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ZMA201900008 Correspondence 2021-06-07 (2)DocuSign Envelope ID: 96A381`11-1E67-413E4-9530-6195C605CC43 J RAMEY KEMP ASSOCIATES T 804 217 8560 Moving forward. 4343Cox Road Glen Allen, VA 23060 May 24, 2021 Mr. Kevin McDermott Albemarle County 401 McIntire Road Charlottesville, Virginia 22902 Phone: (434) 296-5832 Reference: Rio Point —Traffic Impact Analysis (TIA) - Revised Dear Mr. McDermott, Ramey Kemp & Associates, Inc. (RKA) has performed a Traffic Impact Analysis (TIA) for the proposed 328- unit multi -family development located on the southwest corner of the Rio Road at John Warner Parkway / CATEC Driveway intersection. The access plan includes one full -movement driveway and one right -in only driveway on Rio Road and a stub -out for a future connection on the south side of the property. If approved, the proposed development is expected to be built in 2023. Figure 1 shows the site location and study intersections, and Figure 2 shows the preliminary site plan. The purpose of this letter report is to provide the following: ■ Trip generation calculations ■ Evaluation of turn lane warrants for the site driveways ■ Capacity and queueing analysis of the study intersections Existing Roadway Conditions Route 631 (Rio Road) is a four -lane divided Minor Arterial with a 2019 Virginia Department of Transportation (VDOT) average daily traffic (ADT) volume of approximately 28,000 vehicles per day (vpd) and a posted speed limit of 35 miles per hour (mph) north of the John Warner Parkway intersection. Rio Road becomes a two-lane Major Collector with a posted speed limit of 35 mph south of the John Warner Parkway intersection. South of the Pen Park Road / Waldorf School Road intersection, the approximate 2019 VDOT ADT of Rio Road is 9,300 vpd. Route 2500 (John Warner Parkway) is a two-lane Minor Arterial with a posted speed limit of 35 mph in the vicinity of the site and does not have a VDOT published ADT volume. Based on discussion with the County, the ADT is approximately 17,500 vpd. Route 768 (Pen Park Road) is a two-lane local road with a 2019 VDOT ADT volume of approximately 4,400 vpd, and a posted speed limit of 35 mph in the vicinity of the site. Route 1177 (Dunlora Drive) is a two-lane local road with a 2019 VDOT ADT volume of approximately 2,400 vpd, and a posted speed limit of 35 mph in the vicinity of the site. I<AIL rameykemp.com Transportation Consulting that moves us forward. DocuSign Envelope ID: 96A381`11-1E67-4BE4-9530-6195C605CC43 RAMEY KEMP ASSOCIATES Moving forward. Rio Point - Albemarle County, VA 1 2 Figure 3 shows existing lane configuration. Existing Traffic Volumes The AM peak hour (7:00 to 9:00 AM) and PM peak hour (4:00 to 6:00 PM) turning movement counts were conducted by Burns Service, Inc. during the week of August 27, 2018 at the following intersections: ■ Rio Road at John Warner Parkway / CATEC Driveway ■ Rio Road at Dunlora Drive ■ Rio Road at Pen Park Road / Waldorf School Road The AM peak hour (7:30 to 8:30 AM) and PM peak hour (4:45 — 5:45 PM) turning movements counts for Rio Road at Dunlora Forest Drive were conducted by RKA during the week of August 19, 2019. Note that some volumes have been increased, as necessary, to balance between the study intersections. Additionally, the 2018 and 2019 traffic counts were used due to the currently reduced traffic volumes resulting from the COVID-19 pandemic. Based on discussion with the County and VDOT, the 2018 peak hour traffic volumes were grown by an annual rate of 2.0% for three years to estimate the existing 2021 peak hour traffic volumes. The traffic count data are enclosed, and the existing volumes are shown in Figure 4. Background Traffic Growth Based on discussion with the County and VDOT, an annual rate of 2.0% was used to grow the 2018 peak hour traffic volumes for five years, and the 2019 volumes for four years, to estimate the 2023 peak hour traffic volumes. Approved Development Traffic Based on discussion with the County and VDOT, five approved developments near the site are included in this TIA. Belvedere Residential is partially built -out, with 190 single family homes and 90 townhomes remaining to be built and is located at the end of Belvedere Boulevard. The trip generation potential of Belvedere Residential during a typical weekday, AM peak hour and PM peak hour was estimated using the methodologies published by the Institute of Transportation Engineers (ITE) Trip Generation Manual — IOth Edition. Table 1 ITE Trip Generation — Belvedere Residential — Weekday —10" Edition Weekday Land Use Daily Traffic AM Peak Hour PM Peak Hour (ITE Land Use Code) Size (vpd) (vph) (vph) Enter Exit Enter Exit Enter Exit Single Family Detached Housing 190 homes 938 938 35 106 118 70 (210) Multifamily Housing (Low -Rise) 90 units 330 330 10 33 34 20 (220) Total Trips 1,268 1,268 45 139 152 90 Transportation Consulting that moves us forward. rameykemp.com DocuSign Envelope ID: 96A381`11-1E67-4BE4-9530-6195C605CC43 RAMEY KEMP ASSOCIATES Rio Point - Albemarle County, VA 1 3 Moving forward. Figures 5 and 6 show the trip distribution and assignment for Belvedere Residential. Dunlora Park Residential consists of 28 single family homes and 14 townhomes and is located on Varick Street. The ITE trip generation potential of Dunlora Park Residential is shown in Table 2. Table 2 ITE Trip Generation - Dunlora Park Residential - Weekday -101h 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 Single Family Detached Housing 28 homes 161 161 6 19 19 11 (210) Multifamily Housing (Low -Rise) 14 units 51 51 1 6 6 4 (220) Total Trips 212 212 7 25 25 15 Figures 7 and 8 show the trip distribution and assignment for Dunlora Park Residential. Lochlyn Hill Residential is partially built -out, with 129 single family homes and 14 townhomes remaining to be built and is located on the south side of Pen Park Lane. The ITE trip generation potential of Lochlyn Hill Residential is shown in Table 3. Table 3 ITE Trip Generation - Lochlyn Hill Residential - Weekday -10' Edition Weekday Land Use Daily Traffic AM Peak Hour PM Peak Hour (ITE Land Use Code) Size (vpd) (vph) (vph) Enter Exit Enter Exit Enter Exit Single Family Detached Housing 129 homes 657 657 24 72 82 48 (210) Multifamily Housing (Low -Rise) 14 units 51 51 1 6 6 4 (220) Total Trips 708 708 25 78 88 52 Figures 9 and 10 show the trip distribution and assignment for Lochlyn Hill Residential. Transportation <AlkConsulting that moves us forward. rameykemp.com DocuSign Envelope ID: 96A381`11-1E67-4BE4-9530-6195C605CC43 RAMEY KEMP ASSOCIATES Moving forward. Rio Point - Albemarle County, VA 1 4 The SOCA Fieldhouse is a proposed indoor soccer fieldhouse, to be located at the end of Belvedere Boulevard. In addition to one indoor field, the development plan also includes a synthetic field, 3 full-sized natural surface fields, and 2 half -sized natural surface fields, all of which will be outdoors. The ITE trip generation potential of the SOCA Fieldhouse is shown in Table 4. Table 4 ITE Trip Generation — SOCA Fieldhouse — Weekday —101h Edition Average Daily Traffic AM Peak Hour PM Peak Hour Land Use Size (vpd) (vph) (vph) (ITE Land Use Code) Enter I Exit Enter Exit Enter Eait Soccer Complex 8 fields 286 286 5 3 96 50 (488) Figures 11 and 12 show the trip distribution and assignment for the SOCA Fieldhouse. The Center at Belvedere is a recreation center for senior citizens, located on Belvedere Road. The project is set to be constructed in two phases, with the first phase, a 43,240 s.f recreation center, already built out. An additional 16,760 s.f building is planned to be constructed in the future. The ITE trip generation potential of The Center at Belvedere is shown in Table 5. Table 5 ITE Trip Generation — The Center at Belvedere Senior Center — Weekday —101h Edition Weekday Land Use Daily Traffic AM Peak Hour PM Peak Hour (ITE Land Use Code) Size (vpd) (vph) (vph) Enter I Exit Enter Exit Enter Exit Phase 1— Recreational 43,240 s.f. 623 623 50 26 47 53 Community Center' (495) Phase 2 — Recreational 16,760 s.f 242 242 19 10 18 21 Community Center' (495) Total Trips 865 865 69 36 65 74 1. ITE has no data for a senior recreation center. The trip generation estimates shown are for a standard recreational community center (all ages) and likely over -estimate the number of trips that would be generated by the proposed use. Figures 13 and 14 show the trip distribution and assignment for The Center at Belvedere. The total approved development trips are shown in Figure 15. The total approved development trips were combined with the background growth to estimate the 2023 no -build traffic volumes, which are shown in Figure 16. Additionally, Figure 17 shows a 2023 no -build scenario including the construction of the planned roundabout. Transportation 'OR'<oA Consulting that moves us forward. rameykemp.com DocuSign Envelope ID: 96A381`11-1E67-4BE4-9530-6195C605CC43 RAMEY KEMP ASSOCIATES Moving forward. Rio Point — Albemarle County, VA 1 5 Trip Generation The trip generation potential of the proposed neighborhood during a typical weekday, AM peak hour, and PM peak hour was estimated using the methodologies published by the Institute of Transportation Engineers (ITE) Trip Generation Manual —10`h Edition. Table 6 summarizes the trip generation calculations. Table 6 ITE Trip Generation —Typical Weekday — lOt" Edition Average Daily Land Use 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) (221) 328 units 893 893 31 87 85 54 It should be noted that Rio Road is an existing transit corridor, and some of the future residents living along Rio Road will likely use the transit service. This will reduce the number of vehicles on Rio Road. To be conservative, this reduction was not applied to the trip generation potential of the site or the surrounding approved developments. Site Traffic Distribution The following site traffic distribution was applied based on coordination with the County and VDOT: ■ 32% to / from the north on Rio Road ■ 32% to / from the south on Rio Road ■ 31 % to / from the south on John Warner Parkway ■ 2% to / from the east on Pen Park Road ■ 1% to / from the south on Waldorf School Road • 1% to / from the north on CATEC Driveway • 1% to / from the north on Dunlom Drive Figures 18 and 19 show the site trip distribution and site trip assignment, respectively. Figure 20 shows the projected 2023 build -out peak hour traffic volumes without improvements and Figure 21 shows the projected 2023 build -out volumes with a roundabout. VDOT Turn Lane Warrant Analysis The projected build -out AM and PM peak hour traffic volumes at the proposed site driveways were compared to the turn lane warrants in the Virginia Department of Transportation (VDOT) Access Management Design Standards for Entrances and Intersections: Rio Road at Right -in Only Driveway ■ A southbound right -turn taper on Rio Road is warranted in the PM peak hour only Rio Road at Full -Movement Driveway: ■ A northbound left-tum lane on Rio Road is warranted ■ A southbound right -turn taper on Rio Road is warranted in the PM peak hour only Transportation I<AlkConsulting that moves us forward. rameykemp.com DocuSign Envelope ID: 96A381`11-1E67-4BE4-9530-6195C605CC43 RAMEY KEMP ASSOCIATES Moving forward. Rio Point — Albemarle County, VA 1 6 Intersection Spacing Standards VDOT requires at least 250 feet of separation between partial access driveways and full -movement driveways / intersections on Major Collector roadways. The proposed right -in only driveway is approximately 190 feet south of Dunlora Drive and 305 feet north of the proposed full -movement driveway. The proposed right -in only driveway does not meet VDOT's minimum intersection spacing standards, so an Access Management Exception (AME) request will be submitted. VDOT requires at least 335 feet of separation between full -movement driveways and intersections on Major Collector roadways. The proposed full -movement driveway is approximately 735 feet north of Dunlora Forest Drive. The proposed full -movement driveway exceeds VDOT's minimum intersection spacing standards. 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) — 6n' Edition. All queues reported are the maximum SimTraffic queues based on the average of 10 microsimulation runs. Note that Rio Road is considered an east / west roadway but is north / south in the vicinity of the site. Additionally, John Warner Parkway, Dunlora Drive, Pen Park Road, and Waldorf School Road are all east / west roadways in the vicinity of the site. Table 7 summarizes the capacity analysis results for the signalized intersection of Rio Road at John Warner Parkway / CATEC Driveway, and the Synchro and SimTraffic outputs are enclosed for reference. Table 7 Level -of -Service Summary for Rio Road at John Warner Parkway / CATEC Driveway CONDITION LANE GROUP Storage Length AM PEAK HOUR PM PEAK HOUR L ane Lane Lane Overall Lane Lane Lane Overall (it) LOS Delay Queue LOS LOS Delay Queue LOS (sec) fr (Delay) (sec) (it) (Delay) EBL 200 E 66.9 78 F 86.5 249 EBT/R 300 D 47.8 325 E 71.3 781 will, - D 48.1 502 E 68.5 607 Existing (2021) WBT - C 23.5 386 D B 17.9 364 D WEIR 500 B 12.1 26 A 9.7 32 Traffic Conditions NBUT 75 D 47.9 124 (37.1 sec) E 64.7 124 (52.7 sec) NBR - C 31.4 207 D 48.5 184 SBUT - E 68.9 24 F 83.5 29 SBR 125 E 1 63.7 1 5 1 1 FL8181 10 Transportation I<AlkConsulting that moves us forward. rameykemp.com DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 RAMEY KEMP ASSOCIATES Moving forward. Rio Point - Albemarle County, VA 1 7 Table 7 (Continued) Level -of -Service Summary for Rio Road at John Warner Parkway / CATEC Driveway AM PEAK HOUR PM PEAK HOUR LANE Storage Lane Lane Lane Overall Lane Lane Lane Overall CONDITION GROUP Length (it) LOS Delay Queue LOS LOS Delay Queue LOS sec it Dela sec(it) (Delay) EBL 200 E 73.9 105 F 95.1 249 NO -Build (2023) EBT/R 300 D 52.3 379 F 141.4 1,325 WBL E 55.4 611 E 78.3 839 Traffic WBT - C 25.2 441 D B 19.3 628 E Conditions WEIR 500 B 11.1 21 A 9.0 30 Without NBL/T 75 E 56.2 124 (42.7 sec) E 73.6 124 79.7 sec) Improvements NBR - D 41.7 210 E 56.5 190 SBL/T - E 75.9 22 F 91.8 31 SBR 125 E 70.6 6 F 91.0 8 EBL 200 E 75.5 201 F 97.0 299 Build 2023 ( ) EBT/R 300 D 53.8 441 F 163.8 1,351 WBL - E 56.9 556 F 83.7 942 Traffic WBT - C 24.7 582 D B 19.2 899 F Conditions WEIR 500 B 10.9 26 A 8.8 36 Without NBL/T 75 E 61.4 124 (44.9 sec) E 76.6 124 g8 6 sec) Improvements NBR - D 47.0 218 E 58.3 200 SBL/T - E 77.5 18 F 93.4 31 SBR 125 E 72.1 7 F 92.1 11 EBL/T - B 11.5 64 D 31.6 292 No -Build (2023) EBT - B 11.5 64 D 31.6 292 Traffic EBR - A 3.2 0 A 3.3 0 Conditions WBU/L - B 13.6 254 B B 11.3 140 C WBT/R - B 13.6 254 (11.2 sec) B 11.3 140 (17.2 sec) With NBU/L/T - A 8.5 31 B 10.7 17 Roundabout' NBR - A 7.2 0 B 10.2 0 SBL/T/R B 12.2 2 B 11.7 3 EBL/T - B 11.7 65 E 35.5 318 Build (2023) EBT - B 11.7 65 E 35.5 318 Traffic EBR - A 3.2 0 A 3.6 0 Conditions WBU/L - B 14.8 291 B B 12.1 148 C WBT/R - B 14.8 291 (11.8 sec) B 12.1 148 (18.6 sec) With NBU/L/T - A 9.2 39 B 11.5 22 Roundabout' NBR - A 7.5 0 B 10.6 0 SBL/T/R B 12.6 2 B 12.3 3 1. The 2023 Roundabout scenario is included to show that this intersection will achieve adequate LOS upon construction of the expected improvements. The actual timeline of constructing the roundabout is not known, as it is not a part of this development. Capacity analysis indicates that the intersection currently operates at LOS D during the AM and PM peak hours. Under no -build conditions without improvements, the intersection is expected to operate at LOS D in the AM peak hour and LOS E during the PM peak hour. Under build conditions without improvements, the intersection is expected to operate at LOS D in the AM peak hour and LOS F during the PM peak hour. The County has submitted a SMART SCALE application to convert the existing intersection into a dual -lane roundabout. Under no -build conditions with a roundabout, the intersection is expected to operate at LOS B during the AM peak hour and LOS C during PM peak hour. Under build conditions with a roundabout, the intersection is expected to operate at LOS B during the AM peak hour and LOS C during PM peak hour. Transportation �J<oAk Consulting that moves us forward. rameykemp.com DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 RAMEY KEMP ASSOCIATES Rio Point - Albemarle County, VA 1 8 Moving forward. Table 8 summarizes the capacity analysis results for the unsignalized intersection of Rio Road at Dunlora Drive, and the Synchro and SimTraffic outputs are enclosed for reference. Note that HCM 6 reports were used for the existing, no -build, and build without improvements scenarios. Table 8 Level -of -Service Summary for Rio Road at Dunlora Drive AM PEAK HOUR PM PEAK HOUR LANE Storage Lane Lane Lane Overall Lane Lane Lane Overall CONDITION GROUP Length 00 LOS DelayQueue LOS LOS Dela Y Queue LOS sec fr ela a sec fr (Delay)3 WBL' - F 57.2 96 E 39.1 60 Existing(2021) WBR' 200 C 15.3 106 B 14.0 74 NBTTraffic N/A N/A Conditions BL2� 50 A 9.5 65 A 9.6 91 SBT No -Build (2023) WBL' - F 138.3 302 F 70.0 144 Traffic Conditions WBR' 200 C 17.5 223 C 15.7 162 NBT/R - - - - N/A - - - N/A Without SBL2 50 A 9.9 85 B 10.2 98 Improvements SBT Build (2023) WBL' - F 188.0 468 F 89.8 141 Traffic Conditions WBR' 200 C 18.9 500 C 16.3 143 NBT/R - - - N/A - - N/A Without SBL2 50 B 10.2 87 B 10.4 96 Improvements SBT No -Build (2023) WBR' - C 24.6 468 C 17.1 335 Traffic Conditions NBT/R - - - N/A - - N/A With Roundabout SBT - - - - - Build (2023) WBR' - D 28.2 552 C 17.9 287 Traffic Conditions NBT/R - - - N/A - - N/A With Roundabout I SBT I - - 1. Level of service for minor approach 2. Level of service for major street left-tum movement 3. HCM methodology does not provide lane group or overall LOS, delay, and queue lengths for major street through movements or right turns at unsignalized intersections. Capacity analysis indicates that the minor street left -turn movement currently operates with long delays (greater than 50 seconds) during the