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HomeMy WebLinkAboutZMA202100011 Correspondence 2021-12-06 (3)RAMEY KEMP ASSOCIATES Moving forward. December 6, 2021 Mr. Kevin McDermott Albemarle County Planning 401 McIntire Road Charlottesville, Virginia 22902 Phone: (434) 296-5832 Reference: The Heritage on Rio — Revised 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. The original TIA was submitted on September 20. The County provided review comments in a letter dated November 5 and VDOT provided review comments in a letter dated October 20. Following are those comments and a response to each: Albemarle County 1. Hydraulic Rd / Rio Rd / Earlysville Rd / Townwood Dr (Table #2): Lane storage and lane group columns are mixed up. ■ This has been revised. 2. Hydraulic Rd / Rio Rd / Earlysville Rd / Townwood Dr (Table 42): Why does the PM WBT/R improve from No Build to Build? ■ Splits were optimized in No -Build and Build conditions in the original TIA submittal. In the revised TIA, splits were optimized for Build conditions only, and the delay for the WBT/R movement now increases from No -Build to Build. I<Alk rameykemp.com Transportation Consulting that moves us forward. RAMEY KEMP ASSOCIATES Moving forward. The Heritage on Rio — Revised TIA 1 2 3. Hydraulic Rd / Rio Rd / Earlysville Rd / Townwood Dr (Table #2): Although there are not significant increases between No Build and Build, queueing conditions are concerning especially those movements where the lane storage is significantly exceeded. The study doesn't identify any potential solutions to address this. ■ Existing conditions show queues extending beyond the storage lanes for the EBL and SBL movements with existing timings in place. When the signal timing is optimized for the Build conditions, the operation of the EBL movement improves significantly, but the operation of the SBL degrades. However, the overall operation of the intersection would improve dramatically — the overall average delay would decrease by 35% in the PM peak hour. Note that this project will not add any vehicles to the EBL movement, and just 1 vehicle to the SBL movement. 4. Staff recommends the western site driveway as a right -in / right -out access to reduce confusion and improve safety of the TWLTL. Improvements to the median may be necessary to ensure safety of motorists. ■ VDOT requires 470 feet between full -movement driveways on Rio Road West, and the proposed driveway is 480 feet west of the existing Rehab Center driveway, which exceeds the minimum spacing standards. 5. Rio Rd West / Berkmar Dr (Table 5): Lane storage and lane group columns are mixed up. ■ This has been revised. 6. Rio Rd West / Berkmar Dr (Table 5): Why does the PM EBL improve from Existing to No Build and Build? ■ Existing PM timing splits were based on Coordination Pattern 21. Splits were then optimized in No -Build and Build conditions in the original TIA submittal. The eastbound left -turn only receives 14 seconds of green time, which is too short when there are 451 left turns. In the revised TIA, the green time for this movement was held for the No -Build conditions, and increased significantly when the Synchro model optimized the Build conditions. 7. Rio Rd West / Berkmar Dr (Table 5): Why does the PM SBL improve from No Build to Build? ■ Splits were optimized in No -Build and Build conditions in the original TIA submittal. In the revised TIA, splits were optimized for Build conditions only, and the delay for this movement now increases from No -Build to Build. 8. Rio Rd West / Berkmar Dr (Table 5): Although there are not significant increases between No Build and Build, queueing conditions are concerning especially those movements where the lane storage is significantly exceeded and at the EBL where the queuing in the TWLTL extends to a length that blocks numerous commercial and private street entrances. The study doesn't identify any potential solutions to address this. Transportation Consulting that moves us forward. rameykemp.com RAMEY KEMP ASSOCIATES Moving forward. The Heritage on Rio — Revised TIA 1 3 The eastbound left -turn queue at this intersection is 855 feet in the PM peak hour under no -build conditions. A second eastbound left -turn lane would be needed to significantly shorten the queue length, but that would be very expensive to build due to steep slopes and a signal pole in the west quadrant, and the existing building in the north quadrant of the intersection. The projected no -build volume is 486 vehicles, and the site will add just 4 vehicles — less than a 1% impact, so this project should not be responsible for geometric improvements at this intersection. The analysis shows that optimizing the signal timing would improve the operation of this movement, and the overall intersection to LOS D. 9. The Recommendations state that all of the intersections will operate at an acceptable LOS. However, the queueing extends significantly beyond the available storage or through other access points. VDOT We acknowledge that there are some individual movements that currently experience queueing issues, but this project will not significantly increase the volume on those movements, and the analysis shows that optimizing the signal timing would provide some relief to those movements. The two entrances are too close together according to Table 2-2 of Appendix F of the Road Design Manual. One will likely have to be designed as directional crossover or partial access. VDOT requires 470 feet between full -movement driveways on Rio Road West, and the proposed driveway is 480 feet west of the existing Rehab Center driveway, which exceeds the minimum spacing standards. 