The URL can be used to link to this page

Home My WebLink AboutZMA202100008 Study 2021-11-15Old Ivy Residences Traffic Impact Analysis Albemarle County, Virginia July 19, 2021 Revised November 15, 2021 o THOMAS BO RUFF a Uc. No. 055085 4P�n '�II5/2d21 k`y42 Prepared For: Greystar Real Estate Partners TIMMONS GROUP .00*44 YOUR VISION ACHIEVED THROUGH OURS. • a • PAGE INTENTIONALLY BLANK November 2021 Old Ivy Residences Traffic Impact Analysls - Albemarle County, VA TABLE OF CONTENTS TABLEOF CONTENTS........................................................................................................................I APPENDICES.................................................................................................................................. II LISTOF TABLES.............................................................................................................................III LISTOF FIGURES.......................................................................................................................... IV 1 EXECUTIVE SUMMARY.............................................................................................................1-1 1.1 PROJECT OVERVIEW............................................................................................................ 1-1 1.2 PROJECT SCOPE..................................................................................................................1-2 1.3 STUDY FINDINGS................................................................................................................ 1-3 1.4 RECOMMENDATIONS............................................................................................................ 1-4 2 ANALYSIS OF EXISTING CONDITIONS....................................................................................2-1 2.1 CAPACITY ANALYSES............................................................................................................ 2-1 2.2 EXISTING CONDITIONS......................................................................................................... 2-3 2.3 2021 EXISTING CONDITIONS ANALYSIS.................................................................................... 2-4 3 ANALYSIS OF BACKGROUND CONDITIONS.............................................................................3-1 3.1 2025 BACKGROUND TRAFFIC GROWTH..................................................................................... 3-1 3.2 2025 BACKGROUND CONDITIONS ANALYSIS.............................................................................. 3-1 4 SITE TRIP GENERATION AND DISTRIBUTION........................................................................4-1 4.1 TRIP GENERATION...............................................................................................................4-1 4.2 SITE TRIP DISTRIBUTION......................................................................................................4-1 4.3 SITE TRIP ASSIGNMENT........................................................................................................4-1 5 ANALYSIS OF FUTURE CONDITIONS WITH DEVELOPMENT....................................................5-1 5.1 2025 TOTALTRAFFIC VOLUMES............................................................................................. 5-1 5.2 2025 FUTURE CONDITIONS ANALYSIS...................................................................................... 5-1 5.3 YEAR-TO-YEAR ANALYSIS COMPARISON.................................................................................... 5-3 6 TURN LANE WARRANT ANALYSIS...........................................................................................6-1 6.1 2025 FUTURE CONDITIONS ANALYSIS...................................................................................... 6-1 7 CONCLUSIONS AND RECOMMENDATIONS..............................................................................7-1 7.1 STUDY FINDINGS................................................................................................................ 