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HomeMy WebLinkAboutZMA202000007 Study Zoning Map Amendment 2020-01-15RAMEY KEMP & A$$OCIATES, iNc_ 1 RAMEY KEMP ASSOCIATES TRANSPORTATION ENGINEERS December 27, 2019 Mr. Kevin McDermott, AICP Albemarle County 401 McIntire Road Charlottesville, Virginia 22902 Phone: (434) 296-5832 4343 Cox Road Glen Allen, VA 23060 Phone: 804-217-8560 Fax: 804-217-8563 www.remeVkemp.com Reference: Ashwood Boulevard Residential — Traffic Impact Analysis (TIA) Albemarle County, Virginia Dear Mr. McDermott, Ramey Kemp & Associates, Inc. (RKA) has performed a Traffic Impact Analysis (TIA) for the proposed neighborhood in the northeast quadrant of the U.S. 29 at Ashwood Boulevard intersection. The development plan includes up to 250 apartments and 108 two -over -two (2+2) townhome units with one full -movement driveway on Ashwood Boulevard and one right -in / right -out driveway on U.S. 29. If approved, the neighborhood is expected to be built -out in 2023. Figure 1 shows the site location and study intersections, and Figure 2 shows the preliminary site plan. Based on our TIA scoping meeting with you and VDOT on December 6, the purpose of this letter report is to provide the following: ■ Trip generation calculations ■ Evaluation of turn lane warrants for the proposed site driveways ■ Capacity and queueing analysis of the study intersections Existing Roadway Conditions U.S. 29 (Seminole Trail) is a six -lane Principal Arterial with a current average daily traffic (ADT) volume of approximately 45,000 vehicles per day (vpd), and a posted speed limit of 45 miles per hour (mph) in the vicinity of the site. Ashwood Boulevard is a two-lane collector with a current ADT volume of approximately 5,100 vpd, and a posted speed limit of 35 mph. The existing roadway configuration is shown in Figure 3. 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 Peggy Malone & Associates, Inc. at the intersection of U.S. 29 at Ashwood Boulevard on December 11. The traffic count data are enclosed, and the existing 2019 volumes are shown in Figure 4. Charleston, SC - Charlotte, NC - Raleigh, NC - Richmond, VA - Winston-Salem, NC Ashwood Boulevard Residential — Traffic Impact Analysis Page 2 of 7 Approved Development Based on discussion with the County and VDOT, one approved development is included in this TIA. Brookhill is a mixed -use development in the southeast quadrant of the U.S. 29 at Ashwood Boulevard intersection. The approved development trips were based on Figure 12 from the RKA TIA dated February 2016. The trips for the Brookhill neighborhood are shown in Figure 5. Background Traffic Growth The 2019 peak hour traffic volumes were grown by an annual rate of 1.15% for four years to estimate the 2023 peak hour traffic volumes. The grown volumes were combined with the approved development trips to estimate the no -build 2023 volumes, which are shown in Figure 6. 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 ITE Trip Generation Manual — IOth Edition. Table 1 summarizes the trip generation calculations. Table 1 ITE Trin Generation — Weekdav —10' Edition Weekday Land Use Daily Traffic AM Peak Hour PM Peak Hour (ITE Land Use Code) Size (vPd) (vph) (vph) Enter Exit Enter Exit Enter Exit Multifamily Housing — 375 units 1,021 1,021 35 100 101 64 Mid -Rise (221) The development plan includes 358 units, but the analysis is based on the trip potential of 375 units to be conservative. Site Traffic Distribution The following site traffic distribution was applied based on a review of the existing traffic volumes, the adjacent roadway network, and engineering judgement: ■ 67% to / from the south on U.S. 29 ■ 15% to / from the south on Archer Avenue ■ 13% to / from the north on U.S. 29 ■ 5% to / from the east on Ashwood Boulevard Figure 7 shows the site trip distribution, Figure 8 shows the site trip assignment, and Figure 9 shows the projected 2023 build -out peak hour traffic volumes. ®RAMEY KEMP ASSOCIATES Ashwood Boulevard Residential — Traffic Impact Analysis Page 3 of 7 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. U.S. 29 at Right -in / Right -out Driveway: ■ A northbound right -turn taper on U.S. 29 is barely warranted in the PM peak hour only Ashwood Boulevard at Archer Avenue / Site Driveway: ■ A westbound right -turn lane on Ashwood Boulevard is not warranted ■ An eastbound left -turn lane on Ashwood Boulevard is nearly warranted in the PM peak hour only Figure 10 shows the recommended roadway laneage at the proposed driveways. Intersection Spacing Standards VDOT requires at least 305 feet of separation between partial access driveways on Principal Arterial roadways posted 45 mph. The proposed right -in / right -out driveway on U.S. 29 is approximately 500 feet north of the U.S. 29 at Ashwood Boulevard intersection which exceeds the VDOT minimum spacing standards. ®RAMEY KEMP ASSOCIATES Ashwood Boulevard Residential - Traffic Impact Analysis Page 4 of 7 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) - 6th Edition. Table 2 summarizes the capacity analysis results for the signalized intersection of U.S. 29 at Ashwood Boulevard, and the Synchro outputs are enclosed for reference. Table 2 Level -of -Service Summary for U.S. 29 at Ashwood Boulevard AM PEAK HOUR PM PEAK HOUR CONDITION LANE GROUP Lane Lane Queue Overall Lane Lane Queue Overall LOS Delay ft ( ) LOS LOS Delay ft O LOS sec (Delay) (sec) (Delay) WBL D 44.8 173 D 52.7 79 WBR B 10.6 35 B 17.3 33 Existing (2019) NBU D 44.0 6 B D 52.0 7 A Traffic Conditions NBT A 6.5 200 (11.4 sec) A 8.2 345 (7.5 sec) NBR A 1.7 18 A 1.1 24 SBL A 4.1 7 A 7.5 22 SBT A 9.1 417 A 4.2 242 WBL D 45.4 201 E 55.1 106 WBR A 9.1 43 B 15.1 44 No -Build (2023) NBU D 54.5 89 B E 63.9 93 B Traffic Conditions NBT B 11.4 240 (17.6 sec) B 13.4 468 (13.5 sec) NBR A 2.2 19 A 1.4 29 SBL A 6.8 26 D 36.7 145 SBT B 16.4 482 A 7.7 261 WBL D 45.1 226 E 58.1 128 WBR A 8.3 42 B 14.8 44 Build (2023) NBU D 54.5 89 B E 64.6 93 B Traffic Conditions NBT B 12.6 256 (19.2 sec) B 14.4 491 (14.5 sec) NBR A 2.3 22 A 1.5 32 SBL A 7.9 30 D 38.5 158 SBT B 18.2 509 A 7.8 261 Capacity analysis indicates that the intersection currently operates at LOS B during the AM peak hour and at LOS A during the PM peak hour. Under no -build conditions, the intersection is expected to operate at LOS B during both peak hours. Under build conditions, the intersection is expected to continue to operate at LOS B during both peak hours with all movements operating at LOS E or better. No improvements are warranted or recommended at build -out of the site. ®RAMEY KEMP ASSOCIATES Ashwood Boulevard Residential — Traffic Impact Analysis Page 5 of 7 Table 3 summarizes the capacity analysis results for the intersection of Ashwood Boulevard at Archer Avenue / Site Driveway, and the Synchro outputs are enclosed for reference. Table 3 Level -of -Service Summary for Ashwood Boulevard at Archer Avenue / Site Driveway AM PEAK HOUR PM PEAK HOUR CONDITION LANE GROUP Lane Lane Queue Overall Lane Lane Queue Overall LOS Delay ft LOS LOS Delay ft LOS sec (Delay)�� (Delay) EBT - - - - EBR - - - - - - No -Build (2023) w13L2 A 7.6 3 N/A3 A 8.4 3 N/A' Traffic Conditions wBT - - - - - - NBL' C 15.4 18 B 14.9 15 NBR' A 9.0 3 B 10.4 5 EBL2 A 8.4 3 A 7.7 3 EBT - - - - - - EBR - - - - - - Build (2023) WBL2 A 7.6 3 A 8.4 3 VVBTTrac 3 N/A 3 N/A ffiConditions BL/R C 24.0 30 C 22.3 25 NBT/R' A 9.9 5 B 12.7 8 SBL/T' C 17.1 5 C 18.8 5 SBR' B 12.2 13 A 9.4 5 1. Level of service for minor approach 2. Level of service for major street left -turn movement 3. HCM methodology does not provide lane group or overall LOS, delay, and queue lengths for major street through movements or right turns at unsignalized intersections. Under no -build conditions, capacity analysis indicates that the minor street left -turn movement is expected to operate with short delays (less than 25 seconds) during the AM and PM peak hours with queue lengths less than one vehicle. Under build conditions, capacity analysis indicates that the minor street left -turn movement is expected to continue to operate with short delays (less than 25 seconds) during the AM and PM peak hour with queue lengths of one vehicle or less. ®RAMEY KEMP ASSOCIATES Ashwood Boulevard Residential — Traffic Impact Analysis Page 6 of 7 Table 4 summarizes the capacity analysis results for the intersection of U.S. 29 at Right -in / Right -out Driveway, and the Synchro outputs are enclosed for reference. Table 4 Level -of -Service Summary for U.S. 29 at Right -in / Right -out Driveway CONDITION LANE GROUP AM PEAK HOUR PM PEAK HOUR Lane Lane Queue Overall Lane Lane Queue Overall LOS Delay ft LOS LOS Delay ft LOS sec (Delay)�� (Delay) WBRI C 19.1 5 D 32.0 5 Build (2023) NBT - - N/A2 - - - N/A2 Traffic Conditions NBR - - - - SBT - - - - 1. Level of service for minor approach 2. 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 right -turn movement is expected to operate with short delays (less than 25 seconds) during the AM peak hour and with moderate delays (between 25 and 50 seconds) during the PM peak hour, with queue lengths of less than one vehicle. Recommendations Based on the trip generation potential of the proposed neighborhood, the following improvements are recommended: Ashwood Boulevard at Archer Avenue / Site Driveway: ■ Construct site driveway with one ingress lane and two egress lanes ■ Construct one eastbound left -turn lane on Ashwood Boulevard with 100 feet of storage U.S. 29 at Right -in / Right -out Driveway ■ Construct site driveway with one ingress lane and one egress lane ■ Construct one northbound right -turn lane on U.S. 29 with 200 feet of storage ®RAMEY KEMP ASSOCIATES Ashwood Boulevard Residential — Traffic Impact Analysis Page 7 of 7 We appreciate your attention to this matter. Please contact me at (804) 217-8560 if you have any questions about this report. _uAAA. . Sincerely yours,��AE TN �'! Ramey Kemp & Associates, Inc. (00LIc. RLA. HULT I No. 049624 I ;L-al - 0 Uww`7 t Carl Hultgren, P.E., PTOE �FS� NA4 State Traffic Engineering Lead Enclosures: Figures, Traffic count data, Synchro output, VDOT turn lane warrant diagrams Copy to: Mr. Adam Moore, P.E., VDOT Mr. Alex Mays, RST Development, LLC Mr. Ryan Yauger, P.E., Bohler Engineering « RAMS KEMP ASSOCIATES o ,4, Inset 6S5o 7- 0 LEGEND Commonwealth Rio b,o Eastham O Study Intersection ® �9 Barracks © 0 _ j Site Boundary C3 0 ?E ® University Wildwocd of Virginia Future Archer Avenue 0 Overview RAMEY KEMP a. j ASSOCIATES TRANSPORTATION ENGINEERS Ashwood Boulevard Residential Albemarle County, Virginia Site Location and Study Intersections Scale: Not to Scale I Figure 1 I I I1z, - I I I I EMI I I I I I I I I L'I I I I � -' 7-IX, _._..._.._.. I I ICI I S 4 y a: W ¢� e RAMEY KEMP a. j ASSOCIATES TRANSPORTATION ENGINEERS A Ashwood Boulevard Residential Albemarle County, Virginia Preliminary Site Plan Scale: Not to Scale I Figure 2 1 U.S. 29 (Seminole Trail) b o � 0 o � v-; 325' o 325' 1 + ! 