2. Shared -use paths allow access for bikes and pedestrians, while the sidewalks on either end of the property only allow access for pedestrians. Provide ramps on either end of the shared -use path to allow bikes to move back to the marked bike -lane on Rio Rd and ensure that blind pedestrians won't accidentally move down them. ■ Site plan comment 3. The proposed bus shelter should be behind the shared -use path, and outside of the right-of-way. ■ Site plan comment 4. Comments from Traffic Engineering on the Traffic Impact Analysis a. The phase configuration for the signal at Hydraulic & Earlysville / Townwood will need to be adjusted to reflect fill condition (see figure Enclosure (1) for reference). Rio Rd / Hydraulic may still be maintained as an east -west roadways as shown in the models but the phases will need to be swapped. ■ The phasing has been revised. Transportation Consulting that moves us forward. rameykemp.com RAMEY KEMP ASSOCIATES Moving forward. The Heritage on Rio — Revised TIA 1 4 b. Under the Existing 2021 AM and PM Conditions, pedestrian timing (7 seconds of walk time and 35 seconds of FDW) on phase 6 is missing in the synchro files. The pedestrian timings have been added to phase 6 at the intersection of Hydraulic / Rio Road at Earlysville Road / Townwood Drive. c. The Maximum Split times shown in the Synchro files for the Existing Conditions at Hydraulic & Earlysville / Townwood do not match the signal timing sheets provided in the July 28' FOIA request. Note that the signal timing should match what is currently running in the controller and it should not be optimized under the existing / No -build conditions. There were no Time of Day plans provided in the signal timings so splits were optimized in all conditions. The Synchro has been revised to include Max 2 splits at this intersection for Existing and No -Build scenarios. d. At the intersection of Rio Rd / Berkmar Dr, please use the Min Green times on page 1 of the timing sheet rather the Perm Min Green shown on page 8 for both AM and PM peak periods. There are 4 pedestrian crosswalks at the Rio Rd / Berkmar Dr intersection but none of them are shown in the Synchro model. The ped phases, timing, and volumes (if any) will need to be added to the Synchro files for both AM and PM peak hours. Min green times have been used as the "Minimum Initial" setting in the revised Synchro models. Pedestrian phases, volumes and timings have been included in the revised analysis. e. Ensure that effective storage lengths for all turn lanes are consistent with the latest version of the VDOT TOASAM document, including removal of all taper lengths in the Synchro models. ■ The synchro models have been updated to include effective storage lengths for turn lanes and tapers have been set to zero. f. It is understood that Berkman has a 3-lane cross section on the south side of Rio Rd, but based on Street View (2019), vehicles are entering the intersection in the left lane. Please adjust the lane alignment for the WBL and EBR to L-NA in the Synchro models to reflect existing condition. ■ The simulation settings have been adjusted as requested. g. Please remove the Bend Node west of the intersection of Rio Rd / Health & Rehab Driveway as it will affect delay at that intersection for EB vehicles. ■ This node was included to note the location of the future driveway for existing and no -build conditions. The node has been removed even though delay at the Health & Rehab Driveway remained the same. h. It appears that warrant for the right -turn taper is met at Rio Rd / Health & Rehab Driveway during the PM peak so why is it not being recommended at this location? 'OR I<Alk rameykemp.com Transportation Consulting that moves us forward. RAMEY KEMP ASSOCIATES Moving forward. The Heritage on Rio — Revised TIA 1 5 The build -out traffic volumes are well below the right -turn taper threshold in the AM peak hour, and barely meet the warrant in the PM peak hour. A right -turn taper on Rio Road West is not recommended in this case because it would provide little benefit, and it would be very expensive to build due to the following: o The existing Rehab Center monument sign would have to be relocated o A drainage inlet would have to be relocated o The steep slope of the shoulder would require significant fill and grading 5. Note that the final plan must show conformance with the VDOT Road Design Manual Appendices (B1) and F, as well as any other applicable standards, regulations or other requirements. ■ Acknowledged 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 (Berkman 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. 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. '"R I<Alk rameykemp.com Transportation Consulting that moves us forward. RAMEY KEMP ASSOCIATES The Heritage on Rio — Revised TIA 1 6 Moving forward. 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 Trio Generation — Weekdav — lOth 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. 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. Transportation Consulting that moves us forward. rameykemp.com RAMEY KEMP ASSOCIATES The Heritage on Rio — Revised TIA 1 7 Moving forward. 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, and is not recommended because it would provide little benefit, and it would be very costly to construct: o The existing Rehab Center monument sign would have to be relocated o A drainage inlet would have to be relocated o The steep slope of the shoulder would require significant fill and grading 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 480 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. 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 - Revised TIA 1 8 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) LOS Delay (fr)(Delay) LOS LOS Delay (D)(Delay) LOS sec sec 325 EBL B 14.3 119 F 202.4 753 - EBT/R B 13.9 116 B 16.9 256 TWLTL WBL B 13.0 9 B 11.3 20 Existing - WBT/R C 29.6 154 C 34.9 396 (2021) 75 NBL C 34.1 46 B D 46.0 38 E Traffic - NBT D 41.0 14 (16.9 sec) D 51.5 9 (61.7 sec) Conditions 75 NBR A 0.5 0 A 0.7 0 100 SBL D 6.6 147 E 57.9 170 - SBT D 36.8 14 D 47.0 6 100 SBR A 3.0 28 A 3.8 31 325 EBL B 14.5 127 F 283.9 855 - EBT/R B 13.6 124 B 17.3 280 TWLTL WBL B 12.9 10 B 11.4 20 No -Build - WBT/R C 30.0 167 D 36.4 438 (2024) 75 NBL D 35.5 50 B D 46.3 41 E Traffic - NBT D 422 14 (17.5 sec) D 51.5 9 (79.4 sec) Conditions 75 NBR A 0.6 0 A 0.9 0 100 SBL D 40.6 163 E 63.7 181 - SBT D 38.5 14 D 47.0 6 100 SBR A 3.0 30 A 3.8 32 325 EBL B 16.7 151 E 74.7 779 - EBT/R B 15.2 141 B 12.4 248 TWLTL WBL B 15.2 11 B 16.0 20 Build (2024) - WBT/R C 33.1 198 E 68.3 607 Traffic 75 NBL D 38.6 56 B D 55.0 45 D NBT D 48.0 16 (19.1 sec) E 58.5 10 (51.2 sec) Conditions 75 NBR A 0.3 0 A 0.5 0 100 SBL D 35.8 172 F 158.6 255 - SBT D 39.8 15 E 57.0 7 100 SBR A 4.9 50 A 6.8 58 325 EBL B 12.4 132 D 51.1 717 Build (2024) - EBT/R B 12.4 128 B 10.1 223 TWLTL WBL B 11.6 10 B 12.2 18 Traffic - WBT/R C 26.5 180 D 46.1 544 Conditions 75 NBL C 33.9 52 B D 50.5 43 C With Lost - NBT D 43.0 15 (14.9 sec) D 54.5 9 (33.9 sec) Time 75 NBR A 0.2 0 A 0.4 0 Adjustment 100 SBL C 29.8 162 F 84.8 225 SBT D 35.8 14 D 53.0 7 100 SBR A 2.6 26 A 3.9 39 Capacity analysis indicates that the intersection currently operates at LOS B during the AM peak hour and LOS E during the PM peak hour. Under no -build conditions, the intersection is expected to continue to operate at LOS B during the AM peak hour and LOS E during the PM peak hour. Under build conditions, the intersection is expected to continue to operate at LOS B 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 — Revised TIA 1 9 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. 