7-1 7.2 RECOMMENDATIONS............................................................................................................ 7-2 TIMMONS GROUP .00000 YOUR VISION ACHIEVED THROUGH OURS. November 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA APPENDICES Appendix A — Traffic Counts Appendix B — Synchro Analysis for 2021 Existing Conditions Appendix C — Synchro Analysis for 2025 Background Conditions Appendix D — Synchro Analysis for 2025 Total Future Conditions TIMMONS GROUP �.••••� YOUR VISION ACHIEVED THROUGH OURS. . • November 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA LIST OF TABLES TABLE 1-1: TRIP GENERATION COMPARISON...................................................................................1-1 TABLE 2-1: LEVEL OF SERVICE DEFINITIONS...................................................................................2-1 TABLE 2-2: SIGNALIZED AND UNSIGNALIZED INTERSECTION LEVEL OF SERVICE CRITERIA ..........................2-2 TABLE 2-3: LOS, DELAY, AND QUEUE LENGTH SUMMARY 2021 EXISTING CONDITIONS.............................2-5 TABLE 3-1: LOS, DELAY, AND QUEUE LENGTH SUMMARY 2025 BACKGROUND CONDITIONS .......................3-2 TABLE 4-1: TRIP GENERATION SUMMARY.......................................................................................4-1 TABLE 5-1: LOS, DELAY, AND QUEUE LENGTH SUMMARY 2025 FUTURE CONDITIONS...............................5-2 TABLE 5-2: LOS, DELAY, AND QUEUE LENGTH SUMMARY 2025 FUTURE CONDITIONS...............................5-4 iii TIMMONS GROUP ,••'•�� November 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA LIST OF FIGURES FIGURE 1-1: VICINITY MAP FIGURE 1-2: CONCEPTUAL PLAN FIGURE 1-3: STUDY INTERSECTIONS FIGURE 2-1: 2021 EXISTING VOLUMES FIGURE 2-2: 2021 ADJUSTED EXISTING VOLUMES FIGURE 2-3: EXISTING GEOMETRY FIGURE 3-1: 2025 BACKGROUND VOLUMES FIGURE 4-1: GLOBAL TRIP DISTRIBUTION FIGURE 4-2: TRIP DISTRIBUTION FIGURE 4-3: GENERATED TRIPS FIGURE 5-1: 2025 FUTURE VOLUMES FIGURE 5-2: FUTURE GEOMETRY FIGURE 6-1: 2025 FUTURE VOLUMES —AM PEAK, LEFTTURN WARRANT EB OLD IVY ROAD AT PROPOSED SITE ENTRANCE FIGURE 6-2: 2025 FUTURE VOLUMES — PM PEAK, LEFTTURN WARRANT EB OLD IVY ROAD AT PROPOSED SITE ENTRANCE FIGURE 6-3: 2025 FUTURE VOLUMES, RIGHT TURN WARRANT WB OLD IVY ROAD AT PROPOSED SITE ENTRANCE iv TIMMONS GROUP �.•"�� YOUR VISION ACHIEVED THROUGH OURS. . November 2021 Old Ivy Residences Traffic Impact Analysis -Albemarle County, VA 1 EXECUTIVE SUMMARY This report presents the findings of the traffic impact analysis (TIA) prepared for the proposed Old Ivy Residences residential development in Albemarle County, Virginia. The TIA has been prepared in accordance with the procedures outlined in the Virginia Department of Transportation's (VDOT) Traffic Impact Analysis Regulations and the Traffic Operations and saletyAnaiysisManual version 2.0 (TO5AM). A scoping meeting with Albemarle County, the City of Charlottesville, and VDOT was held on April 29, 2021, to determine the scope of the TIA. It was determined that, based on the size of the proposed development, a VDOT Chapter 527 TIA was not required. However, Albemarle County requested the completion of a TIA to determine the impacts of the proposed site entrance and the surrounding roadway network to the site entrance. 1.1 PROJECT OVERVIEW The proposed development is located north of Old Ivy Road, south of Leonard Sandridge Parkway, east of US Route 29/Route 250, and west of Harvest Drive as shown in Figure 1-1 (all figures are located at the end of their respective chapter). The proposed development will consist of 80 single family detached homes, 60 single family detached duets, 335 units of multi -family housing, and 50 units of multifamily housing townhomes; this is the maximum development allowed under zoning. Access to the site will be provided via one (1) entrance on Old Ivy Road. The conceptual site plan can be found in Figure 1-2. When complete, the proposed development will generate a total of 4,326 average daily trips, 284 AM peak hour trips (67 in and 217 out), and 349 PM peak Hour