AM peak hour and moderate delays (between 25 and 50 seconds) during the PM peak hour. Under no -build conditions without improvements, the minor street left -turn movement is expected to operate with long delays (greater than 50 seconds) during both peak hours. Under build conditions without improvements, capacity analysis indicates that the minor street left -turn movement is expected to operate with long delays (greater than 50 seconds) during the AM and PM peak hours. As part of the roundabout installation at the Rio Road at John Warner / CATEC intersection, Dunlora Drive will likely be converted to right -in / right -out operation because it will be located within the functional area of the roundabout. Under no -build conditions with a roundabout, the minor street right -turn movement is expected to operate with short delays (less than 25 seconds) in both peak hours. Under build conditions with a roundabout, the minor street right -turn movement is expected to operate with moderate delays (between 25 and 50 seconds) in the AM peak hour and short delays (less than 25 seconds) in the PM peak hour. Transportation I<AlkConsulting that moves us forward. rameykemp.com DocuSign Envelope ID: 96A381`11-1E67-4BE4-9530-6195C605CC43 RAMEY KEMP ASSOCIATES Rio Point - Albemarle County, VA 1 9 Moving forward. Table 9 summarizes the capacity analysis results for the unsignalized intersection of Rio Road at Dunlora Forest Drive, and the Synchro and SimTraffic outputs are enclosed for reference. Table 9 Level -of -Service Summary for Rio Road at Dunlora Forest Drive AM PEAK HOUR PM PEAK HOUR LANE Storage Lane Lane Lane Overall Lane Lane Lane Overall CONDITION GROUP Length (it) LOS Delay Queue LOS LOS Delay Queue LOS sec ft (Delay)' sec ft (Delay)' WBL' - D 28.8 44 D 30.1 39 WBR' 25 B 13.7 33 B 14.1 30 Existing (2021) NBT - - - N/A N/A Traffic Conditions NBR 200 - - - - - - SBL2 225 A 9.1 30 A 9.4 46 SBT - - - - - - - WBL' - E 36.2 47 E 40.9 32 WBR' 25 B 14.9 39 C 15.8 30 No -Build (2023) NBT - - - N/A - - N/A Traffic Conditions NBR 200 - - - - - - SBL2 225 A 9.4 33 A 9.9 48 SBT WBL' - E 38.5 54 E 44.0 33 WBR' 25 C 15.1 56 C 163 40 Build (2023) NBT - - - N/A - - N/A Traffic Conditions NBR 200 - - - SBL2 225 A 9.5 31 B 10.0 42 SBT - I - I - I - I I - I - I - 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 moderate delays (between 25 and 50 seconds) during both the AM and PM peak hours. Under no -build conditions, the minor street left -turn movement is expected to continue to operate with moderate delays (between 25 and 50 seconds) during both the AM and PM peak hours. Under build conditions, capacity analysis indicates that the minor street left -turn movement is expected to continue to operate with moderate delays (between 25 and 50 seconds) during both the AM and PM peak hours. No improvements are warranted or recommended at this intersection at build out of the neighborhood. Transportation Consulting that moves us forward. rameykemp.com DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 RAMEY KEMP ASSOCIATES Rio Point - Albemarle County, VA 1 10 Moving forward. Table 10 summarizes the capacity analysis results for the signalized intersection of Rio Road at Pen Park Road / Waldorf School Road, and the Synchro and SimTraffic outputs are enclosed for reference. Table 10 Level -of -Service Summary for Rio Road at Pen Park Road / Waldorf School Road AM PEAK HOUR PM PEAK HOUR LANE Storage Lane Lane Lane Overall Lane Lane Lane Overall CONDITION GROUP Length (rt) LOS Delay Queue LOS LOS Delay Queue LOS sec fr ela sec fr(Delay) EBL/T/R - C 26.8 97 C 24.7 33 WBL/T 350 D 43.0 170 C 25.6 73 WBR - C 31.6 135 C 30.4 70 Existing (202 1) N13L 75 B 13.1 150 C A 8.1 60 B Traffic Conditions NBT NBR - 125 C B 20.6 15.0 320 192 (222 sec) B A 14.0 8.8 296 154 (13.2 sec) SBL 225 B 14.9 207 A 9.9 188 SBT - B 17.4 342 A 8.8 206 SBR 100 B 12.5 172 A 6.3 20 EBL[M - C 32.9 121 C 27.7 45 WBUT 350 E 61.5 207 C 28.7 84 WEIR - D 41.6 158 C 34.0 80 No -Build (2023) NBL 75 B 13.0 156 C A 8.0 72 B NBT - C 22.3 397 B 16.4 368 Traffic Conditions NBR 125 B 14.1 225 (25.6 sec) A 8.3 192 14.6 sec) SBL 225 B 16.2 224 B 11.6 117 SBT - B 17.4 337 A 9.0 248 SBR 100 B 11.6 126 A 5.9 40 EBUT/R - C 33.7 134 C 28.4 52 WBUT 350 E 63.8 208 C 29.4 90 WEIR - D 43.2 151 C 34.9 89 Build (2023) NBL 75 B 13.4 174 C A 7.9 87 B Traffic Conditions NBT NBR - 125 C B 22.7 14.0 381 224 (26.2 sec) B A 17.5 8.2 384 209 (15.1 sec) SBL 225 B 16.5 225 B 12.3 119 SBT - B 18.2 377 A 9.0 228 SBR 100 B 11.5 188 1 1 A 1 5.9 5 Capacity analysis indicates that the intersection currently operates at LOS C during the AM peak hour and LOS B during the PM peak hour. Under no -build conditions, the intersection is expected to continue to operate at LOS C during the AM peak hour and LOS B during the PM peak hour. Under build conditions, capacity analysis indicates that the intersection is expected to continue to operate at LOS C during the AM peak hour and LOS B during the PM peak hour with all movements at LOS E or better. No improvements are warranted or recommended at this intersection at build out of the neighborhood. Transportation Consulting that moves us forward. rameykemp.com DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 RAMEY KEMP ASSOCIATES Moving forward. Rio Point - Albemarle County, VA 1 11 Table 11 summarizes the capacity analysis results for the unsignalized intersection of Rio Road and Full - movement Driveway, and the Synchro and SimTraffic outputs are enclosed for reference. Table 11 Level -of -Service Summary for Rio Road at Full -movement Drivewav CONDITION LANE GROUP Storage Length AM PEAK HOUR PM PEAK HOUR Lane Lane Lane Overall Lane Lane Lane Overall (it) LOS Delay Queue LOS LOS Delay Queue LOS sec ft (Delay)' sec ft (Delay)" EBL' - F 55.0 180 F 58.4 115 Build (2023) EBR' - B 13.6 57 B 13.8 38 100 A 9.0 N/A A 9.3 N/A Traffic Conditions N�BTZ - - SBT/R I - 1. Level of service for minor approach 2. Level of service for major street left -turn movement 3. HCM methodology does not provide lane group or overall LOS, delay, and queue lengths for major street through movements or right turns at unsignalized intersections. Under build conditions, capacity analysis indicates that the minor street left -turn movement is expected to operate with long delays (greater than 50 seconds) during the AM and PM peak hours with the following improvements: ■ Construct a northbound left -turn lane on Rio Road with 100 feet of storage and 100 feet of taper ■ Construct a 100-foot nouthbound right -turn taper on Rio Road ■ Construct the site driveway with one ingress lane and two egress lanes Transportation '"R'<oA Consulting that moves us forward. rameykemp.com DocuSign Envelope ID: 96A381`11-1E67-4BE4-9530-6195C605CC43 RAMEY KEMP ASSOCIATES Moving forward. Rio Point - Albemarle County, VA 1 12 Recommendations Based on the trip generation potential of the site, the following improvements are recommended: Rio Road at Right -in Only Driveway ■ Construct a 100-foot southbound right -turn taper on Rio Road ■ Construct the site driveway with one ingress lane Rio Road at Full -movement Driveway: ■ Construct a northbound left -turn lane on Rio Road with 100 feet of storage and 100-foot taper Construct a 100-foot southbound right -turn taper on Rio Road Construct the site driveway with one ingress lane and two egress lanes Figure 22 shows the recommended lane configuration. We appreciate your attention to this matter. Please contact me at (804) 217-8560 if you have any questions about this report. Sincerely yours, Ramey Kemp & Associates, Inc. EpLTH O,c`' O� 5/27/2021 2 U M I CHAEL D. BAILEY Y aLENG Michael Bailey, P.E., PTOE State Traffic Operations Lead Enclosures: Figures, VDOT turn lane warrant diagrams, Traffic count data, Synchro output Copy to: Mr. Adam Moore, P.E., VDOT Mr. Chris Henry, Stony Point Development Group Mr. Craig Kotarski, P.E., Timmons Group Mr. Kevin Miller, Stony Point Development Group Mr. Steven Blaine, Woods Rogers PLC Transportation Consulting that moves us forward. rameykemp.com DocuSign Envelope ID: 96A38F11-1E674BE4-9530-6195C605CC43 Moving forward. Site Location and Rio Point Study Intersections Albemarle County, Virginia RAMEY KEMP ASSOCIATES Figure 1 DocuSign Envelope ID: 96A38F11-1E674BE4-9530-6195C605CC43 r Xf � @@0. � = 5g §g�.pYgm �Y mwo oo�s� xR H a� g;s ffi �� o awa , o WSW a m § s o & k: o a e a g� m 60 " Moving forward. """"R I(Alk RAMEY KEMP ASSOCIA Rio Point Preliminary Site Plan Albemarle County, Virginia Figure 2 DocuSign Envelope ID: 96A38F11-1E674BE4-9530-6195C605CC43 CATEC Driveway 500' N_ f 17,500 vpd 3535 mph 200' 300'- ,300 vpd Dunlora 35 mph Drive h N 25' O O N O 1 N L Waldorf School `l L. If350' 4,300 vpd pen Park Road } i► 35 mph Road n N LEGEND Existing Traffic Signal Existing Lane X' Storage (In Feet) Rio X vpd Average Daily Traffic Moving forward. Existing (2021) R10 POlrii Lane Configurations Albemarle County, Virginia RAMEY KEMP ASSOCIA Figure 3 11 DocuSign Envelope ID: 96A381`11-1E674BE4-9530-6195C605CC43 CATEC Driveway 8 (30) 7S 715 (675) 0 o a �j 514 (570) (16)14� (874) 509 (38) 29 M r� v N p� -r Iv � 1 1 L► Waldorf School M N O o a v v+ ova 66 (25) 70 (23) 24 (12) 14 (7) o r 0 a 194 (80) f 1 (0) t 157 (52) Road (6) 22 (0) 2 —► `� (12)54� LEGEND X (Y) AM (PM) Peak Hour Traffic Rio Road Dunlora unve Pen Park Moving forward. Existing (2021) R10 POlrit Peak Hour Traffic Volumes Albemarle County, Virginia RAMEY KEMP ASSOCIA Figure 4 DocuSign Envelope ID: 96A38F11AE674BE4-9530-619540605404043 CATEC Driveway LEGI X% (Y%) Entering FEE] Regional Trip Distribution Moving forward. Belvedere Residential R10 Point Distribution Albemarle County, Virginia RAMEY KEMP ASSOCIA Figure 5 DocuSign Envelope ID: 96A38F11-1E674BE4-9530-6195C605CC43 CATEC Driveway LEGEND X (Y) AM (PM) Peak Hour Trattic Moving forward. Belvedere Residential R10 POlrit Assignment Albemarle County, Virginia RAMEY KEMP ASSOCIA Figure 6 DocuSign Envelope ID: 96A38F11AE674BE4-9530-619540605404043 CATEC Driveway 33% 33%—, e° f 0 M Waldorf School f 0 M LEGEND X% (Y%) Entering (Exiting) Trip Distribution Xxi Regional Trip Distribution 33% Dunlora 33% Drive 67% M m M Dunlora Park Residential J Pen Park Moving forward. Dunlora Park Residential Rio Point Distribution Albemarle County, Virginia RAMEY KEMP ASSOCIA Figure 7 DocuSign Envelope ID: 96A38F11-1E674BE4-9530-6195C605CC43 CATEC Driveway LEGEND X (Y) AM (PM) Peak Hour Trattic Moving forward. Dunlora Park Residential R10 Point Assignment Albemarle County, Virginia RAMEY KEMP ASSOCIA Figure 8 DocuSign Envelope ID: 96A38F11-1E674BE4-9530-6195C605CC43 CATEC Driveway i.FAFND X% (Y%) Entering (Exitin xxi Regional Trip Di: ochlyn Hill Residential Moving forward. Lochlyn Hill Residential R10 Point Distribution Albemarle County, Virginia RAMEY KEMP ASSOCIA Figure 9 DocuSign Envelope ID: 96A38F11-1E674BE4-9530-6195C605CC43 CATEC Driveway LEGEND X (Y) AM (PM) Peak Hour Trattic Lochlyn Hill Residential Moving forward. Lochlyn Hill Residential R10 POlrit Assignment Albemarle County, Virginia RAMEY KEMP ASSOCIA Figure 10 DocuSign Envelope ID: 96A381`11AE674BE4-9530-619540605404043 40% Waldorf School X% (Y%) Entering (Exiting) Trip Distribution FEE] Regional Trip Distribution CATEC Driveway f (40%) ,1;- (20%) 40% —► 0 TN r 0 O 0 N 40% Rio 40% Road 60% -j `I f o a v �d �o > v ao m o Dunlora _ Drive SOCA Fieldhouse I Pen Park Moving forward. SODA Fieldhouse R10 Point Distribution Albemarle County, Virginia RAMEY KEMP ASSOCIA Figure 11 DocuSign Envelope ID: 96A38F11-1E674BE4-9530-6195C605CC43 CATEC Driveway LEGEND X (Y) AM (PM) Peak Hour Trattic Moving forward. SOCA Fnmen use R10 POlrit Assignment Albemarle County, Virginia RAMEY KEMP ASSOCIA Figure 12 DocuSign Envelope ID: 96A381`11AE674BE4-9530-619540605404043 CATEC Driveway 30%1 Parkway 30% y 0 0 0 Waldorf School X% (Y%) Entering (Exiting) Trip Distribution FEE] Regional Trip Distribution 40% 40% 60% o 0 0 �o v v �d �o > v ao m o Dunlora Drive I I The Center at Belvedere Pen Park Moving forward. The Center at Belvedere R10 Point (Senior Center) Distribution Albemarle County, Virginia RAMEY KEMP ASSOCIA Figure 13 DocuSign Envelope ID: 96A381`11-1E674BE4-9530-6195C605CC43 Waldorf School LEGEND X (Y) AM (PM) Peak Hour Traffic CATEC Driveway Rio f 11 (22) r 11 (22) 27 (26) (39) 42 �► N � O N b N 'd > : ^ Dunlora — — — — Drive The Center at Belvedere Pen Park Moving forward. The Center at Belvedere R1O POlrit (Senior Center) Assignment Albemarle County, Virginia RAMEY KEMP ASSOCIA Figure 14 DocuSign Envelope ID: 96A381`11-1E674BE4-9530-6195C605CC43 CATEC Driveway � 75 (83) 21 (63) (126)43—► j� (8) 2 O v h 8 (5) N N 22 (13) Dunlora Drive v .. C` N b r_ M V Dunlora Forest Drive N 00 b r M V Waldorf School Pen Park Road Road r w, N W LEGEND X (Y) AM (PM) Peak Hour Traffic Rio Moving forward. Total Approved R10 POlrit Development Volumes Albemarle County, Virginia RAMEY KEMP ASSOCIA Figure 15 DocuSign Envelope ID: 96A381`11-1E674BE4-9530-6195C605CC43 Waldorf School LEGEND X (Y) AM (PM) Peak Hour Traffic CATEC Driveway i (17) 15 (1,035) 573 (48) 33 N r� vM W MVl hl N I (' W M 8(31) f 819 (785) 556 (656) Vl N M a � V ... N 77 (31) 95 (37) Dunlora T � N� �s 201 (83) f 1(0) 163 (54) 23 (6) W VI M (0) 2 a (12) 56 o C Rio unve Pen Park Moving lum rd. No -Build Traffic 23) Vol Rio POlrit Peak Hour Traffic Volumes Albemarle County, Virginia RAMEY KEMP ASSOCIA Figure 16 DocuSign Envelope ID: 96A381`11-1E674BE4-9530-6195C605CC43 Waldorf School LEGEND X (Y) AM (PM) Peak Hour Traffic ! , �0Roundabout , - Right -in / Right -out Driveway CATEC Driveway 8(31) a q f 819 (785) 0 o v 501 (573) ,J + (, C► 55 (83) � 1 1 Rio L j' I� T Road (17) 15 ' N m (1,035) 573 (48) 33 n rn v e a N `O 172 (68) Danlora Drive M V O M N V1 r W M T � N� �s 201 (83) f 1(0) 163 (54) 23 (6) W VI M (0) 2 a (12) 56 o C Rio Pen Park Moving forward. No -Build (2023) Ri o POPeak Hour Traffic Volumes Albemarle County, Virginia nth Roundabout RAMEY KEMP ASSOCIA Figure 17 DocuSign Envelope ID: 96A38F11-1E674BE4-9530-6195C605CC43 CATEC Driveway 1% a 32% 31 % John Warner Rio Road Parkway I e e I v 7'' v J I 1% Dunlom Site Drive I I o 0 n o M M I p Right -in On] Driveway I I a 0 �j I Full -movement I Driveway (65%) I (35%) m Dunlom Forest / Drive M N Waldorf School 2% Road M Rio Road 32% Moving forward. ""'R 14CAM RAMEY KEMP ASSOCIATES Rio Point Albemarle County, Virginia Pen Park 2% Site Trip Distribution Figure 18 DocuSign Envelope ID: 96A38F11-1E674BE4-9530-6195C605CC43 CATEC Driveway 0 10 (27) John Warner Parkway (2� v 0(1) Site I I f Right -in Ord n Driveway I I C rn Full -movement I Driveway (35) 57 (19)30� o 1 LEGEND X (Y) AM (PM) Peak Hour 0 M r �r7- �j (► Waldorf School 1 (2) Road (1) 0 0 Rio Dunlom Dunlora Forest Pen Park Moving io word. II'� Rio POlrit Site Trip Assignment Albemarle County, Virginia RAMEY KEMP ASSOCIP Figure 19 DocuSign Envelope ID: 96A38F11-1E674BE4-9530-6195C605CC43 CATEC Driveway 8 (31) 819 (785) 0 o v 566 (683) John Warner �j Rio Road Parkway (1,035) 573 (74) 43 �D M " � I h � L. Site + o ;o, � I e I Right -in Only Driveway I N< a v Full -movement I Driveway (35) 57 I� (19) 30 + 4 0o r ^ M V Waldorf School Road (7) 23 J LEGEND (0) 2 (12) 56 y X (Y) AM (PM) Peak Hour Traffic Rio F` f a a M V a � C 77(31) 95 (38) f (— .o HIV / 202 (85) �L 1 (0) 163 (54) (— W Vl M r o N � h t� o0 M � a� Dunlora Dunlom Forest Pen Park Moving forxard. Build (2023) Peak Hour R10 Point Traffic Volumes Albemarle County, Virginia RAMEY KEMP ASSOCIA Figure 20 DocuSign Envelope ID: 96A38F11-1E674BE4-9530-6195C605CC43 John Warner Parkway I I Site Right -in IDriver I CATEC Driveway 8(31) C f 819 (785) 0 o v 511 (600) (► 55 1 C;. (83) Rio Road L ( l �') f (� (35) 57 (1,035) 573 —01 (83) 55 a (74) 43 M m a o V n Q �lO 172 (69) Dunlom Drive If a� a V, M s osI00 �j i. Full -movement Driveway (35) 57 (19) 30 I� 1 LEGEND Waldorf School Road X (Y) AM (PM) Peak Hour Traffic !O1 �, 1 Roundabout - Right -in / Right -out Driveway (7) 23 (0) 2 (12) 56 y Rio f M Dunlom Forest Pen Park Moving forward. Build (2023) Peak Hour Ri o POTraffic Volumes Albemarle County, Virginia With Roundabout RAMEY KEMP ASSOCIA Figure 21 DocuSign Envelope ID: 96A38F11-1E674BE4-9530-6195C605CC43 John Warner Parkway I I Site I Right -in Drive\ CATEC Driveway c L 500' N_ � �e!'