5,100 vpd Ashwood 35 mph Boulevard o N N U.S. 29 LEGEND (Seminole Trail) Existing Traffic Signal Existing Lane XI Storage (In Feet) R A M E Y K E M P Ashwood Boulevard Existing Lane Configuration a. Residential j ASSOCIATES RTATION ENGINEERS Albemarle County Virginia TRANSPO Scale: Not to Scale Figure 3 U.S. 29 (Seminole Trail) 0 57 (35) 369 (122) Ashwood Boulevard o 00 M � O N U. S. 29 (Seminole Trail) LEGEND X (Y) AM (PM) Peak Hour R A M E Y K E M P Ashwood Boulevard Existing (2019) Peak Hour Traffic Volumes a.Residential j ASSOCIATES RTATION ENGINEERS Albemarle County Virginia TRANSPOFigure 4 Scale: Not to Scale Fi g U.S. 29 (Seminole Trail) 0 7s— 30 (27) 46 (41) 25 (42) � Ashwood d Boulevard (105) 61 �► 00 ^ 00 �t 00 v M O N 129 (116) Brookhill Driveway -I:r cc � N M U.S. 29 (Seminole Trail) Archer Avenue Brookhill AM (PM) Peak Hour Right -in / Right -out Driveway R A M E Y K E M P Ashwood Boulevard Approved Development Trips a. Residential j ASSOCIATES RTATION ENGINEERS Albemarle County Virginia TRANSPOFigure 5 Scale: Not to Scale Fi g U.S. 29 (Seminole Trail) Cn N 00 N N �— 90 (64) f 446 (165) 432 (169) 25 (42) Ashwood (311) 95 -- ­Q� [--w- Boulevard (� (105) 61 00 l� M �O M 00 00 V — 't — � 00 �c Cq N Ni N N N Archer Avenue U.S. 29 (Seminole Trail) LEGEND X (Y) AM (PM) Peak Hour R A M E Y K E M P Ashwood Boulevard No -Build (2023) Peak Hour Traffic Volumes a.Residential j ASSOCIATES RTATION ENGINEERS Albemarle County Virginia TRANSPOFigure 6 Scale: Not to Scale Fi g U.S. 29 (Seminole Trail) 13% M 1 (10%) Site Proposed RIRO T o M o Proposed Driveway In 0 �(3%) o 00 In L► # 5� � Ashwood � Boulevard T � 50% T S% 0 0 0 N � U.S. 29 (Seminole Trail) 67% Archer Avenue 15% LEGEND X% (Y%) Entering (Exiting) Trip Distribution xx] Regional Trip Distribution _ Ashwood Boulevard Site Trip a.R A M E Y K E M P Distribution Residential j ASSOCIATES RTATION ENGINEERS Albemarle County Virginia TRANSPO Scale: Not to Scale Figure 7 U.S. 29 (Seminole Trail) M "l 10 (6) Site 1 Proposed RIRO T M � CA O M Proposed Driveway v, O � � M 3 (2) O° 67 (43) L� L?w Ashwood Boulevard (� (51) 18 Archer Avenue U.S. 29 (Seminole Trail) LEGEND X (Y) AM (PM) Peak Hour R A M E Y K E M P Ashwood Boulevard rip ASiSite n e Trip a. g j A S S O C I A T E S Residential RTATION ENGINEERS Albemarle County Virginia TRANSPO Scale: Not to Scale Figure 8 U.S. 29 (Seminole Trail) 00 rn 00 0 M N � � 10 (6> Proposed Site RIRO T � T Proposed 00 00 Driveway N N N v O OD 00 1 (5) a, 0 �— 93 (66) r- �— 446 (165) c i" r 499 (212) 1 l� 25 (42) down Ashwood Boulevard f-► (51) 18 � '-1 M r- (310) 95 —► 0 ? � (105) 61 o � ^rn N N Archer Avenue U.S. 29 (Seminole Trail) LEGEND X (Y) AM (PM) Peak Hour Traffic Build (2023) Peak Hour R A M E Y K E M P Ashwood Boulevard Traffic Volumes Residential j ASSOCIATES RTATION ENGINEERS Albemarle County Virginia TRANSPO Scale: Not to Scale Figure 9 U.S. 29 (Seminole Trail) Proposed Site RIRO o 0 N Proposed Driveway 325' o 325' Restripe 44 Ashwood 100, Boulevard o Restripe N N Archer Avenue LEGEND Existing Traffic Signal XI Storage (In Feet) U.S. 29 (Seminole Trail) Existing Lane Recommended Lane Lane to be constructed by Brookhill development R A M E Y K E M P Ashwood Boulevard Recommended Lane Confi oration j ASS O C I A T E S Residential g TRANSPORTATION ENGINEERS Albemarle County, Virginia Scale: Not to Scale Figure 10 Peggy Malone & Associates, Inc. (888) 247-8602 07:00 AM 381 07:15 AM 514 07:30 AM 562 07:45 AM 570 Total 2027 08:00 AM 519 08:15 AM 476 08:30 AM 403 08:45 AM 454 Total 1852 Grand Total 3879 Apprch % 99.3 Total % 53.6 Southbound Lefr Peds 1 0 7 0 3 0 4 0 15 0 3 0 2 0 4 0 4 0 13 0 28 0 0.7 0 0.4 0 382 521 565 574 2042 522 478 407 458 1865 3907 54 8 17 15 16 56 18 8 16 15 57 113 15.7 1.6 File Name : US 29 and Ashwood Blvd. AM Site Code Start Date : 12/12/2019 Page No : 1 is Printed- Combined shwood Blvd Westbound Left Peds I App. Total 30 0 38 44 0 61 70 0 85 97 0 113 241 0 297 93 0 111 109 0 117 99 0 115 64 0 79 365 0 422 606 0 719 84.3 0 8.4 0 9.9 Northbound 'fight I Thru I Left I 10 255 0 16 296 0 21 314 0 24 352 0 71 1217 0 18 308 0 15 330 0 24 301 1 32 297 0 89 1236 1 160 2453 1 6.1 93.8 0 2.2 33.9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 265 312 335 376 1288 326 345 326 329 1326 2614 36.1 US 29 Southbound Ashwood Blvd Westbound US 29 Northbound Start Time Thru I Left I Right I Left App. Total Right I Thm F Left App. Total YeaK Hour Hlldlysis rrom u /:w f i to u5:43 f i - YeaK i or i Peak Hnnr fnr Fntire. Tntersertinn Reams at 07-'in AM 685 894 985 1063 3627 959 940 848 866 3613 7240 Int. Total 07:30 AM 562 3 565 15 70 85 21 314 0 335 985 07:45 AM 570 4 574 16 97 113 24 352 0 376 1063 08:00 AM 519 3 522 18 93 111 18 308 0 326 959 08:15 AM 476 2 478 8 109 117 15 330 0 345 940 Total Volume 2127 12 2139 57 369 426 78 1304 0 1382 3947 % App. Total 99.4 0.6 13.4 86.6 5.6 94.4 0 PHF .933 .750 .932 .792 .846 .910 .813 .926 .000 .919 .928 Peggy Malone & Associates, Inc. (888) 247-8602 04:00 PM 393 04:15 PM 405 04:30 PM 437 04:45 PM 419 Total 1654 05:00 PM 474 05:15 PM 433 05:30 PM 414 05:45 PM 401 Total 1722 Grand Total 3376 Apprch % 97.3 Total % 40.3 Southbound