trips (220 in and 129 out), as shown in Table 1-1. Table 1-1: Trip Generation Comparison LAND USE ITE CODE AMOUNT UNITS WEEKDAY AM PEAK HOUR PM PEAK HOUR ADT IN OUT TOTAL IN Our TOTAL Single -Family Detadled Housing210 80 DwellingUnits 847 15 47 62 52 30 82 Single -Family Detadled Housing- Duets 210 60 DwellingUnits 650 12 35 47 39 23 62 Multi-FamilyHousinglaw-Rise - Apartments 220 335 DwellingUnits 2,492 35 116 150 109 64 173 Multi-FamilyHousinglaw-Rise-Townhomes 220 50 DwellingUnits 337 6 19 25 20 12 32 TOTAL 525 Dwei Units 4,326 67 217 284 220 129 349 SOURCE: Institute of Transportation Engineers' Trip Generation Manual 10th Edition (2017) As agreed upon during the scoping meeting with Albemarle County and VDOT, the study limits include the following existing intersections (see Figure 1-3): 1. Ivy Road and Canterbury Road/Route 846 (signalized) 2. Old Ivy Road and US Route 29/Route 250 Off -Ramp (unsignalized) 3. Old Ivy Road and Faulconer Drive (unsignalized) 4. Old Ivy Road and US Route 29/Route 250 On -Ramp (unsignalized) 5. Old Ivy Road and Ivy Road (signalized) 6. Proposed Site Entrance and Old Ivy Road (unsignalized) — 2025 Build Conditions Only For purposes of this analysis, the development was assumed to be complete and occupied by 2025. 1-1 TIMMONS GROUP �.••••� YOUR VISION ACHIEVED THROUGH OURS. . • November 2021 Old Ivy Residences Traffic Impact Analysis — Albemarle County, VA It is specifically noted that this study was prepared during the COVID-19 pandemic and traffic patterns and volumes were atypical. In order to accommodate for the discrepancy, a 10% adjustment factor was applied to the field counts. Based on the 2018 VDOT STARS study for US Route 250 (Ivy Road) there are several proposed improvements regarding signal timings, median improvements, and pavement striping. As of July 2021, none of the proposed improvements had been implemented and no funding has been identified. It is not anticipated that the proposed improvements will be implemented prior to the development of the site (i.e. 2025). 1.2 PROJECT SCOPE Per the scope of services, the following steps were taken to determine the potential traffic impacts associated with the proposed project: 1. Data Collection — Peak hour (7-9 AM and 4-6 PM) directional turning movement counts were performed on Thursday, May 6, 2021, at five (5) intersections within the study area. The raw data collected has been included in Appendix A. 2. Background Traffic Growth — A 1% growth rate was applied to the existing 2021 volumes to reach the background 2025 volumes. 3. Trip Generation — Traffic generated by the proposed development was estimated using the 10"' edition of the Institute of Transportation Engineers' (ITE) Trio Generation Manual. 4. Traffic Distributions — The distribution of trips generated by the proposed development was based on the existing traffic volumes, the nature of the use, the surrounding roadway network, and local knowledge of traffic patterns in the area. 5. Traffic Projections — Future traffic volumes were determined using the existing traffic counts, a 1% background growth rate, and the trips generated by the proposed site. 6. Operational and Queuing Analysis — Level of service, delay, and queuing calculations were completed at the study intersections for 2021 existing, 2025 background, and 2025 future conditions using SYNCHRO Version 10 with SimTraffic. The 95"' percentile queue lengths (SYNCHRO) and maximum queues (SimTraffic) were reviewed at the study intersections. 1-2 TIMMONS GROUP �.