�y r� f• 300' Iri 200' H AI 0 } ull -movement / } Driveway a 1F 0 0 25' 1 }f 8 N LEGEND g Existing Lane Waldorf School � Recommended Lane Road N N 350' } %' Storage (In Feet) r Roundabout (Improvement by others) - Right -in /Right -out Driveway (Improvement by others) Rio Road 0 Ca Dunlom Dunlom Forest Pen Park Moving Ionaard. Recommended Lane Rio Point Configuration Albemarle County, Virginia RAMEY KEMP ASSOCIP Figure 22 DocuSign Envelope ID: 96A381=11-1E67-4BE4-9530-6195C605CC43 C • 1 • :11 -------------�\�� L % Left Turns in VA ME .........mmmth ME ME ••••• •••••••••�•\\••••••�••••�•••I1�EN INN •••••�•••••••••�••\\•■ ••o••••m•••I••mommommoom ••••�■ mommiloommommommomom ��\ OIL ��I��■ moommoommoommmm��\ moommoommoommmmo MENNEN �1 • - �•_� •1NEE\ONNEEN MENINNEENNOMMEN NONE 800 2 700 a W 600 2 500 O Ur 400 Z O 300 a a O zoo 0 > 100 0 0 200 400 600 748 800 831 1000 VA ADVANCING VOLUME (VPH) FIGURE 3-5 J 200 400 600 800 1000 VA ADVANCING VOLUME (VPH) FIGURE 3-6 DocuSign Envelope ID: 96A38F11-1 E67-4BE4-9530-6195C605CC43 120 D 100 0 x x Cr a 80 U w J U_ x W � 60 Z R D F F x (g 40 Q a F?z�] 20 0 Rio Road at Full -Movement Driveway Southbound Right -turn Lane Warrant F-96 Build (2023) Volumes 100 200 300 400 500 600 700 638 684 PHV APPROACH TOTAL, VEHICLES PER HOUR Appropriate Radius required at all Intersections and Entrances (Commercial or Private). LEGEND PHV - Peak Hour Volume (also Design Hourly Volume equivalent) Adjustment for Right Turns For posted speeds at or under 45 mph, PHV right turns > 40, and PHV total < 300. Adjusted right turns = PHV Right Turns - 20 If PHV is not known use formula: PHV = ADT x K x D K = the percent of AADT occurring in the peak hour D = the percent of traffic in the peak direction of flow Note: An average of 11 % for K x D will suffice. When right turn facilities are warranted, see Figure 3-1 for design criteria.' FIGURE 3-26 WARRANTS FOR RIGHT TURN TREATMENT (2-LANE HIGHWAY) Rev. 1/15 DocuSign Envelope ID: 96A38F11-1 E67-4BE4-9530-6195C605CC43 120 D 100 0 x x Cr a 80 U w J U_ x W � 60 Z R D F F x C7 40 Q > a 30 20 Rio Road at Right -in Only Driveway Southbound Right -turn Lane Warrant Build (2023) Volumes F-96 100 200 300 400 500 600 700 F649 714 PHV APPROACH TOTAL, VEHICLES PER HOUR Appropriate Radius required at all Intersections and Entrances (Commercial or Private). LEGEND PHV - Peak Hour Volume (also Design Hourly Volume equivalent) Adjustment for Right Turns For posted speeds at or under 45 mph, PHV right turns > 40, and PHV total < 300. Adjusted right turns = PHV Right Turns - 20 If PHV is not known use formula: PHV = ADT x K x D K = the percent of AADT occurring in the peak hour D = the percent of traffic in the peak direction of flow Note: An average of 11 % for K x D will suffice. When right turn facilities are warranted, see Figure 3-1 for design criteria.' FIGURE 3-26 WARRANTS FOR RIGHT TURN TREATMENT (2-LANE HIGHWAY) Rev. 1/15 DocuSign Envelope ID: 96A381`11-lE67-4BE4-9530-6195C605CC43 Burns Service Inc. 1202 Langdon Terrace Drive Indian Trail, NC, 28079 We Count because YOU Count File Name : Charlottesville(Rio and John W. Warner) AM Peak Site Code Start Date : 8/29/2018 Page No : 1 Groups Printed- Cars +- Trucks CATEC Access John W. Warner Parkway Rio Road Rio Road Souhbound Westbound Northbound Eastbound Start Time Right Thru Left App.Tm , Right Thru Left App. Tow Right Thru Left App. TM , Right I Thru I Left I App. Tote) Int. Total 07:00 0 1 1 2 0 111 50 161 52 1 12 65 2 82 0 84 312 07:15 0 0 0 0 1 113 69 183 80 0 25 105 2 114 0 116 404 07:30 0 0 0 0 2 168 112 282 137 0 32 169 7 118 0 125 576 07:45 0 0 0 0 1 181 164 346 142 0 19 161 9 126 6 141 648 Total 0 1 1 2 4 573 395 972 411 1 88 500 20 440 6 466 1940 O8:00 0 0 3 3 1 153 112 266 140 1 24 165 10 101 5 116 550 0815 0 0 1 1 4 172 97 273 129 1 22 152 2 135 2 118 501 08:30 2 0 2 4 7 168 71 246 109 0 24 133 2 110 6 1 5 08:45 1 1 2 4 3 126 66 195 97 2 18 117 1 155 4 160 4765 Total 1 3 1 8 121 15 619 346 9801 475 4 88 5671 15 501 17 5331 2092 Grand Total 3 2 9 14 19 1192 741 1952 886 5 176 1067 35 941 23 999 4032 Apprch % 21.4 14.3 64.3 1 61.1 38 83 0.5 16.5 3.5 94.2 2.3 Total % 0.1 0 0.2 0.3 0.5 29.6 18.4 48.4 22 0.1 4.4 26.5 0.9 23.3 0.6 24.8 Cars+ 3 2 9 14 19 1192 738 1949 886 5 176 1067 35 941 23 999 4029 % Cars+ 100 100 100 100 100 100 99.6 99.8 100 100 100 100 100 100 100 100 99.9 Trucks 0 0 0 0 0 0 3 3 0 0 0 0 0 0 0 0 3 % Trucks 0 0 0 0 0 0 0.4 0.2 0 0 0 0 0 0 0 0 0.1 DocuSign Envelope ID: 96A381`11-1E67-4BE4-9530-6195C605CC43 Burns Service Inc. 1202 Langdon Terrace Drive Indian Trail, NC, 28079 We Count because YOU Count File Name : Charlottesville(Rio and John W. Warner) AM Peak Site Code Start Date : 8/29/2018 Page No :2 CATEC Access Souhbound John W. Warner Parkway Westbound Rio Road I Northbound Rio Road Eastbound Start Time I Right I Thru I Left I ppp. total Ri ht Thru LeftI App.Totai I Right I Thru I Left I App. anal Right I Thru I Left . Taal Peak Hour Analysts From U7:UU to MA5 - Peek 1 of 1 Gawk Mmir fnr Fntim InlameMinn Raninc at n7 In iM. total 07:30 0 0 0 0 2 168 112 282 137 0 7 118 0 125 576 07:45 0 0 0 0 1 346 142 0 19 161 9 126 6 141 648 08:00 0 0 3 3 1 153 112 266 140 1 24 165 10 101 5 116 550 08:15 0 0 1 1 4 172 97 273 129 1 22 152 2 135 2 139 565 Total Volume 0 0 4 4 8 674 485 1167 548 2 97 647 28 480 13 521 2339 % App. Total 0 0 100 0.7 57.8 41.6 84.7 0.3 15 5.4 92.1 2.5 PHF .000 .000 .333 .333 .500 .931 .739 .843 .965 .500 .758 .957 .700 .889 .542 .924 .902 CATEC Access Out In Total 0 4 1 27 4 Ri9M TIhm Left Peak Hour Data m� 1 Oz a o 2 a a — t� Peak Hour Begins at 07:30 �? m p F F A V N Cam + a O� rc + T maw Z L 7 ThRi h 92 598 7 11 out In Total DocuSign Envelope to: 96A381`11-1E67-4BE4-9530-6195C605CC43 Burns Service Inc. 1202 Langdon Terrace Drive Indian Trail, NC, 28079 We Count because YOU Count File Name : Charlottesville(Rio and John W. Warner) PM Peak Site Code Start Date : 8/29/2018 Page No : 1 Groups Printed- Cars +- Trucks CATEC Access John W. Warner Parkway Rio Road Rio Road Southbound Westbound Northbound Eastbound Start Time Right I ThrU I Left I UTm .ray Ri hi ThnJ Left I UTm .ray Right I ThrU I Left I UTm .ray Right7TIIM7 Left UTm T. M1212 16:00 3 1 2 0 6 3 145 119 0 267 111 0 7 0 118 8 186 2 1 197 588 16:15 4 0 2 0 6 3 137 124 0 264 132 0 7 0 139 7 199 1 1 208 617 16:30 2 0 1 0 3 5 145 143 0 293 130 1 9 0 140 7 183 3 0 193 629 16:45 1 1 1 0 3 2 159 125 0 286 151 0 9 0 160 6 205 3 0 214 663 Total 10 2 6 0 18 13 586 511 0 1110 524 1 32 0 557 28 773 9 2 812 2497 17:00 2 0 0 0 2 7 175 139 0 321 1 155 3 10 0 168 13 188 6 0 207 698 17:15 1 0 1 0 2 7 154 159 0 320 165 0 5 0 170 5 218 2 0 225 717 17:30 0 0 3 0 3 12 148 114 0 274 131 1 14 0 146 12 213 4 0 229 652 17:45 1 0 1 0 2 5 147 108 0 260 123 0 8 0 131 9 149 2 2 162 555 Total 4 0 5 0 9 31 624 520 0 11751 574 4 37 0 6151 39 768 14 2 823 2622 Grand Total 14 2 11 0 27 44 1210 1031 0 2285 1098 5 69 0 1172 67 1541 23 4 1635 5119 Apprch % 51.9 7.4 40.7 0 1.9 53 45.1 0 93.7 0.4 5.9 0 41.1 94.3 1.4 0-2Total % 0.3 0 0.2 0 0.5 0.9 23.6 20.1 0 44.6 21.4 0.1 1.3 0 22.9 1.3 30.1 0.4 0.1 31.9 Cars + 14 2 11 0 27 44 1210 1031 0 2285 1098 5 69 0 1172 67 1540 23 4 1634 5118 % Cars + 100 100 100 0 100 100 100 100 0 100 100 100 100 0 100 100 99.9 100 100 99.9 100 Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 % Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.1 0 0 0.1 0 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Burns Service Inc. 1202 Langdon Terrace Drive Indian Trail, NC, 28079 We Count because YOU Count File Name : Charlottesville(Rio and John W. Warner) PM Peak Site Code Start Date : 8/29/2018 Page No :2 CATEC Access Souhbound John W. Warner Parkway Westbound Rio Road I Northbound Rio Road Eastbound Start Time I Right I ThrU I Left I UTm .Toni Right Thru I Left I UTm I App Tmi I Right I Thru I Left I UTm I App.Toni Right I Thru I Leff I UTm Toa Peak Hour Analysis From 16:00 to 17:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 16:45 16:45 1 1 1 0 3 2 159 125 0 286 151 0 9 0 160 6 205 3 0 214 663 17:00 2 0 0 0 2 7 175 139 0 321 155 3 10 0 168 13 188 6 0 207 698 17:15 1 0 1 0 2 7 154 159 0 320 165 0 5 0 170 5 218 2 0 225 717 17:30 0 0 3 0 3 12 148 114 0 274 131 1 14 0 146 12 213 4 0 229 652 Total Volume 4 1 5 0 10 28 636 537 0 1207 1 602 4 38 0 644 1 36 824 15 0 875 2730 % ADD. Total PHF .500 .250 .417 .000 .833 .583 .909 .844 .000 .935 .912 .333 .679 .000 .947 .692 .945 .625 .000 .955 .952 N CATE i Access out Total O 47-1 lol 07 `c oE—L41 11 51 0 Right Thru LeR UTm � Peak Hour Data North oc �d a � — Peak Hour Be9ms at 16:4552 We r� Cars+ J 5 Trucks O Ex� S3 Na 7 r UTm Lefl Thru Ri M 4 2 To� 574 1 ON In Total DocuSign Envelope to: 96A381`11-1E67-4BE4-9530-6195C605CC43 Burns Service Inc. 1202 Langdon Terrace Drive Indian Trail, NC, 28079 We Count because YOU Count File Name : Charlottesville(Rio and Dunlora) AM Peak Site Code Start Date : 8/29/2018 Page No :1 Grouos Printed- Cars +- Trucks Rio Road Dunlora Drive Rio Road Southbound Westbound Northbound Slart Time Thru I Left I App. Total Right I Left I App. Total Right I Thru App. Total Int. Total 07:00 48 5 53 7 5 12 4 60 64 129 07:15 61 6 67 14 7 21 1 88 89 177 07:30 117 5 122 22 10 32 1 149 150 304 07:45 127 15 142 9 29 38 10 159 169 349 Total 353 31 384 52 51 103 16 456 472 959 08:00 109 10 119 15 11 26 11 149 160 305 08:15 79 18 97 16 16 32 2 136 138 267 08:30 63 5 68 14 13 27 3 122 125 220 08:45 64 8 72 12 13 25 5 104 109 206 Total 315 41 3561 57 53 110 21 511 5321 998 Grand Total 668 72 740 109 104 213 37 967 1004 1957 Apprch % 90.3 9.7 51.2 48.8 3.7 96.3 Total % 34.1 3.7 37.8 5.6 5.3 10.9 1.9 49.4 51.3 Cars + 657 67 724 109 103 212 36 957 993 1929 % Cars + 98.4 93.1 97.8 100 99 99.5 97.3 99 98.9 98.6 Trucks 11 5 16 0 1 1 1 10 11 1 28 % Trucks 1.6 6.9 2.2 0 1 0.5 2.7 1 1.1 1.4 DocuSign Envelope to: 96A38F11-1E67-4BE4-9530-6195C605CC43 Burns Service Inc. 1202 Langdon Terrace Drive Indian Trail, NC, 28079 We Count because YOU Count File Name : Charlottesville(Rio and Dunlora) AM Peak Site Code Start Date : 8/29/2018 Page No : 2 Rio Road Southbound Dunlora Drive Westbound Rio Road Northbound Start Time Thru I Left Ipp. Total Right I Left I p. Total Right Thru I ADD. Total Int. Total Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 07:30 117 5 122 22 10 32 1 149 150 304 07:45 127 15 142 9 29 38 10 159 169 349 08:00 109 10 119 15 11 26 11 149 160 305 08:15 79 18 97 16 16 32 2 136 138 267 Total Volume 432 48 480 62 66 128 24 593 6171 1225 Rio Road Out In Total ®4 1 1135 4 2 4 Thru Left L+ 1 Peak Hour Data T 0.� North � � N p Peak Hour Begins at 07:30 ro �, = 9 Cars+>�+, � � o Twcksc oa o— Z �F* 593 24 ® 17 117 Out In Total DocuSign Envelope to: 96A381`11-1E67-4BE4-9530-6195C605CC43 Burns Service Inc. 1202 Langdon Terrace Drive Indian Trail, NC, 28079 We Count because YOU Count File Name : Charlottesville(Rio and Dunlora) PM Peak Site Code Start Date : 8/29/2018 Page No :1 Grouos Printed- Cars +- Trucks Rio Road Dunlora Drive Rio Road Southbound Westbound Northbound Slart Time Thru I Left I ADD. Total Right I Left I ADD. Total Right I Thru App. Total Int. Total 16:00 90 31 121 4 2 6 8 117 125 252 16:15 96 13 109 4 7 11 8 135 143 263 16:30 99 18 117 5 5 10 5 129 134 261 16:45 100 18 118 7 6 13 6 148 154 285 Total 385 80 465 20 20 40 27 529 556 1061 17:00 119 20 139 5 2 7 7 170 117 323 17:15 116 17 133 4 3 7 10 160 170 310 17:30 112 13 125 8 11 19 8 132 140 284 17:45 90 13 103 6 5 11 6 116 122 236 Total 437 63 5001 23 21 44 31 578 6091 1153 Grand Total 822 143 965 43 41 84 58 1107 1165 2214 Apprch % 85.2 14.8 51.2 48.8 5 95 Total % 37.1 6.5 43.6 1.9 1.9 3.8 2.6 50 52.6 Cars + 815 138 953 43 41 84 58 1103 1161 2198 % Cars + 99.1 96.5 98.8 100 100 100 100 99.6 99.7 99.3 Trucks 7 5 12 0 0 0 0 4 4 16 % Trucks 0.9 3.5 1.2 0 0 0 0 0.4 0.3 0.7 DocuSign Envelope to: 96A38F11-1E67-4BE4-9530-6195C605CC43 Burns Service Inc. 1202 Langdon Terrace Drive Indian Trail, NC, 28079 We Count because YOU Count File Name : Charlottesville(Rio and Dunlora) PM Peak Site Code Start Date : 8/29/2018 Page No : 2 Rio Road Southbound Dunlora Drive Westbound Rio Road Northbound Start Time Thru I Left Ipp. Total Right I Left I p. Total Right Thru I ADD. Total Int. Total Peak Hour Analysis From 16:00 to 17:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 16:45 16:45 100 18 118 7 6 13 6 148 154 285 17:00 119 20 139 5 2 7 7 170 177 323 17:15 116 17 133 4 3 7 10 160 170 310 17:30 112 13 125 8 11 19 8 132 140 284 Total Volume 447 68 515 24 22 46 31 610 641 1 1202 Rio Road Our In Total 1 63�l 1 114 447 68 Thru Left 1 ~ Peak Hour Data 0 ma North ♦ p Lm^ fO O O Peak Hour Begins at 16:45 A O Cars + r ;7>ti Truk � o_ ua �� ht 1 1 jri 69 111 Out In Total DocuSign Envelope ID: 96A381`11-1E67-4BE4-9530-6195C605CC43 Burns Service Inc. 1202 Langdon Terrace Drive Indian Trail, NC, 28079 We Count because YOU Count File Name : Charlottesville(Rio and Pen Park) AM Peak Site Code Start Date : 8/29/2018 Page No :1 Groups Printed- Cars +- Trucks Rio Road Pen Park Road Rio Road Waldrof School Road Southbound Westbound Northbound Eastbound Start Time Right I Thrtl I Left I PedS .rope Ri ht Thrtu LeftI Pede .rqd Right I ThrU LQR Petle .rope Right I ThrU I Left I Pede .rma m1opi 07:00 2 41 8 0 51 15 0 16 0 31 6 46 1 0 53 1 0 0 0 1 136 07:15 2 51 18 0 71 22 0 12 0 34 20 62 4 0 86 0 0 0 0 0 191 07:30 5 67 39 0 111 46 0 31 0 77 36 88 8 0 132 2 1 0 0 3 323 07:45 13 95 71 0 179 65 1 54 0 120 48 87 26 0 161 8 1 5 0 14 474 Total 22 254 136 0 412 148 1 113 0 262 110 283 39 0 432 11 2 5 0 18 1124 08:00 11 81 18 1 111 54 0 45 0 99 18 90 28 1 137 27 0 9 0 36 383 08:15 5 95 10 0 110 18 0 18 0 36 9 108 9 0 126 14 0 7 0 21 293 08:30 3 64 5 0 72 20 0 12 0 32 5 92 3 0 100 9 0 5 0 14 218 08:45 1 74 5 0 80 9 0 16 0 25 9 98 1 0 108 3 1 3 0 7 220 Total 20 314 38 1 373 101 0 91 0 1921 41 388 41 1 471 1 53 1 24 0 78 1114 Grand Total 42 568 174 1 785 249 1 204 0 454 151 671 80 1 903 64 3 29 0 96 2238 Apprch % 5.4 72.4 22.2 0.1 54.8 0.2 44.9 0 16.7 74.3 8.9 0.1 83 7 3.1 302 0 Total % 1.9 25.4 7.8 0 35.1 11.1 0 9.1 0 20.3 6.7 30 3.6 0 40.3 2.9 0.1 1.3 0 4.3 Cars + 42 568 174 1 785 249 1 204 0 454 151 671 80 1 903 64 3 29 0 96 2238 % Cars + 100 100 100 100 100 100 100 100 0 100 100 100 100 100 100 100 100 100 0 100 100 Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Burns Service Inc. 1202 Langdon Terrace Drive Indian Trail, NC, 28079 We Count because YOU Count File Name : Charlottesville(Rio and Pen Park) AM Peak Site Code Start Date : 8/29/2018 Page No :2 Rio Road Southbound Pen Park Road Rio Road Westbound Northbound Waldrof School Road Eastbound Start Time I Right I Thru I Left I Peds I App.Twat Ri ht ThN LeftI Peds I App Tm l Right I Thru I Left I Peds I App Tm l Right I Thru I Left I Peds T.. Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1 Peak Hour for Entire Intersection Beoins at 07:30 07:30 5 67 39 0 111 46 0 31 0 77 36 88 8 0 132 2 1 0 0 3 323 07:45 13 95 71 0 179 65 1 54 0 120 48 87 26 0 161 8 1 5 0 14 474 08:00 11 81 18 1 111 54 0 45 0 99 18 90 28 1 137 27 0 9 0 36 383 08:15 5 95 10 0 110 18 0 18 0 36 9 108 9 0 126 14 0 7 0 21 293 Total Volume 34 338 138 1 511 183 1 148 0 332 111 373 71 1 516 51 2 21 0 74 1473 % ADD. Total PHF .654 .889 .486 .250 .714 .704 .250 .685 .000 .692 .578 .863 .634 .250 .863 .472 .500 .583 .000 .514 .777 Rio Road Out In Total I5T7 11 1® 34 338 138 1 Right h ru Left Peds �J 1 �► Peak Hour Data yF' ry J SW W NO N ot° North 4-- r� v E Peak Hour Begins at 07:30 w x N .o Cars r p n w 5� 30 y Trucks � � ma 0 Z F+ Lefl Thru Ri hl Peds 111 71 7 1111 7 537 556 1093 Out In Total DocuSign Envelope ID: 96A381`11-1E67-4BE4-9530-6195C605CC43 Burns Service Inc. 1202 Langdon Terrace Drive Indian Trail, NC, 28079 We Count because YOU Count File Name : Charlottesville(Rio and Pen Park) PM Peak Site Code Start Date : 8/29/2018 Page No :1 Groups Printed- Cars +- Trucks Rio Road Pen Park Road Rio Road Waldorf School Road Southbound Westbound Northbound Eastbound Start Time Right I Thru I Left I PedS .rope Ri ht Thru Left I Pede .rqd Right I ThrU LQR Petle .rope Right Thru I Left I Pede .rma m1opi 16:00 0 78 14 0 92 11 0 12 0 23 12 109 1 0 122 1 0 2 0 3 240 16:15 2 86 18 0 106 19 0 9 0 28 20 128 2 0 150 4 0 1 0 5 289 16:30 4 83 28 0 115 21 0 9 0 30 18 105 0 0 123 3 0 2 0 5 273 16:45 0 99 23 0 122 23 0 15 0 38 16 129 0 0 145 0 0 1 0 1 306 Total 6 346 83 0 435 74 0 45 0 119 66 471 3 0 540 8 0 6 0 14 1108 17:00 1 100 29 0 130 18 0 14 0 32 22 161 4 0 187 2 0 1 1 4 353 17:15 2 93 29 1 125 19 0 15 0 34 24 148 3 0 175 8 0 3 0 11 345 17:30 0 89 24 0 113 14 0 5 0 19 27 126 0 0 153 1 0 1 0 2 287 17:45 0 87 18 0 105 14 0 13 0 27 20 112 0 0 132 0 0 0 1 1 265 Total 3 369 100 1 473 65 0 47 0 1121 93 547 7 0 6471 11 0 5 2 18 1250 Grand Total 9 715 183 1 908 139 0 92 0 231 1 159 1018 10 0 1187 19 0 11 2 32 2358 Apprch % 1 78.7 20.2 0.1 60.2 0 39.8 0 13.4 85.8 0.8 0 59.4 0 34.4 6-2Total % 0.4 30.3 7.8 0 38.5 5.9 0 3.9 0 9.8 6.7 432 0.4 0 50.3 0.8 0 0.5 0.1 1.4 Cars + 9 715 183 1 908 139 0 92 0 231 1 159 1018 10 0 1187 19 0 11 2 32 2358 % Cars + 100 100 100 100 100 100 0 100 0 100 100 100 100 0 100 100 0 100 100 100 100 Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Burns Service Inc. 1202 Langdon Terrace Drive Indian Trail, NC, 28079 We Count because YOU Count File Name : Charlottesville(Rio and Pen Park) PM Peak Site Code Start Date : 8/29/2018 Page No :2 Rio Road Southbound Pen Park Road Rio Road Westbound Northbound Waldorf School Road Eastbound Start Time I Right I Thru I Left I Pads I App.Twat Ri ht ThN LeftI Peds I A,, Tm i Right I Thru I Left I Peds I App Tm i Right I Thru I Left I Peds T.. Peak Hour Analysis From 16:00 to 17:45 - Peak 1 of 1 Peak Hour for Entire Intersection Beoins at 16:45 mt Totai 16:45 0 99 23 0 122 23 0 15 0 38 16 129 0 0 145 0 0 1 0 1 306 17:00 1 100 29 0 130 18 0 14 0 32 22 161 4 0 187 2 0 1 1 4 353 17:15 2 93 29 1 125 19 0 15 0 34 24 148 3 0 175 8 0 3 0 11 345 17:30 0 89 24 0 113 14 0 5 0 19 27 126 0 0 153 1 0 1 0 2 287 Total Volume 3 381 105 1 490 74 0 49 0 123 89 564 7 0 860 1 11 0 6 1 18 1291 % App. Total PHF .375 .953 .905 .250 .942 .804 .000 .817 .000 .809 .824 .876 .438 .000 .882 .344 .000 .500 .250 .409 .914 Rio Road Out In Total ® 490 1 1134 3 381 705 1 Right h ru Left Peds �J 1 �► Peak Hour Data �°C North ~'c r� t Peak Hour Begins v 0 Cars+ r w p w 5 3OM Trucks — �a w 0 `r Z F+ Lefl Thru Ri ht Peds 111 7 441 880 1101 ON In Total DocuSign Envelope to: 96A38F11-1E67-4BE4-9530-6195C605CC43 Ramey Kemp & Associates 4343 Cox Road Glen Allen, VA 23060 Counted By: Rupinski Weather: Clear Equipment ID: 4792 File Name : Dunlora Forest Drive AM Site Code : 00000001 Start Date : 8/21/2019 Page No 1 From North I From East I From South Start Time Thru Left I Peds I App. Total I Right Left Peds I App. Total Right I Thru I Peds I Apo. Total Int. Total 07:30 AM 0 3 0 3 11 4 0 15 2 0 0 2 20 07:45 AM 0 2 0 2 4 5 0 9 0 0 0 0 11 Total 0 5 0 51 15 9 0 241 2 0 0 21 31 08:00 AM 0 3 0 3 2 3 0 5 3 0 0 3 11 08:15 AM 0 0 0 0 6 2 0 8 2 0 0 2 10 Grand Total 0 8 0 8 23 14 0 37 7 0 0 7 52 Apprch % 0 100 0 62.2 37.8 0 too 0 0 Total % 0 15.4 0 15.4 44.2 26.9 0 71.2 13.5 0 0 13.5 0 Road Out In Total 23 a F 31 0 a 0 Thru Left Peds 1 '+ 11 t ° No th13 N o 3w o 8/21/2019 07:30 AM 8/21/2019 08:15 AM > v Unshilted $ < ao o_,p did Thru RI M Peds T141 7 0 721 ON In Total Rio Road DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Ramey Kemp & Associates 4343 Cox Road Glen Allen, VA 23060 Counted By: Rupinski Weather: Clear Equipment ID: 4792 File Name : Dunlora Forest Drive AM Site Code : 00000001 Start Date : 8/21/2019 Page No :2 Rio Road Dunlora Forest Drive I Rio Road From North From East From South Start Time Thru Left Peds Right Left Peds Right Thru Peds Total Total Total Peak Hour Analysis From UC3U AM 10 Lid: 1b AM - Peak 1 Or 1 Peak