Lefr Peds 8 0 9 0 13 0 8 0 38 0 15 0 19 0 11 0 12 0 57 0 95 0 2.7 0 1.1 0 401 414 450 427 1692 489 452 425 413 1779 3471 41.4 3 15 14 9 41 9 7 10 7 33 74 21.3 0.9 File Name : US 29 and Ashwood Blvd. PM Site Code Start Date : 12/12/2019 Page No : 1 is Printed- Combined shwood Blvd Westbound Left Peds I App. Total 37 0 40 57 0 72 30 0 44 33 0 42 157 0 198 24 0 33 31 0 38 34 0 44 27 0 34 116 0 149 273 0 347 78.7 0 3.3 0 4.1 Northbound tight I Thru I Left I 43 503 0 55 558 1 52 476 0 67 470 0 217 2007 1 53 538 0 64 523 0 61 533 0 74 485 0 252 2079 0 469 4086 1 10.3 89.7 0 5.6 48.8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 546 614 528 537 2225 591 587 594 559 2331 4556 54.4 US 29 Southbound Ashwood Blvd Westbound US 29 Northbound Start Time Thru I Left I Right I Lcft App. Total Right I Thru F Left App. Total YeaK Hour H uysis rrom o :w rivi to u3:43 YNl - reaK i or i Peak 14— fnr Fntire. Tntersertinn Reams at OA-45 PM 987 1100 1022 1006 4115 1113 1077 1063 1006 4259 8374 IM. Total 04:45 PM 419 8 427 9 33 42 67 470 0 537 1006 05:00 PM 474 15 489 9 24 33 53 538 0 591 1113 05:15 PM 433 19 452 7 31 38 64 523 0 587 1077 05:30 PM 414 11 425 10 34 44 61 533 0 594 1063 Total Volume 1740 53 1793 35 122 157 245 2064 0 2309 4259 % App. Total 97 3 22.3 77.7 10.6 89.4 0 PHF .918 .697 .917 .875 .897 .892 .914 .959 .000 .972 .957 Ashwood Boulevard Residential - Albemarle, VA Existing (2019) Conditions 1: U.S. 29 & Ashwood Boulevard Tarring Plan: AM Peak Hour f, t Lane Group WBL V\BR NBU NBT NBR SBL SBT Lane Configurations r A ttt r ) ttt Traffic Vdume (vph) 369 57 1 1304 78 12 2127 Future Vdun-e (vph) 369 57 1 1304 78 12 2127 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 250 275 200 Storage Lanes 2 1 1 1 1 Taper Length (ft) 100 100 100 Satd. Raw (prot) 3433 1583 1770 5085 1583 1770 5085 Rt Permitted 0.950 0.950 0.156 Satd. Raw (perm) 3433 1583 1770 5085 1583 291 5085 Right Turn on Red Yes Yes Satd. Raw (RTOR) 61 84 Link Speed (mph) 35 45 45 Link Distance (ft) 454 863 808 Travel Time (s) 8.8 13.1 12.2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Lane Group Raw (vph) 397 61 1 1402 84 13 2287 Turn Type Prot Perm Prot NA Perm pm+pt NA Protected Phases 4 5 2 1 6 Pemifted Phases 4 2 6 Detector Phase 4 4 5 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MinimumSplit (s) 16.0 16.0 13.0 16.0 16.0 13.0 16.0 Total Split (s) 24.0 24.0 13.0 66.0 66.0 13.0 66.0 Total SO it (%) 23.3% 23.3% 12.6% 64.1 % 64.1 % 12.6% 64.1 % Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None C-Min C-Min None C-Min Act Oct Green (s) 18.2 18.2 7.6 74.4 74.4 76.0 74.4 Actuated g/C Ratio 0.18 0.18 0.07 0.72 0.72 0.74 0.72 We Ratio 0.66 0.19 0.01 0.38 0.07 0.04 0.62 Control Delay 44.8 10.6 44.0 6.5 1.7 4.1 9.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 44.8 10.6 44.0 6.5 1.7 4.1 9.1 LOS D B D A A A A Approach Delay 40.3 6.3 9.0 Approach LOS D A A Queue Length 50th (ft) 125 0 1 103 0 2 222 Queue Length 95th (ft) 173 35 6 200 18 7 417 Internal Link Dist (ft) 374 783 728 Turn Bay Length (ft) 250 275 200 Base Capacity (vph) 666 356 154 3673 1166 344 3674 Starvation Cap Reductn 0 0 0 0 0 0 0 Synchro 10 Report RKA Page 1 Ashwood Boulevard Residential - Albemarle, VA 1: U.S. 29 & Ashwood Boulevard f, 14* Existing (2019) Conditions Tarring Plan: AM Peak Hour Lane Group WBL V\BR NBU NBT NBR SBL SBT Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.60 0.17 0.01 0.38 0.07 0.04 0.62 Intersection Summary Area Type: Other Cyde Length: 103 Actuated Cyde Length: 103 Offset: 0 (00/o), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cyde: 60 Control Type: Actuated -Coordinated Maxi mum A Ratio: 0.66 Intersection Signal Delay: 11.4 Intersection LOS: B Intersection Capadty Utilization 58.3% ICU Level of Service B Analysis Period (rrin)15 Splits and Phases: 1: U.S. 29 &Ashwood Boulevard 01 Io2"R'. - 13 s 66Is 24 s #1 05 T 05 'R'. 13 s 66 s Synchro 10 Report RKA Page 2 Ashwood Boulevard Residential - Albemarle, VA Existing (2019) Conditions 1: U.S. 29 & Ashwood Boulevard TirringRan: PMPeak Hour f, t Lane Group WBL V\BR NBU NBT NBR SBL SBT Lane Configurations r A ttt r ) ttt Traffic Vdume (vph) 122 35 1 2064 245 53 1740 Future Vdun-e (vph) 122 35 1 2064 245 53 1740 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 250 275 200 Storage Lanes 2 1 1 1 1 Taper Length (ft) 100 100 100 Satd. Raw (prot) 3433 1583 1770 5085 1583 1770 5085 Rt Pernitted 0.950 0.950 0.054 Satd. Raw (perm) 3433 1583 1770 5085 1583 101 5085 Right Turn on Red Yes Yes Satd. Raw (RTOR) 38 263 Link Speed (mph) 35 45 45 Link Distance (ft) 454 863 808 Travel Time (s) 8.8 13.1 12.2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Lane Group Raw (vph) 131 38 1 2219 263 57 1871 Turn Type Prot Perm Prot NA Perm pm+pt NA Protected Phases 4 5 2 1 6 Pemifted Phases 4 2 6 Detector Phase 4 4 5 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MinimumSplit (s) 16.0 16.0 13.0 16.0 16.0 13.0 16.0 Total Split (s) 18.0 18.0 13.0 85.0 85.0 15.0 87.0 Total Split (%) 15.3% 15.3% 11.0% 72.0% 72.0% 12.7% 73.7% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None C-Min C-Min None C-Min Act Oct Green (s) 11.7 11.7 7.6 88.2 88.2 98.0 95.9 Actuated g/C Ratio 0.10 0.10 0.06 0.75 0.75 0.83 0.81 We Ratio 0.39 0.20 0.01 0.58 0.21 0.28 0.45 Control Delay 52.7 17.3 52.0 8.2 1.1 7.5 4.