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. Transportation Consulting that moves us forward. rameykemp.com RAMEY KEMP ASSOCIATES Moving forward. The Heritage on Rio — Revised TIA 1 10 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 - Revised TIA 1 11 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 Overall Lane Lane Queue Overall CONDITION STORAGE GROUP (feet) LOS Delay (fr) LOS LOS Delay (D)(Delay) LOS sec Dela sec TWLTL EBL B 16.5 163 F 87.2 694 EBT/R B 19.4 120 C 23.4 206 Existing 100 Will, B 13.4 53 B 15.9 50 (2021) - WBT/R C 21.6 148 C C 29.5 259 D Traffic 200 NBL D 38.2 47 (24.9 sec) D 45.6 87 (42.5 sec) Conditions - NBT/R D 49.6 154 E 72.2 346 125 SBL E 55.1 140 E 65.3 235 200 SBT/R C 21.8 68 C 20.0 117 TWLTL EBL B 18.0 178 F 186.6 871 EBT/R C 20.5 131 C 24.9 230 No -Build 100 Will, B 14.5 57 B 16.0 54 (2024) - WBT/R C 24.6 167 C C 29.5 285 E Traffic 200 NBL D 37.8 49 (26.5 sec) D 43.9 92 (62.3 sec) Conditions - NBT/R D 51.7 169 E 77.1 383 125 SBL E 56.7 149 E 65.9 249 200 SBT/R C 21.8 71 C 28.5 125 TWLTL EBL B 16.1 198 E 67.8 701 - EBT/R B 18.4 158 C 24.4 253 Build (2024) 100 Will, B 12.9 62 C 22.9 56 Traffic �T/R C 22.7 201 C E 60.9 524 D 200 NBL D 40.3 49 (26.7 seC) D 44.5 92 (49.2 sec) Conditions - NBT/R E 61.0 153 1 E 72.5 251 125 SBL E 66.2 143 E 79.4 273 200 SBT/R C 23.8 72 C 25.3 119 Build (2024) TWLTL EBL B 13.1 180 D 53.6 633 EBT/R B 15.8 146 C 21.9 242 Traffic 100 Will, B 10.3 56 B 19.5 63 Conditions - WBT/R B 19.3 185 C D 51.1 483 D Ill rth Lost 200 NBL D 39.8 48 (23.1 sec) D 42.5 89 (41.6 sec) Tinte - NBT/R D 51.1 148 E 63.9 245 Ai#ustment 125 SBL E 60.7 141 E 71.3 234 200 SBT/R C 21.2 70 C 20.9 116 Capacity analysis indicates that the intersection currently operates at LOS C during the AM peak hour and LOS D during the PM peak hour. Under no -build conditions, the intersection is expected to operate at LOS C during the AM peak hour and LOS E 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. RAMEY KEMP ASSOCIATES 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. �EALTry Sincerely yours, (00 Ramey Kemp &Associates, Inc. ic. No. 04 Carl Hultgren, P.E., PTOE 00NA1 ENG 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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I y\ x TMPE--- TUVFIWAYRMWII .x.aEOSLc•Es V ,I p' IIEIMEIKIMM.R �D ♦\ i' ^ILl ,EENN,4}ELOPE MDOEMY � yf'`" irl A BOINdWY MIND �I`IMVEEN.ELOPE xINO r W W W ..IRS ED LOCAIroN OF "'�'{6'\rW'pMWAIER f N �p� `, YMMOFIENT fMALI}Y E ae nLvwaL[lry W O@ wNArm s. oul,rs mPl H �¢ LANOSCO 81IffER mm`ry •••— cRAar� sce>B� -. EerloiEan. ml / SCALE 1 1"=BO N 36T ) yERI l / a inch =• b S I Moving forward. 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) 297 0 175 0 75 75 143 100 Storage Lanes 1 0 1 0 1 1 1 2 Taper Length (ft) 0 0 0 0 Satd. Flow (prof) 1770 3532 0 1770 3426 0 1770 1863 1583 1770 1863 2787 Fit Permitted 0.364 0.525 0.950 0.370 Satd.Flow (perm) 678 3532 0 978 3426 0 1770 1863 1583 689 1863 2787 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 27 194 546 Link Speed (mph) 35 35 25 45 Link Distance (ft) 1197 2738 711 1340 Travel Time (s) 23.3 53.3 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 1 6 5 2 7 4 3 8 1 Permitted Phases 6 2 4 8 8 Detector Phase 1 6 5 2 7 4 4 3 8 1 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 51.6 14.6 21.6 16.0 16.0 16.0 16.0 16.0 14.6 Total Split (s) 30.0 55.0 25.0 50.0 25.0 30.0 30.0 20.0 25.0 30.0 Total Split(%) 23.1% 42.3% 19.2% 38.5% 19.2% 23.1% 23.1% 15.4% 19.2% 23.1% Yellow Time (s) 4.1 4.1 4.1 4.1 3.0 4.7 4.7 3.0 4.7 4.1 All -Red Time (s) 5.5 5.5 5.5 5.5 3.9 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 6.9 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 None None None None None None None None None Act Eftct Green (s) 40.0 37.4 23.2 16.7 10.9 6.1 6.1 16.0 11.9 30.9 Actuated g/C Ratio 0.52 0.49 0.30 0.22 0.14 0.08 0.08 0.21 0.16 0.40 v/c Ratio 0.47 0.22 0.02 0.56 0.13 0.03 0.08 0.60 0.02 0.38 Control Delay 14.3 13.9 13.0 29.6 34.1 41.0 0.5 36.6 36.8 3.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.3 13.9 13.0 29.6 34.1 41.0 0.5 36.6 36.8 3.0 LOS B B B C C D A D D A Approach Delay 14.1 29.2 21.3 11.7 Approach LOS B C C B Queue Length 50th (ft) 76 58 2 101 16 3 0 74 2 0 Queue Length 95th (ft) 119 116 9 154 46 14 0 147 14 28 Internal Link Dist (ft) 1117 2658 631 1260 Turn Bay Length (ft) 297 175 75 75 143 100 Base Capacity (vph) 663 2212 590 1921 477 570 619 357 480 1696 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 4e 4-4% t r `► 1 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 0.38 0.17 0.02 0.22 0.07 0.01 0.04 0.52 0.01 0.32 Intersection Summa Area Type: Other Cycle Length:130 Actuated Cycle Length: 76.3 Natural Cycle: 100 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.60 Intersection Signal Delay:16.9 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 y G1 702 y03 t04 30 s 9 L■ - �GS �6 {, \ 07 1 03 25 s 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 0 125 0 200 0 113 200 Storage Lanes 1 0 1 0 1 0 1 1 Taper Length (ft) 0 0 0 0 Satd. Flow (prof) 1770 3430 0 1770 3314 0 1770 1692 0 1770 3153 0 Fit Permitted 0.389 0.530 0.446 0.523 Satd. Flow (perm) 723 3430 0 986 3314 0 831 1692 0 972 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 Conti. Peds. (#Ihr) 2 2 2 2 2 2 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) 5.0 12.0 5.0 12.0 6.0 5.0 6.0 5.0 Minimum Split (s) 15.3 34.3 19.3 37.3 18.9 39.9 18.9 35.9 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 Effct Green (s) 85.8 70.0 68.5 60.0 36.4 21.1 27.1 16.5 Actuated gIC Ratio 0.61 0.50 0.49 0.43 0.26 0.15 0.19 0.12 vlc Ratio 0.53 0.22 0.17 0.32 0.10 0.51 0.53 0.53 Control Delay 16.5 19.4 13.4 21.6 38.2 49.6 55.1 21.