Hour for Entire Intersection Reains at 07,30 AM Int. Total 07:30 AM 0 3 0 3 11 4 0 15 2 0 0 2 20 07:45 AM 0 2 0 2 4 5 0 9 0 0 0 0 11 08:00 AM 0 3 0 3 2 3 0 5 3 0 0 3 11 08:15 AM 0 0 0 0 6 2 0 8 2 0 0 2 10 Total Volume 0 8 0 8 23 14 0 37 7 0 0 7 52 . Total 0 100 0 62.2 37.8 0 100 0 0 PHF .000 .667 .000 .667 .523 .700 .000 .617 .583 .000 .000 .583 .650 0 Road Out In Total 23 9 F 31 0 a 0 Thru Left Peds 1 '+ Peak Hour Data T * p ° North N 3w o Peak Hour Begins at 07:30 A J � Unshifted O mo o_m did Thru Ri M Pads 0 7 0 14 7 21 Out In Total Rio Road DocuSign Envelope to: 96A38F11-1E67-4BE4-9530-6195C605CC43 Ramey Kemp & Associates 4343 Cox Road Glen Allen, VA 23060 Counted By: Lee Weather: Clear Equipment ID: 4792 Grouos Printed- Unshifted File Name : Dunlora Forest Drive PM Site Code : 00000007 Start Date : 8/21/2019 Page No 1 Rio Road Dunlora Forest Drive Rio Road From North From East From South Start Time Thru Left I Peds I App. Total Right Left Peds I App. Total Right I Thru I Peds I App. Total Int. Total 04:45 PM 0 3 0 3 2 2 0 4 1 0 0 1 8 Total 0 3 0 3 2 2 0 4 1 0 0 1 8 05:00 PM 0 5 0 5 1 3 0 4 1 0 0 1 10 05:15 PM 0 6 0 6 3 1 0 4 5 0 0 5 15 05:30 PM 0 5 0 5 5 1 0 6 2 0 0 2 13 Grand Total 0 19 0 19 11 7 0 18 9 0 0 9 46 Apprch % 0 100 0 61.1 38.9 0 100 0 0 Total % 0 41.3 0 41.3 23.9 15.2 0 39.1 19.6 0 0 19.6 0 Road Out In Total —111 19 F 30 0 19 0 Thru Left Peds 1 '+ 1 0 ♦ o N5 No th 3 p0 8/21/201904:45 PM 8/21/2019 05:30 PM 'm Unshifted 0 Thru RI M Peds s s0 9 0 7 9 FE11161 ON In Total Rio Road DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Ramey Kemp & Associates 4343 Cox Road Glen Allen, VA 23060 Counted By: Lee Weather: Clear Equipment ID: 4792 File Name : Dunlora Forest Drive PM Site Code : 00000007 Start Date : 8/21/2019 Page No :2 Rio Road Dunlora Forest Drive I Rio Road From North From East From South Start Time Thru Left Peds Right Left Peds Right Thru Peds Total Total Total Peak Hour Analysis From U4Ab F m to Ub:3U F m - Peak 1 Or 1 Peak Hour for Entire Intersection Beains at 04:45 PM Int. Total 04:45 PM 0 3 0 3 2 2 0 4 1 0 0 1 8 05:00 PM 0 5 0 5 1 3 0 4 1 0 0 1 10 05:15 PM 0 6 6 3 1 0 4 5 0 0 5 15 05:30 PM 0 5 0 5 5 1 0 6 2 0 0 2 13 Total Volume 0 19 0 19 11 7 0 18 9 0 0 9 46 % App. Total 0 100 0 61.1 38.9 0 100 0 0 PHF .000 .792 .000 .792 MO .583 .000 .750 .450 .000 .000 .450 .767 0 Road Out In Total —111 19 1 30 0 19 0 Thru Left Peds 1 4 Peak Hour Data T ° roS� No�ih °0 s� 0 Peak Hour Begins at 04:45 P , 51 � m � Unshifted O a om 0 AN a✓ — Ti h RI M Peds 0 9 0 F7 9 16 Out In Total DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Rio Point - Albemarle County, VA Existing (2021) Conditions 1: Rio Road & John Warner Parkway & CATEC Driveway Timing Plan: AM Peak Hour �� N �� 4-4% t r ti 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ►j +'j's ►j + r 4 r of r Traffic Volume (vehlh) 14 509 29 514 715 8 103 2 590 4 1 1 Future Volume (veh/h) 14 509 29 514 715 8 103 2 590 4 1 1 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-1bT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 16 566 32 571 794 9 114 2 656 4 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,vehlh 42 793 45 616 1036 897 299 5 818 17 4 19 Arrive On Green 0.02 0.23 0.23 0.35 0.55 0.55 0.17 0.17 0.17 0.01 0.01 0.01 Sat Flow,veh/h 1781 3419 193 1781 1870 1585 1752 31 1585 1439 360 1585 Grp Volume(v), vehlh 16 294 304 571 794 9 116 0 656 5 0 1 Grp Sat Flow(s),vehlhlln 1781 1777 1836 1781 1870 1585 1783 0 1585 1798 0 1585 Q Serve(g_s), s 1.1 19.4 19.5 39.4 42.0 0.3 7.4 0.0 21.8 0.4 0.0 0.1 Cycle Q Clear(g_c), s 1.1 19.4 19.5 39.4 42.0 0.3 7.4 0.0 21.8 0.4 0.0 0.1 Prop In Lane 1.00 0.11 1.00 1.00 0.98 1.00 0.80 1.00 Lane Grp Cap(c), vehlh 42 412 426 616 1036 897 304 0 818 22 0 19 V/C Ratio(X) 0.38 0.71 0.71 0.93 0.77 0.01 0.38 0.00 0.80 0.23 0.00 0.05 Avail Cap(c_a),veh/h 103 729 753 1080 1797 1542 304 0 818 152 0 134 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), slveh 61.4 45.1 45.1 40.2 22.1 12.1 47.0 0.0 25.5 62.5 0.0 62.4 Incr Delay (d2), slveh 5.5 2.8 2.7 7.9 1.5 0.0 0.9 0.0 5.9 6.4 0.0 1.4 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),vehAn 1.0 13.7 14.1 25.2 24.9 0.2 6.0 0.0 23.8 0.4 0.0 0.1 Unsig. Movement Delay, slveh LnGrp Delay(d),slveh 66.9 47.9 47.8 48.1 23.5 12.1 47.9 0.0 31.4 68.9 0.0 63.7 LnGrp LOS E D D D C B D A C E A E Approach Vol, vehlh 614 1374 772 6 Approach Delay, slveh 48.4 33.7 33.9 68.1 Approach LOS D C C E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 51.7 37.2 30.0 10.6 78.3 8.7 Change Period (Y+Rc), s 7.6 7.6 8.2 " 7.6 " 7.6 7.2 Max Green Setting (Gmax), s ' 77 52 22 " 7.4 " 1.2E2 10.8 Max Q Clear Time (g_c+ll), s 41.4 21.5 23.8 3.1 44.0 2.4 Green Ext Time (p_c), s 2.7 8.1 0.0 0.0 18.3 0.0 Intersection Summary HCM 6th Cirl Delay 37.1 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Synchro 10 Report RKA Page 1 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Rio Point - Albemarle County, VA Existing (2021) Conditions 2: Rio Road & Dunlora Drive Timing Plan: AM Peak Hour Intersection Int Delay, s/veh Movement 4.1 WBL WBR NBT NBR SBL SBT Lane Configurations I A A R Traffic Vol, veh/h 70 66 629 25 51 493 Future Vol, veh/h 70 66 629 25 51 493 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 200 - - 50 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 80 75 715 28 58 560 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1405 729 0 0 743 0 Stage 1 729 - - - - - Stage 2 676 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 154 423 - - 864 - Stage 1 477 - - - - - Stage 2 505 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 144 423 - - 864 - Mov Cap-2 Maneuver 144 - - - - - Stage 1 477 - - - - - Stage 2 471 - - - - - Approach WB NB SB HCM Control Delay, s 36.9 0 0.9 HCM LOS E Minor Lane/Maior Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th °/dile Q(veh) RKA NBT NBRWBLn1WBLn2 SBL SBT 144 423 864 - 0.552 0.177 0.067 - 57.2 15.3 9.5 - F C A 2.8 0.6 0.2 Synchro 10 Report Page 1 DocuSign Envelope ID: 96A381`11-1E67-4BE4-9530-6195C605CC43 Rio Point -Albemarle County, VA Existing (2021) Conditions 3: Rio Road & Dunlora Forest Drive Timing Plan: AM Peak Hour Intersection Int Delay, s/veh Movement 0.6 WBL WBR NBT NBR SBL SBT Lane Configurations ►j f + f + Traffic Vol, veh/h 14 24 630 7 8 555 Future Vol, veh/h 14 24 630 7 8 555 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 25 - 200 225 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 16 27 700 8 9 617 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1335 700 0 0 708 0 Stage 1 700 - - - - - Stage 2 635 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 169 439 - - 891 - Stage 1 493 - - - - - Stage 2 528 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 167 439 - - 891 - Mov Cap-2 Maneuver 167 - - - - - Stage 1 493 - - - - - Stage 2 523 - - - - - Approach WB NB SB HCM Control Delay, s 19.3 0 0.1 HCM LOS C Minor Lane/Maior Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th °/dile Q(veh) RKA NBT NBRWBLniWBLn2 SBL SBT 167 439 891 - 0.093 0.061 0.01 - 28.8 13.7 9.1 - D B A 0.3 0.2 0 Synchro 10 Report Page 2 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Rio Point - Albemarle County, VA 4: Rio Road & Waldorf School Road/Pen Park Road Existing (2021) Conditions Timing Plan: AM Peak Hour --* --l' --v ,-4\ t r `► 1 f-~ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 49 4 F I + F ? r Traffic Volume (veh/h) 22 2 54 157 1 194 75 421 118 146 387 36 Future Volume (veh/h) 22 2 54 157 1 194 75 421 118 146 387 36 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-rbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 28 3 69 201 1 249 96 540 151 187 496 46 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 67 35 79 258 1 349 382 706 598 362 764 648 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.06 0.38 0.38 0.09 0.41 0.41 Sat Flow. veh/h 0 160 356 697 3 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 100 0 0 202 0 249 96 540 151 187 496 46 Grp Sat Flow(s),veh/hAn 517 0 0 700 0 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 10.0 2.2 17.4 4.5 4.3 14.7 1.2 Cycle Q Clear(g_c), s 15.2 0.0 0.0 15.2 0.0 10.0 2.2 17.4 4.5 4.3 14.7 1.2 Prop In Lane 0.28 0.69 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 181 0 0 258 0 349 382 706 598 362 764 648 V/C Ratio(X) 0.55 0.00 0.00 0.78 0.00 0.71 0.25 0.76 0.25 0.52 0.65 0.07 Avail Cap(c_a), veh/h 181 0 0 258 0 349 549 1157 981 474 1157 981 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.1 0.0 0.0 28.7 0.0 24.9 12.8 18.8 14.8 13.8 16.4 12.4 Incr Delay (d2), s/veh 3.7 0.0 0.0 14.3 0.0 6.7 0.3 1.8 0.2 1.1 0.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %le BackOfQ(951/o),vehAn 2.6 0.0 0.0 7.7 0.0 7.5 1.5 11.4 2.7 2.8 9.7 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.8 0.0 0.0 43.0 0.0 31.6 13.1 20.6 15.0 14.9 17.4 12.5 LnGrp LOS C A A D A C B C B B B B Approach Vol, veh/h 100 451 787 729 Approach Delay, s/veh 26.8 36.7 18.6 16.4 Approach LOS C D B B Timer - AssignedPhs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 13.7 33.3 22.0 11.5 35.5 22.0 Change Period (Y+Rc), s 7.3 7.3 * 6.8 7.3 7.3 * 6.8 Max Green Setting (Gmax), s 10.7 42.7 * 15 10.7 42.7 * 15 Max Q Clear Time (g_c+l1), s 6.3 19.4 17.2 4.2 16.7 17.2 Green Ext Time (p-c), s 0.2 6.6 0.0 0.1 6.0 0.0 Intersection Summary HCM 6th CVI Delay 22.2 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Synchro 10 Report RKA Page 2 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Queuing and Blocking Report Existing (2021) Conditions Rio Point - Albemarle County, VA AM Peak Hour Intersection: 1: Rio Road & John Warner Parkway & CATEC Driveway Movement EB EB EB WB WB WB NB NB SB SB Directions Served L T TR L T R LT R LT R Maximum Queue (ft) 78 325 297 502 386 26 124 207 24 5 Average Queue (ft) 15 194 161 260 158 2 89 136 3 0 95th Queue(ft) 55 288 269 426 313 11 142 208 14 3 Link Distance (ft) 1309 956 956 162 309 Upstream Bilk Time (%) 6 Queuing Penalty (veh) 43 Storage Bay Dist (ft) 200 300 500 75 125 Storage Bilk Time (%) 8 0 0 27 18 Queuing Penalty (veh) 26 0 0 162 19 Intersection: 2: Rio Road & Dunlora Drive Movement WB WB NB B12 SB SB Directions Served L R TR T L T Maximum Queue (ft) 96 106 269 25 65 50 Average Queue (ft) 39 41 54 1 24 3 95th Queue (ft) 79 83 184 16 58 35 Link Distance (ft) 506 236 918 162 Upstream Bilk Time (%) 1 0 Queuing Penalty (veh) 5 0 Storage Bay Dist (ft) 200 50 Storage Bilk Time (%) 2 Queuing Penalty (veh) 10 Intersection: 3: Rio Road & Dunlora Forest Drive Movement WB WB NB SB SB Directions Served L R R L T Maximum Queue (ft) 44 33 2 30 3 Average Queue (ft) 12 15 0 4 0 95th Queue (ft) 35 34 2 20 3 Link Distance (ft) 166 918 Upstream Bilk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 25 200 225 Storage Bilk Time (%) 9 4 Queuing Penalty (veh) 2 1 SimTraffic Report RKA Page 1 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Queuing and Blocking Report Existing (2021) Conditions Rio Point - Albemarle County, VA AM Peak Hour Intersection: 4: Rio Road & Waldorf School Road/Pen Park Road Movement EB WB WB NB NB NB SB SB SB Directions Served LTR LT R L T R L T R Maximum Queue (ft) 97 170 135 150 320 192 207 342 172 Average Queue (ft) 39 74 49 41 128 38 60 121 16 95th Queue(ft) 79 141 100 102 238 107 129 248 71 Link Distance (ft) 740 1306 976 523 Upstream Bilk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 350 75 125 225 100 Storage Bilk Time (%) 0 19 8 Queuing Penalty (veh) 3 37 16 Network Sum Network wide Queuing Penalty: 325 SimTraffic Report RKA Page 2 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Rio Point - Albemarle County, VA Existing (2021) Conditions 1: Rio Road & John Warner Parkway & CATEC Driveway Timing Plan: PM Peak Hour --* --* N %<~ 4-4% t/w I*. l Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +'j's ►j + F 4 r 4 r Traffic Volume (vehlh) 16 874 38 570 675 30 40 4 639 5 1 4 Future Volume (veh/h) 16 874 38 570 675 30 40 4 639 5 1 4 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-1bT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 17 940 41 613 726 32 43 4 687 5 1 4 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,vehlh 41 1051 46 646 1203 1047 215 20 784 27 5 28 Arrive On Green 0.02 0.30 0.30 0.36 0.64 0.64 0.13 0.13 0.13 0.02 0.02 0.02 Sat Flow,veh/h 1781 3469 151 1781 1870 1585 1636 152 1585 1496 299 1585 Grp Volume(v), vehlh 17 482 499 613 726 32 47 0 687 6 0 4 Grp Sat Flow(s),vehlhlln 1781 1777 1843 1781 1870 1585 1789 0 1585 1796 0 1585 Q Serve(g_s), s 1.6 42.9 42.9 55.4 37.5 1.2 3.9 0.0 21.8 0.5 0.0 0.4 Cycle Q Clear(g_c), s 1.6 42.9 42.9 55.4 37.5 1.2 3.9 0.0 21.8 0.5 0.0 0.4 Prop In Lane 1.00 0.08 1.00 1.00 0.91 1.00 0.83 1.00 Lane Grp Cap(c), vehlh 41 538 559 646 1203 1047 235 0 784 32 0 28 V/C Ratio(X) 0.42 0.89 0.89 0.95 0.60 0.03 0.20 0.00 0.88 0.19 0.00 0.14 Avail Cap(c_a),veh/h 80 562 583 832 1385 1202 235 0 784 117 0 103 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), slveh 79.8 55.2 55.2 51.3 17.3 9.7 64.2 0.0 37.4 80.2 0.0 80.1 Incr Delay (d2), slveh 6.6 16.5 16.1 17.2 0.7 0.0 0.5 0.0 11.1 3.4 0.0 2.7 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),vehAn 1.4 29.2 30.1 36.2 22.6 0.8 3.3 0.0 35.7 0.5 0.0 0.3 Unsig. Movement Delay, slveh LnGrp Delay(d),slveh 86.5 71.7 71.3 68.5 17.9 9.7 64.7 0.0 48.5 83.5 0.0 82.8 LnGrp LOS F E E E B A E A D F A F Approach Vol, vehlh 998 1371 734 10 Approach Delay, slveh 71.8 40.3 49.5 83.3 Approach LOS E D D F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 67.7 57.8 30.0 11.4 114.1 10.2 Change Period (Y+Rc), s 7.6 7.6 8.2 " 7.6 " 7.6 7.2 Max Green Setting (Gmax), s " 77 52 22 " 7.4 " 1.2E2 10.8 Max Q Clear Time (g_c+ll), s 57.4 44.9 23.8 3.6 39.5 2.5 Green Ext Time (p_c), s 2.7 5.3 0.0 0.0 15.6 0.0 Intersection Summary HCM 6th Cirl Delay 52.7 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Synchro 10 Report RKA Page 1 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Rio Point - Albemarle County, VA Existing (2021) Conditions 2: Rio Road & Dunlora Drive Timing Plan: PM Peak Hour Intersection Int Delay, s/veh Movement 1.4 WBL WBR NBT NBR SBL SBT Lane Configurations f I+ Traffic Vol, veh/h 23 25 658 33 72 537 Future Vol, veh/h 23 25 658 33 72 537 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 200 - - 50 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 25 27 708 35 77 577 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1457 726 0 0 743 0 Stage 1 726 - - - - - Stage 2 731 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 143 425 - - 864 - Stage 1 479 - - - - - Stage 2 476 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 130 425 - - 864 - Mov Cap-2 Maneuver 130 - - - - - Stage 1 479 - - - - - Stage 2 434 - - - - - Approach WB NB SB HCM Control Delay, s 26 0 1.1 HCM LOS D Minor Lane/Maior Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th °/dile Q(veh) RKA NBT NBRWBLniWBLn2 SBL SBT 130 425 864 - 0.19 0.063 0.09 - 39.1 14 9.6 - E B A 0.7 0.2 0.3 Synchro 10 Report Page 1 DocuSign Envelope ID: 96A381`11-1E67-4BE4-9530-6195C605CC43 Rio Point -Albemarle County, VA Existing (2021) Conditions 3: Rio Road & Dunlora Forest Drive Timing Plan: PM Peak Hour Intersection Int Delay, s/veh 0.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations ►j r + r ►j + Traffic Vol, veh/h 7 12 679 10 20 540 Future Vol, veh/h 7 12 679 10 20 540 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 25 - 200 225 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 8 13 754 11 22 600 Conflicting Flow Al Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Minor1 1398 754 754 - 644 - 6.42 6.22 5.42 - 5.42 - 3.518 3.318 155 409 465 - 523 - 151 151 465 509 409 0 0 765 0 4.12 2.218 848 848 Approach WB NB SB HCM Control Delay, s 20 0 0.3 HCM LOS C Minor Lane/Maior Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th °/dile Q(veh) NBT NBRWBLn1WBLn2 SBL SBT 151 409 848 - 0.052 0.033 0.026 - 30.1 14.1 9.4 - D B A 0.2 0.1 0.1 Synchro 10 Report RKA Page 2 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Rio Point - Albemarle County, VA 4: Rio Road & Waldorf School Road/Pen Park Road Existing (2021) Conditions Timing Plan: PM Peak Hour --* --l'-V �*\ t /0� ti 1 4e~ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 46 a' r ►j + F I + F Traffic Volume (veh/h) 6 1 12 52 1 80 7 603 94 111 433 3 Future Volume (veh/h) 6 1 12 52 1 80 7 603 94 111 433 3 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-rbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 7 1 13 57 1 88 8 663 103 122 476 3 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 108 27 85 247 3 139 486 880 746 382 999 847 Arrive On Green 0.09 0.09 0.09 0.09 0.09 0.09 0.01 0.47 0.47 0.07 0.53 0.53 Sat Flow. veh/h 293 305 972 1420 38 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 21 0 0 58 0 88 8 663 103 122 476 3 Grp Sat Flow(s),veh/hAn 1570 0 0 1457 0 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 0.0 0.0 0.0 1.4 0.0 3.1 0.1 16.9 2.1 1.9 9.2 0.1 Cycle Q Clear(g_c), s 0.7 0.0 0.0 2.1 0.0 3.1 0.1 16.9 2.1 1.9 9.2 0.1 Prop In Lane 0.33 0.62 0.98 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 220 0 0 250 0 139 486 880 746 382 999 847 V/C Ratio(X) 0.10 0.00 0.00 0.23 0.00 0.64 0.02 0.75 0.14 0.32 0.48 0.00 Avail Cap(c_a), veh/h 479 0 0 495 0 414 795 1373 1164 578 1373 1164 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.5 0.0 0.0 25.1 0.0 25.6 8.1 12.6 8.7 9.4 8.5 6.3 Incr Delay (d2), s/veh 0.2 0.0 0.0 0.5 0.0 4.7 0.0 1.3 0.1 0.5 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %le BackOfQ(951/o),vehAn 0.5 0.0 0.0 1.3 0.0 2.3 0.1 9.9 1.1 1.1 5.