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.7 17.3 52.0 8.2 1.1 7.5 4.2 LOS D B D A A A A Approach Delay 44.7 7.5 4.3 Approach LOS D A A Queue Length 50th (ft) 48 0 1 259 0 6 104 Queue Length 95th (ft) 79 33 7 345 24 22 242 Internal Link Dist (ft) 374 783 728 Turn Bay Length (ft) 250 275 200 Base Capacity (vph) 407 221 135 3799 1249 239 4132 Starvation Cap Reductn 0 0 0 0 0 0 0 Synchro 10 Report RKA Page 1 Ashwood Boulevard Residential - Albemarle, VA Existing (2019) Conditions 1: U.S. 29 & Ashwood Boulevard Tining Ran: PM Peak Hour f, t Lane Group WBL V\BR NBU NBT NBR SBL SBT Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.32 0.17 0.01 0.58 0.21 0.24 0.45 Intersection Summary Area Type: Other Cyde Length: 118 Actuated Cyde Length: 118 Offset: 73 (62%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cyde: 60 Control Type: Actuated -Coordinated Maxi mum A Ratio: 0.58 Intersection Signal Delay: 7.5 Intersection LOS: A Intersection Capadty Utilization 54.9% ICU Level of Service A Analysis Period (nin)15 Splits and Phases: 1: U.S. 29 &Ashwood Boulevard 01 Io2"R'. 04 15S 85s 1 Ems f1 05 06 'R) 13s 1 E87s Synchro 10 Report RKA Page 2 Ashwood Boulevard Residential - Albemarle, VA No -Build (2023) Conditions 1: U.S. 29 & Ashwood Boulevard Tarring Plan: AM Peak Hour f, t Lane Group WBL V\BR NBU NBT NBR SBL SBT Lane Configurations r A ttt r ) ttt Traffic Vdume (vph) 432 90 64 1434 82 74 2229 Future Vdun-e (vph) 432 90 64 1434 82 74 2229 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 250 275 200 Storage Lanes 2 1 1 1 1 Taper Length (ft) 100 100 100 Satd. Raw (prot) 3433 1583 1770 5085 1583 1770 5085 Rt Permitted 0.950 0.950 0.122 Satd. Raw (perm) 3433 1583 1770 5085 1583 227 5085 Right Turn on Red Yes Yes Satd. Raw (RTOR) 97 88 Link Speed (mph) 35 45 45 Link Distance (ft) 454 863 808 Travel Time (s) 8.8 13.1 12.2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Lane Group Raw (vph) 465 97 69 1542 88 80 2397 Turn Type Prot Perm Prot NA Perm pm+pt NA Protected Phases 4 5 2 1 6 Pemifted Phases 4 2 6 Detector Phase 4 4 5 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MinimumSplit (s) 16.0 16.0 13.0 16.0 16.0 13.0 16.0 Total Split (s) 25.0 25.0 13.0 65.0 65.0 13.0 65.0 Total SO it (%) 24.3% 24.3% 12.6% 63.1 % 63.1 % 12.6% 63.1 % Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None C-Min C-Min None C-Min Act Oct Green (s) 19.7 19.7 8.9 65.1 65.1 71.8 64.7 Actuated g/C Ratio 0.19 0.19 0.09 0.63 0.63 0.70 0.63 v/c Ratio 0.71 0.26 0.45 0.48 0.09 0.28 0.75 Control Delay 45.4 9.1 54.5 11.4 2.2 6.8 16.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.4 9.1 54.5 11.4 2.2 6.8 16.4 LOS D A D B A A B Approach Delay 39.1 12.7 16.1 Approach LOS D B B Queue Length 50th (ft) 146 0 44 201 0 13 415 Queue Length 95th (ft) 201 43 89 240 19 26 482 Internal Link Dist (ft) 374 783 728 Turn Bay Length (ft) 250 275 200 Base Capacity (vph) 699 399 157 3213 1033 293 3196 Starvation Cap Reductn 0 0 0 0 0 0 0 Synchro 10 Report RKA Page 1 Ashwood Boulevard Residential - Albemarle, VA 1: U.S. 29 & Ashwood Boulevard f, 14* No -Build (2023) Conditions Tarring Plan: AM Peak Hour Lane Group WBL V\BR NBU NBT NBR SBL SBT Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.67 0.24 0.44 0.48 0.09 0.27 0.75 Intersection Summary Area Type: Other Cyde Length: 103 Actuated Cyde Length: 103 Offset: 0 (00/o), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cyde: 65 Control Type: Actuated -Coordinated Maxi mum A Ratio: 0.75 Intersection Signal Delay: 17.6 Intersection LOS: B Intersection Capadty Utilization 69.6% ICU Level of Service C Analysis Period (nin)15 Splits and Phases: 1: U.S. 29 &Ashwood Boulevard 01 1 Ie2"R'. 04 13s 1 65Is Z5s #1 0 5 T 0,3 'R'. 13 s 1 65 s Synchro 10 Report RKA Page 2 Ashwood Boulevard Residential - Albemarle, VA No -Build (2023) Conditions 2: Archer Avenue & Ashwood Boulevard Tarring Plan: AM Peak Hour Intersection Int Delay, s✓veh 2.3 Movement EBT EBR V\BL WBT NBL NBR Lane Configurations t r Vii t Vii r Traffic Vol, veh/h 95 61 25 446 76 38 Future Vd, veh/h 95 61 25 446 76 38 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 200 200 - 0 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvrrt Flow 103 66 27 485 83 41 Major/Mnor Majorl Major2 Mnorl Conflicting Flow Al 0 0 169 0 642 103 Stage 1 - - - - 103 - Stage 2 - - - - 539 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1409 - 438 952 Stage 1 - - - - 921 - Stage 2 - - - - 585 - Ratoon blocked, % - - - Mov Cap-1 Maneuver - - 1409 - 430 952 Mov Cap-2 Maneuver - - - - 430 - Stage 1 - - - - 921 - Stage 2 - - - - 574 - Approach EB VM3 NB HCM Control Delay, s 0 0.4 13.3 HCM LOS B Mnor Lane/Major Mvrrt NBLn1 NBLn2 EBT EBR WBL VOT Capacity (veWh) 430 952 - - 1409 - HCM Lane V/C Ratio 0.192 0.043 - - 0.019 - HCM Control Delay (s) 15.4 9 - - 7.6 - HCM Lane LOS C A - - A - HCM 95th °/atile O(veh) 0.7 0.1 - - 0.1 - Synchro 10 Report RKA Page 1 Ashwood Boulevard Residential - Albemarle, VA No -Build (2023) Conditions 1: U.S. 29 & Ashwood Boulevard TirringRan: PMPeak Hour f, t Lane Group WBL V\BR NBU NBT NBR SBL SBT Lane Configurations r A ttt r ) ttt Traffic Vdume (vph) 169 64 58 2222 256 160 1825 Future Vdun-e (vph) 169 64 58 2222 256 160 1825 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 250 275 200 Storage Lanes 2 1 1 1 1 Taper Length (ft) 100 100 100 Satd. Raw (prot) 3433 1583 1770 5085 1583 1770 5085 Rt Pernitted 0.950 0.950 0.048 Satd. Raw (perm) 3433 1583 1770 5085 1583 89 5085 Right Turn on Red Yes Yes Satd. Raw (RTOR) 69 275 Link Speed (mph) 35 45 45 Link Distance (ft) 454 863 808 Travel Time (s) 8.8 13.1 12.2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Lane Group Raw (vph) 182 69 62 2389 275 172 1962 Turn Type Prot Perm Prot NA Perm pm+pt NA Protected Phases 4 5 2 1 6 Pemifted Phases 4 2 6 Detector Phase 4 4 5 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MinimumSplit (s) 16.0 16.0 13.0 16.0 16.0 13.0 16.0 Total Split (s) 17.0 17.0 13.0 80.0 80.0 21.0 88.0 Total Split (%) 14.4% 14.4% 11.0% 67.8% 67.8% 17.8% 74.