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.5 19.4 13.4 21.6 38.2 49.6 55.1 21.8 LOS B B B C D D E C Approach Delay 18.1 20.3 47.4 32.3 Approach LOS B C D C Queue Length 50th (ft) 126 94 33 114 23 95 95 37 Queue Length 95th (ft) 163 120 53 148 47 154 140 68 Internal Link Dist (ft) 1677 1189 701 964 Turn Bay Length (ft) 225 125 200 113 Base Capacity (vph) 581 1723 809 1503 459 284 561 608 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 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reducin 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.53 0.22 0.11 0.31 0.08 0.51 0.24 0.48 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: 115 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.53 Intersection Signal Delay: 24.9 Intersection LOS: C Intersection Capacity Utilization 77.3% ICU Level of Service D Analysis Period (min)15 Splits and Phases: 4: Berkmar Drive & Rio Road West 2 44s 13s 43s 19s 20s 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) 297 0 175 0 75 75 143 100 Storage Lanes 1 0 1 0 1 1 1 2 Taper Length (ft) 0 0 0 0 Satd. Flow (prof) 1770 3511 0 1770 3401 0 1770 1863 1583 1770 1863 2787 Fit Permitted 0.128 0.350 0.950 0.385 Satd.Flow (perm) 238 3511 0 652 3401 0 1770 1863 1583 717 1863 2787 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 4 39 194 363 Link Speed (mph) 35 35 25 45 Link Distance (ft) 1197 2738 711 1340 Travel Time (s) 23.3 53.3 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 1 6 5 2 7 4 3 8 1 Permitted Phases 6 2 4 8 8 Detector Phase 1 6 5 2 7 4 4 3 8 1 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 51.6 14.6 21.6 16.0 16.0 16.0 16.0 16.0 14.6 Total Split (s) 30.0 55.0 25.0 50.0 25.0 30.0 30.0 20.0 25.0 30.0 Total Split(%) 23.1% 42.3% 19.2% 38.5% 19.2% 23.1% 23.1% 15.4% 19.2% 23.1% Yellow Time (s) 4.1 4.1 4.1 4.1 3.0 4.7 4.7 3.0 4.7 4.1 All -Red Time (s) 5.5 5.5 5.5 5.5 3.9 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 6.9 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 None None None None None None None None None Act Eftct Green (s) 68.1 58.9 44.5 37.7 10.9 6.3 6.3 17.1 12.7 38.7 Actuated g/C Ratio 0.65 0.56 0.42 0.36 0.10 0.06 0.06 0.16 0.12 0.37 v/c Ratio 1.36 0.41 0.09 0.78 0.11 0.02 0.10 0.71 0.00 0.29 Control Delay 202.4 16.9 11.3 34.9 46.0 51.5 0.7 57.9 47.0 3.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 202.4 16.9 11.3 34.9 46.0 51.5 0.7 57.9 47.0 3.8 LOS F B B C D D A E D A Approach Delay 98.0 34.2 20.9 21.3 Approach LOS F C C C Queue Length 50th (ft) -548 202 8 323 14 1 0 107 1 0 Queue Length 95th (ft) #753 256 20 396 38 9 0 170 6 31 Internal Link Dist (ft) 1117 2658 631 1260 Turn Bay Length (ft) 297 175 75 75 143 100 Base Capacity (vph) 455 1968 496 1348 336 398 491 255 337 1255 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 %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 1.36 0.41 0.06 0.73 0.06 0.01 0.06 0.67 0.00 0.29 Intersection Summa Area Type: Other Cycle Length:130 Actuated Cycle Length: 105.1 Natural Cycle: 130 Control Type: Actuated -Uncoordinated Maximum v/c Ratio:1.36 Intersection Signal Delay: 61.7 Intersection LOS: E Intersection Capacity Utilization 92.5% 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/Earl sville Road & Hydraulic Road/Rio Road West Y �,1 702 30 s 3 _4 I M30 s 41'_3 -4006 25 s �07 1 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 ►j 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 0 125 0 200 0 113 200 Storage Lanes 1 0 1 0 1 0 1 1 Taper Length (ft) 0 0 0 0 Satd. Flow (prof) 1770 3493 0 1770 3348 0 1770 1734 0 1770 3077 0 Fit Permitted 0.252 0.461 0.195 0.332 Satd. Flow (perm) 469 3493 0 859 3348 0 363 1734 0 618 3077 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 Conti. Peds. (#Ihr) 1 1 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) 5.0 12.0 5.0 12.0 6.0 5.0 6.0 5.0 Minimum Split (s) 15.3 34.3 19.3 37.3 18.9 39.9 18.9 35.9 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 Effct Green (s) 86.8 75.3 67.4 59.5 42.6 20.5 36.3 17.7 Actuated gIC Ratio 0.58 0.50 0.45 0.40 0.28 0.14 0.24 0.12 vlc Ratio 1.07 0.29 0.15 0.50 0.20 0.75 0.69 0.72 Control Delay 87.2 23.4 15.9 29.5 45.6 72.2 65.3 20.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 87.2 23.4 15.9 29.5 45.6 72.2 65.3 20.0 LOS F C B C D E E C Approach Delay 54.3 28.4 65.1 33.0 Approach LOS D C E C Queue Length 50th (ft) -358 163 28 228 47 158 155 52 Queue Length 95th (ft) #694 206 50 259 87 #346 235 117 Internal Link Dist (ft) 1677 1189 701 964 Turn Bay Length (ft) 225 125 200 113 Base Capacity (vph) 453 1756 760 1563 426 256 455 778 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 --* --,,N 4e *-- 4-4% t r �►l Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.07 0.29 0.09 0.44 0.16 0.75 0.47 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: 135 Control Type: Actuated -Coordinated Maximum v/c Ratio:1.07 Intersection Signal Delay: 42.5 Intersection LOS: D Intersection Capacity Utilization 88.3% ICU Level of Service E Analysis Period (min)15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 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) 297 0 175 0 75 75 143 100 Storage Lanes 1 0 1 0 1 1 1 2 Taper Length (ft) 0 0 0 0 Satd. Flow (prof) 1770 3532 0 1770 3426 0 1770 1863 1583 1770 1863 2787 Fit Permitted 0.348 0.510 0.950 0.360 Satd.Flow (perm) 648 3532 0 950 3426 0 1770 1863 1583 671 1863 2787 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 27 194 587 Link Speed (mph) 35 35 25 45 Link Distance (ft) 1197 2738 711 1340 Travel Time (s) 23.3 53.3 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 1 6 5 2 7 4 3 8 1 Permitted Phases 6 2 4 8 8 Detector Phase 1 6 5 2 7 4 4 3 8 1 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 51.6 14.6 21.6 16.0 16.0 16.0 16.0 16.0 14.6 Total Split (s) 30.0 55.0 25.0 50.0 25.0 30.0 30.0 20.0 25.0 30.0 Total Split(%) 23.1% 42.3% 19.2% 38.5% 19.2% 23.1% 23.1% 15.4% 19.2% 23.1% Yellow Time (s) 4.1 4.1 4.1 4.1 3.0 4.7 4.7 3.0 4.7 4.1 All -Red Time (s) 5.5 5.5 5.5 5.5 3.9 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 6.9 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 None None None None None None None None None Act Eftct Green (s) 42.0 39.4 24.5 17.9 11.0 6.1 6.1 16.2 12.1 31.9 Actuated g/C Ratio 0.53 0.50 0.31 0.23 0.14 0.08 0.08 0.21 0.15 0.41 v/c Ratio 0.50 0.23 0.03 0.58 0.15 0.03 0.09 0.65 0.02 0.40 Control Delay 14.5 13.6 12.9 30.0 35.5 42.2 0.6 40.6 38.5 3.