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.7 0.0 0.0 25.6 0.0 30.4 8.1 14.0 8.8 9.9 8.8 6.3 LnGrp LOS C A A C A C A B A A A A Approach Vol, veh/h 21 146 774 601 Approach Delay, s/veh 24.7 28.5 13.2 9.0 Approach LOS C C B A Timer - AssignedPhs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.6 34.7 11.9 7.9 38.4 11.9 Change Period (Y+Rc), s 7.3 7.3 * 6.8 7.3 7.3 * 6.8 Max Green Setting (Gmax), s 10.7 42.7 * 15 10.7 42.7 * 15 Max Q Clear Time (g_c+l1), s 3.9 18.9 2.7 2.1 11.2 5.1 Green Ext Time (p-c), s 0.2 8.5 0.0 0.0 5.9 0.3 Intersection Summary HCM 6th CVI Delay 13.2 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Synchro 10 Report RKA Page 2 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Queuing and Blocking Report Existing (2021) Conditions Rio Point - Albemarle County, VA PM Peak Hour Intersection: 1: Rio Road & John Warner Parkway & CATEC Driveway Movement EB EB EB WB WB WB NB NB SB SB Directions Served L T TR L T R LT R LT R Maximum Queue (ft) 249 781 400 607 364 32 124 184 29 10 Average Queue (ft) 35 363 299 336 118 5 54 157 4 1 95th Queue (H) 156 592 435 551 273 23 118 205 18 5 Link Distance (ft) 1309 956 956 162 309 Upstream Bilk Time (%) 12 Queuing Penalty (veh) 85 Storage Bay Dist (H) 200 300 500 75 125 Storage Bilk Time (1/o) 36 9 0 8 35 Queuing Penalty (veh) 179 39 0 53 16 Intersection: 2: Rio Road & Dunlora Drive Movement WB WB NB B12 SB SB Directions Served L R TR T L T Maximum Queue (ft) 60 74 302 84 91 172 Average Queue (ft) 16 24 111 6 39 16 95th Queue (H) 44 59 264 62 78 94 Link Distance (ft) 506 236 573 162 Upstream Bilk Time (%) 3 0 Queuing Penalty (veh) 19 2 Storage Bay Dist (H) 200 50 Storage Bilk Time (%) 7 0 Queuing Penalty (veh) 38 0 Intersection: 3: Rio Road & Dunlora Forest Drive Movement WB WB SB Directions Served L R L Maximum Queue (ft) 39 30 46 Average Queue (ft) 6 9 11 95th Queue (H) 25 29 37 Link Distance (ft) 350 Upstream Bilk Time (%) Queuing Penalty (veh) Storage Bay Dist (H) 25 225 Storage Bilk Time (%) 4 3 Queuing Penalty (veh) 0 0 SimTraffic Report RKA Page 1 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Queuing and Blocking Report Existing (2021) Conditions Rio Point - Albemarle County, VA PM Peak Hour Intersection: 4: Rio Road & Waldorf School Road/Pen Park Road Movement EB WB WB NB NB NB SB SB SB Directions Served LTR LT R L T R L T R Maximum Queue (ft) 33 73 70 60 296 154 118 206 20 Average Queue (ft) 11 28 24 5 129 27 44 74 1 95th Queue (H) 30 61 53 33 231 86 92 174 9 Link Distance (ft) 736 1306 976 546 Upstream Bilk Time (%) Queuing Penalty (veh) Storage Bay Dist (H) 350 75 125 225 100 Storage Bilk Time (%) 16 3 Queuing Penalty (veh) 16 4 Network Sum Network wide Queuing Penalty: 451 SimTraffic Report RKA Page 2 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Rio Point - Albemarle County, VA No -Build (2023) Conditions - No Improvements 1: Rio Road & John Warner Parkway & CATEC Driveway Timing Plan: AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +1* rj + ? 4 r 4 r Traffic Volume (vehlh) 15 573 33 556 819 8 115 2 663 4 1 1 Future Volume (veh/h) 15 573 33 556 819 8 115 2 663 4 1 1 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-1bT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 17 637 37 618 910 9 128 2 737 4 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,vehlh 43 848 49 659 1111 961 270 4 830 17 4 19 Arrive On Green 0.02 0.25 0.25 0.37 0.59 0.59 0.15 0.15 0.15 0.01 0.01 0.01 Sat Flow,veh/h 1781 3413 198 1781 1870 1585 1755 27 1585 1439 360 1585 Grp Volume(v), vehlh 17 331 343 618 910 9 130 0 737 5 0 1 Grp Sat Flow(s),vehlhlln 1781 1777 1835 1781 1870 1585 1783 0 1585 1798 0 1585 Q Serve(g_s), s 1.3 24.4 24.5 47.4 54.5 0.3 9.4 0.0 21.8 0.4 0.0 0.1 Cycle Q Clear(g_c), s 1.3 24.4 24.5 47.4 54.5 0.3 9.4 0.0 21.8 0.4 0.0 0.1 Prop In Lane 1.00 0.11 1.00 1.00 0.98 1.00 0.80 1.00 Lane Grp Cap(c), vehlh 43 441 456 659 1111 961 274 0 830 21 0 19 V/C Ratio(X) 0.40 0.75 0.75 0.94 0.82 0.01 0.47 0.00 0.89 0.23 0.00 0.05 Avail Cap(c_a),veh/h 93 657 679 973 1620 1392 274 0 830 137 0 121 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), slveh 68.1 49.2 49.2 43.1 22.7 11.1 54.7 0.0 30.0 69.4 0.0 69.2 Incr Delay (d2), slveh 5.8 3.2 3.1 12.3 2.5 0.0 1.5 0.0 11.6 6.6 0.0 1.4 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),vehAn 1.2 16.6 17.1 30.6 31.5 0.2 7.8 0.0 32.6 0.4 0.0 0.1 Unsig. Movement Delay, slveh LnGrp Delay(d),slveh 73.9 52.4 52.3 55.4 25.2 11.1 56.2 0.0 41.7 75.9 0.0 70.6 LnGrp LOS E D D E C B E A D E A E Approach Vol, vehlh 691 1537 867 6 Approach Delay, slveh 52.9 37.3 43.9 75.1 Approach LOS D D D E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 60.0 42.8 30.0 11.0 91.8 8.9 Change Period (Y+Rc), s 7.6 7.6 8.2 " 7.6 " 7.6 7.2 Max Green Setting (Gmax), s " 77 52 22 " 7.4 " 1.2E2 10.8 Max Q Clear Time (g_c+ll), s 49.4 26.5 23.8 3.3 56.5 2.4 Green Ext Time (p_c), s 3.0 8.7 0.0 0.0 23.1 0.0 Intersection Summary HCM 6th Cirl Delay 42.7 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Synchro 10 Report RKA Page 1 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Rio Point - Albemarle County, VA No -Build (2023) Conditions - No Improvements 2: Rio Road & Dunlora Drive Timing Plan: AM Peak Hour Intersection Int Delay, s/veh Movement 10 WBL WBR NBT NBR SBL SBT Lane Configurations f TO ►j + Traffic Vol, veh/h 95 77 703 34 55 534 Future Vol, veh/h 95 77 703 34 55 534 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 200 - - 50 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 108 88 799 39 63 607 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1552 819 0 0 838 0 Stage 1 819 - - - - - Stage 2 733 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 125 375 - - 796 - Stage 1 433 - - - - - Stage 2 475 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 115 375 - - 796 - Mov Cap-2 Maneuver 115 - - - - - Stage 1 433 - - - - - Stage 2 437 - - - - - Approach WB NB SB HCM Control Delay, s 84.2 0 0.9 HCM LOS F Minor Lane/Maior Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th °/dile Q(veh) RKA NBT NBRWBLn1WBLn2 SBL SBT 115 375 796 - 0.939 0.233 0.079 - 138.3 17.5 9.9 - F C A 5.9 0.9 0.3 Synchro 10 Report Page 1 DocuSign Envelope ID: 96A381`11-1E67-4BE4-9530-6195C605CC43 Rio Point - Albemarle County, VA No -Build (2023) Conditions - No Improvements 3: Rio Road & Dunlora Forest Drive Timing Plan: AM Peak Hour Intersection Int Delay, s/veh Movement 0.7 WBL WBR NBT NBR SBL SBT Lane Configurations ►j ? + f + Traffic Vol, veh/h 15 25 712 7 9 620 Future Vol, veh/h 15 25 712 7 9 620 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 25 - 200 225 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 17 28 791 8 10 689 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1500 791 0 0 799 0 Stage 1 791 - - - - - Stage 2 709 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 134 390 - - 824 - Stage 1 447 - - - - - Stage 2 488 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 132 390 - - 824 - Mov Cap-2 Maneuver 132 - - - - - Stage 1 447 - - - - - Stage 2 482 - - - - - Approach WB NB SB HCM Control Delay, s 22.9 0 0.1 HCM LOS C Minor Lane/Maior Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th °/dile Q(veh) RKA NBT NBRWBLn1WBLn2 SBL SBT 132 390 824 - 0.126 0.071 0.012 - 36.2 14.9 9.4 - E B A 0.4 0.2 0 Synchro 10 Report Page 2 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Rio Point - Albemarle County, VA No -Build (2023) Conditions - No Improvements 4: Rio Road & Waldorf School Road/Pen Park Road Timing Plan: AM Peak Hour --* --l' --v 4e~ 4-4% t1'* 1* l 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 a' ? t F I + r Traffic Volume (veh/h) 23 2 56 163 1 201 78 495 123 152 446 37 Future Volume (veh/h) 23 2 56 163 1 201 78 495 123 152 446 37 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-rbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 29 3 72 209 1 258 100 635 158 195 572 47 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 62 32 73 238 1 323 369 787 667 339 844 715 Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.06 0.42 0.42 0.09 0.45 0.45 Sat Flow. veh/h 0 160 359 696 3 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 104 0 0 210 0 258 100 635 158 195 572 47 Grp Sat Flow(s),veh/hAn 519 0 0 699 0 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 11.6 2.3 22.2 4.8 4.5 18.1 1.3 Cycle Q Clear(g_c), s 15.2 0.0 0.0 15.2 0.0 11.6 2.3 22.2 4.8 4.5 18.1 1.3 Prop In Lane 0.28 0.69 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 167 0 0 238 0 323 369 787 667 339 844 715 V/C Rabo(X) 0.62 0.00 0.00 0.88 0.00 0.80 0.27 0.81 0.24 0.58 0.68 0.07 Avail Cap(c_a), veh/h 167 0 0 238 0 323 520 1070 906 436 1070 906 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.0 0.0 0.0 32.2 0.0 28.3 12.6 18.9 13.9 14.7 16.2 11.6 Incr Delay (d2), s/veh 6.9 0.0 0.0 29.3 0.0 13.3 0.4 3.3 0.2 1.5 1.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %le BackOfQ(951/o),vehAn 3.3 0.0 0.0 9.5 0.0 9.1 1.5 14.3 2.9 3.0 11.5 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.9 0.0 0.0 61.5 0.0 41.6 13.0 22.3 14.1 16.2 17.4 11.6 LnGrp LOS C A A E A D B C B B B B Approach Vol, veh/h 104 468 893 814 Approach Delay, s/veh 32.9 50.5 19.8 16.8 Approach LOS C D B B Timer - AssignedPhs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 13.9 38.7 22.0 11.7 41.0 22.0 Change Period (Y+Rc), s 7.3 7.3 * 6.8 7.3 7.3 * 6.8 Max Green Setting (Gmax), s 10.7 42.7 * 15 10.7 42.7 * 15 Max Q Clear Time (g_c+11), s 6.5 24.2 17.2 4.3 20.1 17.2 Green Ext Time (p-c), s 0.3 7.2 0.0 0.1 6.8 0.0 Intersection Summary HCM 6th CVI Delay 25.6 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Synchro 10 Report RKA Page 2 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Queuing and Blocking Report No -Build (2023) Conditions - No Improvements Rio Point - Albemarle County, VA AM Peak Hour Intersection: 1: Rio Road & John Warner Parkway & CATEC Driveway Movement EB EB EB WB WB WB NB NB SB SB Directions Served L T TR L T R LT R LT R Maximum Queue (ft) 105 379 356 611 441 21 124 210 22 6 Average Queue (ft) 18 231 203 328 190 1 103 163 3 0 95th Queue(ft) 74 336 314 522 367 11 148 215 13 3 Link Distance (ft) 1309 956 956 162 309 Upstream Bilk Time (%) 14 Queuing Penalty (veh) 107 Storage Bay Dist (ft) 200 300 500 75 125 Storage Bilk Time (%) 17 1 0 39 26 Queuing Penalty (veh) 58 2 0 261 30 Intersection: 2: Rio Road & Dunlora Drive Movement WB WB NB B12 SB SB Directions Served L R TR T L T Maximum Queue (ft) 302 223 315 289 85 163 Average Queue (ft) 96 83 134 30 33 11 95th Queue (ft) 245 195 320 175 75 77 Link Distance (ft) 506 236 573 162 Upstream Bilk Time (%) 1 7 0 Queuing Penalty (veh) 0 52 3 Storage Bay Dist (ft) 200 50 Storage Bilk Time (%) 3 7 7 Queuing Penalty (veh) 2 6 37 Intersection: 3: Rio Road & Dunlora Forest Drive Movement WB WB SB SB Directions Served L R L T Maximum Queue (ft) 47 39 33 12 Average Queue (ft) 14 14 6 0 951h Queue (ft) 38 35 25 12 Link Distance (ft) 138 268 Upstream Bilk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 25 225 Storage Bilk Time (%) 11 5 Queuing Penalty (veh) 3 1 SimTraffic Report RKA Page 1 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Queuing and Blocking Report No -Build (2023) Conditions - No Improvements Rio Point - Albemarle County, VA AM Peak Hour Intersection: 4: Rio Road & Waldorf School Road/Pen Park Road Movement EB WB WB NB NB NB SB SB SB Directions Served LTR LT R L T R L T R Maximum Queue(ft) 121 207 158 156 397 225 224 337 126 Average Queue(ft) 48 90 61 43 158 48 73 129 18 95th Queue(ft) 102 166 121 113 307 144 152 256 78 Link Distance (ft) 744 1307 976 546 Upstream Bilk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 350 75 125 225 100 Storage Bilk Time (%) 1 23 9 Queuing Penalty (veh) 5 48 19 Network Sum Network wide Queuing Penalty: 634 SimTraffic Report RKA Page 2 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Rio Point - Albemarle County, VA No -Build (2023) Conditions - No Improvements 1: Rio Road & John Warner Parkway & CATEC Driveway Timing Plan: PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +1* rj + r 4 r 4 r Traffic Volume (vehlh) 17 1035 48 656 785 31 47 4 722 5 1 4 Future Volume (veh/h) 17 1035 48 656 785 31 47 4 722 5 1 4 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-1bT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 18 1113 52 705 844 33 51 4 776 5 1 4 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,vehlh 41 994 46 726 1257 1093 198 16 835 26 5 28 Arrive On Green 0.02 0.29 0.29 0.41 0.67 0.67 0.12 0.12 0.12 0.02 0.02 0.02 Sat Flow,veh/h 1781 3457 161 1781 1870 1585 1657 130 1585 1496 299 1585 Grp Volume(v), vehlh 18 572 593 705 844 33 55 0 776 6 0 4 Grp Sat Flow(s),vehlhlln 1781 1777 1841 1781 1870 1585 1787 0 1585 1796 0 1585 Q Serve(g_s), s 1.8 52.4 52.4 70.7 49.1 1.2 5.1 0.0 21.8 0.6 0.0 0.5 Cycle Q Clear(g_c), s 1.8 52.4 52.4 70.7 49.1 1.2 5.1 0.0 21.8 0.6 0.0 0.5 Prop In Lane 1.00 0.09 1.00 1.00 0.93 1.00 0.83 1.00 Lane Grp Cap(c), vehlh 41 511 529 726 1257 1093 214 0 835 31 0 28 V/C Ratio(X) 0.44 1.12 1.12 0.97 0.67 0.03 0.26 0.00 0.93 0.19 0.00 0.14 Avail Cap(c_a),veh/h 72 511 529 757 1259 1095 214 0 835 106 0 94 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), slveh 87.9 64.9 64.9 52.9 17.9 9.0 72.9 0.0 39.9 88.3 0.0 88.2 Incr Delay (d2), slveh 7.3 76.8 76.4 25.3 1.5 0.0 0.8 0.0 16.6 3.5 0.0 2.9 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),vehAn 0.9 34.5 35.7 36.5 21.3 0.5 2.4 0.0 35.8 0.3 0.0 0.2 Unsig. Movement Delay, slveh LnGrp Delay(d),slveh 95.1 141.7 141.4 78.3 19.3 9.0 73.6 0.0 56.5 91.8 0.0 91.0 LnGrp LOS F F F E B A E A E F A F Approach Vol, vehlh 1183 1582 831 10 Approach Delay, slveh 140.8 45.4 57.6 91.5 Approach LOS F D E F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 81.8 60.0 30.0 11.8 130.1 10.4 Change Period (Y+Rc), s 7.6 7.6 8.2 " 7.6 " 7.6 7.2 Max Green Setting (Gmax), s " 77 52 22 " 7.4 " 1.2E2 10.8 Max Q Clear Time (g_c+ll), s 72.7 54.4 23.8 3.8 51.1 2.6 Green Ext Time (p_c), s 1.5 0.0 0.0 0.0 20.4 0.0 Intersection Summary HCM 6th Cirl Delay 79.7 HCM 6th LOS E Notes User approved pedestrian interval to be less than phase max green. HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Synchro 10 Report RKA Page 1 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Rio Point - Albemarle County, VA No -Build (2023) Conditions - No Improvements 2: Rio Road & Dunlora Drive Timing Plan: PM Peak Hour Intersection Int Delay, s/veh Movement 2.5 WBL WBR NBT NBR SBL SBT Lane Configurations I f A R Traffic Vol, veh/h 37 31 742 59 83 622 Future Vol, veh/h 37 31 742 59 83 622 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 200 - - 50 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 40 33 798 63 89 669 Major/Minor Minor1 Major1 Major2 Conflicting Flow Al 1677 830 0 0 861 0 Stage 1 830 - - - - - Stage 2 847 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 105 370 - - 781 - Stage 1 428 - - - - - Stage 2 420 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 93 370 - - 781 - Mov Cap-2 Maneuver 93 - - - - - Stage 1 428 - - - - - Stage 2 372 - - - - - Approach WB NB SB HCM Control Delay, s 45.2 0 1.2 HCM LOS E Minor Lane/Maior Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th °/dile Q(veh) RKA NBT NBRWBLn1WBLn2 SBL SBT 93 370 781 - 0.428 0.09 0.114 - 70 15.7 10.2 - F C B 1.8 0.3 0.4 Synchro 10 Report Page 1 DocuSign Envelope ID: 96A381`11-1E67-4BE4-9530-6195C605CC43 Rio Point - Albemarle County, VA No -Build (2023) Conditions - No Improvements 3: Rio Road & Dunlora Forest Drive Timing Plan: PM Peak Hour Intersection Int Delay, s/veh 0.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations ►j r + r ►j + Traffic Vol, veh/h 7 12 789 10 21 638 Future Vol, veh/h 7 12 789 10 21 638 Conflicting Pads, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 25 - 200 250 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 8 13 877 11 23 709 Conflicting Flow Al Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Minorl 1632 877 877 - 755 - 6.42 6.22 5.42 - 5.42 - 3.518 3.318 11l 348 407 - 464 - 108 108 407 450 0 0 888 0 4.12 2.218 763 763 Approach WB NB SB HCM Control Delay, s 25 0 0.3 HCM LOS D Minor Lane/Maior Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th °/dile Q(veh) NBT NBRWBLniWBLn2 SBL SBT 108 348 763 - 0.072 0.038 0.031 - 40.9 15.8 9.9 - E C A 0.2 0.1 0.1 Synchro 10 Report RKA Page 2 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Rio Point - Albemarle County, VA No -Build (2023) Conditions - No Improvements 4: Rio Road & Waldorf School Road/Pen Park Road Timing Plan: PM Peak Hour --* --l' -V f- ~ t 4% t 1'* `► 4 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 46 4 ? I + r + F Traffic Volume (veh/h) 6 1 12 54 1 83 7 710 98 115 526 4 Future Volume (veh/h) 6 1 12 54 1 83 7 710 98 115 526 4 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-rbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 7 1 13 59 1 91 8 780 108 126 578 4 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 98 28 85 234 3 139 448 963 816 339 1073 909 Arrive On Green 0.09 0.09 0.09 0.09 0.09 0.09 0.01 0.52 0.52 0.07 0.57 0.57 Sat Flow. veh/h 278 322 975 1421 35 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 21 0 0 60 0 91 8 780 108 126 578 4 Grp Sat Flow(s),veh/hAn 1574 0 0 1456 0 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 0.0 0.0 0.0 1.7 0.0 3.6 0.1 22.6 2.3 2.1 12.4 0.1 Cycle Q Clear(g_c), s 0.8 0.0 0.0 2.4 0.0 3.6 0.1 22.6 2.3 2.1 12.4 0.1 Prop In Lane 0.33 0.62 0.98 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 211 0 0 237 0 139 448 963 816 339 1073 909 V/C Rabo(X) 0.10 0.00 0.00 0.25 0.00 0.66 0.02 0.81 0.13 0.37 0.54 0.00 Avail Cap(c_a), veh/h 429 0 0 442 0 370 722 1227 1039 509 1227 1039 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.5 0.0 0.0 28.2 0.0 28.8 7.9 13.1 8.2 11.0 8.6 5.9 Incr Delay (d2), s/veh 0.2 0.0 0.0 0.6 0.0 5.2 0.0 3.3 0.1 0.7 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %le BackOfQ(501/o),vehAn 0.3 0.0 0.0 0.9 0.0 1.5 0.0 8.4 0.7 0.7 4.