••••� YOUR VISION ACHIEVED THROUGH OURS. . • November 2011 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA 1.3 STUDY FINDINGS Based on the operational analyses the following is offered: • Under the 2021 existing and 2025 background conditions: o The signalized intersection of Ivy Road and Canterbury Road operates at an overall LOS E in the AM and LOS F in the PM, with queues in both mainline approaches and the southbound approach that create access issues to nearby entrances and intersections. o At the unsignalized intersection of Old Ivy Road and US Route 29/250 Off -Ramp, the combination of queues from the Ivy Road/Canterbury Road signal and the high volume from the US Route 29/250 Off -Ramp block access for the eastbound and westbound movements of Old Ivy Road, effectively creating a 4-way stop intersection. The US Route 29/250 Off Ramp experiences queues that extend to mainline US Route 29/250. o The unsignalized intersection of Old Ivy Road and Faulconer Road sees queuing issues for southbound traffic attempting to make a left onto Old Ivy Road during both peak hours. The queues at Old Ivy Road extend downstream into the US Route 29/250 Off -Ramp, which could create safety and operational issues on the ramp. o The unsignalized intersection of Old Ivy Road at the US Route 29/250 On -Ramp does not have any operational or queuing issues of note, with maximum queues of approximately 300' in the EB direction which do not interfere with other intersections or access points. o The signalized intersection of Ivy Road and Old Ivy Road operates at an overall LOS B in both the AM and PM peak. The only queuing issues noted are for through movement queues blocking access to nearby commercial entrances. o On either end of the study corridor, there are narrow railroad bridges over Old Ivy Road that severely limit the ability to widen the roadway and sometimes require vehicles to operate as if there were only a single lane. This constraint impacts the intersections of Old Ivy Road at Ivy Road, Old Ivy Road at US Route 29/250 Off -Ramp, and Ivy Road at Canterbury Road. • Under 2025 total future conditions with the traffic from the proposed Old Ivy Road Development: o Overall, all existing intersections see an increase in delays and queuing with the addition of the proposed site traffic. o The signalized intersection of Ivy Road and Canterbury Road continues to create operational issues for the US Route 29/250 Off -Ramp, Old Ivy Road, and Faulconer Road. Without improvements to the signalized intersection or the off -ramp, operations on Old Ivy Road will not improve. o At the unsignalized intersection of Old Ivy Road at the US Route 29/250 On -Ramp, the additional site traffic does not significantly increase delays along Old Ivy Road. o At the signalized intersection of Old Ivy Road and Ivy Road, the increased traffic volumes do not significantly change the operations of the existing signal. o The proposed site entrance does not introduce any queueing or delays for mainline Old Ivy Road and the proposed turn lanes can fully accommodate the site -generated traffic. 1-3 TIMMONS GROUP �.••••� YOUR VISION ACHIEVED THROUGH OURS. . • November 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA 1.4 RECOMMENDATIONS In order to accommodate the increased traffic volumes associated with the proposed Old Ivy Residences residential development, the following operational and capacity improvements are recommended: 1. Install an eastbound left turn lane on Old Ivy Road at the proposed site entrance, minimum 100, storage and 100' taper. 2. Install a westbound right turn lane on Old Ivy Road at the proposed site entrance, minimum 100' storage and 100' taper. 3. Install a westbound right turn lane on Old Ivy Road at the US Route 29/250 on -ramp. All recommended improvements are on Old Ivy Road across the frontage of property controlled by the development of Old Ivy Residences. The proposed improvements are expected to be constructable within existing right-of-way and along the development frontage. 1-4 TIMMONS GROUP •••••� . � f Y f , .w NOT TO SCALE s % TIMMONS GROUP r 1 P:)j}Yl sl• 7A rsiA• N,.&air LEGEND: Proposed Entrance/Road Vicinity Map Old Ivy Residences — Traffic Impact Analysis Albemarle County, Virginia Figure 1-1 - - - NOT TO SOLE ---------------- T r�..�_. OUTFZBi IN i \ A_ � I j. o i �I I-17I1H � ----- - �I u \ Wamll Summem. I� Apadments: 26G du (3 bltlgs x 48 du eaM; 2 Dltlgs x 50 du) � SFO 30'=ot M du �SFO OO 70'lat 29 tlu \ / Duet W'xW' I& W du IN c1s) TH 21'x35` O du a, / Total: "2 du P. Mig S....': C Apadmsnb: COO spaces (Ratio: 1.52 spacWdu) SFDIDueWH: 285 spaces (Ra4o. 1.W spagesqu) Total 555 spaces (Ratio: 1.55 sparoaldu) / e AM/ISdXA3NNW l mnj 041 RM31AG 110il'""'"`"G°""'"OLD IVY ROAD �� CONCEPTUAL PLANNINGm m .