West at West Site Driveway CONDITION LANE STORAGE LANE GROUP AM PEAK HOUR PM PEAK HOUR Lane Lane Queue Overall Lane Lane Queue Overall (feet) Los Delay ft ) LOS LOS Delay 00 LOS sec (Delay) sec (Delay) - EBT/R - - - - - - Build (2024) TWLTL WBL' A 9.1 0 N/A' B 11.1 3 N/A3 Traffic Conditions WBT - - - - NBLT C 12.1 5 C 15.8 5 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 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. '"R 1<1AW rameykemp.com Transportation Consulting that moves us forward. RAMEY KEMP ASSOCIATES Moving forward. The Heritage on Rio TIA 1 7 Table 4 summarizes the capacity analysis results for the unsignalized intersection of Rio Road West at Health and Rehab Center Driveway, and the Synchro outputs are enclosed for reference. Table 4 Level -of -Service Summary for Rio Road West at Health and Rehab Center Driveway AM PEAK HOUR PM PEAK HOUR LANE CONDITION STORAGE PANE GROUP Lane Lane Queue Overall Lane Lane Queue Overall (feet) Delay LOS Delay LOS LOS sec (ft) (Delay)3 LOS sec (ft) (Delay)3 Existing (2021) EBT/R Traffic TWLTL WBV A 9.2 0 N/A B 10.5 0 N/A - WBT - - - - - - Conditions - NBL/R' I B 11.9 0 C 17.8 5 No -Build (2024) EBT/R Traffic TWLTL WBV A 9.4 0 N/A B 10.9 0 N/A WBT _ _ _ _ Conditions NBL/R1 B 12.3 0 C 19.3 8 - EBT/R - - - - - - Build (2024) TWLWL WBL2 A 9.6 3 B 11.4 5 Traffic WBT - - N/A - N/A Conditions - NBL' C 17.1 3 D 27.1 8 50 NBR' B 11.5 5 B 13.5 5 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 and PM peak hours. 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 and PM peak hours. The applicant is proposing to widen the existing Health and Rehab Center Driveway to create a northbound right -turn lane with 50 feet of storage. Under build conditions, the minor street left -turn movement is expected to operate with short delays (less than 25 seconds) during the AM peak hour and with moderate delays (between 25 and 50 seconds) during the PM peak hour, with queue lengths of just one vehicle. Transportation Consulting that moves us forward. rameykemp.com RAMEY KEMP ASSOCIATES The Heritage on Rio TIA 1 8 Moving forward. Clearance times for the Rio Road West at Berkmar Drive intersection range from 6.9 to 7.3 seconds per phase. Start-up lost time is fixed at 2.0 seconds, so when the lost time adjustment is zero, this means that drivers are not using the last 4.9 to 5.3 seconds of clearance time, which is overly conservative. In Table 5, the LOS results for the build conditions are reported with and without the lost time adjustment. Table 5 summarizes the capacity analysis results for the signalized intersection of Rio Road West at Berkmar Drive, and the Synchro outputs are enclosed for reference. Table 5 Level -of -Service Summary for Rio Road West at Berkmar Drive AM PEAK HOUR PM PEAK HOUR LANE LANE Lane Lane Queue Queue Overall ne Lane Lane Queue Queue Overall CONDITION STORAGE GROUP (feet) LOS Delay (ftDela LOS LOS Delay LOS sec sec((itDelay) EBL TWLTL B 17.2 160 F 93.6 702 EBT/R - C 21.7 120 C 25.3 212 Existing WBL 100 B 13.2 52 B 15.2 50 (2021) WBT/R - C 22.0 145 C C 29.2 259 D Traffic NBL 200 D 39.4 48 (24.8 sec) D 45.6 87 (43.8 sec) Conditions NBT/R - D 50.1 155 E 73.4 346 SBL 125 D 48.5 141 E 64.2 235 SBT/R 200 B 19.3 68 B 19.6 117 EBL TWLTL B 16.2 191 D 50.6 536 EBT/R - B 19.6 137 C 22.7 218 No -Build WBL 100 B 12.5 62 B 19.3 49 (2024) WBT/R - C 22.1 186 C D 49.5 416 D Traffic NBL 200 D 39.8 47 (26.7 seC) D 49.7 97 (45.1 sec) Conditions NBT/R - E 62.3 156 F 85.3 299 SBL 125 E 61.8 143 F 94.2 303 SBT/R 200 C 23.0 71 C 24.5 118 EBL TWLTL B 16.8 197 E 55.2 588 EBT/R - C 20.3 157 C 22.1 226 Build (2024) WBL 100 B 12.7 62 B 18.4 47 Traffic WBT/R - C 23.0 199 C D 50.5 443 D NBL 200 D 40.0 49 (26.9 sec) D 51.6 102 (46.6 sec) Conditions NBT/R - E 62.6 157 F 99.5 336 SBL 125 E 61.6 143 F 92.1 294 SBT/R 200 C 22.9 72 C 24.4 119 Build (2024) EBL TWLTL B 14.1 183 D 43.8 513 EBT/R - B 18.1 149 B 19.9 215 Traffic WBL 100 B 10.5 57 B 15.7 44 Conditions WBT/R - C 20.2 186 C D 44.7 428 D Ill Lost NBL 200 D 38.7 48 (23.7 sec) D 49.4 99 (39.4 sec) Tinte NBT/R - D 52.9 152 E 79.3 300 Adjustment SBL 125 E 55.8 139 E 76.8 261 SBT/R 200 C 20.6 70 C 20.4 116 Capacity analysis indicates that the intersection currently operates at LOS C during the AM and PM peak hours. Under no -build conditions, the intersection is expected to continue to operate at LOS C during the AM peak hour and LOS D during the PM peak how. Under build conditions, the intersection is expected to continue to operate at LOS C during the AM peak hour and LOS D during the PM peak hour without a lost time adjustment. With the lost time corrected to 4.0 ,OR 1<)klk rameykemp.com Transportation Consulting that moves us forward. RAMJEY KEMP ASSOCIATES �.! , 1 1 seconds per phase, the intersection is projected to continue to operate at LOS C during the AM peak hour and LOS D during the PM peak hour, with all movements operating at LOS E or better. No improvements are warranted or recommended at this intersection at build -out of the proposed multifamily community. Recommendations Based on the traffic capacity analysis, all of the study intersections will operate at an acceptable level -of -service at build -out of the proposed multifamily community with the following roadway improvements: Rio Road West at West Site Driveway: ■ Construct site driveway with one ingress lane and one egress lane Rio Road West at Health and Rehab Center Driveway: • Construct a northbound right -turn lane on the Health and Rehab Center Driveway with 50 feet of storage We appreciate your attention to this matter. Please contact me at (804) 217-8560 if you have any questions about this report. �,;�ADLTk Sincerely yours, (00 Ramey Kemp & Associates, Inc. ic. No. t14! Carl Hultgren, P.E., PTOE k0000 SStONAt BNGv State Traffic Engineering Lead Enclosures: Figures, Traffic count data, Synchro output, VDOT turn lane warrant diagrams Copy to: Mr. Adam Moore, P.E. 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Preliminary Site Plan �- The Heritage on Rio Albemarle County, Virginia RAMEY KEMP ASSOCIATES Scale: Not to Seale Figure 2 Earlysville Berkmar Road Drive 12,000 vpd 45 mph F TWLTL 16,000 1 �7� 35 mP k �o o $$ o i-175' ~ 100' 325' � V 225' 1� �Q T Health & Rehab o 4opa Driveway Townwood Berkmar Drive 25 mph 00 v 3,900 vpd 35 mph LEGEND Existing Lane Momog forward Existing X Storage (In Feet) The Heritage on Rio Lane Configuration I(Alk Albemarle County, Virginia Existing Traffic Signal RAMEY KEMP ASSOCIATES Scale: Not to Scale Figure 3 Earlysville Berkmar Road Drive f 426 (910) 6 (2) (934) 592�9� `^wo 6 (5)6� Roa�d olj 143 (232)1< � �j f 246 (408) �► 76 (60) VNN (451)254 R61220� o, v (440)252 �1 �5 6$,3285 (42) 58 f Al lb �g51 Health & Rehab o w lDriveway Townwood Drive Berkmar Drive Moving forward . Existing (2021) LEGEND I(Alk The Heritage on Rio Peak Hour Traffic Volumes x (Y) AM (PM) Peak How Traffic RAMEY KEMP ASSOCIATES Albemarle County, Virginia Scale: Not to Scale Figure 4 Earlysville Berkmar Road Drive f 459 (980) 6 (2) ^w $512�6 51 (1,006) 637--m- � � 912a1 (5)6— �OaQr b N N v rO'. W �j f 265 (439) �► 82 (65) V^ (486) 273 5 6av (474) 2-) g53 (45) 62 �► Health &Rehab u 4oa Driveway o o m Townwood Drive Berkmar Drive LEGEND Moving forward . No -Build (2024) I(Alk The Heritage on Rio Peak Hour Traffic Volumes x (Y) AM (PM) Peak How Traffic RAMEY KEMP ASSOCIATES Albemarle County, Virginia Scale: Not to Scale Figure 5 Hydraulic Road LEGEND Earlysville Road 2% Townwood Drive xxi Regional Trip Distribution X% (Y%) Entering (Exiting) Trip Distribution Site Site Driveway f 38% 40% (38%) 11% � e Health & Rehab Driveway Berkmar Drive �ROad W f— 63% (10%) (63%) --m- � (5%) e 5% Berkmar Drive 63% 1 M wing forward. II �- Site Trip IL` The Heritage on Rio Distribution Albemarle County, Virginia RAMET KEMV ASSOCIATES Scale: Not t0 $Cale Figure 6 Earlysville Road Hydraulic Town wood Road Drive LEGEND X (7) AM (PM) Peak Hour 9 (26) 9 (27) (17)26� (7) 2 1 Site Site Driveway Health & Rehab Driveway Berkmar Drive h) / � f-15 (43) (a) 7 (28) 43 (2) 3 Berkmar Drive Moving forward. II �- Site Trip IL` The Heritage on Rio Assignment Albemarle County, Virginia RAMEY KEMP ASSOCIATES Scale: Not to Seale Figure 7 Earlysville Berkmar Road Drive A,661996) f 468 (1,006) r 9 �261 15 (29) 2A21 $6l (1,023) 663 w^. � F► V l6gAl 33<281 9 J► c� (12) 8 o �o�o ad ^ p 1gl �5 ✓ lA �i O v W � � 154 (zso) t813 f 280 (482) f (' • 82 (65) ? A R / (490) 280 / g5 Site (502)314 s �g6� 1�3313a15�1 / (47) 65 f f Health & Rehab Site Driveway o v Hydraulic Townwood Driveway / Road Drive Berkmar Drive Moving lorward. Build (2024) LEGEND The Heritage on Rio Peak Hour Traffic Volumes x (Y) AM (PM) Peak Hour Traffic RAMEY KEMP ASSOCIATES Albemarle County, Virginia Scale: Not to Seale Figure 8 Berlanar Earlysville Drive Road f f TWLTL TWLTL T (VDOT min. = 470') 100' fl t (► 225'� Site 1- / T I' 3 Health & Rehab o ` Site Driveway Hydraulic `Driveway Road / Berkmar Townwood Drive Drive LEGEND X Storage (In Feet) Existing Lane Proposed Lane Existing Traffic Signal TWLTL Two -Way Left -Turn Lane "°"°9'°""a`" Recommended Lane �- The Heritage Rio Configuration Albemarle County,, Virginia RAMEY KEMP ASSOCIATES Scale: Not to Scale Figure 9 BSI TRAFFIC DATA COLLECTION File Name : Charlottesville(Rio and Townwood) AM Peak Site Code Start Date : 8/3/2021 Page No 1 Grouns Printed- Cars + - Trucks Eadysville Road Rio Road Townwood drive Hydraulic Road Southbound Westbound Northbound Eastbound Start Time Right I Thru I Left I Peds q; Tazi Right Thru Left I Peds I , Tasi Right I ThN Left Peds o Taa Right I Thru I Left I Peels ZTU , IK Tm 07:00 AM 54 1 12 0 67 7 48 1 0 56 2 0 2 0 4 0 47 23 0 70 197 07:15 AM 72 0 30 0 102 8 41 2 0 51 3 1 8 0 12 0 62 25 0 87 252 07:30 AM 122 1 38 0 161 14 71 3 0 88 6 1 5 1 13 2 55 36 0 93 355 07:45 AM 107 2 40 0 149 19 65 0 0 84 2 2 7 2 13 0 83 61 0 144 390 Total 355 4 120 0 479 48 225 6 0 279 13 4 22 3 42 2 247 145 0 394 1194 08:00 AM 83 0 31 0 114 17 50 2 0 69 3 0 5 0 8 2 61 34 0 97 288 08:15 AM 84 0 27 0 111 16 60 2 1 79 7 0 7 1 15 0 74 52 0 126 331 08:30 AM 86 0 25 0 111 16 68 2 1 87 6 1 7 1 15 1 68 33 0 102 315 08:45 AM 73 0 48 1 122 17 84 2 0 103 2 0 6 0 8 3 98 54 0 155 388 Total 326 0 131 1 458 66 262 8 2 3381 18 1 25 2 461 6 301 173 0 480 1322 Grand Total 681 4 251 1 937 114 487 14 2 617 31 5 47 5 88 8 548 318 0 874 2516 Apprch % 72.7 0.4 26.8 0.1 18.5 78.9 2.3 0.3 35.2 5.7 53.4 5.7 0.9 62.7 36.4 0 Total % 27.1 0.2 10 0 