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None C-Min C-Min None C-Min Act Oct Green (s) 12.3 12.3 8.9 80.1 80.1 97.3 87.1 Actuated g/C Ratio 0.10 0.10 0.08 0.68 0.68 0.82 0.74 v/c Ratio 0.51 0.31 0.46 0.69 0.24 0.64 0.52 Control Delay 55.1 15.1 63.9 13.4 1.4 36.7 7.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 55.1 15.1 63.9 13.4 1.4 36.7 7.7 LOS E B E B A D A Approach Delay 44.1 13.4 10.1 Approach LOS D B B Queue Length 50th (ft) 68 0 46 382 0 73 227 Queue Length 95th (ft) 106 44 93 468 29 145 261 Internal Link Dist (ft) 374 783 728 Turn Bay Length (ft) 250 275 200 Base Capacity (vph) 378 235 137 3451 1162 315 3754 Starvation Cap Reductn 0 0 0 0 0 0 0 Synchro 10 Report RKA Page 1 Ashwood Boulevard Residential - Albemarle, VA No -Build (2023) Conditions 1: U.S. 29 & Ashwood Boulevard Tining Ran: PM Peak Hour f, t Lane Group WBL V\BR NBU NBT NBR SBL SBT Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.48 0.29 0.45 0.69 0.24 0.55 0.52 Intersection Summary Area Type: Other Cyde Length: 118 Actuated Cyde Length: 118 Offset: 73 (62%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cyde: 65 Control Type: Actuated -Coordinated Maxi mum A Ratio: 0.69 Intersection Signal Delay: 13.5 Intersection LOS: B Intersection Capadty Utilization 66.6% ICU Level of Service C Analysis Period (rrin)15 Splits and Phases: 1: U.S. 29 &Ashwood Boulevard 1 t02'R' i 80 17 !; #105 I T 06 Synchro 10 Report RKA Page 2 Ashwood Boulevard Residential - Albemarle, VA No -Build (2023) Conditions 2: Archer Avenue & Ashwood Boulevard Tirnng Plan: PM Peak Hour Intersection Int Delay, s✓veh 2.4 Movement EBT EBR V\BL WBT NBL NBR Lane Configurations t r Vii t Vii r Traffic Vol, veh/h 311 105 42 165 68 34 Future Vd, veh/h 311 105 42 165 68 34 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 200 200 - 0 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvrrt Flow 338 114 46 179 74 37 Major/Mnor Majorl Major2 Mnorl Conflicting Flow Al 0 0 452 0 609 338 Stage 1 - - - - 338 - Stage 2 - - - - 271 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1109 - 458 704 Stage 1 - - - - 722 - Stage 2 - - - - 775 - Ratoon blocked, % - - - Mov Cap-1 Maneuver - - 1109 - 439 704 Mov Cap-2 Maneuver - - - - 439 - Stage 1 - - - - 722 - Stage 2 - - - - 743 - Approach EB VM3 NB HCM Control Delay, s 0 1.7 13.4 HCM LOS B Mnor Lane/Major Mvrrt NBLn1 NBLn2 EBT EBR WBL VOT Capacity (veWh) 439 704 - - 1109 - HCM Lane V/C Ratio 0.168 0.052 - - 0.041 - HCM Control Delay (s) 14.9 10.4 - - 8.4 - HCM Lane LOS B B - - A - HCM 95th °/atile O(veh) 0.6 0.2 - - 0.1 - Synchro 10 Report RKA Page 1 Ashwood Boulevard Residential - Albemarle, VA Build (2023) Conditions 1: U.S. 29 & Ashwood Boulevard Tarring Plan: AM Peak Hour Lane Group WBL V\BR NBU NBT NBR SBU SBL SBT Lane Configurations r A ttt r I ttt Traffic Vdume (vph) 499 93 64 1443 97 2 77 2229 Future Vdun-e (vph) 499 93 64 1443 97 2 77 2229 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 250 275 200 Storage Lanes 2 1 1 1 1 Taper Length (ft) 100 100 100 Satd. Raw (prot) 3433 1583 1770 5085 1583 0 1770 5085 Rt Permitted 0.950 0.950 0.117 Satd. Raw (perm) 3433 1583 1770 5085 1583 0 218 5085 Right Turn on Red Yes Yes Satd. Raw (RTOR) 100 104 Link Speed (mph) 35 45 45 Link Distance (ft) 454 863 808 Travel Time (s) 8.8 13.1 12.2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.92 0.93 0.93 Shared Lane Traffic (%) Lane Group Raw (vph) 537 100 69 1552 104 0 85 2397 Turn Type Prot Perm Prot NA Perm pm+pt pm+pt NA Protected Phases 4 5 2 1 1 6 Pemifted Phases 4 2 6 6 Detector Phase 4 4 5 2 2 1 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MinimumSplit (s) 16.0 16.0 13.0 16.0 16.0 13.0 13.0 16.0 Total Split (s) 27.0 27.0 13.0 63.0 63.0 13.0 13.0 63.0 Total Split (%) 26.2% 26.2% 12.6% 61.2% 61.2% 12.6% 12.6% 61.2% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None C-Min C-Min None None C-Min Act Oct Green (s) 21.6 21.6 8.9 63.1 63.1 69.9 62.8 Actuated g/C Ratio 0.21 0.21 0.09 0.61 0.61 0.68 0.61 v/c Ratio 0.75 0.24 0.45 0.50 0.10 0.31 0.77 Control Delay 45.1 8.3 54.5 12.6 2.3 7.9 18.