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.7 0.0 0.0 28.7 0.0 34.0 8.0 16.4 8.3 11.6 9.0 5.9 LnGrp LOS C A A C A C A B A B A A Approach Vol, veh/h 21 151 896 708 Approach Delay, s/veh 27.7 31.9 15.4 9.4 Approach LOS C C B A Timer - AssignedPhs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.8 40.8 12.5 8.0 44.7 12.5 Change Period (Y+Rc), s 7.3 7.3 * 6.8 7.3 7.3 * 6.8 Max Green Setting (Gmax), s 10.7 42.7 * 15 10.7 42.7 * 15 Max Q Clear Time (g_c+11), s 4.1 24.6 2.8 2.1 14.4 5.6 Green Ext Time (p-c), s 0.2 8.9 0.0 0.0 7.4 0.3 Intersection Summary HCM 6th CVI Delay 14.6 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Synchro 10 Report RKA Page 2 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Queuing and Blocking Report No -Build (2023) Conditions - No Improvements Rio Point - Albemarle County, VA PM Peak Hour Intersection: 1: Rio Road & John Warner Parkway & CATEC Driveway Movement EB EB EB WB WB WB NB NB SB SB Directions Served L T TR L T R LT R LT R Maximum Queue (ft) 249 1325 400 839 628 30 124 190 31 8 Average Queue (ft) 36 901 385 479 198 3 62 169 5 1 95th Queue(ft) 166 1511 443 804 548 17 129 198 19 5 Link Distance (ft) 1309 956 956 162 309 Upstream Bilk Time (%) 13 2 1 23 Queuing Penalty (veh) 0 0 0 177 Storage Bay Dist (ft) 200 300 500 75 125 Storage Bilk Time (%) 53 38 14 40 Queuing Penalty (veh) 308 205 105 21 Intersection: 2: Rio Road & Dunlora Drive Movement WB WB NB B12 SB SB Directions Served L R TR T L T Maximum Queue (ft) 144 162 324 313 98 188 Average Queue (ft) 43 51 212 53 53 50 95th Queue (ft) 149 135 377 210 99 173 Link Distance (ft) 506 236 563 162 Upstream Bilk Time (%) 14 2 Queuing Penalty (veh) 112 12 Storage Bay Dist (ft) 200 50 Storage Bilk Time (%) 3 2 17 0 Queuing Penalty (veh) 1 1 105 0 Intersection: 3: Rio Road & Dunlora Forest Drive Movement WB WB NB SB Directions Served L R R L Maximum Queue (ft) 32 30 2 48 Average Queue (ft) 6 6 0 13 95th Queue (ft) 24 22 2 39 Link Distance (ft) 117 Upstream Bilk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 25 200 250 Storage Bilk Time (%) 5 1 Queuing Penalty (veh) 1 0 SimTraffic Report RKA Page 1 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Queuing and Blocking Report No -Build (2023) Conditions - No Improvements Rio Point - Albemarle County, VA PM Peak Hour Intersection: 4: Rio Road & Waldorf School Road/Pen Park Road Movement EB WB WB NB NB NB SB SB SB Directions Served LTR LT R L T R L T R Maximum Queue (ft) 45 84 80 72 368 192 117 248 40 Average Queue (ft) 10 30 27 5 168 36 48 92 2 95th Queue (ft) 31 65 58 38 301 121 91 202 24 Link Distance (ft) 738 1306 976 549 Upstream Bilk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 350 75 125 225 100 Storage Bilk Time (%) 19 4 Queuing Penalty (veh) 20 5 Network Sum Network wide Queuing Penalty:1072 SimTraffic Report RKA Page 2 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Rio Point - Albemarle County, VA Build (2023) Conditions - No Improvements 1: Rio Road & John Warner Parkway & CATEC Driveway Timing Plan: AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +1* rj + ? 4 r 4 r Traffic Volume (vehlh) 15 573 43 566 819 8 142 3 691 4 1 1 Future Volume (veh/h) 15 573 43 566 819 8 142 3 691 4 1 1 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-1bT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 17 637 48 629 910 9 158 3 768 4 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,vehlh 43 839 63 669 1126 973 264 5 834 17 4 19 Arrive On Green 0.02 0.25 0.25 0.38 0.60 0.60 0.15 0.15 0.15 0.01 0.01 0.01 Sat Flow,veh/h 1781 3350 252 1781 1870 1585 1750 33 1585 1439 360 1585 Grp Volume(v), vehlh 17 338 347 629 910 9 161 0 768 5 0 1 Grp Sat Flow(s),vehlhlln 1781 1777 1825 1781 1870 1585 1783 0 1585 1798 0 1585 Q Serve(g_s), s 1.4 25.4 25.5 49.3 54.6 0.3 12.2 0.0 21.8 0.4 0.0 0.1 Cycle Q Clear(g_c), s 1.4 25.4 25.5 49.3 54.6 0.3 12.2 0.0 21.8 0.4 0.0 0.1 Prop In Lane 1.00 0.14 1.00 1.00 0.98 1.00 0.80 1.00 Lane Grp Cap(c), vehlh 43 445 457 669 1126 973 269 0 834 21 0 19 V/C Ratio(X) 0.40 0.76 0.76 0.94 0.81 0.01 0.60 0.00 0.92 0.23 0.00 0.05 Avail Cap(c_a),veh/h 91 644 661 953 1586 1363 269 0 834 134 0 118 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), slveh 69.6 50.2 50.2 43.6 22.3 10.8 57.4 0.0 31.5 70.8 0.0 70.7 Incr Delay (d2), slveh 5.9 3.6 3.6 13.3 2.4 0.0 4.0 0.0 15.5 6.6 0.0 1.4 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),vehAn 1.2 17.3 17.7 31.9 31.5 0.2 9.7 0.0 36.3 0.4 0.0 0.1 Unsig. Movement Delay, slveh LnGrp Delay(d),slveh 75.5 53.8 53.8 56.9 24.7 10.9 61.4 0.0 47.0 77.5 0.0 72.1 LnGrp LOS E D D E C B E A D E A E Approach Vol, vehlh 702 1548 929 6 Approach Delay, slveh 54.3 37.7 49.5 76.6 Approach LOS D D D E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 61.9 43.9 30.0 11.1 94.7 8.9 Change Period (Y+Rc), s 7.6 7.6 8.2 " 7.6 " 7.6 7.2 Max Green Setting (Gmax), s " 77 52 22 " 7.4 " 1.2E2 10.8 Max Q Clear Time (g_c+ll), s 51.3 27.5 23.8 3.4 56.6 2.4 Green Ext Time (p_c), s 3.0 8.8 0.0 0.0 23.1 0.0 Intersection Summary HCM 6th Cirl Delay 44.9 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Synchro 10 Report RKA Page 1 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Rio Point - Albemarle County, VA Build (2023) Conditions - No Improvements 2: Rio Road & Dunlora Drive Timing Plan: AM Peak Hour Intersection Int Delay, s/veh Movement 12.6 WBL WBR NBT NBR SBL SBT Lane Configurations I f p ►j T Traffic Vol, veh/h 95 77 759 35 55 554 Future Vol, veh/h 95 77 759 35 55 554 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None - None Storage Length 0 - - 50 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 108 88 863 40 63 630 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1639 883 0 0 903 0 Stage 1 883 - - - - - Stage 2 756 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 110 345 - - 753 - Stage 1 404 - - - - - Stage 2 464 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver -101 345 - - 753 - Mov Cap-2 Maneuver -101 - - - - - Stage 1 404 - - - - - Stage 2 425 - - - - - Approach WB NB SB HCM Control Delay, s 112.3 0 0.9 HCM LOS F Minor Lane/Maior Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 101 345 753 - HCM Lane V/C Ratio - - 1.069 0.254 0.083 - HCM Control Delay (s) - - 188 18.9 10.2 - HCM Lane LOS - - F C B - HCM 95th °/dile Q(veh) - - 6.8 1 0.3 - Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined All major volume in platoon Synchro 10 Report RKA Page 1 DocuSign Envelope ID: 96A381`11-1E67-4BE4-9530-6195C605CC43 Rio Point - Albemarle County, VA Build (2023) Conditions - No Improvements 3: Rio Road & Dunlora Forest Drive Timing Plan: AM Peak Hour Intersection Int Delay, s/veh Movement 0.7 WBL WBR NBT NBR SBL SBT Lane Configurations ►j f + ? + Traffic Vol, veh/h 15 25 723 7 9 650 Future Vol, veh/h 15 25 723 7 9 650 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 25 - 200 225 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 17 28 803 8 10 722 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1545 803 0 0 811 0 Stage 1 803 - - - - - Stage 2 742 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 126 383 - - 815 - Stage 1 441 - - - - - Stage 2 471 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 124 383 - - 815 - Mov Cap-2 Maneuver 124 - - - - - Stage 1 441 - - - - - Stage 2 465 - - - - - Approach WB NB SB HCM Control Delay, s 23.9 0 0.1 HCM LOS C Minor Lane/Maior Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th °/dile Q(veh) RKA NBT NBRWBLn1WBLn2 SBL SBT 124 383 815 - 0.134 0.073 0.012 - 38.5 15.1 9.5 - E C A 0.5 0.2 0 Synchro 10 Report Page 2 DocuSign Envelope ID: 96A381`11-1E67-4BE4-9530-6195C605CC43 Rio Point - Albemarle County, VA Build (2023) Conditions - No Improvements 4: Rio Road & Waldorf School Road/Pen Park Road Timing Plan: AM Peak Hour �--a. -%* %< 4-4% t1'* 1* l 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 a' ? t F I + r Traffic Volume (veh/h) 23 2 56 163 1 202 78 505 123 154 473 38 Future Volume (veh/h) 23 2 56 163 1 202 78 505 123 154 473 38 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-rbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 29 3 72 209 1 259 100 647 158 197 606 49 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 61 32 72 235 1 319 352 797 675 336 854 724 Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.06 0.43 0.43 0.09 0.46 0.46 Sat Flow. veh/h 0 160 359 696 3 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 104 0 0 210 0 259 100 647 158 197 606 49 Grp Sat Flow(s),veh/hAn 519 0 0 699 0 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 11.8 2.3 22.9 4.8 4.6 19.6 1.3 Cycle Q Clear(g_c), s 15.2 0.0 0.0 15.2 0.0 11.8 2.3 22.9 4.8 4.6 19.6 1.3 Prop In Lane 0.28 0.69 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 166 0 0 236 0 319 352 797 675 336 854 724 V/C Ratio(X) 0.63 0.00 0.00 0.89 0.00 0.81 0.28 0.81 0.23 0.59 0.71 0.07 Avail Cap(c_a), veh/h 166 0 0 236 0 319 501 1059 898 431 1059 898 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.4 0.0 0.0 32.6 0.0 28.7 12.9 19.0 13.8 14.9 16.5 11.5 Incr Delay (d2), s/veh 7.3 0.0 0.0 31.2 0.0 14.5 0.4 3.7 0.2 1.6 1.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %le BackOfQ(951/o),vehAn 3.4 0.0 0.0 9.7 0.0 9.3 1.5 14.7 2.9 3.1 12.4 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.7 0.0 0.0 63.8 0.0 43.2 13.4 22.7 14.0 16.5 18.2 11.5 LnGrp LOS C A A E A D B C B B B B Approach Vol, veh/h 104 469 905 852 Approach Delay, s/veh 33.7 52.4 20.1 17.4 Approach LOS C D C B Timer - AssignedPhs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 14.0 39.4 22.0 11.7 41.7 22.0 Change Period (Y+Rc), s 7.3 7.3 * 6.8 7.3 7.3 * 6.8 Max Green Setting (Gmax), s 10.7 42.7 * 15 10.7 42.7 * 15 Max Q Clear Time (g_c+l1), s 6.6 24.9 17.2 4.3 21.6 17.2 Green Ext Time (p-c), s 0.3 7.2 0.0 0.1 7.0 0.0 Intersection Summary HCM 6th CVI Delay 26.2 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Synchro 10 Report RKA Page 2 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Rio Point - Albemarle County, VA Build (2023) Conditions - No Improvements 6: Full -movement Driveway Timing Plan: AM Peak Hour Intersection Int Delay, s/veh Movement 2.4 EBL EBR NBL NBT SBT SBR Lane Configurations ►j f ►j + + ? Traffic Vol, veh/h 57 30 11 737 629 9 Future Vol, veh/h 57 30 11 737 629 9 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 100 - - 1 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 100 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 62 30 12 801 684 10 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1509 684 694 0 0 Stage 1 684 - - - - Stage 2 825 - - - Critical Hdwy 6.42 6.22 4.12 - Critical Hdwy Stg 1 5.42 - - - Critical Hdwy Stg 2 5.42 - - - Follow-up Hdwy 3.518 3.318 2.218 - Pot Cap-1 Maneuver 133 449 901 - Stage 1 501 - - - Stage 2 430 - - - Platoon blocked, % - Mov Cap-1 Maneuver 131 449 901 - Mov Cap-2 Maneuver 131 - - - Stage 1 494 - - - Stage 2 430 - - - Approach EB NB SB HCM Control Delay, s 41.5 0.1 0 HCM LOS E Minor Lane/Maior Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th °/dile Q(veh) RKA NBL NBTEBLni EBLn2 SBT SBR 901 - 131 449 - - 0.013 - 0.473 0.067 - - 9 - 55 13.6 - - A F B 0 2.2 0.2 Synchro 10 Report Page 3 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Queuing and Blocking Report Build (2023) Conditions - No Improvements Rio Point - Albemarle County, VA AM Peak Hour Intersection: 1: Rio Road & John Warner Parkway & CATEC Driveway Movement EB EB EB WB WB WB NB NB SB SB Directions Served L T TR L T R LT R LT R Maximum Queue (ft) 201 441 380 556 582 26 124 218 18 7 Average Queue (ft) 23 250 219 324 212 3 112 173 3 0 95th Queue(ft) 105 367 334 506 433 15 146 228 13 3 Link Distance (ft) 1309 956 956 164 309 Upstream Bilk Time (%) 0 22 Queuing Penalty (veh) 0 192 Storage Bay Dist (ft) 200 300 500 75 125 Storage Bilk Time (%) 21 1 0 51 21 Queuing Penalty (veh) 73 3 0 356 30 Intersection: 2: Rio Road & Dunlora Drive Movement WB WB NB SB SB Directions Served L R TR L T Maximum Queue (ft) 468 500 229 87 136 Average Queue (ft) 143 216 153 33 15 95th Queue (ft) 420 544 292 74 87 Link Distance (ft) 519 519 213 164 Upstream Bilk Time (%) 12 21 15 0 Queuing Penalty (veh) 0 0 123 1 Storage Bay Dist(ft) 50 Storage Bilk Time (%) 8 0 Queuing Penalty (veh) 42 0 Intersection: 3: Rio Road & Dunlora Forest Drive Movement WB WB NB NB SB Directions Served L R T R L Maximum Queue (ft) 54 56 153 30 31 Average Queue (ft) 13 17 19 2 6 951h Queue (ft) 49 46 172 43 25 Link Distance (ft) 148 548 Upstream Bilk Time (%) 0 0 Queuing Penalty (veh) 0 2 Storage Bay Dist (ft) 25 200 225 Storage Bilk Time (%) 9 8 1 Queuing Penalty (veh) 2 1 0 SimTraffic Report RKA Page 1 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Queuing and Blocking Report Build (2023) Conditions - No Improvements Rio Point - Albemarle County, VA AM Peak Hour Intersection: 4: Rio Road & Waldorf School Road/Pen Park Road Movement EB WB WB NB NB NB SB SB SB Directions Served LTR LT R L T R L T R Maximum Queue (ft) 134 208 151 174 381 224 225 377 188 Average Queue (ft) 42 89 64 42 159 46 61 136 16 95th Queue(ft) 95 173 122 112 292 134 135 283 83 Link Distance (ft) 747 1307 976 548 Upstream Bilk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 350 75 125 225 100 Storage Bilk Time (%) 0 23 0 9 Queuing Penalty (veh) 4 48 0 19 Intersection: 5: Right -in Driveway & Rio Road Movement NB B16 Directions Served T T Maximum Queue (ft) 176 284 Average Queue (ft) 75 86 95th Queue (ft) 204 275 Link Distance (ft) 90 184 Upstream Bilk Time (%) 18 10 Queuing Penalty (veh) 145 77 Storage Bay Dist (ft) Storage Bilk Time (%) Queuing Penalty (veh) Intersection: 6: Full -movement Driveway Movement EB EB NB NB B10 SB Directions Served L R L T T R Maximum Queue (ft) 180 57 63 219 159 2 Average Queue (ft) 62 22 7 44 26 0 951h Queue (ft) 164 50 38 194 165 2 Link Distance (ft) 369 369 191 260 Upstream Bilk Time (%) 1 0 5 2 Queuing Penalty (veh) 0 0 40 18 Storage Bay Dist (ft) 100 1 Storage Bilk Time (%) 6 Queuing Penalty (veh) 1 Network Sum Network wide Queuing Penalty:1177 SimTraffic Report RKA Page 2 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Rio Point - Albemarle County, VA Build (2023) Conditions - No Improvements 1: Rio Road & John Warner Parkway & CATEC Driveway Timing Plan: PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +'j's ►j + r 4 r 4 r Traffic Volume (vehlh) 17 1035 74 683 785 31 63 5 739 5 2 4 Future Volume (veh/h) 17 1035 74 683 785 31 63 5 739 5 2 4 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-1bT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 18 1113 80 734 844 33 68 5 795 5 2 4 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,vehlh 41 949 68 743 1265 1102 195 14 847 24 10 30 Arrive On Green 0.02 0.28 0.28 0.42 0.68 0.68 0.12 0.12 0.12 0.02 0.02 0.02 Sat Flow,veh/h 1781 3362 242 1781 1870 1585 1665 122 1585 1290 516 1585 Grp Volume(v), vehlh 18 588 605 734 844 33 73 0 795 7 0 4 Grp Sat Flow(s),vehlhlln 1781 1777 1827 1781 1870 1585 1787 0 1585 1806 0 1585 Q Serve(g_s), s 1.9 52.4 52.4 75.9 49.4 1.2 7.0 0.0 21.8 0.7 0.0 0.5 Cycle Q Clear(g_c), s 1.9 52.4 52.4 75.9 49.4 1.2 7.0 0.0 21.8 0.7 0.0 0.5 Prop In Lane 1.00 0.13 1.00 1.00 0.93 1.00 0.71 1.00 Lane Grp Cap(c), vehlh 41 501 516 743 1265 1102 210 0 847 34 0 30 V/C Ratio(X) 0.44 1.17 1.17 0.99 0.67 0.03 0.35 0.00 0.94 0.21 0.00 0.14 Avail Cap(c_a),veh/h 71 501 516 743 1265 1102 210 0 847 105 0 92 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), slveh 89.6 66.6 66.6 53.7 17.7 8.8 75.4 0.0 40.4 89.7 0.0 89.6 Incr Delay (d2), slveh 7.4 97.0 97.1 30.0 1.4 0.0 1.2 0.0 17.9 3.6 0.0 2.5 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),vehAn 1.7 52.0 53.4 50.2 29.0 0.8 5.9 0.0 48.0 0.7 0.0 0.4 Unsig. Movement Delay, slveh LnGrp Delay(d),slveh 97.0 163.7 163.8 83.7 19.2 8.8 76.6 0.0 58.3 93.4 0.0 92.1 LnGrp LOS F F F F B A E A E F A F Approach Vol, vehlh 1211 1611 868 11 Approach Delay, slveh 162.7 48.4 59.9 92.9 Approach LOS F D E F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 85.0 60.0 30.0 11.8 133.2 10.7 Change Period (Y+Rc), s 7.6 7.6 8.2 " 7.6 " 7.6 7.2 Max Green Setting (Gmax), s " 77 52 22 " 7.4 " 1.2E2 10.8 Max Q Clear Time (g_c+ll), s 77.9 54.4 23.8 3.9 51.4 2.7 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 20.3 0.0 Intersection Summary HCM 6th Cirl Delay 88.6 HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Synchro 10 Report RKA Page 1 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Rio Point - Albemarle County, VA 2: Rio Road & Dunlora Drive Intersection Int Delay, s/veh 2.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations ►j f T* ►j + Traffic Vol, veh/h 38 31 776 60 83 676 Future Vol, veh/h 38 31 776 60 83 676 Conflicting Pads, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 200 - - 50 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 41 33 834 65 89 727 Conflicting Flow Al Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Minor1 1772 867 867 - 905 - 6.42 6.22 5.42 - 5.42 - 3.518 3.318 91 352 411 - 395 - 80 80 411 348 352 0 0 899 0 4.12 2.218 756 756 Approach WB NB SB HCM Control Delay, s 56.8 0 1.1 HCM LOS F Minor Lane/Maior Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th °/dile Q(veh) NBT NBRWBLn1WBLn2 SBL SBT 80 352 756 - 0.511 0.095 0.118 - 89.8 16.3 10.4 - F C B 2.2 0.3 0.4 Build (2023) Conditions - No Improvements Timing Plan: PM Peak Hour Synchro 10 Report RKA Page 1 DocuSign Envelope ID: 96A381`11-1E67-4BE4-9530-6195C605CC43 Rio Point - Albemarle County, VA 3: Rio Road & Dunlora Forest Drive Intersection Int Delay, s/veh 0.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations ►j r + r ►j + Traffic Vol, veh/h 7 12 819 10 21 657 Future Vol, veh/h 7 12 819 10 21 657 Conflicting Pads, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 25 - 200 225 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 8 13 910 11 23 730 Conflicting Flow Al Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Minor1 1686 910 910 - 776 - 6.42 6.22 5.42 - 5.42 - 3.518 3.318 103 333 393 - 454 - 100 100 393 440 333 0 0 921 0 4.12 2.218 741 741 Approach WB NB SB HCM Control Delay, s 26.5 0 0.3 HCM LOS D Minor Lane/Maior Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th °/dile Q(veh) NBT NBRWBLniWBLn2 SBL SBT 100 333 741 - 0.078 0.04 0.031 - 44 16.3 10 - E C B 0.2 0.1 0.1 Build (2023) Conditions - No Improvements Timing Plan: PM Peak Hour Synchro 10 Report RKA Page 2 DocuSign Envelope ID: 96A381`11-1E67-4BE4-9530-6195C605CC43 Rio Point - Albemarle County, VA Build (2023) Conditions - No Improvements 4: Rio Road & Waldorf School Road/Pen Park Road Timing Plan: PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +T+ 4 r t if t r Traffic Volume (veh/h) 7 1 12 54 1 85 7 737 98 116 543 5 Future Volume (veh/h) 7 1 12 54 1 85 7 737 98 116 543 5 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-rbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 8 1 13 59 1 93 8 810 108 127 597 5 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 100 30 82 232 3 140 441 981 831 326 1088 922 Arrive On Green 0.09 0.09 0.09 0.09 0.09 0.09 0.01 0.52 0.52 0.07 0.58 0.58 Sat Flow. veh/h 305 337 928 1423 35 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 22 0 0 60 0 93 8 810 108 127 597 5 Grp Sat Flow(s),veh/hAn 1570 0 0 1458 0 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 0.0 0.0 0.0 1.7 0.0 3.8 0.1 24.3 2.3 2.1 13.1 0.1 Cycle Q Clear(g_c), s 0.8 0.0 0.0 2.5 0.0 3.8 0.1 24.3 2.3 2.1 13.1 0.1 Prop In Lane 0.36 0.59 0.98 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 212 0 0 235 0 140 441 981 831 326 1088 922 V/C Ratio(X) 0.10 0.00 0.00 0.25 0.00 0.67 0.02 0.83 0.13 0.39 0.55 0.01 Avail Cap(c_a), veh/h 417 0 0 431 0 360 707 1194 1012 490 1194 1012 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.2 0.0 0.0 28.9 0.0 29.5 7.9 13.4 8.1 11.6 8.6 5.9 Incr Delay (d2), s/veh 0.2 0.0 0.0 0.6 0.0 5.3 0.0 4.1 0.1 0.8 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %le BackOfQ(951/o),vehAn 0.6 0.0 0.0 1.6 0.0 2.8 0.1 14.3 1.2 1.2 7.