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.5 13.6 12.9 30.0 35.5 42.2 0.6 40.6 38.5 3.0 LOS B B B C D D A D D A Approach Delay 14.0 29.7 21.8 12.8 Approach LOS B C C B Queue Length 50th (ft) 83 63 3 114 19 3 0 85 2 0 Queue Length 95th (ft) 127 124 10 167 50 14 0 163 14 30 Internal Link Dist (ft) 1117 2658 631 1260 Turn Bay Length (ft) 297 175 75 75 143 100 Base Capacity (vph) 653 2298 582 1871 464 555 608 346 467 1692 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 4e 4-4% t r `► 1 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 0.42 0.18 0.02 0.25 0.08 0.01 0.05 0.58 0.01 0.35 Intersection Summa Area Type: Other Cycle Length:130 Actuated Cycle Length: 78.6 Natural Cycle: 100 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.65 Intersection Signal Delay:17.5 Intersection Capacity Utilization 63.5% 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 0-.1 702 �3 f 04 30 s 9 L■ - �GS �6 {, \ 07 1 03 25 s 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 0 125 0 200 0 113 200 Storage Lanes 1 0 1 0 1 0 1 1 Taper Length (ft) 0 0 0 0 Satd. Flow (prof) 1770 3430 0 1770 3314 0 1770 1692 0 1770 3153 0 Fit Permitted 0.355 0.515 0.412 0.484 Satd. Flow (perm) 660 3430 0 958 3314 0 767 1692 0 900 3153 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 18 102 34 228 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 Conti. Peds. (#Ihr) 2 2 2 2 2 2 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) 5.0 12.0 5.0 12.0 6.0 5.0 6.0 5.0 Minimum Split (s) 15.3 34.3 19.3 37.3 18.9 39.9 18.9 35.9 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 Effct Green (s) 84.8 68.7 64.8 56.0 37.0 21.2 27.9 16.5 Actuated gIC Ratio 0.61 0.49 0.46 0.40 0.26 0.15 0.20 0.12 vlc Ratio 0.58 0.24 0.20 0.36 0.11 0.55 0.57 0.55 Control Delay 18.0 20.5 14.5 24.6 37.8 51.7 56.7 21.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 18.0 20.5 14.5 24.6 37.8 51.7 56.7 21.8 LOS B C B C D D E C Approach Delay 19.3 22.9 49.0 32.9 Approach LOS B C D C Queue Length 50th (ft) 145 107 38 138 24 103 101 40 Queue Length 95th (ft) 178 131 57 167 49 169 149 71 Internal Link Dist (ft) 1677 1189 701 964 Turn Bay Length (ft) 225 125 200 113 Base Capacity (vph) 570 1692 793 1458 452 285 553 619 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 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reducin 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.58 0.24 0.12 0.35 0.08 0.55 0.27 0.51 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: 115 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.58 Intersection Signal Delay: 26.5 Intersection LOS: C Intersection Capacity Utilization 79.4% ICU Level of Service D Analysis Period (min)15 Splits and Phases: 4: Berkmar Drive & Rio Road West 2 44s 13s 43s 19s 20s 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) 297 0 175 0 75 75 143 100 Storage Lanes 1 0 1 0 1 1 1 2 Taper Length (ft) 0 0 0 0 Satd. Flow (prof) 1770 3511 0 1770 3401 0 1770 1863 1583 1770 1863 2787 Fit Permitted 0.108 0.329 0.950 0.388 Satd.Flow (perm) 201 3511 0 613 3401 0 1770 1863 1583 723 1863 2787 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 4 39 194 390 Link Speed (mph) 35 35 25 45 Link Distance (ft) 1197 2738 711 1340 Travel Time (s) 23.3 53.3 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 1 6 5 2 7 4 3 8 1 Permitted Phases 6 2 4 8 8 Detector Phase 1 6 5 2 7 4 4 3 8 1 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 51.6 14.6 21.6 16.0 16.0 16.0 16.0 16.0 14.6 Total Split (s) 30.0 55.0 25.0 50.0 25.0 30.0 30.0 20.0 25.0 30.0 Total Split(%) 23.1% 42.3% 19.2% 38.5% 19.2% 23.1% 23.1% 15.4% 19.2% 23.1% Yellow Time (s) 4.1 4.1 4.1 4.1 3.0 4.7 4.7 3.0 4.7 4.1 All -Red Time (s) 5.5 5.5 5.5 5.5 3.9 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 6.9 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 None None None None None None None None None Act Eftct Green (s) 70.2 60.7 46.8 40.0 10.9 6.2 6.2 17.4 12.9 38.6 Actuated g/C Ratio 0.65 0.57 0.44 0.37 0.10 0.06 0.06 0.16 0.12 0.36 v/c Ratio 1.55 0.43 0.09 0.82 0.12 0.02 0.11 0.77 0.00 0.31 Control Delay 283.9 17.3 11.4 36.4 46.3 51.5 0.9 63.7 47.0 3.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 283.9 17.3 11.4 36.4 46.3 51.5 0.9 63.7 47.0 3.8 LOS F B B D D D A E D A Approach Delay 133.9 35.7 20.9 23.1 Approach LOS F D C C Queue Length 50th (ft) -648 223 9 360 16 1 0 116 1 0 Queue Length 95th (ft) #855 280 20 438 41 9 0 181 6 32 Internal Link Dist (ft) 1117 2658 631 1260 Turn Bay Length (ft) 297 175 75 75 143 100 Base Capacity (vph) 431 1984 483 1312 328 387 483 249 329 1252 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 Reducin 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.55 0.43 0.07 0.80 0.07 0.01 0.06 0.74 0.00 0.31 Intersection Summa Area Type: Other Cycle Length:130 Actuated Cycle Length: 107.4 Natural Cycle: 150 Control Type: Actuated -Uncoordinated Maximum v/c Ratio:1.55 Intersection Signal Delay: 79.4 Intersection LOS: E 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/Earl sville Road & Hydraulic Road/Rio Road West Y �,1 702 30 s 3 _4 I M30 s 41'_3 -4006 25 s �07 1 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 0 125 0 200 0 113 200 Storage Lanes 1 0 1 0 1 0 1 1 Taper Length (ft) 0 0 0 0 Satd. Flow (prof) 1770 3493 0 1770 3348 0 1770 1734 0 1770 3081 0 Fit Permitted 0.237 0.443 0.220 0.354 Satd. Flow (perm) 441 3493 0 825 3348 0 410 1734 0 659 3081 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 6 97 23 457 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 Conti. Peds. (#Ihr) 1 1 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) 5.0 12.0 5.0 12.0 6.0 5.0 6.0 5.0 Minimum Split (s) 15.3 34.3 19.3 37.3 18.9 39.9 18.9 35.9 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 Effct Green (s) 83.5 72.5 69.2 61.1 47.7 20.7 34.3 11.3 Actuated gIC Ratio 0.56 0.48 0.46 0.41 0.32 0.14 0.23 0.08 vlc Ratio 1.33 0.33 0.16 0.52 0.18 0.80 0.71 0.87 Control Delay 186.6 24.9 16.0 29.5 43.9 77.1 65.9 28.