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.1 8.3 54.5 12.6 2.3 7.9 18.2 LOS D A D B A A B Approach Delay 39.3 13.7 17.8 Approach LOS D B B Queue Length 50th (ft) 168 0 44 216 0 16 438 Queue Length 95th (ft) 226 42 89 256 22 30 509 Internal Link Dist (ft) 374 783 728 Turn Bay Length (ft) 250 275 200 Base Capacity (vph) 766 431 157 3116 1010 283 3101 Starvation Cap Reductn 0 0 0 0 0 0 0 Synchro 10 Report RKA Page 1 Ashwood Boulevard Residential - Albemarle, VA Build (2023) Conditions 1: U.S. 29 & Ashwood Boulevard Tarring Plan: AM Peak Hour Lane Group WBL V\BR NBU NBT NBR SBU SBL SBT Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.70 0.23 0.44 0.50 0.10 0.30 0.77 Intersection Summary Area Type: Other Cyde Length: 103 Actuated Cyde Length: 103 Offset: 0 (00/o), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cyde: 65 Control Type: Actuated -Coordinated Maxi mum A Ratio: 0.77 Intersection Signal Delay: 19.2 Intersection LOS: B Intersection Capadty Utilization 71.5% ICU Level of Service C Analysis Period (nin)15 Splits and Phases: 1: U.S. 29 &Ashwood Boulevard Ji Io2"R'. v- 13 s 63Is 2? s #1 05 13s 63s Synchro 10 Report RKA Page 2 Ashwood Boulevard Residential - Albemarle, VA Build (2023) Conditions 2: Archer Avenue/Proposed Driveway & Ashwood Boulevard Tarring Plan: AM Peak Hour Intersection Int Delay, s✓veh 4.4 Movement EBL EBT EBR WBL VOT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations + r Vii Vii r Traffic Vol, veh/h 18 95 61 25 446 1 76 5 38 5 15 70 Future Vd, veh/h 18 95 61 25 446 1 76 5 38 5 15 70 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 15 0 5 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - 200 200 - - 0 - - - - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvrrt Flow 20 103 66 27 485 1 83 5 41 5 16 76 Major/Mnor Majorl Major2 Mnorl Mnor2 Conflicting Flow Al 486 0 0 169 0 0 734 683 118 754 749 491 Stage 1 - - - - - - 143 143 - 540 540 - Stage 2 - - - - - - 591 540 - 214 209 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - -2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1077 - - 1409 - - 336 372 934 326 341 578 Stage 1 - - - - - - 860 779 - 526 521 - Stage 2 - - - - - - 493 521 - 788 729 - Ratoon blocked, % - - - - Mov Cap-1 Maneuver 1077 - - 1409 - - 271 358 921 295 328 575 Mov Cap-2 Maneuver - - - - - - 271 358 - 295 328 - Stage 1 - - - - - - 844 764 - 516 511 - Stage 2 - - - - - - 404 511 - 723 715 - Approach EB WB NB SIB HCM Control Delay, s 0.9 0.4 18.9 13.3 HCM LOS C B Mnor Lane/Major Mvrrt NBLn1 NBLn2 EBL EBT EBR V\BL WBT VVBRSBLnl SBLn2 Capacity (veh/h) 271 779 1077 - - 1409 - - 319 575 HCM Lane V/C Ratio 0.305 0.06 0.018 - - 0.019 - - 0.068 0.132 HCM Control Delay (s) 24 9.9 8.4 - - 7.6 - - 17.1 12.2 HCM Lane LOS C A A - - A - - C B HCM 95th °/atile O(veh) 1.2 0.2 0.1 - - 0.1 - - 0.2 0.5 Synchro 10 Report RKA Page 1 Ashwood Boulevard Residential - Albemarle, VA Build (2023) Conditions 3: U.S. 29 & Proposed RI RO Turing Plan: AM Peak Hour Intersection Int Delay, s✓veh 0.1 Movement V\BL VMBR NBT NBR SBL SBT Lane Configurations r ttt r ttt Traffic Vol, veh/h 0 13 1527 11 0 2308 Future Vd, veh/h 0 13 1527 11 0 2308 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 - - 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 Mvrrt Flow 0 14 1660 12 0 2509 Major/Mnor Mnorl Major1 Major2 Conflicting Flow Al - 830 0 0 - - Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 7.14 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.92 - - - - Pot Cap-1 Maneuver 0 269 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 269 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach V\B NB SIB HCM Control Delay, s 19.1 0 0 HCM LOS C Mnor Lane/Major Mvrrt NBT NBRASLn1 SBT Capacity (veh/h) - - 269 - HCM Lane V/C Ratio - - 0.053 - HCM Control Delay (s) - - 19.1 - HCM Lane LOS - - C - HCM 95th °/atile 0(veh) - - 0.2 - Synchro 10 Report RKA Page 2 Ashwood Boulevard Residential - Albemarle, VA Build (2023) Conditions 1: U.S. 29 & Ashwood Boulevard TirringRan: PMPeak Hour Lane Group WBL V\BR NBU NBT NBR SBU SBL SBT Lane Configurations r A ttt r I ttt Traffic Vdume (vph) 212 66 58 2247 298 5 168 1825 Future Vdun-e (vph) 212 66 58 2247 298 5 168 1825 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 250 275 200 Storage Lanes 2 1 1 1 1 Taper Length (ft) 100 100 100 Satd. Raw (prot) 3433 1583 1770 5085 1583 0 1770 5085 Rt Pernitted 0.950 0.950 0.048 Satd. Raw (perm) 3433 1583 1770 5085 1583 0 89 5085 Right Turn on Red Yes Yes Satd. Raw (RTOR) 71 320 Link Speed (mph) 35 45 45 Link Distance (ft) 454 863 808 Travel Time (s) 8.8 13.1 12.2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.92 0.93 0.93 Shared Lane Traffic (%) Lane Group Raw (vph) 228 71 62 2416 320 0 186 1962 Turn Type Prot Perm Prot NA Perm pm+pt pm+pt NA Protected Phases 4 5 2 1 1 6 Pemifted Phases 4 2 6 6 Detector Phase 4 4 5 2 2 1 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 MinimumSplit (s) 16.0 16.0 13.0 16.0 16.0 13.0 13.0 16.0 Total Split (s) 17.0 17.0 13.0 79.0 79.0 22.0 22.0 88.0 Total Split (%) 14.4% 14.4% 11.0% 66.9% 66.9% 18.6% 18.6% 74.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None C-Min C-Min None None C-Min Act Oct Green (s) 12.7 12.7 8.8 78.9 78.9 97.2 86.9 Actuated g/C Ratio 0.11 0.11 0.07 0.67 0.67 0.82 0.74 We Ratio 0.62 0.30 0.47 0.71 0.27 0.67 0.52 Control Delay 58.1 14.8 64.6 14.4 1.5 38.5 7.