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.4 0.0 0.0 29.4 0.0 34.9 7.9 17.5 8.2 12.3 9.0 5.9 LnGrp LOS C A A C A C A B A B A A Approach Vol, veh/h 22 153 926 729 Approach Delay, s/veh 28.4 32.7 16.3 9.6 Approach LOS C C B A Timer - AssignedPhs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.8 42.4 12.7 8.0 46.2 12.7 Change Period (Y+Rc), s 7.3 7.3 * 6.8 7.3 7.3 * 6.8 Max Green Setting (Gmax), s 10.7 42.7 * 15 10.7 42.7 * 15 Max Q Clear Time (g_c+l1), s 4.1 26.3 2.8 2.1 15.1 5.8 Green Ext Time (p-c), s 0.2 8.8 0.0 0.0 7.7 0.3 Intersection Summary HCM 6th CVI Delay 15.1 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Synchro 10 Report RKA Page 2 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Rio Point - Albemarle County, VA Build (2023) Conditions - No Improvements 6: Full -movement Driveway Timing Plan: PM Peak Hour Intersection Int Delay, s/veh Movement 1.6 EBL EBR NBL NBT SBT SBR Lane Configurations ►j f I + + r Traffic Vol, veh/h 35 19 30 801 659 25 Future Vol, veh/h 35 19 30 801 659 25 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 100 - - 1 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 38 21 33 871 716 27 Major/Minor Minor2 Major1 Major2 Conflicting Flow Al 1653 716 743 0 0 Stage 1 716 - - - - Stage 2 937 - - - Critical Hdwy 6.42 6.22 4.12 - Critical Hdwy Stg 1 5.42 - - - Critical Hdwy Stg 2 5.42 - - - Follow-up Hdwy 3.518 3.318 2.218 - Pot Cap-1 Maneuver 108 430 864 - Stage 1 484 - - - Stage 2 381 - - - Platoon blocked, % - Mov Cap-1 Maneuver 104 430 864 - Mov Cap-2 Maneuver 104 - - - Stage 1 466 - - - Stage 2 381 - - - Approach EB NB SB HCM Control Delay, s 42.7 0.3 0 HCM LOS E Minor Lane/Maior Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th °/dile Q(veh) RKA NBL NBTEBLni E13Ln2 SBT SBR 864 - 104 430 - - 0.038 - 0.366 0.048 - - 9.3 - 58.4 13.8 - - A F B 0.1 1.5 0.2 Synchro 10 Report Page 3 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Queuing and Blocking Report Build (2023) Conditions - No Improvements Rio Point - Albemarle County, VA PM Peak Hour Intersection: 1: Rio Road & John Warner Parkway & CATEC Driveway Movement EB EB EB WB WB WB NB NB SB SB Directions Served L T TR L T R LT R LT R Maximum Queue (ft) 299 1351 400 942 899 36 124 200 31 11 Average Queue (ft) 44 1106 390 586 295 5 85 175 5 1 95th Queue(ft) 185 1675 439 952 787 23 145 195 20 7 Link Distance (ft) 1309 956 956 173 309 Upstream Bilk Time (%) 31 5 3 23 Queuing Penalty (veh) 0 0 0 182 Storage Bay Dist (ft) 200 300 500 75 125 Storage Bilk Time (%) 55 45 0 27 41 Queuing Penalty (veh) 333 243 0 199 27 Intersection: 2: Rio Road & Dunlora Drive Movement WB WB NB SB SB Directions Served L R TR L T Maximum Queue (ft) 141 143 210 96 188 Average Queue (ft) 36 52 169 51 46 95th Queue (ft) 105 134 265 93 166 Link Distance (ft) 523 198 173 Upstream Bilk Time (%) 12 1 Queuing Penalty (veh) 102 8 Storage Bay Dist (ft) 200 50 Storage Bilk Time (%) 1 1 17 0 Queuing Penalty (veh) 0 0 113 0 Intersection: 3: Rio Road & Dunlora Forest Drive Movement WB WB NB SB Directions Served L R T L Maximum Queue (ft) 33 40 8 42 Average Queue (ft) 8 10 0 10 951h Queue (ft) 28 32 9 34 Link Distance (ft) 114 545 Upstream Bilk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 25 225 Storage Bilk Time (%) 6 4 Queuing Penalty (veh) 1 0 SimTraffic Report RKA Page 1 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Queuing and Blocking Report Build (2023) Conditions - No Improvements Rio Point - Albemarle County, VA PM Peak Hour Intersection: 4: Rio Road & Waldorf School Road/Pen Park Road Movement EB WB WB NB NB NB SB SB SB Directions Served LTR LT R L T R L T R Maximum Queue (ft) 52 90 89 87 384 209 119 228 5 Average Queue (ft) 13 35 32 7 177 41 46 88 0 95th Queue (ft) 39 72 66 48 320 141 94 189 4 Link Distance (ft) 745 1307 976 545 Upstream Bilk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 350 75 125 225 100 Storage Bilk Time (%) 21 0 4 Queuing Penalty (veh) 22 0 5 Intersection: 5: Right -in Driveway & Rio Road Movement NB B16 Directions Served T T Maximum Queue (ft) 186 263 Average Queue (ft) 83 56 95th Queue (ft) 205 209 Link Distance (ft) 93 174 Upstream Bilk Time (%) 13 4 Queuing Penalty (veh) 113 37 Storage Bay Dist (ft) Storage Bilk Time (%) Queuing Penalty (veh) Intersection: 6: Full -movement Driveway Movement EB EB NB NB B10 SB SB Directions Served L R L T T T R Maximum Queue (ft) 115 38 72 164 88 2 14 Average Queue (ft) 37 12 17 18 7 0 1 951h Queue (ft) 97 35 51 115 74 0 9 Link Distance (ft) 370 370 198 273 174 Upstream Bilk Time (%) 1 0 Queuing Penalty (veh) 10 2 Storage Bay Dist (ft) 100 1 Storage Bilk Time (%) 2 0 Queuing Penalty (veh) 1 0 Network Sum Network wide Queuing Penalty:1398 SimTraffic Report RKA Page 2 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Rio Point - Albemarle County, VA No -Build (2023) Conditions - Roundabout 2: Rio Road & Dunlora Drive Timing Plan: AM Peak Hour Intersection Int Delay, s/veh Movement 2.8 WBL WBR NBT NBR SBL SBT Lane Configurations r I+ Traffic Vol, veh/h 0 172 703 34 0 629 Future Vol, veh/h 0 172 703 34 0 629 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None None Storage Length - Veh in Median Storage, # 0 - 0 - 0 Grade, % 0 - 0 - 0 Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 195 799 39 0 715 Major/Minor Minorl Majorl Major2 Conflicting Flow All - 819 0 0 Stage 1 - - - - Stage 2 - - - - Critical Hdwy - 6.22 - - Critical Hdwy Stg 1 - - - - Critical Hdwy Stg 2 - - - - Follow-up Hdwy - 3.318 - - Pot Cap-1 Maneuver 0 375 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 375 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach WB NB SB HCM Control Delay, s 24.6 0 0 HCM LOS C Minor Lane/Maior Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th °/dile Q(veh) RKA NBT NBRWBLnl SBT 375 - 0.521 - 24.6 - C 2.9 Synchro 10 Report Page 1 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Queuing and Blocking Report No -Build (2023) Conditions - Roundabout Rio Point - Albemarle County, VA AM Peak Hour Intersection: 1: Rio Road & John Warner Parkway & CATEC Driveway Movement EB EB EB WB WB WB NB NB SB SB Directions Served L T TR L T R LT R LT R Maximum Queue (ft) 158 399 372 599 464 26 124 208 22 9 Average Queue (ft) 19 237 213 325 197 2 102 165 3 1 95th Queue (H) 83 342 320 522 377 14 147 210 15 4 Link Distance (ft) 1309 956 956 169 309 Upstream Bilk Time (%) 0 11 Queuing Penalty (veh) 0 102 Storage Bay Dist (H) 200 300 500 75 125 Storage Bilk Time (%) 19 1 0 40 26 Queuing Penalty (veh) 64 2 0 264 31 Intersection: 2: Rio Road & Dunlora Drive Movement WB NB B12 Directions Served R TR T Maximum Queue (ft) 468 315 210 Average Queue (ft) 255 102 16 95th Queue (H) 568 276 132 Link Distance (ft) 508 243 573 Upstream Bilk Time (%) 21 4 Queuing Penalty (veh) 0 30 Storage Bay Dist (H) Storage Bilk Time (%) Queuing Penalty (veh) Intersection: 3: Rio Road & Dunlora Forest Drive Movement WB WB SB SB Directions Served L R L T Maximum Queue (ft) 44 45 33 13 Average Queue (ft) 11 16 4 0 95th Queue (H) 36 37 22 10 Link Distance (ft) 138 268 Upstream Bilk Time (%) Queuing Penalty (veh) Storage Bay Dist (H) 25 225 Storage Bilk Time (%) 9 5 Queuing Penalty (veh) 2 1 SimTraffic Report RKA Page 1 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Queuing and Blocking Report No -Build (2023) Conditions - Roundabout Rio Point - Albemarle County, VA AM Peak Hour Intersection: 4: Rio Road & Waldorf School Road/Pen Park Road Movement EB WB WB NB NB NB SB SB SB Directions Served LTR LT R L T R L T R Maximum Queue(ft) 121 212 183 164 426 162 264 392 153 Average Queue(ft) 45 89 56 39 155 40 81 143 22 95th Queue(H) 90 178 124 103 311 119 178 297 102 Link Distance (ft) 744 1307 976 546 Upstream Bilk Time (%) Queuing Penalty (veh) Storage Bay Dist (H) 350 75 125 225 100 Storage Bilk Time (%) 0 0 1 22 0 10 Queuing Penalty (veh) 1 0 4 46 0 19 Network Sum Network wide Queuing Penalty: 566 SimTraffic Report RKA Page 2 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Rio Point - Albemarle County, VA 2: Rio Road & Dunlora Drive Intersection Int Delay, s/veh 0.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r T* + Traffic Vol, veh/h 0 68 742 59 0 659 Future Vol, veh/h 0 68 742 59 0 659 Conflicting Pads, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None None Storage Length - Veh in Median Storage, # 0 - 0 - 0 Grade, % 0 - 0 - 0 Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 73 798 63 0 709 No -Build (2023) Conditions - Roundabout Timing Plan: PM Peak Hour Major/Minor Minorl Majorl Major2 Conflicting Flow Al - 830 0 0 Stage 1 - - - - Stage 2 - - - - Critical Hdwy - 6.22 - - Critical Hdwy Stg 1 - - - - Critical Hdwy Stg 2 - - - - Follow-up Hdwy - 3.318 - - Pot Cap-1 Maneuver 0 370 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 370 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach WB NB SB HCM Control Delay, s 17.1 0 0 HCM LOS C Minor Lane/Maior Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th °/dile Q(veh) NBT NBRWBLnl SBT 370 - 0.198 - 17.1 - C 0.7 Synchro 10 Report RKA Page 1 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Queuing and Blocking Report No -Build (2023) Conditions - Roundabout Rio Point - Albemarle County, VA PM Peak Hour Intersection: 1: Rio Road & John Warner Parkway & CATEC Driveway Movement EB EB EB WB WB WB NB NB SB SB Directions Served L T TR L T R LT R LT R Maximum Queue (ft) 276 1346 400 742 435 31 124 187 33 8 Average Queue (ft) 45 995 388 423 161 4 72 173 4 1 95th Queue (H) 190 1611 438 672 352 20 138 189 21 6 Link Distance (ft) 1309 956 956 169 309 Upstream Bilk Time (%) 21 0 23 Queuing Penalty (veh) 0 0 188 Storage Bay Dist (H) 200 300 500 75 125 Storage Bilk Time (%) 53 41 0 19 40 Queuing Penalty (veh) 309 219 0 136 21 Intersection: 2: Rio Road & Dunlora Drive Movement WB NB B12 Directions Served R TR T Maximum Queue (ft) 335 331 254 Average Queue (ft) 138 210 38 95th Queue (H) 354 371 175 Link Distance (ft) 508 243 563 Upstream Bilk Time (%) 3 11 0 Queuing Penalty (veh) 0 89 0 Storage Bay Dist (H) Storage Bilk Time (%) Queuing Penalty (veh) Intersection: 3: Rio Road & Dunlora Forest Drive Movement WB WB NB SB Directions Served L R R L Maximum Queue (ft) 32 26 2 50 Average Queue (ft) 5 7 0 11 95th Queue (H) 23 22 2 37 Link Distance (ft) 117 Upstream Bilk Time (%) Queuing Penalty (veh) Storage Bay Dist (H) 25 200 250 Storage Bilk Time (%) 5 1 Queuing Penalty (veh) 1 0 SimTraffic Report RKA Page 1 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Queuing and Blocking Report No -Build (2023) Conditions - Roundabout Rio Point - Albemarle County, VA PM Peak Hour Intersection: 4: Rio Road & Waldorf School Road/Pen Park Road Movement EB WB WB NB NB NB SB SB SB Directions Served LTR LT R L T R L T R Maximum Queue (ft) 39 78 76 44 435 190 133 252 56 Average Queue (ft) 10 32 28 5 175 36 49 99 3 95th Queue (ft) 29 67 59 29 330 119 100 216 37 Link Distance (ft) 738 1306 976 549 Upstream Bilk Time (%) Queuing Penalty (veh) Storage Bay Dist (H) 350 75 125 225 100 Storage Bilk Time (%) 20 5 Queuing Penalty (veh) 21 6 Network Sum Network wide Queuing Penalty: 989 SimTraffic Report RKA Page 2 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Rio Point - Albemarle County, VA Build (2023) Conditions - Roundabout 2: Rio Road & Dunlora Drive Timing Plan: AM Peak Hour Intersection Int Delay, s/veh Movement 3 WBL WBR NBT NBR SBL SBT Lane Configurations f I+ Traffic Vol, veh/h 0 172 759 35 0 649 Future Vol, veh/h 0 172 759 35 0 649 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None None Storage Length - Veh in Median Storage, # 0 - 0 - 0 Grade, % 0 - 0 - 0 Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 195 863 40 0 738 Major/Minor Minorl Majorl Major2 Conflicting Flow All - 883 0 0 Stage 1 - - - - Stage 2 - - - - Critical Hdwy - 6.22 - - Critical Hdwy Stg 1 - - - - Critical Hdwy Stg 2 - - - - Follow-up Hdwy - 3.318 - - Pot Cap-1 Maneuver 0 345 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 345 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach WB NB SB HCM Control Delay, s 28.2 0 0 HCM LOS D Minor Lane/Maior Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th °/dile Q(veh) RKA NBT NBRWBLnl SBT 345 - 0.567 - 28.2 - D 3.3 Synchro 10 Report Page 1 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Queuing and Blocking Report Build (2023) Conditions - Roundabout Rio Point - Albemarle County, VA AM Peak Hour Intersection: 1: Rio Road & John Warner Parkway & CATEC Driveway Movement EB EB EB WB WB WB NB NB SB SB Directions Served L T TR L T R LT R LT R Maximum Queue (ft) 153 414 370 578 507 20 124 218 20 8 Average Queue (ft) 21 253 224 339 212 2 110 177 3 0 95th Queue (H) 95 362 332 545 409 12 144 217 13 4 Link Distance (ft) 1309 956 956 171 309 Upstream Bilk Time (%) 0 0 18 Queuing Penalty (veh) 0 0 171 Storage Bay Dist (H) 200 300 500 75 125 Storage Bilk Time (%) 21 1 0 52 22 Queuing Penalty (veh) 74 3 0 361 33 Intersection: 2: Rio Road & Dunlora Drive Movement WB NB Directions Served R TR Maximum Queue (ft) 552 230 Average Queue (ft) 334 135 95th Queue (H) 643 277 Link Distance (ft) 520 219 Upstream Bilk Time (%) 34 8 Queuing Penalty (veh) 0 61 Storage Bay Dist (H) Storage Bilk Time (%) Queuing Penalty (veh) Intersection: 3: Rio Road & Dunlora Forest Drive Movement WB WB SB SB Directions Served L R L T Maximum Queue (ft) 52 43 44 6 Average Queue (ft) 12 15 6 0 95th Queue (H) 38 38 29 4 Link Distance (ft) 148 260 Upstream Bilk Time (%) Queuing Penalty (veh) Storage Bay Dist (H) 25 225 Storage Bilk Time (%) 10 5 Queuing Penalty (veh) 3 1 SimTraffic Report RKA Page 1 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Queuing and Blocking Report Build (2023) Conditions - Roundabout Rio Point - Albemarle County, VA AM Peak Hour Intersection: 4: Rio Road & Waldorf School Road/Pen Park Road Movement EB WB WB NB NB NB SB SB SB Directions Served LTR LT R L T R L T R Maximum Queue (ft) 127 217 165 174 395 193 247 387 200 Average Queue (ft) 42 93 61 47 152 39 70 145 22 95th Queue (H) 92 178 118 123 286 113 165 295 104 Link Distance (ft) 747 1307 976 548 Upstream Bilk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (H) 350 75 125 225 100 Storage Bilk Time (%) 0 23 0 0 10 Queuing Penalty (veh) 3 48 0 0 20 Intersection: 5: Right -in Driveway & Rio Road Movement NB B16 Directions Served T T Maximum Queue (ft) 159 201 Average Queue (ft) 45 33 95th Queue (H) 154 161 Link Distance (ft) 90 184 Upstream Bilk Time (%) 7 3 Queuing Penalty (veh) 60 21 Storage Bay Dist (H) Storage Bilk Time (%) Queuing Penalty (veh) Intersection: 6: Full -movement Driveway Movement EB EB NB NB B10 SB SB Directions Served L R L T T T R Maximum Queue (ft) 128 72 47 137 44 3 4 Average Queue (ft) 45 22 6 13 2 0 0 951h Queue (H) 108 55 33 97 27 4 4 Link Distance (ft) 369 369 191 260 184 Upstream Bilk Time (%) 1 Queuing Penalty (veh) 5 Storage Bay Dist (H) 100 1 Storage Bilk Time (%) 1 0 Queuing Penalty (veh) 0 0 Network Sum Network wide Queuing Penalty: 864 SimTraffic Report RKA Page 2 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Rio Point - Albemarle County, VA 2: Rio Road & Dunlora Drive Intersection Int Delay, s/veh 0.