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 186.6 24.9 16.0 29.5 43.9 77.1 65.9 28.5 LOS F C B C D E E C Approach Delay 103.1 28.4 68.2 39.2 Approach LOS F C E D Queue Length 50th (ft) -463 176 29 246 51 177 171 56 Queue Length 95th (ft) #871 230 54 285 92 #383 249 125 Internal Link Dist (ft) 1677 1189 701 964 Turn Bay Length (ft) 225 125 200 113 Base Capacity (vph) 394 1690 737 1564 449 259 440 724 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 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.33 0.33 0.09 0.47 0.17 0.80 0.52 0.79 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: 135 Control Type: Actuated -Coordinated Maximum v/c Ratio:1.33 Intersection Signal Delay: 62.3 Intersection LOS: E Intersection Capacity Utilization 93.3% 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 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) 297 0 175 0 75 75 143 100 Storage Lanes 1 0 1 0 1 1 1 2 Taper Length (ft) 0 0 0 0 Satd. Flow (prof) 1770 3532 0 1770 3429 0 1770 1863 1583 1770 1863 2787 Fit Permitted 0.334 0.508 0.950 0.333 Satd.Flow (perm) 622 3532 0 946 3429 0 1770 1863 1583 620 1863 2787 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 25 332 508 Link Speed (mph) 35 35 25 45 Link Distance (ft) 1197 2284 711 1340 Travel Time (s) 23.3 44.5 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 1 6 5 2 7 4 3 8 1 Permitted Phases 6 2 4 8 8 Detector Phase 1 6 5 2 7 4 4 3 8 1 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 51.6 14.6 21.6 16.0 16.0 16.0 16.0 16.0 14.6 Total Split (s) 39.0 69.0 16.0 46.0 18.0 16.0 16.0 29.0 27.0 39.0 Total Split (%) 30.0% 53.1% 12.3% 35.4% 13.8% 12.3% 12.3% 22.3% 20.8% 30.0% Yellow Time (s) 4.1 4.1 4.1 4.1 3.0 4.7 4.7 3.0 4.7 4.1 All -Red Time (s) 5.5 5.5 5.5 5.5 3.9 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 6.9 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 None None None None None None None None None Act Eftct Green (s) 44.3 41.9 25.9 19.2 12.3 6.2 6.2 20.0 14.2 35.0 Actuated g/C Ratio 0.52 0.50 0.31 0.23 0.15 0.07 0.07 0.24 0.17 0.41 v/c Ratio 0.52 0.24 0.03 0.60 0.14 0.04 0.07 0.57 0.02 0.40 Control Delay 16.7 15.2 15.2 33.1 38.6 48.0 0.3 35.8 39.8 4.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.7 15.2 15.2 33.1 38.6 48.0 0.3 35.8 39.8 4.9 LOS B B B C D D A D D A Approach Delay 15.8 32.8 23.7 13.0 Approach LOS B C C B Queue Length 50th (ft) 90 69 3 126 20 3 0 86 2 10 Queue Length 95th (ft) 151 141 11 198 56 16 0 172 15 50 Internal Link Dist (ft) 1117 2204 631 1260 Turn Bay Length (ft) 297 175 75 75 143 100 Base Capacity (vph) 758 2629 360 1611 330 195 463 526 498 1914 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�ti %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 0.16 0.03 0.30 0.11 0.03 0.06 0.38 0.01 0.31 Intersection Summa Area Type: Other Cycle Length:130 Actuated Cycle Length: 84.4 Natural Cycle: 100 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.60 Intersection Signal Delay:19.1 Intersection Capacity Utilization 63.9% 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 0 702 *C, 1 t Di O4 39 ss 16 u5 — 6 4\07 1 �- M 69s 18s v s 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 ►j 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 0 125 0 200 0 113 200 Storage Lanes 1 0 1 0 1 0 1 1 Taper Length (ft) 0 0 0 0 Satd. Flow (prof) 1770 3438 0 1770 3322 0 1770 1692 0 1770 3153 0 Fit Permitted 0.372 0.489 0.333 0.409 Satd. Flow (perm) 692 3438 0 909 3322 0 620 1692 0 760 3153 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 20 71 42 230 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 Conti. Peds. (#Ihr) 2 2 2 2 2 2 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) 5.0 12.0 5.0 12.0 6.0 5.0 6.0 5.0 Minimum Split (s) 15.3 34.3 19.3 37.3 18.9 39.9 18.9 35.9 Total Split (s) 39.0 61.0 20.0 42.0 23.0 40.0 19.0 36.0 Total Split (%) 27.9% 43.6% 14.3% 30.0% 16.4% 28.6% 13.6% 25.7% 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 Effct Green (s) 90.5 75.3 74.8 66.2 32.4 15.0 24.4 13.1 Actuated gIC Ratio 0.65 0.54 0.53 0.47 0.23 0.11 0.17 0.09 vlc Ratio 0.58 0.25 0.18 0.33 0.14 0.72 0.66 0.63 Control Delay 16.1 18.4 12.9 22.7 40.3 61.0 66.2 23.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.1 18.4 12.9 22.7 40.3 61.0 66.2 23.8 LOS B B B C D E E C Approach Delay 17.5 21.2 56.9 37.2 Approach LOS B C E D Queue Length 50th (ft) 125 107 32 130 27 102 110 40 Queue Length 95th (ft) 198 158 62 201 49 153 143 72 Internal Link Dist (ft) 1677 1189 701 964 Turn Bay Length (ft) 225 125 200 113 Base Capacity (vph) 694 1857 590 1608 308 432 238 837 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 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reducin 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.49 0.25 0.17 0.33 0.13 0.36 0.62 0.38 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: 115 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.72 Intersection Signal Delay: 26.7 Intersection LOS: C Intersection Capacity Utilization 79.8% ICU Level of Service D Analysis Period (min)15 Splits and Phases: 4: Berkmar Drive & Rio Road West 4r _o1 1 142`F, 1 103 �04 20 s J F 5 P 07 �8 39 s 42 s 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: 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) 297 0 175 0 75 75 143 100 Storage Lanes 1 0 1 0 1 1 1 2 Taper Length (ft) 0 0 0 0 Satd. Flow (prof) 1770 3532 0 1770 3429 0 1770 1863 1583 1770 1863 2787 Fit Permitted 0.348 0.508 0.950 0.503 Satd.Flow (perm) 648 3532 0 946 3429 0 1770 1863 1583 937 1863 2787 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 2 26 332 587 Link Speed (mph) 35 35 25 45 Link Distance (ft) 1197 2284 711 1340 Travel Time (s) 23.3 44.5 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 1 6 5 2 7 4 3 8 1 Permitted Phases 6 2 4 8 8 Detector Phase 1 6 5 2 7 4 4 3 8 1 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 51.6 14.6 21.6 16.0 16.0 16.0 16.0 16.0 14.6 Total Split (s) 39.0 69.0 16.0 46.0 18.0 16.0 16.0 29.0 27.0 39.0 Total Split (%) 30.0% 53.1% 12.3% 35.4% 13.8% 12.3% 12.3% 22.3% 20.8% 30.0% Yellow Time (s) 4.1 4.1 4.1 4.1 3.0 4.7 4.7 3.0 4.7 4.1 All -Red Time (s) 5.5 5.5 5.5 5.5 3.9 