¢SITE STUDY: APTS REVISED "s, .1..1A .. u.M.,, , „aa,maa.L�aaa.n MD .00000 Conceptual Layout Figure Fi Old I Residences — Traffic Impact Analysis 9 TIMMONS GROUP � p y Albemarle County, Virginia 1-2 LEGEND: • Existing Study Intersections ■ Proposed Site Entrance SCALE 0, a 5 ,••6•.� �tuay intersections Figure Fi Old I Residences — Traffic Impact Analysis 9 TIMMONS GROUP � p y 1-3 Albemarle County, Virginia November 2021 Old Ivy Residences Traffic Impact Analysls - Albemarle County, VA PAGE INTENTIONALLY BLANK 1-8 TIMMONS GROUP �.••••� YOUR VISION ACHIEVED THROUGH OURS. . • November 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA 2 ANALYSIS OF EXISTING CONDITIONS 2.1 CAPACITY ANALYSES Capacity analysis allows traffic engineers to determine the impacts of traffic on the surrounding roadway network. The Transportation Research Board's (TRB) Highway Capacity Manual (HCM) methodologies govern haw the capacity analyses are conducted and how the results are interpreted. There are six letter grades of Levels of Service (LOS) from A to F, with LOS A representing the best operating conditions and LOS F the worst operating conditions. Table 2-1 shows in detail how each of these levels of service are interpreted. Table 2-1: Level of Service Definitions Level of Roadway Segments or Service Controlled Access Highways Intersections A Free flow, low traffic density. B C C E F Delay is not unreasonable, stable traffic flow. Stable condition, movements somewhat restricted due to higher volumes, but not objectionable for motorists. Movements more restricted, queues and delays may occur during short peaks, but lower demands occur often enough to permit clearing,thus preventing excessive backups. Actual capacity of the roadway invloves delayto all motorists dueto congestion. Forced flowwith demand volumes greater than capacity resulting in complete congestion. Volumes drop to zero i IT extreme cases. No vehicle waits longer than one signal indication. On a rare occasion motorists wa it through more than one signal indication. Intermittently drivers wait through morethan onesignal indication, and occasionally backups maydevelop behind left turning vehicles, traffic flowstill stableand acceptable. Delays atintersections may become extensive with some, especially left -turning vehicles waitingtwo or more signal indications, but enough cycles with lower demand occur to permit periodic clearance, thus preventing excessive backups. Very long queues may create lengthly delays, especially for left -turning vehicles. Backups from locations downstrea m restrict or prevent movement of vehicles out of approach creating a storage a res during partor all of an hour. SOURCE: 'A Policy on Design of Design of Urban Highways and Arterial Streets" - AASHTO, 1973 based upon material published in "Highway Capacity Manual", National Academy of Sciences, 1965. 1 1 2-1 TIMMONS GROUP .80000a YOUR VISION ACHIEVED THROUGH OURS. R 0 November 2021 Old Ivy Residences Traffic Impact Analysis — Albemarle County, VA For signalized and unsignalized intersections, level of service is defined in terms of delay, a measure of driver discomfort, frustration, fuel consumption and lost travel time. Table 2-2 summarizes the delay associated with each LOS category: Table 2-2: Signalized and Unsignalized Intersection Level of Service Criteria Signalized Intersections Unsignalized Intersections Level of Service Control Delay per Vehicle (sec/veh) Level of Service Average Control Delay (sec/veh) A <<-10 A 0to10 B >10to<_20 B >10to<_15 C >20to<_35 C >15to<_25 D >35to<-55 D >25to<-35 E >55to<-80 E >35to<-50 F >80 F >50 Source: Exhibit 16-2 and Exhibit 17-2 from TRB's 'Highway Capacity Manual 2000" Generally, the standard acceptable minimum for the overall intersection is LOS D, while the standard acceptable minimum for an individual traffic movement is LOS E. Capacity analyses were performed to assess