37.2 4.5 19.4 0.6 0.1 24.5 1.2 0.2 1.9 0.2 3.5 0.3 21.8 12.6 0 34.7 Cars + 680 4 250 0 934 114 484 14 2 614 31 5 47 4 87 8 545 312 0 865 2500 % Cars + 99.9 100 99.6 0 99.7 100 99.4 100 100 99.5 100 100 100 80 98.9 100 99.5 98.1 0 99 99.4 Trucks 1 0 1 1 3 0 3 0 0 3 0 0 0 1 1 0 3 6 0 9 16 % Trucks 0.1 0 0.4 100 0.3 0 0.6 0 0 0.5 0 0 0 20 1.1 0 0.5 1.9 0 1 0.6 BSI TRAFFIC DATA COLLECTION File Name : Charlottesville(Rio and Townwood) AM Peak Site Code Start Date : 8/3/2021 Page No 2 Earlysville Road Southbound Rio Road Westbound Townwood drive Northbound Hydraulic Road Eastbound Start Time Right I Thru I Left I Peds oyP. Taal Right Thru I Left I Peds oyP. rasa Right I Thru I Left I Peds pp Tows Right I Thru I Left I Peds MP-Tq l PeaK Hour Analysis From 07:00 AM to OBA5 AM - PeaK 1 of 1 Peak Hnur fnr Fntire InterceMinn Renins at 07 In AM 07:30 AM 122 1 38 0 161 14 71 3 0 88 6 1 5 1 13 2 55 36 0 93 355 07:45 AM 107 2 40 0 149 19 65 0 0 84 2 2 7 2 13 0 83 61 0 144 390 08:00 AM 83 0 31 0 114 17 50 2 0 69 3 0 5 0 8 2 61 34 0 97 288 08:15 AM 84 0 27 0 111 16 60 2 1 79 7 0 7 1 15 0 74 52 0 126 331 Total volume 396 3 136 0 535 66 246 7 1 320 18 3 24 4 49 4 273 183 0 460 1364 %App. Total 74 0.6 25.4 0 20.6 76.9 2.2 0.3 36.7 6.1 49 8.2 0.9 59.3 39.8 0 PHF .811 .375 .850 .000 .831 .868 .866 .583 .250 .909 .643 .375 .857 .500 .817 .500 .822 .750 .000 .799 .874 Earlysville Road Out In Total 2521 787 398 1 31 136 Right Thru Left Peds Peak Hour Data mry *6 r� `m's� Jw 1 p WO v m No th m e Peak Hour Begins a107:30 o Cam+ r �� J o n t O O � Trucks � c F+ Left Thm Ri M Peds 241 31 181 4 4 4 Out In Total BSI TRAFFIC DATA COLLECTION File Name : Charlottesville(Rio and Townwood) PM Peak Site Code Start Date : 8/3/2021 Page No 1 Grouns Printed- Cars + - Trucks Eadysville Road Rio Road Townwood Drive Hydraulic Road Southbound Westbound Northbound Eastbound Start Time Right I Thru I Left I Peds q; T.., Right Thru Left I Peds I , Tasi Right I ThN Left Peds o Taa Right I Thru I Left I Peds . Taei nj2j 04:00 PM 39 2 18 0 59 40 117 3 0 160 3 3 7 0 13 6 129 84 0 219 451 04:15 PM 72 2 35 0 109 46 97 2 0 145 3 1 5 2 11 2 116 84 0 202 467 04:30 PM 57 1 32 0 90 44 118 6 0 168 1 1 9 0 11 7 118 93 0 218 487 04:45 PM 68 0 39 0 107 50 156 5 0 211 6 0 1 1 8 8 128 109 0 245 571 Total 236 5 124 0 365 180 488 16 0 684 13 5 22 3 43 23 491 370 0 884 1976 05:00 PM 74 0 34 0 108 50 109 4 0 163 10 0 2 0 12 8 188 152 0 348 631 05:15 PM 67 0 21 0 88 43 147 7 0 197 4 1 3 0 8 6 123 101 0 230 523 05:30 PM 52 2 30 0 84 40 111 8 0 159 3 0 3 0 6 10 117 75 0 202 451 05:45 PM 47 3 29 0 79 21 86 8 0 115 8 0 6 1 15 9 116 96 0 221 430 Total 240 5 114 0 359 154 453 27 0 6341 25 1 14 1 41 33 544 424 0 1001 2035 Grand Total 476 10 238 0 724 334 941 43 0 1318 38 6 36 4 84 56 1035 794 0 1885 4011 Apprch % 65.7 1.4 32.9 0 25.3 71.4 3.3 0 45.2 7.1 42.9 4.8 3 54.9 42.1 0 Total % 11.9 0.2 5.9 0 18.1 8.3 23.5 1.1 0 32.9 0.9 0.1 0.9 0.1 2.1 1.4 25.8 19.8 0 47 Cars + 473 10 237 0 720 334 940 43 0 1317 38 6 36 3 83 56 1032 793 0 1881 4001 % Cars + 99.4 100 99.6 0 99.4 100 99.9 100 0 99.9 100 100 100 75 98.8 100 99.7 99.9 0 99.8 99.8 Trucks 3 0 1 0 4 0 1 0 0 1 0 0 0 1 1 0 3 1 0 4 10 % Trucks 0.6 0 0.4 0 0.6 0 0.1 0 0 0.1 0 0 0 25 1.2 0 0.3 0.1 0 0.2 0.2 BSI TRAFFIC DATA COLLECTION File Name : Charlottesville(Rio and Townwood) PM Peak Site Code Start Date : 8/3/2021 Page No 2 Earlysville Road Southbound Rio Road Westbound Townwood Drive Northbound Hydraulic Road Eastbound Start Time Right I Thru I Left I Peds oyP. Taal Right Thru I Left I Peds oyP. rasa Right I Thru I Left I Peds ayp Twa Right I Thru I Left I Peds MP -Taal PeaK Hour Analysis From 04:00 PM to 05:45 PM - PeaK 1 of 1 Paak Hnur fnr Fntire Intercartinn Ranins at 04,1171 PM 04:30 PM 57 1 32 0 90 44 118 6 0 168 1 1 9 0 11 7 118 93 0 218 487 04:45 PM 68 0 39 0 107 50 156 5 0 211 6 0 1 1 8 8 128 109 0 245 571 05:00 PM 74 0 34 0 108 50 109 4 0 163 10 0 2 0 12 8 188 152 0 348 631 05:15 PM 67 0 21 0 88 43 147 7 0 197 4 1 3 0 8 6 123 101 0 230 523 Total volume 266 1 126 0 393 187 530 22 0 739 21 2 15 1 39 29 557 455 0 1041 2212 %App. Total 67.7 0.3 32.1 0 25.3 71.7 3 0 53.8 5.1 38.5 2.6 2.8 53.5 43.7 0 PHF .899 .250 .808 .000 .910 .935 .849 .786 .000 .876 .525 .500 .417 .250 .813 .906 .741 .748 .000 .748 .876 Earlysville Road Out In Total ® 393 1 1037 2=661 11 1261 0 Right Thru Left Peds Peak Hour Data o 'm e J-t O a 0 ¢ ` 'O c� No th c g c m~ Peak Hour Begins at 04:30 P o T t N R 1 Cam+ rN ♦ ��i 6 5 oq a Trucks �o _ y �m F+ Left Thru Ri M Peds 11 151 21 211 1 0 Out In Total BSI TRAFFIC DATA COLLECTION File Name : Charlottesville(Rio and Access) AM Peak Site Code Start Date : 8/3/2021 Page No 1 Groups Printed- Cars + - Trucks Rio Road Rehad Access Rio Road Westbound Northbound Eastbound Start Time Thru F Left Peds App. Total Riqqht7 Left Peds . Total Right I Thru I Peds I App. Total Int. Total 07:00 AM 42 2 1 45 4 0 2 6 3 65 0 68 119 07:15 AM 51 2 0 53 0 2 0 2 1 85 0 86 141 07:30 AM 61 2 0 63 3 0 1 4 3 102 0 105 172 07:45 AM 73 2 0 75 0 2 2 4 1 130 0 131 210 Total 227 8 1 236 7 4 5 16 8 382 0 390 642 08:00 AM 73 0 0 73 0 0 3 3 2 114 0 116 192 08:15 AM 93 0 0 93 0 0 2 2 1 109 0 110 205 08:30 AM 87 1 0 88 1 0 1 2 1 115 0 116 206 08:45 AM 102 4 0 106 1 0 2 3 1 155 0 156 265 Total 355 5 0 3601 2 0 8 10 5 493 0 4981 868 Grand Total 582 13 1 596 9 4 13 26 13 875 0 888 1510 Apprch % 97.7 2.2 0.2 34.6 15.4 50 1.5 98.5 0 Total % 38.5 0.9 0.1 39.5 0.6 0.3 0.9 1.7 0.9 57.9 0 58.8 Cars + 582 13 1 596 9 4 13 26 13 872 0 885 1507 % Cars + 100 100 100 100 100 100 100 100 100 99.7 0 99.7 99.8 Trucks 0 0 0 0 0 0 0 0 0 3 0 3 3 % Trucks 0 0 0 0 0 0 0 0 0 0.3 0 0.3 0.2 BSI TRAFFIC DATA COLLECTION File Name : Charlottesville(Rio and Access) AM Peak Site Code Start Date : 8/3/2021 Page No 2 Rio Road Westbound Rehad Access Northbound Rio Road Eastbound Start Time Thru I Left I Peds A . Total Right I Left I Pads I App. Total Ri ht Thru Peds I Apo. Total PeaK Hour Analysis From 07:00 AM to 08:45 AM - PeaK 1 of 1 Peak Hnur fnr Fmire InlerceMinn Renins at 0R,00 AM Int. Total 08:00 AM 73 0 0 73 0 0 3 3 2 114 0 116 192 08:15 AM 93 0 0 93 0 0 2 2 1 109 0 110 205 08:30 AM 87 1 0 88 1 0 1 2 1 115 0 116 206 08:45 AM 102 4 0 106 1 0 2 3 1 155 0 156 265 Total Volume 355 5 0 360 2 0 8 10 5 493 0 498 868 % App. Total 98.6 1.4 0 20 0 80 1 99 0 PHF .870 .313 .000 .849 .500 .000 .667 .833 .625 .795 .000 .798 1 .819 Peak Hour Data W� m T �D e Noah r� e e Peak Hour Begins at 08:00 ry N m m Cam+ v a m d Trucks O o c �m Left Ri ra Paos 2 1 7 261 Out In Total BSI TRAFFIC DATA COLLECTION File Name : Charlottesville(Rio and Access) PM Peak Site Code Start Date : 8/3/2021 Page No 1 Groups Printed- Cars + - Trucks Rio Road Rehab Access Rio Road Westbound Northbound Eastbound Start Time Thru F Left Peds App. Total Riqqht7 Left Peds . Total Right I Thru I Peds I App. Total Int. Total 04:00 PM 161 0 0 161 1 1 0 2 2 163 0 165 328 04:15 PM 154 1 0 155 3 1 1 5 0 165 0 165 325 04:30 PM 162 0 0 162 0 1 0 1 1 171 0 172 335 04:45 PM 209 0 0 209 0 2 0 2 1 182 0 183 394 Total 686 1 0 687 4 5 1 10 4 681 0 685 1382 05:00 PM 189 1 0 190 5 2 0 7 2 241 0 243 440 05:15 PM 195 1 0 196 1 2 2 5 1 185 0 186 387 05:30 PM 165 0 0 165 2 2 1 5 0 170 0 170 340 05:45 PM 125 0 0 125 0 0 1 1 0 175 0 175 301 Total 674 2 0 6761 8 6 4 18 3 771 0 7741 1468 Grand Total 1360 3 0 1363 12 11 5 28 7 1452 0 1459 2850 Apprch % 99.8 0.2 0 42.9 39.3 17.9 0.5 99.5 0 Total % 47.7 0.1 0 47.8 0.4 0.4 0.2 1 0.2 50.9 0 51.2 Cars + 1359 3 0 1362 12 11 5 28 7 1452 0 1459 2849 % Cars + 99.9 100 0 99.9 100 100 100 100 100 100 0 100 100 Trucks 1 0 0 1 0 0 0 0 0 0 0 0 1 % Trucks 0.1 0 0 0.1 0 0 0 0 0 0 0 0 0 BSI TRAFFIC DATA COLLECTION File Name : Charlottesville(Rio and Access) PM Peak Site Code Start Date : 8/3/2021 Page No 2 Rio Road Westbound Rehab Access Northbound Rio Road Eastbound Start Time Thru I Left I Peds A . Total Right I Left I Pads I App. Total Ri ht Thru Peds I Apo. Total PeaK Hour Analysis From 04:00 PM to 05:45 PM - PeaK 1 of 1 Peak Hnur fnr Fntire Interserlinn Renins at 04,4E PM Int. Total 04:45 PM 209 0 0 209 0 2 0 2 1 182 0 183 394 05:00 PM 189 1 0 190 5 2 0 7 2 241 0 243 "0 05:15 PM 195 1 0 196 1 2 2 5 1 185 0 186 387 05:30 PM 165 0 0 165 2 2 1 5 0 170 0 170 340 Total Volume 758 2 0 760 8 8 3 19 4 778 0 782 1561 % App. Total 99.7 0.3 0 42.1 42.1 15.8 0.5 99.5 0 PHF .907 .500 .000 .909 .400 1.00 .375 .679 .500 .807 .000 .81M 1 .887 Peak Hour Data 1a m T �D 4 Noah �c 5 e c Peak Hour Begins at 04:45 PWe rs o N m m Cam+ v a O d Trucks �m Left Ri ra Pads ®% Out In Total BSI TRAFFIC DATA COLLECTION File Name : Charlottesville(Rio and Berkmar) AM Peak Site Code Start Date : 8/3/2021 Page No 1 Groups Printed- Cars + - Trucks Berkmar Drive Rio Road Berkmar Drive Rio Road Southbound Westbound Northbound Eastbound Start Time Right I Thru I Left I Peds q; Tazi Right Thru 7Left I Peds I q To , Right I Thr Left Peds o .Tq Right I ThrU I Left I Pods ..TU , IM Tow 07:00 AM 22 3 9 0 34 17 21 10 0 48 5 5 0 1 11 12 25 27 0 64 157 07:15 AM 26 12 11 0 49 24 39 17 0 80 13 6 4 0 23 15 36 34 0 85 237 07:30 AM 35 17 23 0 75 31 25 15 0 71 13 2 4 1 20 12 46 45 0 103 269 07:45 AM 32 10 26 0 68 38 56 18 0 112 12 8 2 1 23 13 56 57 2 128 331 Total 115 42 69 0 226 110 141 60 0 311 43 21 10 3 77 52 163 163 2 380 994 08:00 AM 22 11 17 0 50 28 47 12 0 87 14 10 5 1 30 10 48 36 0 94 261 08:16 AM 40 10 22 2 74 29 52 16 0 97 11 11 4 0 26 12 55 51 0 118 315 08:30 AM 37 18 20 0 75 39 47 16 2 104 16 8 9 0 33 11 44 54 0 109 321 08:45 AM 48 17 35 0 100 23 59 19 0 101 15 15 6 1 37 15 63 71 0 149 387 Total 147 56 94 2 299 119 205 63 2 3891 56 44 24 2 1261 48 210 212 0 470 1284 Grand Total 262 98 163 2 525 229 346 123 2 700 99 65 34 5 203 100 373 375 2 850 2278 Apprch % 49.9 18.7 31 0.4 32.7 49.4 17.6 0.3 48.8 32 16.7 2.5 11.8 43.9 44.1 0.2 Total % 11.5 4.3 7.2 0.1 23 10.1 15.2 5.4 0.1 30.7 4.3 2.9 1.5 0.2 8.9 4.4 16.4 16.5 0.1 37.3 Cars + 261 97 162 0 520 228 345 122 2 697 97 64 34 4 199 100 371 374 2 847 2263 % Cars + 99.6 99 99.4 0 99 99.6 99.7 99.2 100 99.6 98 98.5 100 80 98 100 99.5 99.7 100 99.6 99.3 Trucks 1 1 1 2 5 1 1 1 0 3 2 1 0 1 4 0 2 1 0 3 15 % Trucks 0.4 1 0.6 100 1 0.4 0.3 0.8 0 0.4 2 1.5 0 20 2 0 0.5 0.3 0 0.4 0.7 BSI TRAFFIC DATA COLLECTION File Name : Charlottesville(Rio and Berkmar) AM Peak Site Code Start Date : 8/3/2021 Page No 2 Berkmar Drive Southbound Rio Road Westbound Berkmar Drive Northbound Rio Road Eastbound Start Time Right I Thru I Left I Peds oyp. Taai Right Thru I Left I Peds oyP. Taal