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 3.1 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 None None None None None None None None None Act Eftct Green (s) 48.4 46.0 36.4 24.4 16.3 10.3 10.3 22.7 17.9 39.0 Actuated g/C Ratio 0.59 0.56 0.44 0.30 0.20 0.12 0.12 0.27 0.22 0.47 v/c Ratio 0.43 0.21 0.02 0.47 0.10 0.02 0.06 0.46 0.01 0.36 Control Delay 12.4 12.4 11.6 26.5 33.9 43.0 0.2 29.8 35.8 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 12.4 12.4 11.6 26.5 33.9 43.0 0.2 29.8 35.8 2.6 LOS B B B C C D A C D A Approach Delay 12.4 26.2 20.9 9.7 Approach LOS B C C A Queue Length 50th (ft) 79 60 3 114 18 3 0 79 2 0 Queue Length 95th (ft) 132 128 10 180 52 15 0 162 14 26 Internal Link Dist (ft) 1117 2204 631 1260 Turn Bay Length (ft) 297 175 75 75 143 100 Base Capacity (vph) 883 2797 542 1864 424 291 527 615 599 2104 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: AM Peak Hour --* _0�ti %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 0.31 0.15 0.02 0.26 0.08 0.02 0.05 0.33 0.01 0.28 Intersection Summa Area Type: Other Cycle Length:130 Actuated Cycle Length: 82.7 Natural Cycle: 100 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.47 Intersection Signal Delay:14.9 Intersection Capacity Utilization 52.4% Analysis Period (min)15 Intersection LOS: B ICU Level of Service A Splits and Phases: 1: Townwood Drive/Earlysville Road & Hydraulic Road/Rio Road West 0 702 *C, 1 t Di 04 39 ss 16 65 - 6 w \ 07 M 69s 18s 1 11111111111111127! 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: AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ►j 0 ►j ft A ►j 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 0 125 0 200 0 113 200 Storage Lanes 1 0 1 0 1 0 1 1 Taper Length (ft) 0 0 0 0 Satd. Flow (prof) 1770 3438 0 1770 3322 0 1770 1692 0 1770 3153 0 Fit Permitted 0.381 0.489 0.287 0.346 Satd. Flow (perm) 709 3438 0 909 3322 0 535 1692 0 643 3153 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 21 74 44 230 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 Conti. Peds. (#Ihr) 2 2 2 2 2 2 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) 5.0 12.0 5.0 12.0 6.0 5.0 6.0 5.0 Minimum Split (s) 15.3 34.3 19.3 37.3 18.9 39.9 18.9 35.9 Total Split (s) 39.0 61.0 20.0 42.0 23.0 40.0 19.0 36.0 Total Split (%) 27.9% 43.6% 14.3% 30.0% 16.4% 28.6% 13.6% 25.7% 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 Effct Green (s) 95.7 80.1 83.5 71.9 35.5 17.8 28.5 16.0 Actuated gIC Ratio 0.68 0.57 0.60 0.51 0.25 0.13 0.20 0.11 vlc Ratio 0.53 0.23 0.16 0.30 0.13 0.62 0.60 0.56 Control Delay 13.1 15.8 10.3 19.3 39.8 51.1 60.7 21.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.1 15.8 10.3 19.3 39.8 51.1 60.7 21.2 LOS B B B B D D E C Approach Delay 14.7 17.9 48.8 33.7 Approach LOS B B D C Queue Length 50th (ft) 111 98 28 117 27 98 109 40 Queue Length 95th (ft) 180 146 56 185 48 148 141 70 Internal Link Dist (ft) 1677 1189 701 964 Turn Bay Length (ft) 225 125 200 113 Base Capacity (vph) 750 1976 668 1741 329 467 266 898 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: AM Peak Hour --* --,,N 4e *-- 4-4% t r �►l Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reducin 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.45 0.23 0.15 0.30 0.12 0.33 0.55 0.35 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: 115 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.62 Intersection Signal Delay: 23.1 Intersection LOS: C Intersection Capacity Utilization 69.4% ICU Level of Service C Analysis Period (min)15 Splits and Phases: 4: Berkmar Drive & Rio Road West 4r _o 1 1 -1402 `F, 1 \ 03 �04 20 s J F r5 P 07 ©8 39 s 42 s 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 28 694 241 19 2 27 164 1 343 Future Volume (vph) 588 733 38 28 694 241 19 2 27 164 1 343 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 297 0 175 0 75 75 143 100 Storage Lanes 1 0 1 0 1 1 1 2 Taper Length (ft) 0 0 0 0 Satd. Flow (prof) 1770 3514 0 1770 3401 0 1770 1863 1583 1770 1863 2787 Fit Permitted 0.078 0.324 0.950 0.515 Satd.Flow (perm) 145 3514 0 604 3401 0 1770 1863 1583 959 1863 2787 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 7 37 274 288 Link Speed (mph) 35 35 25 45 Link Distance (ft) 1197 2292 711 1340 Travel Time (s) 23.3 44.6 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 1063 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 1 6 5 2 7 4 3 8 1 Permitted Phases 6 2 4 8 8 Detector Phase 1 6 5 2 7 4 4 3 8 1 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 51.6 14.6 21.6 16.0 16.0 16.0 16.0 16.0 14.6 Total Split (s) 51.0 83.0 15.0 47.0 16.0 16.0 16.0 16.0 16.0 51.0 Total Split (%) 39.2% 63.8% 11.5% 36.2% 12.3% 12.3% 12.3% 12.3% 12.3% 39.2% Yellow Time (s) 4.1 4.1 4.1 4.1 3.0 4.7 4.7 3.0 4.7 4.1 All -Red Time (s) 5.5 5.5 5.5 5.5 3.9 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 6.9 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 None None None None None None None None None Act Eftct Green (s) 88.7 80.1 42.9 37.5 10.3 6.3 6.3 13.3 10.2 56.9 Actuated g/C Ratio 0.72 0.65 0.35 0.31 0.08 0.05 0.05 0.11 0.08 0.46 v/c Ratio 1.02 0.38 0.12 1.00 0.15 0.02 0.09 1.13 0.01 0.27 Control Delay 74.7 12.4 16.0 68.3 55.0 58.5 0.5 158.6 57.0 6.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 74.7 12.4 16.0 68.3 55.0 58.5 0.5 158.6 57.0 6.8 LOS E B B E D E A F E A Approach Delay 39.4 66.8 24.4 55.8 Approach LOS D E C E Queue Length 50th (ft) -565 204 9 -488 18 2 0 143 1 21 Queue Length 95th (ft) #779 248 20 #607 45 10 0 #255 7 58 Internal Link Dist (ft) 1117 2212 631 1260 Turn Bay Length (ft) 297 175 75 75 143 100 Base Capacity (vph) 655 2299 262 1067 171 125 361 164 165 1449 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�ti %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 0.12 1.00 0.13 0.02 0.09 1.13 0.01 0.27 Intersection Summa Area Type: Other Cycle Length:130 Actuated Cycle Length: 122.5 Natural Cycle: 150 Control Type: Actuated -Uncoordinated Maximum v/c Ratio:1.13 Intersection Signal Delay: 51.2 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/Earl sville Road & Hydraulic Road/Rio Road West � 1 702 �'� t04 51 s 116S 16 S —006 l oa 15 s 16 s 16 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 0 125 0 200 0 113 200 Storage Lanes 1 0 1 0 1 0 1 1 Taper Length (ft) 0 0 0 0 Satd. Flow (prof) 1770 3493 0 1770 3359 0 1770 1734 0 1770 3077 0 Fit Permitted 0.098 0.429 0.205 0.317 Satd. Flow (perm) 183 3493 0 799 3359 0 382 1734 0 590 3077 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 8 57 27 465 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 Conti. Peds. (#Ihr) 1 1 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) 5.0 12.0 5.0 12.0 6.0 5.0 6.0 5.0 Minimum Split (s) 15.3 34.3 19.3 37.3 18.9 39.9 18.9 35.9 Total Split (s) 49.0 70.0 20.0 41.0 23.0 41.0 19.0 37.0 Total Split (%) 32.7% 46.7% 13.3% 27.3% 15.3% 27.3% 12.7% 24.7% 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 Effct Green (s) 88.5 75.7 46.8 38.7 47.3 21.0 32.0 12.6 Actuated gIC Ratio 0.59 0.50 0.31 0.26 0.32 0.14 0.21 0.08 vlc Ratio 0.95 0.33 0.23 0.87 0.21 0.77 0.82 0.84 Control Delay 67.8 24.4 22.9 60.9 44.5 72.5 79.4 25.