existing (2021), background (2025), and future (2025) operational conditions. The signalized and unsignalized intersections were analyzed using SYNCHRO Version 10 based on HCM 2000 methodologies with the following assumptions: Level terrain; 12-foot lane widths; No parking activity or bus stops; Existing peak hour factor as determined by the traffic counts (by intersection) for existing scenario; The higher of the existing peak hour factor as determined by traffic counts (by intersection) or a peak hour factor of 0.92. Heavy vehicle percentage as determined by the traffic counts (by movement); and Traffic signals timing data provided by VDOT on May 18, 2021. HCM 2000 methodologies were utilized for analysis as opposed to the latest HCM Sixth Edition or HCM 2010 methodologies. This selection is due to the non-standard NEMA phasing that is present at all of the signalized intersections. The HCM Sixth Edition and HCM 2010 methodologies only provide measures of effectiveness for signalized intersections following strict NEMA phasing. Queuing analysis allows traffic engineers to identify where vehicles queues are not adequately accommodated by existing storage bays and impact adjacent travel lanes. 2-2 TIMMONS GROUP •••••� November2021 Old Ivy Residences Traffic Impact Analysis — Albemarle County, VA Queuing analyses were conducted using both the HCM 2000 methodology (as calculated by SYNCHRO) and SimTraffic simulations. The Synchro 95"' percentile queue is the maximum back of queue for a particular lane within a lane group considering 95"' percentile traffic volumes. The SimTraffic maximum queues are the average maximum queues after 10 runs of 60 minutes each. Note that it is possible for the 95th percentile queue to be higher than the SimTraffic maximum queue due to the method in which each software calculates its respective value. The 95th percentile queue is based on an HCM formula while the SimTraffic maximum queue varies based on simulation results. 2.2 ExISTING CONDITIONS Existing count data was obtained from directional turning movement (DTM) counts at the five (5) study intersections: 1. Ivy Road and Canterbury Road/Route 846 (signalized) 2. Old Ivy Road and US Route 29/Route 250 Off -Ramp (unsignalized) 3. Old Ivy Road and Faulconer Drive (unsignalized) 4. Old Ivy Road and US Route 29/Route 250 On -Ramp (unsignalized) 5. Old Ivy Road and Ivy Road (signalized) The turning movement counts were collected on Thursday, May 6, 2021, between 7 — 9 AM and 4 — 6 PM. The data collection provided pedestrian counts for the entire duration and heavy vehicles by movement for the peak hours. The 2021 existing volumes are shown on Figure 2-1 (all figures located at the end of the chapter). The complete count data for the turning movement counts is provided in Appendix A. It is noted that this study was prepared during the COVID-19 pandemic and traffic patterns and volumes were atypical. In order to accommodate for the discrepancy, a 10% adjustment factor was applied to the field counts. The 2021 adjusted existing volumes are shown on Figure 2-2. The existing roadways within the study area include the following: Old Iw Road is a two-lane, undivided major collector with a posted speed limit of 35 mph. According to 2019 VDOT count data, Old Ivy Road services 8,300 vehicles per day. • Iw Road (US Route 250) is a two-lane, undivided minor arterial with a posted speed limit of 35 mph. According to 2019 VDOT count data, Ivy Road services 13,000 vehicles per day between Dick Woods Road and US Route 29 and 58,000 vehicles per day between US Route 29 and the Charlottesville city limits. • Falconer Drive is a two-lane, undivided local road with a posted speed limit of 30 mph. According to 2019 VDOT count data, Faulconer Drive services 1,300 vehicles per day. The existing roadway geometry for each study intersection can be found on Figure 2-3. Per a 2018 STARS study for Ivy Road there are several proposed improvements regarding signal timings and pavement striping. As of May of 2021, none of the proposed improvements have been implemented and it is not anticipated that they will be implemented prior to the development of the site. Due to software limitations, to accurately model intersections with significant spillback, a three-way stop geometry was utilized for SimTraffic and the field conditions geometry was used for LOS conditions for the intersection of Old Ivy Road and US Route 29/250 Off -Ramp. 2-3 TIMMONS GROUP �.