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 58.1 14.8 64.6 14.4 1.5 38.5 7.8 LOS E B E B A D A Approach Delay 47.8 14.0 10.4 Approach LOS D B B Queue Length 50th (ft) 86 0 46 399 0 83 227 Queue Length 95th (ft) 128 44 93 491 32 158 261 Internal Link Dist (ft) 374 783 728 Turn Bay Length (ft) 250 275 200 Base Capacity (vph) 378 237 135 3400 1164 329 3744 Starvation Cap Reductn 0 0 0 0 0 0 0 Synchro 10 Report RKA Page 1 Ashwood Boulevard Residential - Albemarle, VA Build (2023) Conditions 1: U.S. 29 & Ashwood Boulevard TiningRan: PMPeak Hour Lane Group WBL V\BR NBU NBT NBR SBU SBL SBT Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.60 0.30 0.46 0.71 0.27 0.57 0.52 Intersection Summary Area Type: Other Cyde Length: 118 Actuated Cyde Length: 118 Offset: 73 (62%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cyde: 65 Control Type: Actuated -Coordinated Maxi mum A Ratio: 0.71 Intersection Signal Delay: 14.5 Intersection LOS: B Intersection Capadty Utilization 69.0% ICU Level of Service C Analysis Period (nin)15 Splits and Phases: 1: U.S. 29 &Ashwood Boulevard 021) T �- 22s 79 s 1 117!; �"r► 05 I T 06 13 s 1 E:38 s Synchro 10 Report RKA Page 2 Ashwood Boulevard Residential - Albemarle, VA Build (2023) Conditions 2: Archer Avenue/Proposed Driveway & Ashwood Boulevard Tirnng Plan: PM Peak Hour Intersection Int Delay, s✓veh 4.2 Movement EBL EBT EBR WBL VOT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations + r Vii Vii r Traffic Vol, veh/h 51 310 105 42 165 5 68 15 34 3 10 45 Future Vd, veh/h 51 310 105 42 165 5 68 15 34 3 10 45 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - 200 200 - - 0 - - - - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvrrt Flow 55 337 114 46 179 5 74 16 37 3 11 49 Major/Mnor Majorl Major2 Mnorl Mnor2 Conflicting Flow Al 184 0 0 451 0 0 751 723 337 805 835 182 Stage 1 - - - - - - 447 447 - 274 274 - Stage 2 - - - - - - 304 276 - 531 561 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - -2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1391 - - 1109 - - 327 352 705 301 304 861 Stage 1 - - - - - - 591 573 - 732 683 - Stage 2 - - - - - - 705 682 - 532 510 - Ratoon blocked, % - - - - Mov Cap-1 Maneuver 1391 - - 1109 - - 281 324 705 258 280 861 Mov Cap-2 Maneuver - - - - - - 281 324 - 258 280 - Stage 1 - - - - - - 567 550 - 703 655 - Stage 2 - - - - - - 627 654 - 470 490 - Approach EB WB NB SIB HCM Control Delay, s 0.8 1.7 18.3 11.5 HCM LOS C B Mnor Lane/Major Mvrrt NBLn1 NBLn2 EBL EBT EBR V\BL WBT VVBRSBLnl SBLn2 Capacity (veh/h) 281 518 1391 - - 1109 - - 275 861 HCM Lane V/C Ratio 0.263 0.103 0.04 - - 0.041 - - 0.051 0.057 HCM Control Delay (s) 22.3 12.7 7.7 - - 8.4 - - 18.8 9.4 HCM Lane LOS C B A - - A - - C A HCM 95th °/atile O(veh) 1 0.3 0.1 - - 0.1 - - 0.2 0.2 Synchro 10 Report RKA Page 1 Ashwood Boulevard Residential - Albemarle, VA Build (2023) Conditions 3: U.S. 29 & Proposed RIRO TirnngRan: PMPeak Hour Intersection Int Delay, s✓veh 0.1 Movement V\BL VMBR NBT NBR SBL SBT Lane Configurations r ttt r ttt Traffic Vol, veh/h 0 8 2288 30 0 1998 Future Vd, veh/h 0 8 2288 30 0 1998 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 - - 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 Mvrrt Flow 0 9 2487 33 0 2172 Major/Mnor Mnorl Majorl Major2 Conflicting Flow Al - 1244 0 0 - - Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 7.14 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.92 - - - - Pot Cap-1 Maneuver 0 142 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 142 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach V\B NB SIB HCM Control Delay, s 32 0 0 HCM LOS D Mnor Lane/Major Mvrrt NBT NBRABLn1 SBT Capacity (veh/h) - - 142 - HCM Lane V/C Ratio - - 0.061 - HCM Control Delay (s) - - 32 - HCM Lane LOS - - D - HCM 95th °/atile 0(veh) - - 0.2 - Synchro 10 Report RKA Page 2 Ashwood Boulevard at Archer Avenue / Site Driveway Eastbound Left -turn Lane Warrant Build (2023) Volumes WARRANT FOR LEFT -TURN STORAGE LANES ON TWO-LANE HIGHWAY 800 2 700 a_ LLI 600 J 500 0 400 Z 0 300 0- a_ 200 0 0 > 100 200 400 600 800 1000 VA ADVANCING VOLUME (VPH) FIGURE 3-5 ■■■■■■■■■■��■■■■■■■■■■■��■■■a■■S = Storage Length Required �� pPeak ■ iiiiiiiiii�iiiiiiiiiiiii�iiii�■■■ii■■■■■■■■■■■■■ Hour •" MENOMONEE ME■■■iiiiiiiiiii iiiii�i�------------i ■■■■■■■■■■■■, ■■■■■■■■■■■■�■■■■��■■■■■■■■■■■■■■ moommommoomm�+' ■iiiiiiiiiiii �iiii�' '' • i • ■■■■■■■■■■■■■,- ii■■■■■■i ■■■■■iEON ■■■■■■■■■■■■■WE■■■■----- ------- ■ ■■■■ ■■■■►■■■■►■�■■■►�•\■■■■■■■■■■■■■■■■■■■■■■■■■■■■�■■■■�■■■■■■ ■■NEO ,�� ,� ■■■■■ ■■■■■ ■■■■■ ■■■■■■N■■�■■� ■■■■■■■■\■■ \.►■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■M■■■■E■■■■M►■■■O■�■■■■�■■■■■■■■■■ NONE ■O■■■■■■■ ■■■■■■■■mu■■■■■■i■■■■■■N� ■NOON■ ■►NOON■■ iiiiiiiiiciiiiii i iNUMESSU ow • ■■■■■ ■■■■■■■■■■► • " ■■■■■■ ■■■■■■■■■■■���■■■■■■■■■■■■■■■■■■■■��■■■■■■ ■■■■■■ ■■■■■■■■■■■��■►�■■■■■■■■■■■■■■■■■■■■■■■►■■■ ■■■■■■ ■■■■■■■■■■■��■■�■■■■■■■■■■■■■■■■■■■■■■■��■ ■■■■■■ ■■■■■■■■■■■��■■��■■■■■■■■■■■■■■■■■■■■■■■■■� ■■■■■■ ■■■■■■■■■■■��■■■�■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■ ■■■■■■■■■■■��■■■�■■■■■■■■■■■■■■■■■■■■■■■■■ FIGURE 3-6 F-61 120 100 D x W a 80 f!! W J U 2 W 7 C6 60 z cc 7 F H C9 40 CC a 20 5❑ 1 Ashwood Boulevard at Archer Avenue / Site Driveway Westbound Right -turn Lane Warrant F-96 Build (2023) Volumes 100 O 200 300 400 44 500 500 700 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 US 29 at RIRO Driveway Northbound Right -turn Lane Warrant Build (2023) Volumes F-97 12( 10C cc M 0 w d 80 w J U_ 2 LU > 60 C z Q H H 40 cc 30 a. 20 11 200 400 600 800 1000 PHV APPROACH TOTAL, VEHICLES PER HOUR 1200 1400 1,538 2,318 Appropriate Radius required at all Intersections and Entrances (Commercial or Private). LEGEND PHV- - Peak Hour Volume (also Design Hourly Volume equivalent) Adjustment for Right Turns If PHV is not known use formula: PHV = ADT x K x D K = the percent of AADT occurring in the peak hour D = the percent of traffic in the peak direction of flow Note: An average of 11 % for K x D will suffice. When right turn facilities are warranted, see Figure 3-1 for design criteria. FIGURE 3-27 WARRANTS FOR RIGHT TURN TREATMENT (4-LANE HIGHWAY) Rev. 1 /15