Right I Thru I Left I Peds ayp Twa Right I Thru I Left I Peds ayp_Taai PeaK Hour Analysis From 07:00 AM to OBA5 AM - PeaK 1 of 1 08:00 AM 22 11 17 0 50 28 47 12 0 87 14 10 5 1 30 10 48 36 0 94 261 08:15 AM 40 10 22 2 74 29 52 16 0 97 11 11 4 0 26 12 55 51 0 118 315 08:30 AM 37 18 20 0 75 39 47 16 2 104 16 8 9 0 33 11 44 54 0 109 321 08:45 AM 48 17 35 0 100 23 59 19 0 101 15 15 6 1 37 15 63 71 0 149 387 Total volume 147 56 94 2 299 119 205 63 2 389 56 44 24 2 126 48 210 212 0 470 1284 %App. Total 49.2 18.7 31.4 0.7 30.6 52.7 16.2 0.5 44.4 34.9 19 1.6 10.2 44.7 45.1 0 PHF .766 .778 .671 .250 .748 .763 .869 .829 .250 .935 .875 .733 .667 .500 .851 1 .800 .833 .746 .000 .789 .829 Berkmar Drive Out In Total 0 299 1 674 1=471 561 941 2 Right Thru Left Peds Peak Hour Data N c 2 No th O CO NL 4 F CH O QO Peak Hour Begins atWe e 'rw-� Cars r m OO n q a Trucks p w y �m N F+ Left Thm Ri M Peds 241 441 561 2 1 7 Out Inn Total BSI TRAFFIC DATA COLLECTION File Name : Charlottesville(Rio and Berkmar) PM Peak Site Code Start Date : 8/3/2021 Page No 1 Grouns Printed- Cars + - Trucks Berkmar Drive Rio Road Berkmar Drive Rio Road Southbound Westbound Northbound Eastbound Start Time Right Thrll Left PedS Gyp. Tam Right h Left Pede Poo Tam Ri ht ThrU Left Pede r�yp. ram R' M Thm LeR PedS Nro�T. Inl.Tmm 04:00 PM 63 17 28 0 108 54 68 21 0 143 18 36 11 0 65 12 64 87 0 163 479 04:15 PM 70 30 32 0 132 51 72 10 0 133 20 25 13 0 58 11 59 82 0 152 475 04:30 PM 60 12 44 0 116 52 75 9 0 136 26 21 13 0 60 10 66 84 0 160 472 04:45 PM 79 19 35 0 133 48 102 14 0 164 15 23 12 0 50 9 74 98 0 181 528 Total 272 78 139 0 489 205 317 54 0 576 79 105 49 0 233 42 263 351 0 656 1954 05:00 PM 78 17 46 0 141 56 81 16 0 153 26 19 14 0 59 11 120 91 0 222 575 05:15 PM 94 22 37 0 153 40 93 12 0 145 8 23 11 0 42 8 86 99 1 194 534 05:30 PM 78 23 46 0 147 49 64 8 0 121 19 15 17 0 51 7 87 88 0 182 501 05:45 PM 49 16 29 0 94 34 61 11 0 106 10 18 7 1 36 8 83 95 0 186 422 Total 299 78 158 0 535 179 299 47 0 5251 63 75 49 1 1881 34 376 373 1 784 2032 Grand Total 571 156 297 0 1024 384 616 101 0 1101 142 180 98 1 421 76 639 724 1 1440 3986 Apprch % 55.8 15.2 29 0 34.9 55.9 9.2 0 33.7 42.8 23.3 0.2 5.3 44.4 50.3 0.1 Total % 14.3 3.9 7.5 0 25.7 9.6 15.5 2.5 0 27.6 3.6 4.5 2.5 0 10.6 1.9 16 18.2 0 36.1 Cars + 571 156 297 0 1024 383 615 99 0 1097 142 180 98 1 421 76 637 724 1 1438 3980 % Cars + 100 100 100 0 100 99.7 99.8 98 0 99.6 100 100 100 100 100 100 99.7 100 100 99.9 99.8 Trucks 0 0 0 0 0 1 1 2 0 4 0 0 0 0 0 0 2 0 0 2 6 % Trucks 0 0 0 0 0 0.3 0.2 2 0 0.4 0 0 0 0 0 0 0.3 0 0 0.1 0.2 BSI TRAFFIC DATA COLLECTION File Name : Charlottesville(Rio and Berkmar) PM Peak Site Code Start Date : 8/3/2021 Page No 2 Berkmar Drive Southbound Rio Road Westbound Berkmar Drive Northbound Rio Road Eastbound Start Time Right I Thru I Left I Peds oyp. raai Right Thru I Left I Petls oyP. rasa Right I Thru I Left I Peds ayp Tout Right I Thru I Left I Peds 1 4, mui PeaK Hour Analysis From 04:00 PM to 05:45 PM - PeaK 1 of 1 Peak Hnur fnr Fntire InterseMinn Renins at 04,45 PM 04:45 PM 79 19 35 0 133 48 102 14 0 164 15 23 12 0 50 9 74 98 0 181 528 05:00 PM 78 17 46 0 141 56 81 16 0 153 26 19 14 0 59 11 120 91 0 222 575 05:15 PM 94 22 37 0 163 40 93 12 0 145 8 23 11 0 42 8 86 99 1 194 534 05:30 PM 78 23 46 0 147 49 64 8 0 121 19 15 17 0 51 7 87 88 0 182 501 Total volume 329 81 164 0 574 193 340 50 0 583 68 80 54 0 202 35 367 376 1 779 2138 %App. Total 57.3 14.1 28.6 0 33.1 58.3 8.6 0 33.7 39.6 26.7 0 4.5 47.1 48.3 0.1 PHF .875 .880 .891 .000 .938 .862 .833 .781 .000 .889 .654 .870 .794 .000 .856 .795 .765 .949 .250 .877 .930 Berkmar Drive Out In Total ® 574 1 122 329 81 164 Right Thru Left Peds Peak Hour Data —w �5 m 2 No ih o c Peak Hour Begins at 04:45 P A e x n nc ¢Z Cam+ r >o m a O 5� Trucks y d �o F+ Left Thm Ri M Peds ® 2 2 Out In Total Rio Road West Multifamily - Albemarle Existing (2021) Conditions 1: Townwood Drive/Earlysville Road & Hydraulic Road/Rio Road West Timing Plan: AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ►j +'j's ►j ft + r + re Traffic Volume (vph) 220 328 5 8 295 79 29 4 22 163 4 475 Future Volume (vph) 220 328 5 8 295 79 29 4 22 163 4 475 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 325 0 175 0 75 75 100 100 Storage Lanes 2 0 1 0 1 1 1 2 Taper Length (ft) 100 100 100 100 Satd. Flow (prof) 1770 3532 0 1770 3426 0 1770 1863 1583 1770 1863 2787 Fit Permitted 0.352 0.525 0.950 0.354 Satd. Flow (perm) 656 3532 0 978 3426 0 1770 1863 1583 659 1863 2787 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 25 340 546 Link Speed (mph) 35 35 25 45 Link Distance (ft) 1197 2281 711 1340 Travel Time (s) 23.3 44.4 19.4 20.3 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%) Lane Group Flow (vph) 253 383 0 9 430 0 33 5 25 187 5 546 Turn Type pm+pt NA pm+pt NA Prot NA Perm pm+pt NA pm+ov Protected Phases 5 2 1 6 3 8 7 4 5 Permitted Phases 2 6 8 4 4 Detector Phase 5 2 1 6 3 8 8 7 4 5 Switch Phase Minimum Initial (s) 4.0 12.0 4.0 12.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 14.6 21.6 14.6 21.6 16.0 16.0 16.0 16.0 16.0 14.6 Total Split (s) 40.0 66.0 17.0 43.0 20.0 18.0 18.0 29.0 27.0 40.0 Total Split (%) 30.8% 50.8% 13.1% 33.1% 15.4% 13.8% 13.8% 22.3% 20.8% 30.8% Yellow Time (s) 4.1 4.1 4.1 4.1 4.7 4.7 4.7 3.0 4.7 4.1 All -Red Time (s) 5.5 5.5 5.5 5.5 3.1 3.1 3.1 3.9 3.1 5.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 9.6 9.6 9.6 9.6 7.8 7.8 7.8 6.9 7.8 9.6 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min None None None None None None None None Act Eftct Green (s) 47.0 44.7 23.5 17.4 11.4 6.8 6.8 20.0 14.4 39.8 Actuated g/C Ratio 0.54 0.51 0.27 0.20 0.13 0.08 0.08 0.23 0.17 0.46 v/c Ratio 0.42 0.21 0.03 0.61 0.14 0.03 0.06 0.55 0.02 0.35 Control Delay 14.7 14.7 16.4 36.6 41.0 49.0 0.3 36.9 40.8 2.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.7 14.7 16.4 36.6 41.0 49.0 0.3 36.9 40.8 2.6 LOS B B B D D D A D D A Approach Delay 14.7 36.1 25.5 11.5 Approach LOS B D C B Queue Length 50th (ft) 82 62 3 118 19 3 0 85 2 0 Queue Length 95th (ft) 142 131 10 190 55 16 0 163 14 26 Internal Link Dist (ft) 1117 2201 631 1260 Turn Bay Length (ft) 325 175 75 75 100 100 Base Capacity (vph) 772 2461 356 1428 334 234 496 510 479 1913 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Synchro 10 Report RKA Page 1 Rio Road West Multifamily - Albemarle Existing (2021) Conditions 1: Townwood Drive/Earlysville Road & Hydraulic Road/Rio Road West Timing Plan: AM Peak Hour --* _0�N %r 4-4% t r �►l Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.33 0.16 0.03 0.30 0.10 0.02 0.05 0.37 0.01 0.29 Intersection Summa Area Type: Other Cycle Length:130 Actuated Cycle Length: 87.2 Natural Cycle: 70 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.61 Intersection Signal Delay:18.8 Intersection Capacity Utilization 61.1% Analysis Period (min)15 Intersection LOS: B ICU Level of Service B Splits and Phases: 1: Townwood Drive/Earlysville Road & Hydraulic Road/Rio Road West lor'o 1 —ft2 \ _- 1 04 17s 66 z0 US y V-06 \40'07 r5 40 s 29 s IRS Synchro 10 Report RKA Page 2 Rio Road West Multifamily - Albemarle Existing (2021) Conditions 3: Health & Rehab Driveway & Rio Road West Timing Plan: AM Peak Hour Intersection Int Delay, siveh Movement 0.1 EBT EBR WBL WBT NBL NBR Lane Configurations +1* ►j ++ Y Traffic Vol, veh/h 592 6 6 426 1 3 Future Vol, veh/h 592 6 6 426 1 3 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length - 25 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 722 7 7 520 1 4 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 729 0 1000 365 Stage 1 - - - - 726 - Stage 2 - - 274 - Critical Hdwy 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - 5.84 - Critical Hdwy Stg 2 - - 5.84 - Follow-up Hdwy 2.22 - 3.52 3.32 Pot Cap-1 Maneuver 871 - 240 632 Stage 1 - - 440 - Stage 2 - - 747 - Platoon blocked, % Mov Cap-1 Maneuver 871 - 238 632 Mov Cap-2 Maneuver - - 349 - Stage 1 - - 440 - Stage 2 - - 741 - Approach EB WB NB HCM Control Delay, s 0 0.1 11.9 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 525 - - 871 - 0.009 - - 0.008 - 11.9 - - 9.2 - B A 0 0 Synchro 10 Report Page 1 Rio Road West Multifamily - Albemarle Existing (2021) Conditions 4: Berkmar Drive & Rio Road West Timing Plan: AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ►j +'j's ►j ft A ft Traffic Volume (vph) 254 252 58 76 246 143 29 53 67 113 67 176 Future Volume (vph) 254 252 58 76 246 143 29 53 67 113 67 176 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 225 0 100 0 200 0 125 200 Storage Lanes 1 0 1 0 1 0 2 0 Taper Length (ft) 100 100 100 100 Satd. Flow (prof) 1770 3440 0 1770 3345 0 1770 1706 0 1770 3153 0 Fit Permitted 0.385 0.530 0.463 0.567 Satd. Flow (perm) 717 3440 0 987 3345 0 862 1706 0 1056 3153 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 18 102 34 212 Link Speed (mph) 35 35 35 35 Link Distance (ft) 1757 1269 781 1044 Travel Time (s) 34.2 24.7 15.2 20.3 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%) Lane Group Flow (vph) 306 374 0 92 468 0 35 145 0 136 293 0 Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 8 3 4 7 Permitted Phases 2 6 3 7 Detector Phase 5 2 1 6 8 3 4 7 Switch Phase Minimum Initial (s) 8.0 12.0 12.0 12.0 12.0 8.0 12.0 8.0 Minimum Split (s) 15.3 19.3 19.3 19.3 18.9 14.9 18.9 14.9 Total Split (s) 19.0 40.0 44.0 65.0 36.0 13.0 43.0 20.0 Total Split (%) 13.6% 28.6% 31.4% 46.4% 25.7% 9.3% 30.7% 14.3% Yellow Time (s) 4.0 4.0 4.0 4.0 3.6 3.6 3.6 3.6 All -Red Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 7.3 7.3 7.3 7.3 6.9 6.9 6.9 6.9 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min None C-Min None None None None Act Eftct Green (s) 82.6 65.0 70.4 58.4 34.2 20.7 33.2 24.1 Actuated g/C Ratio 0.59 0.46 0.50 0.42 0.24 0.15 0.24 0.17 vlc Ratio 0.54 0.23 0.16 0.32 0.11 0.52 0.42 0.41 Control Delay 17.2 21.7 13.2 22.0 39.4 50.1 48.5 19.