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 67.8 24.4 22.9 60.9 44.5 72.5 79.4 25.3 LOS E C C E D E E C Approach Delay 44.9 57.8 64.8 40.6 Approach LOS D E E D Queue Length 50th (ft) 441 187 29 383 53 172 171 56 Queue Length 95th (ft) #701 253 56 #524 92 251 #273 119 Internal Link Dist (ft) 1677 1189 701 964 Turn Bay Length (ft) 225 125 200 113 Base Capacity (vph) 566 1766 356 908 377 415 278 989 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 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.93 0.33 0.20 0.87 0.21 0.50 0.82 0.58 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: 145 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 49.2 Intersection LOS: D Intersection Capacity Utilization 94.7% 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: 4: Berkmar Drive & Rio Road West 41'- 1 2 � � _ �04 20s 41s _ JS fF:r \ 03 49s 1 =41s 37s 123s 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 28 694 241 19 2 27 164 1 343 Future Volume (vph) 588 733 38 28 694 241 19 2 27 164 1 343 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 297 0 175 0 75 75 143 100 Storage Lanes 1 0 1 0 1 1 1 2 Taper Length (ft) 0 0 0 0 Satd. Flow (prof) 1770 3514 0 1770 3401 0 1770 1863 1583 1770 1863 2787 Fit Permitted 0.078 0.324 0.950 0.574 Satd.Flow (perm) 145 3514 0 604 3401 0 1770 1863 1583 1069 1863 2787 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 7 40 274 342 Link Speed (mph) 35 35 25 45 Link Distance (ft) 1197 2292 711 1340 Travel Time (s) 23.3 44.6 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 1063 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 1 6 5 2 7 4 3 8 1 Permitted Phases 6 2 4 8 8 Detector Phase 1 6 5 2 7 4 4 3 8 1 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 51.6 14.6 21.6 16.0 16.0 16.0 16.0 16.0 14.6 Total Split (s) 51.0 83.0 15.0 47.0 16.0 16.0 16.0 16.0 16.0 51.0 Total Split (%) 39.2% 63.8% 11.5% 36.2% 12.3% 12.3% 12.3% 12.3% 12.3% 39.2% Yellow Time (s) 4.1 4.1 4.1 4.1 3.0 4.7 4.7 3.0 4.7 4.1 All -Red Time (s) 5.5 5.5 5.5 5.5 3.9 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 3.1 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 None None None None None None None None None Act Eftct Green (s) 93.1 84.5 53.0 42.6 14.1 10.1 10.1 16.7 14.1 61.3 Actuated g/C Ratio 0.76 0.69 0.43 0.35 0.12 0.08 0.08 0.14 0.12 0.50 v/c Ratio 0.93 0.36 0.09 0.88 0.11 0.01 0.08 0.87 0.00 0.25 Control Delay 51.1 10.1 12.2 46.1 50.5 54.5 0.4 84.8 53.0 3.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 51.1 10.1 12.2 46.1 50.5 54.5 0.4 84.8 53.0 3.9 LOS D B B D D D A F D A Approach Delay 27.8 45.1 22.4 30.1 Approach LOS C D C C Queue Length 50th (ft) 487 184 8 431 17 2 0 139 1 9 Queue Length 95th (ft) #717 223 18 #544 43 9 0 #225 7 39 Internal Link Dist (ft) 1117 2212 631 1260 Turn Bay Length (ft) 297 175 75 75 143 100 Base Capacity (vph) 731 2439 362 1213 227 184 403 215 224 1585 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�ti 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 Reducin 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.91 0.36 0.09 0.88 0.10 0.01 0.08 0.87 0.00 0.25 Intersection Summa Area Type: Other Cycle Length:130 Actuated Cycle Length: 121.9 Natural Cycle: 120 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 33.9 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 G 1 702 \'_ t 04 51s 166S 1i �G 5 —006 \ � ' 03 6s 1 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 0 125 0 200 0 113 200 Storage Lanes 1 0 1 0 1 0 1 1 Taper Length (ft) 0 0 0 0 Satd. Flow (prof) 1770 3493 0 1770 3359 0 1770 1734 0 1770 3077 0 Fit Permitted 0.124 0.429 0.205 0.258 Satd. Flow (perm) 231 3493 0 799 3359 0 382 1734 0 481 3077 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 8 59 27 465 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 Conti. Peds. (#Ihr) 1 1 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) 5.0 12.0 5.0 12.0 6.0 5.0 6.0 5.0 Minimum Split (s) 15.3 34.3 19.3 37.3 18.9 39.9 18.9 35.9 Total Split (s) 49.0 70.0 20.0 41.0 23.0 41.0 19.0 37.0 Total Split (%) 32.7% 46.7% 13.3% 27.3% 15.3% 27.3% 12.7% 24.7% 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 Effct Green (s) 92.7 80.1 55.9 44.6 49.3 23.9 36.9 15.5 Actuated gIC Ratio 0.62 0.53 0.37 0.30 0.33 0.16 0.25 0.10 vlc Ratio 0.89 0.32 0.19 0.76 0.20 0.69 0.76 0.79 Control Delay 53.6 21.9 19.5 51.1 42.5 62.9 71.3 20.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 53.6 21.9 19.5 51.1 42.5 62.9 71.3 20.9 LOS D C B D D E E C Approach Delay 36.8 48.5 57.3 35.2 Approach LOS D D E D Queue Length 50th (ft) 397 175 27 370 53 168 169 54 Queue Length 95th (ft) #633 242 53 #483 89 245 234 116 Internal Link Dist (ft) 1677 1189 701 964 Turn Bay Length (ft) 225 125 200 113 Base Capacity (vph) 614 1868 426 1040 400 448 301 1039 Synchro 10 Report RKA Page 1 Rio Road West Multifamily - Albemarle Build (2024) Conditions - Lost Time Adjust 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 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.86 0.32 0.16 0.76 0.20 0.46 0.76 0.56 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: 135 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 41.6 Intersection LOS: D Intersection Capacity Utilization 84.4% 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: 4: Berkmar Drive & Rio Road West 41'- 1 2 � � _ �04 20s 41s _ JS fF:r \ 03 49s 1 =41s 37s 123s Synchro 10 Report RKA Page 2 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