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations f T* + Traffic Vol, veh/h 0 69 776 60 0 714 Future Vol, veh/h 0 69 776 60 0 714 Conflicting Pads, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None None Storage Length - Veh in Median Storage, # 0 - 0 - 0 Grade, % 0 - 0 - 0 Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 74 834 65 0 768 Build (2023) Conditions - Roundabout Timing Plan: PM Peak Hour Major/Minor Minor1 Major1 Major2 Conflicting Flow Al - 867 0 0 Stage 1 - - - - Stage 2 - - - - Critical Hdwy - 6.22 - - Critical Hdwy Stg 1 - - - - Critical Hdwy Stg 2 - - - - Follow-up Hdwy - 3.318 - - Pot Cap-1 Maneuver 0 352 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 352 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach WB NB SIB HCM Control Delay, s 17.9 0 0 HCM LOS C Minor Lane/Maior Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th °/dile Q(veh) NBT NBRWBLn1 SBT 352 - 0.211 - 17.9 - C 0.8 Synchro 10 Report RKA Page 1 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Queuing and Blocking Report Build (2023) Conditions - Roundabout Rio Point - Albemarle County, VA PM Peak Hour Intersection: 1: Rio Road & John Warner Parkway & CATEC Driveway Movement EB EB EB WB WB WB NB NB SB SB Directions Served L T TR L T R LT R LT R Maximum Queue (ft) 250 1356 400 837 566 40 124 201 31 9 Average Queue (ft) 43 1062 390 468 185 5 82 181 5 1 95th Queue (H) 181 1664 435 757 423 24 145 209 20 5 Link Distance (ft) 1309 956 956 180 309 Upstream Bilk Time (%) 28 0 0 22 Queuing Penalty (veh) 0 0 0 189 Storage Bay Dist (H) 200 300 500 75 125 Storage Bilk Time (%) 54 43 0 28 41 Queuing Penalty (veh) 329 232 0 205 28 Intersection: 2: Rio Road & Dunlora Drive Movement WB NB Directions Served R TR Maximum Queue (ft) 287 217 Average Queue (ft) 113 169 95th Queue (H) 250 266 Link Distance (ft) 524 204 Upstream Bilk Time (%) 10 Queuing Penalty (veh) 81 Storage Bay Dist (H) Storage Bilk Time (%) Queuing Penalty (veh) Intersection: 3: Rio Road & Dunlora Forest Drive Movement WB WB NB SB Directions Served L R R L Maximum Queue (ft) 35 31 4 44 Average Queue (ft) 6 10 0 12 95th Queue (H) 25 31 3 37 Link Distance (ft) 114 Upstream Bilk Time (%) Queuing Penalty (veh) Storage Bay Dist (H) 25 200 225 Storage Bilk Time (%) 5 4 Queuing Penalty (veh) 1 0 SimTraffic Report RKA Page 1 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Queuing and Blocking Report Build (2023) Conditions - Roundabout Rio Point - Albemarle County, VA PM Peak Hour Intersection: 4: Rio Road & Waldorf School Road/Pen Park Road Movement EB WB WB NB NB NB SB SB SB Directions Served LTR LT R L T R L T R Maximum Queue (ft) 46 80 85 44 441 190 122 247 35 Average Queue (ft) 15 31 33 4 177 36 47 93 2 95th Queue (H) 41 66 67 27 333 121 95 204 22 Link Distance (ft) 745 1307 976 545 Upstream Bilk Time (%) Queuing Penalty (veh) Storage Bay Dist (H) 350 75 125 225 100 Storage Bilk Time (%) 21 4 Queuing Penalty (veh) 22 5 Intersection: 5: Right -in Driveway & Rio Road Movement NB B16 SB Directions Served T T R Maximum Queue (ft) 176 220 23 Average Queue (ft) 79 36 1 95th Queue (H) 196 150 11 Link Distance (ft) 93 174 Upstream Bilk Time (%) 11 2 Queuing Penalty (veh) 91 14 Storage Bay Dist (H) 1 Storage Bilk Time (%) Queuing Penalty (veh) Intersection: 6: Full -movement Driveway Movement EB EB NB NB B10 SB Directions Served L R L T T R Maximum Queue (ft) 82 35 67 84 14 16 Average Queue (ft) 31 12 13 6 1 1 951h Queue (H) 71 34 47 65 16 10 Link Distance (ft) 370 370 198 273 Upstream Bilk Time (%) 0 Queuing Penalty (veh) 2 Storage Bay Dist (H) 100 1 Storage Bilk Time (%) 0 0 Queuing Penalty (veh) 0 0 Network Sum Network wide Queuing Penalty:1199 SimTraffic Report RKA Page 2 DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 LANE SUMMARY ® Site: [Rio Road at John Warner - No -Build 2023 AM (Site Folder: Generalll Rio Road at John Warner Parkway / CATEC Driveway No -Build (2023) Conditions AM Peak Hour Site Category: (None) Roundabout South: Rio Road (NB) Lane 1° 230 3.0 745 0.309 100 8.5 LOSA 1.2 31.0 Short 125 0.0 NA Lane2 721 3.0 1626 0.443 100 7.2 LOSA 0.0 0.0 Full 1600 0.0 0.0 Approach 951 3.0 0.443 7.5 LOSA 1.2 31.0 East: Rio Road (WB) Lane 1 752 3.0 1094 0.687 100 13.6 LOS B 9.9 253.5 Full 1600 0.0 0.0 Lane 2d 752 3.0 1094 0.687 100 13.6 LOS B 9.9 253.5 Full 1600 0.0 0.0 Approach 1503 3.0 0.687 13.6 LOS B 9.9 253.5 North: CATEC Driveway (SB) Lane 1d 7 3.0 305 0.021 100 12.2 LOS B Approach 7 3.0 0.021 12.2 LOS B West: John Warner Parkway (EB) Lane 1 320 3.0 707 0.452 100 11.5 LOS B Lane 2d 320 3.0 707 0.452 100 11.5 LOS B Lane 36 3.0 1626 0.022 100 3.2 LOSA Approach 675 3.0 0.452 11.0 LOS B Intersectio 3136 3.0 11.2 LOS B n 0.1 1.6 Full 1600 0.0 0.0 0.1 1.6 2.5 64.2 Full 1600 0.0 0.0 2.5 64.2 Full 1600 0.0 0.0 0.0 0.0 Short 300 0.0 NA 2.5 64.2 9.9 253.5 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane. LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap -Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. d Dominant lane on roundabout approach South: Rio Road (NB) Lane 1 103 125 2 - 230 3.0 745 0.309 100 0.0 2 Lane 2 - - - 721 721 3.0 1626 0.443 100 NA NA Approach 103 125 2 721 951 3.0 0.443 East: Rio Road (WB) F DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Lane 1 60 545 147 - 752 3.0 1094 0.687 100 NA NA Lane 2 - - 743 9 752 3.0 1094 0.687 100 NA NA Approach 60 545 890 9 1503 3.0 0.687 North: CATEC Driveway (SB) -. . Lane �, v. Lane Lane 1 4 1 1 7 3.0 305 0.021 100 NA NA Approach 4 1 1 7 3.0 0.021 West: John Warner Parkway (EB) Lane 1 Lane 2 Lane 3 Approach 16 303 - 320 3.0 - 320 - 320 3.0 - - 36 36 3.0 16 623 36 675 3.0 707 0.452 100 NA NA 707 0.452 100 NA NA 626 0.022 100 0.0 2 0.452 Intersection 3136 3.0 0.687 Lane flow rates given in this report are based on the arrival flow rates subject to upstream capacity constraint where applicable. South Exit: Rio Road (NB) Merge Type: Priority Exit Short Lane 2 300 0.0 649 668 3.00 2.00 36 1235 0.029 2.9 Merge Lane 1 - 100.0 Merge Lane is not Opposed 649 1800 0.361 0.0 East Exit: Rio Road (WB) Merge Type: Priority Exit Short Lane 3 300 0.0 320 329 3.00 2.00 721 1497 0.481 2.4 Merge Lane 2 - 100.0 Merge Lane is not Opposed 320 1800 0.178 0.0 North Exit: CATEC Driveway (SB) Merge Type: Not Applied Full Length Lane 1 Merge Analysis not applied. West Exit: John Warner Parkway (EB) Merge Type: Not Applied Full Length Lane 1 Merge Analysis not applied. Full Length Lane 2 Merge Analysis not applied. 3.1 0.0 7.0 0.0 SIDRA INTERSECTION 9.0 j Copyright ® 2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: RAMEY KEMP & ASSOCIATES, INC. I Licence: PLUS I Enterprise I Processed: Friday, May 21, 2021 10:37:19 AM Project: X:12021 Projectst21134 - Rio Point -Albemarle County, VA\Sidra\Rio Road at John Warner Pkwy - 2023.sip9 DocuSign Envelope ID: 96A381`11-1 E67-4BE4-9530-6195C605CC43 LANE LEVEL OF SERVICE Lane Level of Service 8 Site: [Rio Road at John Warner - No -Build 2023 AM (Site Folder: General)] Rio Road at John Warner Parkway / CATEC Driveway No -Build (2023) Conditions AM Peak Hour Site Category: (None) Roundabout Approaches Intersection South East North West LOS A B B B B DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 I 3eM1 Wamer Pork_ (®) Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane. LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6). Delay Model: HCM Delay Formula (Geometric Delay is not included). SIDRA INTERSECTION 9.0 1 Copyright © 2000-2020 Akcelik and Associates Ply Ltd I sidrasolutions.com Organisation: RAMEY KEMP & ASSOCIATES, INC. I Licence: PLUS / Enterprise I Processed: Friday, May 21, 2021 10:37:19AM Project: X:\2021 Projects\21134 - Rio Point -Albemarle County, VA\Sidra\Rio Road at John Warner Pkwy - 2023.sipg DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 LANE SUMMARY ® Site: [Rio Road at John Warner - No -Build 2023 PM (Site Folder: Generalll Rio Road at John Warner Parkway / CATEC Driveway No -Build (2023) Conditions PM Peak Hour Site Category: (None) Roundabout South: Rio Road (NB) Lane 1' 96 3.0 466 0.205 100 10.7 LOS B 0.7 17.4 Short 125 0.0 NA Lane 2 785 3.0 1626 0.483 100 10.2 LOS B 0.0 0.0 Full 1600 0.0 0.0 Approach 880 3.0 0.483 10.3 LOS B 0.7 17.4 East: Rio Road (WB) Lane 1 800 3.0 1239 0.646 100 11.3 LOS B 5.5 139.9 Full 1600 0.0 0.0 Lane 2d 800 3.0 1239 0.646 100 11.3 LOS B 5.5 139.9 Full 1600 0.0 0.0 Approach 1600 3.0 0.646 11.3 LOS B 5.5 139.9 North: CATEC Driveway (SB) Lane 1d 11 3.0 323 0.034 100 11.7 LOS B 0.1 2.6 Full 1600 0.0 0.0 Approach 11 3.0 0.034 11.7 LOS B 0.1 2.6 West: John Warner Parkway (EB) Lane 1 572 3.0 676 0.845 100 31.6 LOS D 11.4 292.2 Full 1600 0.0 0.0 Lane 2d 572 3.0 676 0.845 100 31.6 LOS D 11.4 292.2 Full 1600 0.0 0.0 Lane 52 3.0 1626 0.032 100 3.3 LOSA 0.0 0.0 Short 300 0.0 NA Approach 1196 3.0 0.845 30.4 LOS D 11.4 292.2 Intersectio 3687 3.0 0.845 17.2 LOS C 11.4 292.2 if n Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane. LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap -Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. d Dominant lane on roundabout approach South: Rio Road (NB) Lane 1 40 51 4 - 96 3.0 466 0.205 100 0.0 2 Lane 2 - - - 785 785 3.0 1626 0.483 100 NA NA Approach 40 51 4 785 880 3.0 0.483 East: Rio Road (WB) DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Lane 1 90 623 87 - 800 3.0 Lane 2 - - 766 34 800 3.0 Approach 90 623 853 34 1600 3.0 North: CATEC Driveway(SB) Approach 5 1 4 11 3.0 West: John Warner Parkway (EB) Lane 1 Lane 2 Lane 3 Approach 18 553 - 572 3.0 - 572 - 572 3.0 - - 52 52 3.0 18 1125 52 1196 3.0 1239 0.646 100 NA NA 1239 0.646 100 NA NA 0.646 0.034 676 0.845 100 NA NA 676 0.845 100 NA NA 626 0.032 100 0.0 2 0.845 Intersection 3687 3.0 0.845 Lane flow rates given in this report are based on the arrival flow rates subject to upstream capacity constraint where applicable. South Exit: Rio Road (NB) Merge Type: Priority Exit Short Lane 2 300 0.0 664 684 3.00 2.00 52 1224 0.043 2.9 3.3 Merge Lane 1 - 100.0 Merge Lane is not Opposed 664 1800 0.369 0.0 0.0 East Exit: Rio Road (WB) Merge Type: Priority Exit Short Lane 3 300 0.0 572 589 3.00 2.00 785 1292 0.607 2.8 10.0 Merge Lane 2 - 100.0 Merge Lane is not Opposed 572 1800 0.318 0.0 0.0 North Exit: CATEC Driveway (SB) Merge Type: Not Applied Full Length Lane 1 Merge Analysis not applied. West Exit: John Warner Parkway (EB) Merge Type: Not Applied J Full Length Lane 1 Merge Analysis not applied. Full Length Lane 2 Merge Analysis not applied. SIDRA INTERSECTION 9.0 j Copyright ® 2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: RAMEY KEMP & ASSOCIATES, INC. I Licence: PLUS I Enterprise I Processed: Friday, May 21, 2021 10:38:26 AM Project: X:12021 Projectst21134 - Rio Point -Albemarle County, VA\Sidra\Rio Road at John Warner Pkwy - 2023.sip9 DocuSign Envelope ID: 96A381`11-1 E67-4BE4-9530-6195C605CC43 LANE LEVEL OF SERVICE Lane Level of Service 8 Site: [Rio Road at John Warner - No -Build 2023 PM (Site Folder: General)] Rio Road at John Warner Parkway / CATEC Driveway No -Build (2023) Conditions PM Peak Hour Site Category: (None) Roundabout Approaches Intersection South East North West LOS B B B D C DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 I jam Warner PodL_ (®) 120 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay and We ratio (degree of saturation) per lane. LOS F will result if We > 1 irrespective of lane delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6). Delay Model: HCM Delay Formula (Geometric Delay is not included). SIDRA INTERSECTION 9.0 1 Copyright © 2000-2020 Akcelik and Associates Ply Ltd I sidrasolutions.com Organisation: RAMEY KEMP & ASSOCIATES, INC. I Licence: PLUS / Enterprise I Processed: Friday, May 21, 2021 10:38:26AM Project: X:\2021 Projects\21134 - Rio Point -Albemarle County, VA\Sidra\Rio Road at John Warner Pkwy - 2023.sipg DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 LANE SUMMARY ® Site: [Rio Road at John Warner - Build 2023 AM (Site Folder General)1 Rio Road at John Warner Parkway / CATEC Driveway Build (2023) Conditions AM Peak Hour Site Category: (None) Roundabout South: Rio Road (NB) Lane 1' 261 3.0 745 0.350 100 9.2 LOSA 1.5 38.9 Short 125 0.0 NA Lane 751 3.0 1626 0.462 100 7.5 LOSA 0.0 0.0 Full 1600 0.0 0.0 Approach 1012 3.0 0.462 7.9 LOSA 1.5 38.9 East: Rio Road (WB) Lane 1 757 3.0 1063 0.712 100 14.8 LOS B 11.3 290.5 Full 1600 0.0 0.0 Lane 2d 757 3.0 1063 0.712 100 14.8 LOS B 11.3 290.5 Full 1600 0.0 0.0 Approach 1514 3.0 0.712 14.8 LOS B 11.3 290.5 North: CATEC Driveway (SB) ift Lane 1d 7 3.0 295 0.022 100 12.6 LOS B 0.1 1.7 Full 1600 0.0 0.0 Approach 7 3.0 0.022 12.6 LOS B 0.1 1.7 West: John Warner Parkway (EB) Lane 1 320 3.0 699 0.457 100 11.7 LOS B 2.5 65.1 Full 1600 0.0 0.0 Lane 2d 320 3.0 699 0.457 100 11.7 LOS B 2.5 65.1 Full 1600 0.0 0.0 Lane 47 3.0 1626 0.029 100 3.2 LOSA 0.0 0.0 Short 300 0.0 NA Approach 686 3.0 0.457 11.1 LOS B 2.5 65.1 Intersectio 3218 3.0 0.711 11.8 LOS B 11.3 290.5 n Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane. LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap -Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. d Dominant lane on roundabout approach South: Rio Road (NB) Lane 1 103 154 3 - 261 3.0 745 0.350 100 0.0 2 Lane 2 - - - 751 751 3.0 1626 0.462 100 NA NA Approach 103 154 3 751 1012 3.0 0.462 East: Rio Road (WB) jr DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Lane 1 60 555 142 - 757 3.0 1063 0.712 100 NA NA Lane 2 - - 748 9 757 3.0 1063 0.712 100 NA NA Approach 60 555 890 9 1514 3.0 0.712 North: CATEC Driveway (SB) -. . Lane �, v. Lane Lane 1 4 1 1 7 3.0 295 0.022 100 NA NA Approach 4 1 1 7 3.0 0.022 West: John Warner Parkway (EB) Lane 1 Lane 2 Lane 3 Approach 16 303 - 320 3.0 - 320 - 320 3.0 - - 47 47 3.0 16 623 47 686 3.0 699 0.457 100 NA NA 699 0.457 100 NA NA 626 0.029 100 0.0 2 0.457 Intersection 3218 3.0 0.712 Lane flow rates given in this report are based on the arrival flow rates subject to upstream capacity constraint where applicable. South Exit: Rio Road (NB) Merge Type: Priority Exit Short Lane 2 300 0.0 660 680 3.00 2.00 47 1227 0.038 2.9 Merge Lane 1 - 100.0 Merge Lane is not Opposed 660 1800 0.367 0.0 East Exit: Rio Road (WB) Merge Type: Priority Exit Short Lane 3 300 0.0 320 329 3.00 2.00 751 1497 0.502 2.4 Merge Lane 2 - 100.0 Merge Lane is not Opposed 320 1800 0.178 0.0 North Exit: CATEC Driveway (SB) Merge Type: Not Applied Full Length Lane 1 Merge Analysis not applied. West Exit: John Warner Parkway (EB) Merge Type: Not Applied Full Length Lane 1 Merge Analysis not applied. Full Length Lane 2 Merge Analysis not applied. 3.2 0.0 7.3 0.0 SIDRA INTERSECTION 9.0 j Copyright ® 2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: RAMEY KEMP & ASSOCIATES, INC. I Licence: PLUS I Enterprise I Processed: Friday, May 21, 2021 10:35:27 AM Project: X:12021 Projectst21134 - Rio Point -Albemarle County, VA\Sidra\Rio Road at John Warner Pkwy - 2023.sip9 DocuSign Envelope ID: 96A381`11-1 E67-4BE4-9530-6195C605CC43 LANE LEVEL OF SERVICE Lane Level of Service 8 Site: [Rio Road at John Warner - Build 2023 AM (Site Folder: General)] Rio Road at John Warner Parkway / CATEC Driveway Build (2023) Conditions AM Peak Hour Site Category: (None) Roundabout Approaches Intersection South East North West LOS A B B B B DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 I 3eM1 Wamer Pork_ (®) Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane. LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6). Delay Model: HCM Delay Formula (Geometric Delay is not included). SIDRA INTERSECTION 9.0 1 Copyright © 2000-2020 Akcelik and Associates Ply Ltd I sidrasolutions.com Organisation: RAMEY KEMP & ASSOCIATES, INC. I Licence: PLUS / Enterprise I Processed: Friday, May 21, 2021 10:35:27AM Project: X:\2021 Projects\21134 - Rio Point -Albemarle County, VA\Sidra\Rio Road at John Warner Pkwy - 2023.sipg DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 LANE SUMMARY ® Site: [Rio Road at John Warner - Build 2023 PM (Site Folder General)1 Rio Road at John Warner Parkway / CATEC Driveway Build (2023) Conditions PM Peak Hour Site Category: (None) Roundabout South: Rio Road (NB) Lane 1° 115 3.0 466 0.247 100 11.5 LOS B 0.8 21.5 Short 125 0.0 NA Lane 2 803 3.0 1626 0.494 100 10.6 LOS B 0.0 0.0 Full 1600 0.0 0.0 Approach 918 3.0 0.494 10.7 LOS B 0.8 21.5 East: Rio Road (WB) Lane 1 815 3.0 1216 0.670 100 12.1 LOS B 5.8 148.3 Full 1600 0.0 0.0 Lane 2d 815 3.0 1216 0.670 100 12.1 LOS B 5.8 148.3 Full 1600 0.0 0.0 Approach 1629 3.0 0.670 12.1 LOS B 5.8 148.3 North: CATEC Driveway (SB) Job Lane 1d 12 3.0 310 0.039 100 12.3 LOS B 0.1 2.9 Full 1600 0.0 0.0 Approach 12 3.0 0.039 12.3 LOS B 0.1 2.9 West: John Warner Parkway (EB) Lane 1 572 3.0 657 0.871 100 35.5 LOS E 12.4 317.9 Full 1600 0.0 0.0 Lane 2d 572 3.0 657 0.871 100 35.5 LOS E 12.4 317.9 Full 1600 0.0 0.0 Lane 80 3.0 1626 0.049 100 3.6 LOSA 0.0 0.0 Short 300 0.0 NA Approach 1224 3.0 0.871 Intersectio 3784 3.0 n 33.4 LOS D 12.4 317.9 18.6 LOS C 12.4 317.9 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane. LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap -Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. d Dominant lane on roundabout approach South: Rio Road (NB) Lane 1 41 68 5 - 115 3.0 466 0.247 100 0.0 2 Lane 2 - - - 803 803 3.0 1626 0.494 100 NA NA Approach 41 68 5 803 918 3.0 0.494 East: Rio Road (WB) DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 Lane 1 90 652 72 Lane 2 - - 781 Approach 90 652 853 North: CATEC Driveway(SB) 815 3.0 1216 0.670 100 NA NA 815 3.0 1216 0.670 100 NA NA 34 1629 3.0 0.670 Approach 5 2 4 12 3.0 0.039 West: John Warner Parkway (EB) -. Lane Prob. Ov. Ov. Lane Lane 1 18 553 - 572 3.0 657 0.871 100 NA NA Lane 2 - 572 - 572 3.0 657 0.871 100 NA NA Lane 3 - - 80 80 3.0 1626 0.049 100 0.0 2 Approach 18 1125 80 1224 3.0 Totalpeg Intersection 3784 3.0 0.871 0.871 Lane flow rates given in this report are based on the arrival flow rates subject to upstream capacity constraint where applicable. South Exit: Rio Road (NB) Merge Type: Priority Exit Short Lane 2 300 0.0 696 717 3.00 2.00 80 Merge Lane 1 - 100.0 Merge Lane is not Opposed 696 East Exit: Rio Road (WB) Merge Type: Priority Exit Short Lane 3 300 0.0 572 589 3.00 2.00 803 Merge Lane 2 - 100.0 Merge Lane is not Opposed 572 North Exit: CATEC Driveway (SB) Merge Type: Not Applied Full Length Lane 1 Merge Analysis not applied. West Exit: John Warner Parkway (EB) Merge Type: Not Applied Full Length Lane 1 Merge Analysis not applied. Full Length Lane 2 Merge Analysis not applied. 1201 0.067 3.0 3.5 1800 0.386 0.0 0.0 1292 0.622 2.8 10.4 1800 0.318 0.0 0.0 SIDRA INTERSECTION 9.0 j Copyright ® 2000-2020 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: RAMEY KEMP & ASSOCIATES, INC. I Licence: PLUS I Enterprise I Processed: Friday, May 21, 2021 10:32:05 AM Project: X:t2021 Projectst21134 - Rio Point -Albemarle County, VA\Sidra\Rio Road at John Warner Pkwy - 2023.sip9 DocuSign Envelope ID: 96A381`11-1 E67-4BE4-9530-6195C605CC43 LANE LEVEL OF SERVICE Lane Level of Service 8 Site: [Rio Road at John Warner - Build 2023 PM (Site Folder: General)] Rio Road at John Warner Parkway / CATEC Driveway Build (2023) Conditions PM Peak Hour Site Category: (None) Roundabout Approaches Intersection South East North West LOS B B B D C DocuSign Envelope ID: 96A38F11-1E67-4BE4-9530-6195C605CC43 I 3eM1 Wamer Pork_ (®) Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane. LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6). Delay Model: HCM Delay Formula (Geometric Delay is not included). SIDRA INTERSECTION 9.0 1 Copyright © 2000-2020 Akcelik and Associates Ply Ltd I sidrasolutions.com Organisation: RAMEY KEMP & ASSOCIATES, INC. I Licence: PLUS / Enterprise I Processed: Friday, May 21, 2021 10:32:05AM Project: X:\2021 Projects\21134 - Rio Point -Albemarle County, VA\Sidra\Rio Road at John Warner Pkwy - 2023.sipg