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.2 21.7 13.2 22.0 39.4 50.1 48.5 19.3 LOS B C B C D D D B Approach Delay 19.7 20.6 48.0 28.6 Approach LOS B C D C Queue Length 50th (ft) 125 98 33 113 23 95 96 37 Queue Length 95th (ft) 160 120 52 145 48 155 141 68 Internal Link Dist (ft) 1677 1189 701 964 Turn Bay Length (ft) 225 100 200 125 Base Capacity (vph) 562 1606 799 1469 467 281 602 741 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Synchro 10 Report RKA Page 3 Rio Road West Multifamily - Albemarle Existing (2021) Conditions 4: Berkmar Drive & Rio Road West Timing Plan: AM Peak Hour --* --,,N 4e *-- 4-4% t r �►l Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced vlc Ratio 0.54 0.23 0.12 0.32 0.07 0.52 0.23 0.40 Intersection Summa Area Type: Other Cycle Length:140 Actuated Cycle Length: 140 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 75 Control Type: Actuated -Coordinated Maximum vlc Ratio: 0.54 Intersection Signal Delay: 24.8 Intersection LOS: C Intersection Capacity Utilization 63.5% ICU Level of Service B Analysis Period (min)15 Synchro 10 Report RKA Page 4 Rio Road West Multifamily - Albemarle Existing (2021) Conditions 1: Townwood Drive/Earlysville Road & Hydraulic Road/Rio Road West Timing Plan: PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tf 0 ►j ft ►j + F + re Traffic Volume (vph) 546 668 35 26 636 224 18 2 25 151 1 319 Future Volume (vph) 546 668 35 26 636 224 18 2 25 151 1 319 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 325 0 175 0 75 75 100 100 Storage Lanes 2 0 1 0 1 1 1 2 Taper Length (ft) 100 100 100 100 Satd. Flow (prof) 1770 3511 0 1770 3401 0 1770 1863 1583 1770 1863 2787 Fit Permitted 0.080 0.350 0.950 0.510 Satd. Flow (perm) 149 3511 0 652 3401 0 1770 1863 1583 950 1863 2787 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 7 38 282 317 Link Speed (mph) 35 35 25 45 Link Distance (ft) 1197 2281 711 1340 Travel Time (s) 23.3 44.4 19.4 20.3 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Shared Lane Traffic (%) Lane Group Flow (vph) 620 799 0 30 978 0 20 2 28 172 1 363 Turn Type pm+pt NA pm+pt NA Prot NA Perm pm+pt NA pm+ov Protected Phases 5 2 1 6 3 8 7 4 5 Permitted Phases 2 6 8 4 4 Detector Phase 5 2 1 6 3 8 8 7 4 5 Switch Phase Minimum Initial (s) 4.0 12.0 4.0 12.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 14.6 21.6 14.6 21.6 16.0 16.0 16.0 16.0 16.0 14.6 Total Split (s) 51.0 82.0 15.0 46.0 17.0 16.0 16.0 17.0 16.0 51.0 Total Split(%) 39.2% 63.1% 11.5% 35.4% 13.1% 12.3% 12.3% 13.1% 12.3% 39.2% Yellow Time (s) 4.1 4.1 4.1 4.1 4.7 4.7 4.7 3.0 4.7 4.1 All -Red Time (s) 5.5 5.5 5.5 5.5 3.1 3.1 3.1 3.9 3.1 5.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 9.6 9.6 9.6 9.6 7.8 7.8 7.8 6.9 7.8 9.6 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min None None None None None None None None Act Eftct Green (s) 87.6 79.0 41.9 36.5 9.9 5.8 5.8 14.1 10.7 57.4 Actuated g/C Ratio 0.72 0.65 0.34 0.30 0.08 0.05 0.05 0.12 0.09 0.47 v/c Ratio 0.94 0.35 0.11 0.94 0.14 0.02 0.08 0.97 0.01 0.25 Control Delay 57.3 12.4 16.0 57.5 54.9 58.5 0.5 113.0 57.0 4.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.3 12.4 16.0 57.5 54.9 58.5 0.5 113.0 57.0 4.5 LOS E B B E D E A F E A Approach Delay 32.0 56.3 24.6 39.4 Approach LOS C E C D Queue Length 50th (ft) 457 183 8 408 16 2 0 130 1 9 Queue Length 95th (ft) #687 224 20 #537 42 10 0 #219 7 41 Internal Link Dist (ft) 1117 2201 631 1260 Turn Bay Length (ft) 325 175 75 75 100 100 Base Capacity (vph) 657 2273 273 1042 171 125 369 177 174 1476 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Synchro 10 Report RKA Page 1 Rio Road West Multifamily - Albemarle Existing (2021) Conditions 1: Townwood Drive/Earlysville Road & Hydraulic Road/Rio Road West Timing Plan: PM Peak Hour --* _0�N 4e 4-4% t /Op. `► l Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.94 0.35 0.11 0.94 0.12 0.02 0.08 0.97 0.01 0.25 Intersection Summa Area Type: Other Cycle Length:130 Actuated Cycle Length: 122.2 Natural Cycle: 130 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.97 Intersection Signal Delay: 41.3 Intersection LOS: D Intersection Capacity Utilization 92.5% ICU Level of Service F Analysis Period (min)15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Townwood Drive/Earlysville Road & Hydraulic Road/Rio Road West Synchro 10 Report RKA Page 2 Rio Road West Multifamily - Albemarle Existing (2021) Conditions 3: Health & Rehab Driveway & Rio Road West Timing Plan: PM Peak Hour Intersection Int Delay, siveh Movement 0.2 EBT EBR WBL WBT NBL NBR Lane Configurations +1* ►j ++ Y Traffic Vol, veh/h 934 5 2 910 10 10 Future Vol, veh/h 934 5 2 910 10 10 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length - 25 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1049 6 2 1022 11 11 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 1055 0 1567 528 Stage 1 - - - - 1052 - Stage 2 - - 515 - Critical Hdwy 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - 5.84 - Critical Hdwy Stg 2 - - 5.84 - Follow-up Hdwy 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 656 - 102 495 Stage 1 - - - - 297 - Stage 2 - - - - 565 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 656 - 102 495 Mov Cap-2 Maneuver - - - - 218 - Stage 1 - - - - 297 - Stage 2 - - - - 563 - Approach EB WB NB HCM Control Delay, s 0 0 17.8 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 NBLn1 EBT EBR WBL WBT 303 - - 656 - 0.074 - - 0.003 - 17.8 - - 10.5 - C B 0.2 0 Synchro 10 Report Page 1 Rio Road West Multifamily - Albemarle Existing (2021) Conditions 4: Berkmar Drive & Rio Road West Timing Plan: PM Peak Hour --,* --,, N %< 4-4% t r 1*. l r Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations rj +'j's ►j ft A ft Traffic Volume (vph) 451 440 42 60 408 232 65 96 82 197 97 395 Future Volume (vph) 451 440 42 60 408 232 65 96 82 197 97 395 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 225 0 100 0 200 0 125 200 Storage Lanes 1 0 1 0 1 0 2 0 Taper Length (ft) 100 100 100 100 Satd. Flow (prof) 1770 3493 0 1770 3348 0 1770 1734 0 1770 3111 0 Fit Permitted 0.254 0.461 0.198 0.338 Satd. Flow (perm) 473 3493 0 859 3348 0 369 1734 0 630 3111 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 6 96 23 425 Link Speed (mph) 35 35 35 35 Link Distance (ft) 1757 1269 781 1044 Travel Time (s) 34.2 24.7 15.2 20.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Lane Group Flow (vph) 485 518 0 65 688 0 70 191 0 212 529 0 Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 8 3 4 7 Permitted Phases 2 6 3 7 Detector Phase 5 2 1 6 8 3 4 7 Switch Phase Minimum Initial (s) 8.0 12.0 12.0 12.0 12.0 8.0 12.0 8.0 Minimum Split (s) 15.3 19.3 19.3 19.3 18.9 14.9 18.9 14.9 Total Split (s) 14.0 39.0 50.0 75.0 39.0 21.0 40.0 22.0 Total Split (%) 9.3% 26.0% 33.3% 50.0% 26.0% 14.0% 26.7% 14.7% Yellow Time (s) 4.0 4.0 4.0 4.0 3.6 3.6 3.6 3.6 All -Red Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 7.3 7.3 7.3 7.3 6.9 6.9 6.9 6.9 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min None C-Min None None None None Act Eftct Green (s) 85.4 72.3 72.0 60.0 43.0 20.2 36.6 18.1 Actuated g/C Ratio 0.57 0.48 0.48 0.40 0.29 0.13 0.24 0.12 vlc Ratio 1.09 0.31 0.13 0.49 0.20 0.75 0.68 0.71 Control Delay 93.6 25.3 15.2 29.2 45.6 73.4 64.2 19.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 93.6 25.3 15.2 29.2 45.6 73.4 64.2 19.6 LOS F C B C D E E B Approach Delay 58.3 28.0 66.0 32.4 Approach LOS E C E C Queue Length 50th (ft) -341 171 28 226 47 159 156 52 Queue Length 95th (ft) #702 212 50 259 87 #346 235 117 Internal Link Dist (ft) 1677 1189 701 964 Turn Bay Length (ft) 225 100 200 125 Base Capacity (vph) 445 1686 761 1563 426 253 456 791 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Synchro 10 Report RKA Page 3 Rio Road West Multifamily - Albemarle Existing (2021) Conditions 4: Berkmar Drive & Rio Road West Timing Plan: PM Peak Hour --* --1'N 4e *-- 4-4% t r �►l Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced vlc Ratio 1.09 0.31 0.09 0.44 0.16 0.75 0.46 0.67 Intersection Summa Area Type: Other Cycle Length:150 Actuated Cycle Length: 150 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Maximum vlc Ratio:1.09 Intersection Signal Delay: 43.8 Intersection LOS: D Intersection Capacity Utilization 92.8% ICU Level of Service F Analysis Period (min)15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Synchro 10 Report RKA Page 4 Rio Road West Multifamily - Albemarle No -Build (2024) Conditions 1: Townwood Drive/Earlysville Road & Hydraulic Road/Rio Road West Timing Plan: AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tf +1* ►j ft + F ►j + re Traffic Volume (vph) 237 353 5 9 318 85 31 4 24 175 4 511 Future Volume (vph) 237 353 5 9 318 85 31 4 24 175 4 511 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 325 0 175 0 75 75 100 100 Storage Lanes 2 0 1 0 1 1 1 2 Taper Length (ft) 100 100 100 100 Satd. Flow (prof) 1770 3532 0 1770 3426 0 1770 1863 1583 1770 1863 2787 Fit Permitted 0.328 0.510 0.950 0.351 Satd. Flow (perm) 611 3532 0 950 3426 0 1770 1863 1583 654 1863 2787 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 25 340 475 Link Speed (mph) 35 35 25 45 Link Distance (ft) 1197 2281 711 1340 Travel Time (s) 23.3 44.4 19.4 20.3 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%) Lane Group Flow (vph) 272 412 0 10 464 0 36 5 28 201 5 587 Turn Type pm+pt NA pm+pt NA Prot NA Perm pm+pt NA pm+ov Protected Phases 5 2 1 6 3 8 7 4 5 Permitted Phases 2 6 8 4 4 Detector Phase 5 2 1 6 3 8 8 7 4 5 Switch Phase Minimum Initial (s) 4.0 12.0 4.0 12.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 14.6 21.6 14.6 21.6 16.0 16.0 16.0 16.0 16.0 14.6 Total Split (s) 40.0 66.0 17.0 43.0 18.0 18.0 18.0 29.0 29.0 40.0 Total Split (%) 30.8% 50.8% 13.1% 33.1% 13.8% 13.8% 13.8% 22.3% 22.3% 30.8% Yellow Time (s) 4.1 4.1 4.1 4.1 4.7 4.7 4.7 3.0 4.7 4.1 All -Red Time (s) 5.5 5.5 5.5 5.5 3.1 3.1 3.1 3.9 3.1 5.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 9.6 9.6 9.6 9.6 7.8 7.8 7.8 6.9 7.8 9.6 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min None None None None None None None None Act Eftct Green (s) 50.4 48.0 25.0 18.8 11.7 6.8 6.8 20.9 15.0 42.5 Actuated g/C Ratio 0.55 0.52 0.27 0.21 0.13 0.07 0.07 0.23 0.16 0.46 v/c Ratio 0.45 0.22 0.03 0.64 0.16 0.04 0.06 0.58 0.02 0.38 Control Delay 14.9 14.5 16.6 38.2 43.4 52.0 0.3 40.0 43.5 5.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.9 14.5 16.6 38.2 43.4 52.0 0.3 40.0 43.5 5.2 LOS B B B D D D A D D A Approach Delay 14.6 37.7 26.5 14.3 Approach LOS B D C B Queue Length 50th (ft) 92 70 3 135 22 3 0 96 2 14 Queue Length 95th (ft) 152 140 11 209 60 17 0 186 15 57 Internal Link Dist (ft) 1117 2201 631 1260 Turn Bay Length (ft) 325 175 75 75 100 100 Base Capacity (vph) 753 2374 349 1366 287 224 489 489 498 1839 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Synchro 10 Report RKA Page 1 Rio Road West Multifamily - Albemarle No -Build (2024) Conditions 1: Townwood Drive/Earlysville Road & Hydraulic Road/Rio Road West Timing Plan: AM Peak Hour --* _0�N %r 4-4% t r �►l Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.36 0.17 0.03 0.34 0.13 0.02 0.06 0.41 0.01 0.32 Intersection Summa Area Type: Other Cycle Length:130 Actuated Cycle Length: 91.5 Natural Cycle: 70 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.64 Intersection Signal Delay: 20.3 Intersection Capacity Utilization 63.5% Analysis Period (min)15 Intersection LOS: C ICU Level of Service B Splits and Phases: 1: Townwood Drive/Earlysville Road & Hydraulic Road/Rio Road West lor'o 1 —ft2 04 171s� 66 y -06 18 \40'07 r5 40 s Z9 s IRS Synchro 10 Report RKA Page 2 Rio Road West Multifamily - Albemarle No -Build (2024) Conditions 3: Health & Rehab Driveway & Rio Road West Timing Plan: AM Peak Hour Intersection Int Delay, sNeh Movement 0.1 EBT EBR WBL WBT NBL Ni Lane Configurations +1* ►j ++ Y Traffic Vol, veh/h 637 6 6 459 1 3 Future Vol, veh/h 637 6 6 459 1 3 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length - 25 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 777 7 7 560 1 4 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 784 0 1075 392 Stage 1 - - - - 781 - Stage 2 - - 294 - Critical Hdwy 4.14 - 6.84 6.94 Critical Hdwy Sig 1 - - 5.84 - Critical Hdwy Sig 2 - - 5.84 - Follow-up Hdwy 2.22 - 3.52 3.32 Pot Cap-1 Maneuver 830 - 214 607 Stage 1 - - 412 - Stage 2 - - 730 - Platoon blocked, % Mov Cap-1 Maneuver 830 - 212 607 Mov Cap-2 Maneuver - - 325 - Stage 1 - - 412 - Stage 2 - - 724 - Approach EB WB NB HCM Control Delay, s 0 0.1 12.3 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) RKA Ni EBT EBR WBL WBT 499 - - 830 - 0.01 - - 0.009 - 12.3 - - 9.4 - B A 0 0 Synchro 10 Report Page 1 Rio Road West Multifamily - Albemarle No -Build (2024) Conditions 4: Berkmar Drive & Rio Road West Timing Plan: AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ►j 0 ►j 0 ►j 1* ►j ft Traffic Volume (vph) 273 271 62 82 265 154 31 57 72 122 72 189 Future Volume (vph) 273 271 62 82 265 154 31 57 72 122 72 189 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 225 0 100 0 200 0 125 200 Storage Lanes 1 0 1 0 1 0 2 0 Taper Length (ft) 100 100 100 100 Satd. Flow (prof) 1770 3440 0 1770 3345 0 1770 1706 0 1770 3153 0 Fit Permitted 0.390 0.515 0.343 0.430 Satd. Flow (perm) 726 3440 0 959 3345 0 639 1706 0 801 3153 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 24 80 39 228 Link Speed (mph) 35 35 35 35 Link Distance (ft) 1757 1269 781 1044 Travel Time (s) 34.2 24.7 15.2 20.3 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%) Lane Group Flow (vph) 329 402 0 99 505 0 37 156 0 147 315 0 Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 8 3 4 7 Permitted Phases 2 6 3 7 Detector Phase 5 2 1 6 8 3 4 7 Switch Phase Minimum Initial (s) 8.0 12.0 12.0 12.0 12.0 8.0 12.0 8.0 Minimum Split (s) 15.3 19.3 19.3 19.3 18.9 14.9 18.9 14.9 Total Split (s) 43.0 65.0 21.0 43.0 29.0 30.0 24.0 25.0 Total Split (%) 30.7% 46.4% 15.0% 30.7% 20.7% 21.4% 17.1% 17.9% Yellow Time (s) 4.0 4.0 4.0 4.0 3.6 3.6 3.6 3.6 All -Red Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 7.3 7.3 7.3 7.3 6.9 6.9 6.9 6.9 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min None C-Min None None None None Act Eftct Green (s) 86.8 70.7 77.2 65.2 33.5 15.1 25.7 14.3 Actuated g/C Ratio 0.62 0.50 0.55 0.47 0.24 0.11 0.18 0.10 vlc Ratio 0.57 0.23 0.17 0.32 0.12 0.72 0.61 0.60 Control Delay 16.2 19.6 12.5 22.1 39.8 62.3 61.8 23.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.2 19.6 12.5 22.1 39.8 62.3 61.8 23.0 LOS B B B C D E E C Approach Delay 18.1 20.5 58.0 35.3 Approach LOS B C E D Queue Length 50th (ft) 122 97 32 121 26 105 110 40 Queue Length 95th (ft) 191 137 62 186 47 156 143 71 Internal Link Dist (ft) 1677 1189 701 964 Turn Bay Length (ft) 225 100 200 125 Base Capacity (vph) 733 1748 619 1600 352 314 284 644 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Synchro 10 Report RKA Page 3 Rio Road West Multifamily - Albemarle No -Build (2024) Conditions 4: Berkmar Drive & Rio Road West Timing Plan: AM Peak Hour --* --,,N 4e *-- 4-4% t r �►l Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced vlc Ratio 0.45 0.23 0.16 0.32 0.11 0.50 0.52 0.49 Intersection Summa Area Type: Other Cycle Length:140 Actuated Cycle Length: 140 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 75 Control Type: Actuated -Coordinated Maximum vlc Ratio: 0.72 Intersection Signal Delay: 26.7 Intersection LOS: C Intersection Capacity Utilization 66.6% ICU Level of Service C Analysis Period (min)15 and Phases: 4: Berkmar Drive & Rio Road West s V-r Synchro 10 Report RKA Page 4 Rio Road West Multifamily - Albemarle No -Build (2024) Conditions 1: Townwood Drive/Earlysville Road & Hydraulic Road/Rio Road West Timing Plan: PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tf +1* ►j ft ►j + F + re Traffic Volume (vph) 588 719 38 28 685 241 19 2 27 163 1 343 Future Volume (vph) 588 719 38 28 685 241 19 2 27 163 1 343 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 325 0 175 0 75 75 100 100 Storage Lanes 2 0 1 0 1 1 1 2 Taper Length (ft) 100 100 100 100 Satd. Flow (prof) 1770 3511 0 1770 3401 0 1770 1863 1583 1770 1863 2787 Fit Permitted 0.081 0.329 0.950 0.483 Satd. Flow (perm) 151 3511 0 613 3401 0 1770 1863 1583 900 1863 2787 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 6 37 282 331 Link Speed (mph) 35 35 25 45 Link Distance (ft) 1197 2281 711 1340 Travel Time (s) 23.3 44.4 19.4 20.3 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Shared Lane Traffic (%) Lane Group Flow (vph) 668 860 0 32 1052 0 22 2 31 185 1 390 Turn Type pm+pt NA pm+pt NA Prot NA Perm pm+pt NA pm+ov Protected Phases 5 2 1 6 3 8 7 4 5 Permitted Phases 2 6 8 4 4 Detector Phase 5 2 1 6 3 8 8 7 4 5 Switch Phase Minimum Initial (s) 4.0 12.0 4.0 12.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 14.6 21.6 14.6 21.6 16.0 16.0 16.0 16.0 16.0 14.6 Total Split (s) 51.0 81.0 15.0 45.0 18.0 16.0 16.0 18.0 16.0 51.0 Total Split (%) 39.2% 62.3% 11.5% 34.6% 13.8% 12.3% 12.3% 13.8% 12.3% 39.2% Yellow Time (s) 4.1 4.1 4.1 4.1 4.7 4.7 4.7 3.0 4.7 4.1 All -Red Time (s) 5.5 5.5 5.5 5.5 3.1 3.1 3.1 3.9 3.1 5.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 9.6 9.6 9.6 9.6 7.8 7.8 7.8 6.9 7.8 9.6 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min None None None None None None None None Act Eftct Green (s) 86.7 78.1 40.9 35.5 10.2 6.3 6.3 15.4 11.6 58.3 Actuated g/C Ratio 0.71 0.64 0.33 0.29 0.08 0.05 0.05 0.13 0.09 0.48 v/c Ratio 1.02 0.38 0.12 1.04 0.15 0.02 0.09 0.96 0.01 0.26 Control Delay 74.6 13.4 16.6 80.5 54.8 58.5 0.5 107.9 56.0 4.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 74.6 13.4 16.6 80.5 54.8 58.5 0.5 107.9 56.0 4.8 LOS E B B F D E A F E A Approach Delay 40.2 78.6 24.3 38.0 Approach LOS D E C D Queue Length 50th (ft) -565 208 9 -503 18 2 0 139 1 11 Queue Length 95th (ft) #779 253 20 #621 45 10 0 #225 7 45 Internal Link Dist (ft) 1117 2201 631 1260 Turn Bay Length (ft) 325 175 75 75 100 100 Base Capacity (vph) 655 2239 256 1012 187 125 369 192 184 1500 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Synchro 10 Report RKA Page 1 Rio Road West Multifamily - Albemarle No -Build (2024) Conditions 1: Townwood Drive/Earlysville Road & Hydraulic Road/Rio Road West Timing Plan: PM Peak Hour --* _0�N %r 4-4% t r �►l Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.02 0.38 0.13 1.04 0.12 0.02 0.08 0.96 0.01 0.26 Intersection Summa Area Type: Other Cycle Length:130 Actuated Cycle Length: 122.5 Natural Cycle: 150 Control Type: Actuated -Uncoordinated Maximum v/c Ratio:1.04 Intersection Signal Delay: 52.4 Intersection LOS: D Intersection Capacity Utilization 97.4% ICU Level of Service F Analysis Period (min)15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Townwood Drive/Earlysville Road & Hydraulic Road/Rio Road West %4�'O1 '42 1 = 1 04 15 F 4i5 715 13, \10-- O3 5 45 s 1'3 Synchro 10 Report RKA Page 2 Rio Road West Multifamily - Albemarle No -Build (2024) Conditions 3: Health & Rehab Driveway & Rio Road West Timing Plan: PM Peak Hour Intersection Int Delay, sNeh Movement 0.2 EBT EBR WBL WBT NBL NBR Lane Configurations +1* ►j ++ Y Traffic Vol, veh/h 1006 5 2 980 11 11 Future Vol, veh/h 1006 5 2 980 11 11 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length - 25 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1130 6 2 1101 12 12 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 1136 0 1688 568 Stage 1 - - - - 1133 - Stage 2 - - 555 - Critical Hdwy 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - 5.84 - Critical Hdwy Stg 2 - - 5.84 - Follow-up Hdwy 2.22 - 3.52 3.32 Pot Cap-1 Maneuver 611 - 85 466 Stage 1 - - 269 - Stage 2 - - 539 - Platoon blocked, % Mov Cap-1 Maneuver 611 - 85 466 Mov Cap-2 Maneuver - - 197 - Stage 1 - - 269 - Stage 2 - - 537 - Approach EB WB NB HCM Control Delay, s 0 0 19.3 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 NBLn1 EBT EBR WBL WBT 277 - - 611 - 0.089 - - 0.004 - 19.3 - - 10.9 - C B 0.3 0 Synchro 10 Report Page 1 Rio Road West Multifamily - Albemarle No -Build (2024) Conditions 4: Berkmar Drive & Rio Road West Timing Plan: PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ►j +'j's ►j ft ►j A ft Traffic Volume (vph) 486 474 45 65 439 250 70 103 88 212 104 425 Future Volume (vph) 486 474 45 65 439 250 70 103 88 212 104 425 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 225 0 100 0 200 0 125 200 Storage Lanes 1 0 1 0 1 0 2 0 Taper Length (ft) 100 100 100 100 Satd. Flow (prof) 1770 3493 0 1770 3348 0 1770 1734 0 1770 3115 0 Fit Permitted 0.154 0.443 0.208 0.308 Satd. Flow (perm) 287 3493 0 825 3348 0 387 1734 0 574 3115 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 9 71 24 457 Link Speed (mph) 35 35 35 35 Link Distance (ft) 1757 1269 781 1044 Travel Time (s) 34.2 24.7 15.2 20.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Lane Group Flow (vph) 523 558 0 70 741 0 75 206 0 228 569 0 Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 8 3 4 7 Permitted Phases 2 6 3 7 Detector Phase 5 2 1 6 8 3 4 7 Switch Phase Minimum Initial (s) 8.0 12.0 12.0 12.0 12.0 8.0 12.0 8.0 Minimum Split (s) 15.3 19.3 19.3 19.3 18.9 14.9 18.9 14.9 Total Split (s) 54.0 78.0 20.0 44.0 23.4 28.0 24.0 28.6 Total Split (%) 36.0% 52.0% 13.3% 29.3% 15.6% 18.7% 16.0% 19.1% Yellow Time (s) 4.0 4.0 4.0 4.0 3.6 3.6 3.6 3.6 All -Red Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 7.3 7.3 7.3 7.3 6.9 6.9 6.9 6.9 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min None C-Min None None None None Act Eftct Green (s) 92.3 76.9 55.4 43.4 41.6 19.2 30.3 13.0 Actuated g/C Ratio 0.62 0.51 0.37 0.29 0.28 0.13 0.20 0.09 vlc Ratio 0.89 0.31 0.18 0.73 0.23 0.85 0.90 0.83 Control Delay 50.6 22.7 19.3 49.5 49.7 85.3 94.2 24.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.6 22.7 19.3 49.5 49.7 85.3 94.2 24.5 LOS D C B D D F F C Approach Delay 36.2 46.9 75.8 44.4 Approach LOS D D E D Queue Length 50th (ft) 382 173 27 329 54 175 180 56 Queue Length 95th (ft) #536 218 49 416 97 #299 #303 118 Internal Link Dist (ft) 1677 1189 701 964 Turn Bay Length (ft) 225 100 200 125 Base Capacity (vph) 638 1795 388 1018 324 264 257 841 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Synchro 10 Report RKA Page 3 Rio Road West Multifamily - Albemarle No -Build (2024) Conditions 4: Berkmar Drive & Rio Road West Timing Plan: PM Peak Hour --* --,,N 4e *-- 4-4% t r �►l Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced vlc Ratio 0.82 0.31 0.18 0.73 0.23 0.78 0.89 0.68 Intersection Summa Area Type: Other Cycle Length:150 Actuated Cycle Length: 150 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Maximum vlc Ratio: 0.90 Intersection Signal Delay: 45.1 Intersection LOS: D Intersection Capacity Utilization 97.4% ICU Level of Service F Analysis Period (min)15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Synchro 10 Report RKA Page 4 Rio Road West Multifamily - Albemarle Build (2024) Conditions 1: Townwood Drive/Earlysville Road & Hydraulic Road/Rio Road West Timing Plan: AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ►j +'j's ►j ft + F ►j + re Traffic Volume (vph) 237 358 5 9 332 86 31 4 24 175 4 511 Future Volume (vph) 237 358 5 9 332 86 31 4 24 175 4 511 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 325 0 175 0 75 75 100 100 Storage Lanes 2 0 1 0 1 1 1 2 Taper Length (ft) 100 100 100 100 Satd. Flow (prof) 1770 3532 0 1770 3429 0 1770 1863 1583 1770 1863 2787 Fit Permitted 0.318 0.508 0.950 0.351 Satd. Flow (perm) 592 3532 0 946 3429 0 1770 1863 1583 654 1863 2787 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 24 340 474 Link Speed (mph) 35 35 25 45 Link Distance (ft) 1197 2281 711 1340 Travel Time (s) 23.3 44.4 19.4 20.3 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%) Lane Group Flow (vph) 272 417 0 10 481 0 36 5 28 201 5 587 Turn Type pm+pt NA pm+pt NA Prot NA Perm pm+pt NA pm+ov Protected Phases 5 2 1 6 3 8 7 4 5 Permitted Phases 2 6 8 4 4 Detector Phase 5 2 1 6 3 8 8 7 4 5 Switch Phase Minimum Initial (s) 4.0 12.0 4.0 12.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 14.6 21.6 14.6 21.6 16.0 16.0 16.0 16.0 16.0 14.6 Total Split (s) 39.0 68.0 16.0 45.0 18.0 16.0 16.0 30.0 28.0 39.0 Total Split (%) 30.0% 52.3% 12.3% 34.6% 13.8% 12.3% 12.3% 23.1% 21.5% 30.0% Yellow Time (s) 4.1 4.1 4.1 4.1 4.7 4.7 4.7 3.0 4.7 4.1 All -Red Time (s) 5.5 5.5 5.5 5.5 3.1 3.1 3.1 3.9 3.1 5.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 9.6 9.6 9.6 9.6 7.8 7.8 7.8 6.9 7.8 9.6 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min None None None None None None None None Act Eftct Green (s) 51.1 48.7 25.6 19.5 11.7 6.8 6.8 21.1 15.2 42.6 Actuated g/C Ratio 0.55 0.53 0.28 0.21 0.13 0.07 0.07 0.23 0.16 0.46 v/c Ratio 0.45 0.22 0.03 0.65 0.16 0.04 0.06 0.58 0.02 0.38 Control Delay 15.0 14.6 16.6 38.3 43.8 52.2 0.3 40.1 43.5 5.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.0 14.6 16.6 38.3 43.8 52.2 0.3 40.1 43.5 5.3 LOS B B B D D D A D D A Approach Delay 14.7 37.9 26.8 14.4 Approach LOS B D C B Queue Length 50th (ft) 92 70 3 141 22 3 0 97 2 14 Queue Length 95th (ft) 155 144 11 217 60 17 0 185 15 58 Internal Link Dist (ft) 1117 2201 631 1260 Turn Bay Length (ft) 325 175 75 75 100 100 Base Capacity (vph) 732 2425 331 1432 284 178 459 503 475 1803 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Synchro 10 Report RKA Page 1 Rio Road West Multifamily - Albemarle Build (2024) Conditions 1: Townwood Drive/Earlysville Road & Hydraulic Road/Rio Road West Timing Plan: AM Peak Hour --* _0�N %r 4-4% t r �►l Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.37 0.17 0.03 0.34 0.13 0.03 0.06 0.40 0.01 0.33 Intersection Summa Area Type: Other Cycle Length:130 Actuated Cycle Length: 92.3 Natural Cycle: 70 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.65 Intersection Signal Delay: 20.6 Intersection LOS: C Intersection Capacity Utilization 63.9% ICU Level of Service B Analysis Period (min)15 Synchro 10 Report RKA Page 2 Rio Road West Multifamily - Albemarle Build (2024) Conditions 2: Site Driveway & Rio Road West Timing Plan: AM Peak Hour Intersection Int Delay, siveh Movement 0.4 EBT EBR WBL WBT NBL Ni Lane Configurations +1* ►j ++ Y Traffic Vol, veh/h 645 3 9 466 8 26 Future Vol, veh/h 645 3 9 466 8 26 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length - 25 - 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 701 3 10 507 9 28 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 704 0 977 352 Stage 1 - - - - 703 - Stage 2 - - 274 - Critical Hdwy 4.14 - 6.84 6.94 Critical Hdwy Sig 1 - - 5.84 - Critical Hdwy Sig 2 - - 5.84 - Follow-up Hdwy 2.22 - 3.52 3.32 Pot Cap-1 Maneuver 890 - 248 644 Stage 1 - - 452 - Stage 2 - - 747 - Platoon blocked, % Mov Cap-1 Maneuver 890 - 245 644 Mov Cap-2 Maneuver - - 357 - Stage 1 - - 452 - Stage 2 - - 739 - Approach EB WB NB HCM Control Delay, s 0 0.2 12.1 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 Ni EBT EBR WBL WBT 542 - - 890 - 0.068 - - 0.011 - 12.1 - - 9.1 - B A 0.2 0 Synchro 10 Report Page 1 Rio Road West Multifamily - Albemarle Build (2024) Conditions 3: Health & Rehab Driveway & Rio Road West Timing Plan: AM Peak Hour Intersection Int Delay, siveh Movement 0.5 EBT EBR WBL WBT NBL Ni Lane Configurations +1* ►j ++ r Traffic Vol, veh/h 663 8 15 468 7 30 Future Vol, veh/h 663 8 15 468 7 30 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length - 25 - 0 50 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 809 10 18 571 9 37 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 819 0 1136 410 Stage 1 - - - - 814 - Stage 2 - - 322 - Critical Hdwy 4.14 - 6.84 6.94 Critical Hdwy Sig 1 - - 5.84 - Critical Hdwy Sig 2 - - 5.84 - Follow-up Hdwy 2.22 - 3.52 3.32 Pot Cap-1 Maneuver 805 - 196 591 Stage 1 - - 396 - Stage 2 - - 707 - Platoon blocked, % Mov Cap-1 Maneuver 805 - 192 591 Mov Cap-2 Maneuver - - 307 - Stage 1 - - 396 - Stage 2 - - 691 - Approach EB WB NB HCM Control Delay, s 0 0.3 12.6 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 Ni Ni EBT EBR WBL WBT 307 591 - - 805 - 0.028 0.062 - - 0.023 - 17.1 11.5 - - 9.6 - C B A 0.1 0.2 0.1 Synchro 10 Report Page 1 Rio Road West Multifamily - Albemarle Build (2024) Conditions 4: Berkmar Drive & Rio Road West Timing Plan: AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ►j 0 ►j ft A ft Traffic Volume (vph) 280 314 65 82 280 154 32 57 72 122 72 191 Future Volume (vph) 280 314 65 82 280 154 32 57 72 122 72 191 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 225 0 100 0 200 0 125 200 Storage Lanes 1 0 1 0 1 0 2 0 Taper Length (ft) 100 100 100 100 Satd. Flow (prof) 1770 3447 0 1770 3352 0 1770 1706 0 1770 3153 0 Fit Permitted 0.376 0.489 0.341 0.431 Satd. Flow (perm) 700 3447 0 911 3352 0 635 1706 0 803 3153 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 22 73 38 230 Link Speed (mph) 35 35 35 35 Link Distance (ft) 1757 1269 781 1044 Travel Time (s) 34.2 24.7 15.2 20.3 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%) Lane Group Flow (vph) 337 456 0 99 523 0 39 156 0 147 317 0 Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 8 3 4 7 Permitted Phases 2 6 3 7 Detector Phase 5 2 1 6 8 3 4 7 Switch Phase Minimum Initial (s) 8.0 12.0 12.0 12.0 12.0 8.0 12.0 8.0 Minimum Split (s) 15.3 19.3 19.3 19.3 18.9 14.9 18.9 14.9 Total Split (s) 44.0 67.0 21.0 44.0 27.0 29.0 23.0 25.0 Total Split (%) 31.4% 47.9% 15.0% 31.4% 19.3% 20.7% 16.4% 17.9% Yellow Time (s) 4.0 4.0 4.0 4.0 3.6 3.6 3.6 3.6 All -Red Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 7.3 7.3 7.3 7.3 6.9 6.9 6.9 6.9 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min None C-Min None None None None Act Eftct Green (s) 86.9 70.6 76.7 64.7 33.6 15.2 25.7 14.3 Actuated g/C Ratio 0.62 0.50 0.55 0.46 0.24 0.11 0.18 0.10 vlc Ratio 0.59 0.26 0.17 0.33 0.13 0.72 0.60 0.60 Control Delay 16.8 20.3 12.7 23.0 40.0 62.6 61.6 22.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.8 20.3 12.7 23.0 40.0 62.6 61.6 22.9 LOS B C B C D E E C Approach Delay 18.8 21.4 58.1 35.1 Approach LOS B C E D Queue Length 50th (ft) 126 114 32 130 27 105 110 40 Queue Length 95th (ft) 197 157 62 199 49 157 143 72 Internal Link Dist (ft) 1677 1189 701 964 Turn Bay Length (ft) 225 100 200 125 Base Capacity (vph) 729 1749 594 1589 334 301 273 646 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Synchro 10 Report RKA Page 3 Rio Road West Multifamily - Albemarle Build (2024) Conditions 4: Berkmar Drive & Rio Road West Timing Plan: AM Peak Hour --* --*N 4e *-- 4-4% t r �►l Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced vlc Ratio 0.46 0.26 0.17 0.33 0.12 0.52 0.54 0.49 Intersection Summa Area Type: Other Cycle Length:140 Actuated Cycle Length: 140 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 75 Control Type: Actuated -Coordinated Maximum vlc Ratio: 0.72 Intersection Signal Delay: 26.9 Intersection LOS: C Intersection Capacity Utilization 67.4% ICU Level of Service C Analysis Period (min)15 Splits and Phases: 4: Berkmar Drive & Rio Road West ♦ 01 --1102 21s 29s .1J* �-5 706 1 08 44s L I L 25s Synchro 10 Report RKA Page 4 Rio Road West Multifamily - Albemarle Build (2024) Conditions 1: Townwood Drive/Earlysville Road & Hydraulic Road/Rio Road West Timing Plan: PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations rj 0 ►j ft ►j + r + re Traffic Volume (vph) 588 733 38 28 694 242 19 2 27 164 1 343 Future Volume (vph) 588 733 38 28 694 242 19 2 27 164 1 343 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 325 0 175 0 75 75 100 100 Storage Lanes 2 0 1 0 1 1 1 2 Taper Length (ft) 100 100 100 100 Satd. Flow (prof) 1770 3514 0 1770 3401 0 1770 1863 1583 1770 1863 2787 Fit Permitted 0.080 0.324 0.950 0.483 Satd. Flow (perm) 149 3514 0 604 3401 0 1770 1863 1583 900 1863 2787 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 6 37 282 326 Link Speed (mph) 35 35 25 45 Link Distance (ft) 1197 2281 711 1340 Travel Time (s) 23.3 44.4 19.4 20.3 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Shared Lane Traffic (%) Lane Group Flow (vph) 668 876 0 32 1064 0 22 2 31 186 1 390 Turn Type pm+pt NA pm+pt NA Prot NA Perm pm+pt NA pm+ov Protected Phases 5 2 1 6 3 8 7 4 5 Permitted Phases 2 6 8 4 4 Detector Phase 5 2 1 6 3 8 8 7 4 5 Switch Phase Minimum Initial (s) 4.0 12.0 4.0 12.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 14.6 21.6 14.6 21.6 16.0 16.0 16.0 16.0 16.0 14.6 Total Split (s) 50.0 81.3 14.7 46.0 18.0 16.0 16.0 18.0 16.0 50.0 Total Split (%) 38.5% 62.5% 11.3% 35.4% 13.8% 12.3% 12.3% 13.8% 12.3% 38.5% Yellow Time (s) 4.1 4.1 4.1 4.1 4.7 4.7 4.7 3.0 4.7 4.1 All -Red Time (s) 5.5 5.5 5.5 5.5 3.1 3.1 3.1 3.9 3.1 5.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 9.6 9.6 9.6 9.6 7.8 7.8 7.8 6.9 7.8 9.6 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min None None None None None None None None Act Eftct Green (s) 86.7 78.2 41.6 36.5 10.2 6.3 6.3 15.4 11.6 57.3 Actuated g/C Ratio 0.71 0.64 0.34 0.30 0.08 0.05 0.05 0.13 0.09 0.47 v/c Ratio 1.04 0.39 0.13 1.02 0.15 0.02 0.09 0.97 0.01 0.26 Control Delay 81.3 13.3 16.4 75.4 54.8 58.5 0.5 109.1 56.0 5.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 81.3 13.3 16.4 75.4 54.8 58.5 0.5 109.1 56.0 5.1 LOS F B B E D E A F E A Approach Delay 42.7 73.7 24.3 38.7 Approach LOS D E C D Queue Length 50th (ft) -577 212 9 -502 18 2 0 140 1 13 Queue Length 95th (ft) #791 257 20 #620 45 10 0 #227 7 47 Internal Link Dist (ft) 1117 2201 631 1260 Turn Bay Length (ft) 325 175 75 75 100 100 Base Capacity (vph) 641 2246 254 1039 187 125 369 192 184 1477 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Synchro 10 Report RKA Page 1 Rio Road West Multifamily - Albemarle Build (2024) Conditions 1: Townwood Drive/Earlysville Road & Hydraulic Road/Rio Road West Timing Plan: PM Peak Hour --* _0�N 4e 4-4% t /Op. `► l Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.04 0.39 0.13 1.02 0.12 0.02 0.08 0.97 0.01 0.26 Intersection Summa Area Type: Other Cycle Length:130 Actuated Cycle Length: 122.5 Natural Cycle: 150 Control Type: Actuated -Uncoordinated Maximum v/c Ratio:1.04 Intersection Signal Delay: 52.1 Intersection LOS: D Intersection Capacity Utilization 97.7% ICU Level of Service F Analysis Period (min)15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Townwood Drive/Earlysville Road & Hydraulic Road/Rio Road West 9 ®� _1111111- L -IIIIII,_®III, Synchro 10 Report RKA Page 2 Rio Road West Multifamily - Albemarle Build (2024) Conditions 2: Site Driveway & Rio Road West Timing Plan: PM Peak Hour Intersection Int Delay, siveh Movement 0.3 EBT EBR WBL WBT NBL NBR Lane Configurations +1* ►j ++ Y Traffic Vol, veh/h 1018 8 26 996 5 17 Future Vol, veh/h 1018 8 26 996 5 17 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length - 25 - 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 1107 9 28 1083 5 18 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 1116 0 1710 558 Stage 1 - - - - 1112 - Stage 2 - - 598 - Critical Hdwy 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - 5.84 - Critical Hdwy Stg 2 - - 5.84 - Follow-up Hdwy 2.22 - 3.52 3.32 Pot Cap-1 Maneuver 622 - 82 473 Stage 1 - - 276 - Stage 2 - - 512 - Platoon blocked, % Mov Cap-1 Maneuver 622 - 78 473 Mov Cap-2 Maneuver - - 193 - Stage 1 - - 276 - Stage 2 - - 489 - Approach EB WB NB HCM Control Delay, s 0 0.3 15.8 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 NBLn1 EBT EBR WBL WBT 356 - - 622 - 0.067 - - 0.045 - 15.8 - - 11.1 - C B 0.2 0.1 Synchro 10 Report Page 1 Rio Road West Multifamily - Albemarle Build (2024) Conditions 3: Health & Rehab Driveway & Rio Road West Timing Plan: PM Peak Hour Intersection Int Delay, siveh Movement 0.5 EBT EBR WBL WBT NBL NBR Lane Configurations +1* ►j ++ ►j F Traffic Vol, veh/h 1023 12 29 1006 16 28 Future Vol, veh/h 1023 12 29 1006 16 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 - 25 - 0 50 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1149 13 33 1130 18 31 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 1162 0 1787 581 Stage 1 - - - - 1156 - Stage 2 - - 631 - Critical Hdwy 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - 5.84 - Critical Hdwy Stg 2 - - 5.84 - Follow-up Hdwy 2.22 - 3.52 3.32 Pot Cap-1 Maneuver 597 - 73 457 Stage 1 - - 262 - Stage 2 - - 492 - Platoon blocked, % Mov Cap-1 Maneuver 597 - 69 457 Mov Cap-2 Maneuver - - 181 - Stage 1 - - 262 - Stage 2 - - 465 - Approach EB WB NB HCM Control Delay, s 0 0.3 18.4 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 NBLn1 NBLn2 EBT EBR WBL WBT 181 457 - - 597 - 0.099 0.069 - - 0.055 - 27.1 13.5 - - 11.4 - D B B 0.3 0.2 0.2 Synchro 10 Report Page 1 Rio Road West Multifamily - Albemarle Build (2024) Conditions 4: Berkmar Drive & Rio Road West Timing Plan: PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ►j +'j's ►j 0 ►j 1* ft Traffic Volume (vph) 490 502 47 65 482 250 73 103 88 212 104 432 Future Volume (vph) 490 502 47 65 482 250 73 103 88 212 104 432 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 225 0 100 0 200 0 125 200 Storage Lanes 1 0 1 0 1 0 2 0 Taper Length (ft) 100 100 100 100 Satd. Flow (prof) 1770 3493 0 1770 3359 0 1770 1734 0 1770 3111 0 Fit Permitted 0.138 0.429 0.226 0.308 Satd. Flow (perm) 257 3493 0 799 3359 0 421 1734 0 574 3111 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 9 61 23 465 Link Speed (mph) 35 35 35 35 Link Distance (ft) 1757 1269 781 1044 Travel Time (s) 34.2 24.7 15.2 20.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Lane Group Flow (vph) 527 591 0 70 787 0 78 206 0 228 577 0 Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 8 3 4 7 Permitted Phases 2 6 3 7 Detector Phase 5 2 1 6 8 3 4 7 Switch Phase Minimum Initial (s) 8.0 12.0 12.0 12.0 12.0 8.0 12.0 8.0 Minimum Split (s) 15.3 19.3 19.3 19.3 18.9 14.9 18.9 14.9 Total Split (s) 53.0 80.0 20.0 47.0 22.0 25.0 25.0 28.0 Total Split (%) 35.3% 53.3% 13.3% 31.3% 14.7% 16.7% 16.7% 18.7% Yellow Time (s) 4.0 4.0 4.0 4.0 3.6 3.6 3.6 3.6 All -Red Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 7.3 7.3 7.3 7.3 6.9 6.9 6.9 6.9 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min None C-Min None None None None Act Eftct Green (s) 93.5 78.1 56.5 44.5 39.2 17.7 30.7 13.0 Actuated g/C Ratio 0.62 0.52 0.38 0.30 0.26 0.12 0.20 0.09 vlc Ratio 0.91 0.32 0.18 0.76 0.25 0.92 0.88 0.83 Control Delay 55.2 22.1 18.4 50.5 51.6 99.5 92.1 24.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 55.2 22.1 18.4 50.5 51.6 99.5 92.1 24.4 LOS E C B D D F F C Approach Delay 37.7 47.9 86.3 43.6 Approach LOS D D F D Queue Length 50th (ft) 394 180 26 358 57 180 183 56 Queue Length 95th (ft) #588 226 47 443 102 #336 #294 119 Internal Link Dist (ft) 1677 1189 701 964 Turn Bay Length (ft) 225 100 200 125 Base Capacity (vph) 620 1822 387 1040 311 229 263 837 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Synchro 10 Report RKA Page 3 Rio Road West Multifamily - Albemarle Build (2024) Conditions 4: Berkmar Drive & Rio Road West Timing Plan: PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced vlc Ratio 0.85 0.32 0.18 0.76 0.25 0.90 0.87 0.69 Intersection Summa Area Type: Other Cycle Length:150 Actuated Cycle Length: 150 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 100 Control Type: Actuated -Coordinated Maximum vlc Ratio: 0.92 Intersection Signal Delay: 46.6 Intersection LOS: D Intersection Capacity Utilization 99.0% ICU Level of Service F Analysis Period (min)15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Synchro 10 Report RKA Page 4 Rio Road West Multifamily - Albemarle Build (2024) Conditions - Lost Time Adjustment 1: Townwood Drive/Earlysville Road & Hydraulic Road/Rio Road West Timing Plan: AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ►j +'j's ►j ft + F ►j + re Traffic Volume (vph) 237 358 5 9 332 86 31 4 24 175 4 511 Future Volume (vph) 237 358 5 9 332 86 31 4 24 175 4 511 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 325 0 175 0 75 75 100 100 Storage Lanes 2 0 1 0 1 1 1 2 Taper Length (ft) 100 100 100 100 Satd. Flow (prof) 1770 3532 0 1770 3429 0 1770 1863 1583 1770 1863 2787 Fit Permitted 0.329 0.508 0.950 0.522 Satd. Flow (perm) 613 3532 0 946 3429 0 1770 1863 1583 972 1863 2787 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 2 26 340 579 Link Speed (mph) 35 35 25 45 Link Distance (ft) 1197 2281 711 1340 Travel Time (s) 23.3 44.4 19.4 20.3 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%) Lane Group Flow (vph) 272 417 0 10 481 0 36 5 28 201 5 587 Turn Type pm+pt NA pm+pt NA Prot NA Perm pm+pt NA pm+ov Protected Phases 5 2 1 6 3 8 7 4 5 Permitted Phases 2 6 8 4 4 Detector Phase 5 2 1 6 3 8 8 7 4 5 Switch Phase Minimum Initial (s) 4.0 12.0 4.0 12.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 14.6 21.6 14.6 21.6 16.0 16.0 16.0 16.0 16.0 14.6 Total Split (s) 39.0 68.0 16.0 45.0 18.0 16.0 16.0 30.0 28.0 39.0 Total Split (%) 30.0% 52.3% 12.3% 34.6% 13.8% 12.3% 12.3% 23.1% 21.5% 30.0% Yellow Time (s) 4.1 4.1 4.1 4.1 4.7 4.7 4.7 3.0 4.7 4.1 All -Red Time (s) 5.5 5.5 5.5 5.5 3.1 3.1 3.1 3.9 3.1 5.5 Lost Time Adjust (s) -5.0 -5.0 -5.0 -5.0 -3.8 -3.8 -3.8 -2.9 -3.8 -5.0 Total Lost Time (s) 4.6 4.6 4.6 4.6 4.0 4.0 4.0 4.0 4.0 4.6 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min None None None None None None None None Act Eftct Green (s) 55.6 53.2 36.2 24.6 15.8 10.9 10.9 24.1 19.3 47.3 Actuated g/C Ratio 0.61 0.58 0.40 0.27 0.17 0.12 0.12 0.26 0.21 0.52 v/c Ratio 0.39 0.20 0.02 0.51 0.12 0.02 0.06 0.47 0.01 0.34 Control Delay 11.7 11.9 12.9 31.4 39.4 48.0 0.2 33.9 40.0 2.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.7 11.9 12.9 31.4 39.4 48.0 0.2 33.9 40.0 2.4 LOS B B B C D D A C D A Approach Delay 11.8 31.0 24.1 10.6 Approach LOS B C C B Queue Length 50th (ft) 80 61 3 129 21 3 0 91 2 1 Queue Length 95th (ft) 139 132 10 204 58 16 0 178 14 27 Internal Link Dist (ft) 1117 2201 631 1260 Turn Bay Length (ft) 325 175 75 75 100 100 Base Capacity (vph) 843 2605 493 1651 367 264 516 582 564 1991 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Synchro 10 Report RKA Page 1 Rio Road West Multifamily - Albemarle Build (2024) Conditions - Lost Time Adjustment 1: Townwood Drive/Earlysville Road & Hydraulic Road/Rio Road West Timing Plan: AM Peak Hour --* _0�N %r 4-4% t r �►l Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.32 0.16 0.02 0.29 0.10 0.02 0.05 0.35 0.01 0.29 Intersection Summa Area Type: Other Cycle Length:130 Actuated Cycle Length: 91.4 Natural Cycle: 70 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.51 Intersection Signal Delay:16.4 Intersection LOS: B Intersection Capacity Utilization 52.4% ICU Level of Service A Analysis Period (min)15 Synchro 10 Report RKA Page 2 Rio Road West Multifamily - Albemarle Build (2024) Conditions - Lost Time Adjustment 4: Berkmar Drive & Rio Road West Timing Plan: AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ►j 0 ►j ft A ft Traffic Volume (vph) 280 314 65 82 280 154 32 57 72 122 72 191 Future Volume (vph) 280 314 65 82 280 154 32 57 72 122 72 191 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 225 0 100 0 200 0 125 200 Storage Lanes 1 0 1 0 1 0 2 0 Taper Length (ft) 100 100 100 100 Satd. Flow (prof) 1770 3447 0 1770 3352 0 1770 1706 0 1770 3153 0 Fit Permitted 0.376 0.480 0.294 0.368 Satd. Flow (perm) 700 3447 0 894 3352 0 548 1706 0 685 3153 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 23 75 39 230 Link Speed (mph) 35 35 35 35 Link Distance (ft) 1757 1269 781 1044 Travel Time (s) 34.2 24.7 15.2 20.3 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%) Lane Group Flow (vph) 337 456 0 99 523 0 39 156 0 147 317 0 Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 8 3 4 7 Permitted Phases 2 6 3 7 Detector Phase 5 2 1 6 8 3 4 7 Switch Phase Minimum Initial (s) 8.0 12.0 12.0 12.0 12.0 8.0 12.0 8.0 Minimum Split (s) 15.3 19.3 19.3 19.3 18.9 14.9 18.9 14.9 Total Split (s) 44.0 67.0 21.0 44.0 27.0 29.0 23.0 25.0 Total Split (%) 31.4% 47.9% 15.0% 31.4% 19.3% 20.7% 16.4% 17.9% Yellow Time (s) 4.0 4.0 4.0 4.0 3.6 3.6 3.6 3.6 All -Red Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 Lost Time Adjust (s) -3.3 -3.3 -3.3 -3.3 -2.9 -2.9 -2.9 -2.9 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min None C-Min None None None None Act Eftct Green (s) 92.2 74.4 84.7 69.4 37.5 18.0 30.6 17.2 Actuated g/C Ratio 0.66 0.53 0.60 0.50 0.27 0.13 0.22 0.12 vlc Ratio 0.55 0.25 0.16 0.31 0.12 0.62 0.53 0.54 Control Delay 14.1 18.1 10.5 20.2 38.7 52.9 55.8 20.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.1 18.1 10.5 20.2 38.7 52.9 55.8 20.6 LOS B B B C D D E C Approach Delay 16.4 18.7 50.1 31.8 Approach LOS B B D C Queue Length 50th (ft) 114 106 29 120 27 102 107 40 Queue Length 95th (ft) 183 149 57 186 48 152 139 70 Internal Link Dist (ft) 1677 1189 701 964 Turn Bay Length (ft) 225 100 200 125 Base Capacity (vph) 774 1841 657 1699 364 336 310 706 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Synchro 10 Report RKA Page 3 Rio Road West Multifamily - Albemarle Build (2024) Conditions - Lost Time Adjustment 4: Berkmar Drive & Rio Road West Timing Plan: AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced vlc Ratio 0.44 0.25 0.15 0.31 0.11 0.46 0.47 0.45 Intersection Summa Area Type: Other Cycle Length:140 Actuated Cycle Length: 140 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 75 Control Type: Actuated -Coordinated Maximum vlc Ratio: 0.62 Intersection Signal Delay: 23.7 Intersection LOS: C Intersection Capacity Utilization 57.1 % ICU Level of Service B Analysis Period (min)15 Splits and Phases: 4: Berkmar Drive & Rio Road West ♦ 01 ­1102 21s 29s .1J* �-5 706 1 08 44s L I L 25s Synchro 10 Report RKA Page 4 Rio Road West Multifamily - Albemarle Build (2024) Conditions - Lost Time Adjust 1: Townwood Drive/Earlysville Road & Hydraulic Road/Rio Road West Timing Plan: PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations rj 0 ►j ft ►j + r + re Traffic Volume (vph) 588 733 38 28 694 242 19 2 27 164 1 343 Future Volume (vph) 588 733 38 28 694 242 19 2 27 164 1 343 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 325 0 175 0 75 75 100 100 Storage Lanes 2 0 1 0 1 1 1 2 Taper Length (ft) 100 100 100 100 Satd. Flow (prof) 1770 3514 0 1770 3401 0 1770 1863 1583 1770 1863 2787 Fit Permitted 0.080 0.324 0.950 0.542 Satd. Flow (perm) 149 3514 0 604 3401 0 1770 1863 1583 1010 1863 2787 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 7 39 282 377 Link Speed (mph) 35 35 25 45 Link Distance (ft) 1197 2281 711 1340 Travel Time (s) 23.3 44.4 19.4 20.3 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Shared Lane Traffic (%) Lane Group Flow (vph) 668 876 0 32 1064 0 22 2 31 186 1 390 Turn Type pm+pt NA pm+pt NA Prot NA Perm pm+pt NA pm+ov Protected Phases 5 2 1 6 3 8 7 4 5 Permitted Phases 2 6 8 4 4 Detector Phase 5 2 1 6 3 8 8 7 4 5 Switch Phase Minimum Initial (s) 4.0 12.0 4.0 12.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 14.6 21.6 14.6 21.6 16.0 16.0 16.0 16.0 16.0 14.6 Total Split (s) 50.0 81.3 14.7 46.0 18.0 16.0 16.0 18.0 16.0 50.0 Total Split (%) 38.5% 62.5% 11.3% 35.4% 13.8% 12.3% 12.3% 13.8% 12.3% 38.5% Yellow Time (s) 4.1 4.1 4.1 4.1 4.7 4.7 4.7 3.0 4.7 4.1 All -Red Time (s) 5.5 5.5 5.5 5.5 3.1 3.1 3.1 3.9 3.1 5.5 Lost Time Adjust (s) -5.0 -5.0 -5.0 -5.0 -3.8 -3.8 -3.8 -2.9 -3.8 -5.0 Total Lost Time (s) 4.6 4.6 4.6 4.6 4.0 4.0 4.0 4.0 4.0 4.6 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min None None None None None None None None Act Eftct Green (s) 91.7 83.2 51.7 41.5 14.0 10.1 10.1 18.9 15.4 62.3 Actuated g/C Ratio 0.75 0.68 0.42 0.34 0.11 0.08 0.08 0.15 0.13 0.51 v/c Ratio 0.94 0.37 0.09 0.90 0.11 0.01 0.08 0.77 0.00 0.24 Control Delay 53.4 10.9 12.6 49.5 50.3 54.5 0.4 69.5 53.0 2.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 53.4 10.9 12.6 49.5 50.3 54.5 0.4 69.5 53.0 2.8 LOS D B B D D D A E D A Approach Delay 29.3 48.4 22.3 24.4 Approach LOS C D C C Queue Length 50th (ft) 494 191 8 437 17 2 0 136 1 2 Queue Length 95th (ft) #729 232 17 #558 43 9 0 206 7 30 Internal Link Dist (ft) 1117 2201 631 1260 Turn Bay Length (ft) 325 175 75 75 100 100 Base Capacity (vph) 714 2390 351 1178 242 183 409 243 242 1603 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Synchro 10 Report RKA Page 1 Rio Road West Multifamily - Albemarle Build (2024) Conditions - Lost Time Adjust 1: Townwood Drive/Earlysville Road & Hydraulic Road/Rio Road West Timing Plan: PM Peak Hour --* _0�N 4e 4-4% t /Op. `► l Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.94 0.37 0.09 0.90 0.09 0.01 0.08 0.77 0.00 0.24 Intersection Summa Area Type: Other Cycle Length:130 Actuated Cycle Length: 122.5 Natural Cycle: 120 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.94 Intersection Signal Delay: 34.7 Intersection LOS: C Intersection Capacity Utilization 86.2% ICU Level of Service E Analysis Period (min)15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Townwood Drive/Earlysville Road & Hydraulic Road/Rio Road West Synchro 10 Report RKA Page 2 Rio Road West Multifamily - Albemarle Build (2024) Conditions - Lost Time Adjust 4: Berkmar Drive & Rio Road West Timing Plan: PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ►j +'j's ►j 0 ►j 1* ft Traffic Volume (vph) 490 502 47 65 482 250 73 103 88 212 104 432 Future Volume (vph) 490 502 47 65 482 250 73 103 88 212 104 432 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 225 0 100 0 200 0 125 200 Storage Lanes 1 0 1 0 1 0 2 0 Taper Length (ft) 100 100 100 100 Satd. Flow (prof) 1770 3493 0 1770 3359 0 1770 1734 0 1770 3111 0 Fit Permitted 0.157 0.429 0.201 0.252 Satd. Flow (perm) 292 3493 0 799 3359 0 374 1734 0 469 3111 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 10 62 24 465 Link Speed (mph) 35 35 35 35 Link Distance (ft) 1757 1269 781 1044 Travel Time (s) 34.2 24.7 15.2 20.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Lane Group Flow (vph) 527 591 0 70 787 0 78 206 0 228 577 0 Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 8 3 4 7 Permitted Phases 2 6 3 7 Detector Phase 5 2 1 6 8 3 4 7 Switch Phase Minimum Initial (s) 8.0 12.0 12.0 12.0 12.0 8.0 12.0 8.0 Minimum Split (s) 15.3 19.3 19.3 19.3 18.9 14.9 18.9 14.9 Total Split (s) 53.0 80.0 20.0 47.0 22.0 25.0 25.0 28.0 Total Split (%) 35.3% 53.3% 13.3% 31.3% 14.7% 16.7% 16.7% 18.7% Yellow Time (s) 4.0 4.0 4.0 4.0 3.6 3.6 3.6 3.6 All -Red Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 Lost Time Adjust (s) -3.3 -3.3 -3.3 -3.3 -2.9 -2.9 -2.9 -2.9 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min None C-Min None None None None Act Eftct Green (s) 97.5 82.0 65.1 49.8 42.7 20.2 36.2 15.9 Actuated g/C Ratio 0.65 0.55 0.43 0.33 0.28 0.13 0.24 0.11 vlc Ratio 0.85 0.31 0.16 0.68 0.23 0.81 0.79 0.77 Control Delay 43.8 19.9 15.7 44.7 49.4 79.3 76.8 20.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.8 19.9 15.7 44.7 49.4 79.3 76.8 20.4 LOS D B B D D E E C Approach Delay 31.2 42.4 71.1 36.3 Approach LOS C D E D Queue Length 50th (ft) 365 171 24 340 56 175 178 54 Queue Length 95th (ft) 513 215 44 428 99 #300 261 116 Internal Link Dist (ft) 1677 1189 701 964 Turn Bay Length (ft) 225 100 200 125 Base Capacity (vph) 672 1914 453 1156 335 263 297 888 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Synchro 10 Report RKA Page 3 Rio Road West Multifamily - Albemarle Build (2024) Conditions - Lost Time Adjust 4: Berkmar Drive & Rio Road West Timing Plan: PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced vlc Ratio 0.78 0.31 0.15 0.68 0.23 0.78 0.77 0.65 Intersection Summa Area Type: Other Cycle Length:150 Actuated Cycle Length: 150 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Maximum vlc Ratio: 0.85 Intersection Signal Delay: 39.4 Intersection LOS: D Intersection Capacity Utilization 88.7% ICU Level of Service E Analysis Period (min)15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Synchro 10 Report RKA Page 4 F-97 O cc W a y W J U_ x W z z cc cc O x a 120 100 80 m rill 20 FULL -WIDTH TURN LANE AND TAPER REQUIRED TAPER REQUIRED 200 400 600 800 1000 1200 1400 PHV APPROACH TOTAL, VEHICLES PER HOUR Appropriate Radius required at all Intersections and Entrances (Commercial or Private). LEGEND PHV- - Peak Hour Volume (also Design Hourly Volume equivalent) Adjustment for Right Turns If PHV is not known use formula: PHV = ADT x K x D K = the percent of AADT occurring in the peak hour D = the percent of traffic in the peak direction of flow Note: An average of 11 % for K x D will suffice. When right turn facilities are warranted, see Figure 3-1 for design criteria. FIGURE 3-27 WARRANTS FOR RIGHT TURN TREATMENT (4-LANE HIGHWAY) Rev. 1/15 F-97 O cc W a y W J U_ x W z z cc cc O x a 120 100 80 m rill 20 FULL -WIDTH TURN LANE AND TAPER REQUIRED TAPER REQUIRED 200 400 600 800 1000 1200 1400 PHV APPROACH TOTAL, VEHICLES PER HOUR Appropriate Radius required at all Intersections and Entrances (Commercial or Private). LEGEND PHV- - Peak Hour Volume (also Design Hourly Volume equivalent) Adjustment for Right Turns If PHV is not known use formula: PHV = ADT x K x D K = the percent of AADT occurring in the peak hour D = the percent of traffic in the peak direction of flow Note: An average of 11 % for K x D will suffice. When right turn facilities are warranted, see Figure 3-1 for design criteria. FIGURE 3-27 WARRANTS FOR RIGHT TURN TREATMENT (4-LANE HIGHWAY) Rev. 1/15