••••� YOUR VISION ACHIEVED THROUGH OURS. . • November 2021 Old Ivy Residences Traffic Impact Analysis -Albemarle County, VA 2.3 2021 EXISTING CONDITIONS ANALYSIS Table 2-3 summarizes the 2021 existing intersection LOS, delay, and queues based on the 2021 adjusted existing traffic volumes shown on Figure 2-2 and the existing intersection geometry and traffic controls shown on Figure 2-3. The corresponding SYNCHRO worksheets are included in Appendix B. Level of service calculations for the five (5) existing intersections within the study area were performed using the methodology described above. To evaluate the impacts of the traffic generated by the proposed development, analyses were completed for the AM and PM peak hours: 1. Weekday AM peak hour of the adjacent street (8:00 AM — 9:00 AM); and 2. Weekday PM peak hour of the adjacent street (4:30 PM — 5:30 PM). The signalized intersection of Ivy Road and Canterbury Road operates at an overall LOS E in the AM with a delay of 72.8 seconds/vehicle and at LOS F in the PM peak with a delay of 86.5 seconds/vehicle. There are multiple movements that operate at LOS E and F during both peak hours. The maximum queue for the eastbound left is 460 feet in the AM peak and 531 feet in the PM peak. For the westbound through - right approach, the maximum queue in the AM peak is 850 feet and the maximum queue in the PM peak is 821 feet. The queues for the mainline through and turning movements extend beyond the existing storage length and may create operational issues with other intersections along Ivy Road. The southbound approach has queues in excess of 350 feet during both peak hours, which indicates that queues from Ivy Road are impacting Old Ivy Road on the western end. At the unsignalized intersection of Old Ivy Road and US Route 29/250 Off -Ramp, the eastbound approach operates at LOS F in the AM peak with 87.3 seconds/vehicle of delay and LOS D in the PM peak with 27.5 seconds/vehicle delay. The westbound approach operates at LOS F in the AM and LOS E in the PM peak with a delay of 167.7 seconds/vehicle in the AM peak and 47.1 seconds/vehicle in the PM peak. Although the southbound approach operates at LOS A during both peak hours, the maximum queue is 1,160 feet in the AM peak and 1,151 feet in the PM peak due to the operations of the Ivy Road at Canterbury Road signal. At the unsignalized intersection of Old Ivy Road and Faulconer Road, the southbound approach operates at LOS F in the AM peak and LOS C in the PM peak with a delay of 349.1 seconds/vehicle in the AM peak and 20 seconds/vehicle in the PM peak. In the AM peak, the maximum queue in the southbound direction is 326 feet and 122 feet in the PM peak. The eastbound and westbound approaches of Old Ivy Road operate at LOS A during both peak hours. At the unsignalized intersection of Old Ivy Road at the US Route 29/250 On -Ramp, the mainline eastbound and westbound approaches operate at LOS A during both peak hours. The northbound approach operates at LOS A during the AM peak hour and at LOS F during the PM peak hour. However, the maximum queue on the northbound approach during either peak hour is 21 feet, or approximately 1 vehicle. There are no queuing issues at this intersection. The signalized intersection of Ivy Road and Old Ivy Road operates at an overall LOS B in both the AM and PM peak with a delay of 13.3 seconds/vehicle in the AM peak and 13.2 seconds/vehicle in the PM peak. All movements and approaches operate at LOS C or better during both peak hours. The only queuing issues noted at this intersection are the through maneuvers blocking access to entrances along Ivy Road. 2-4 TIMMONS GROUP �.••••� YOUR VISION ACHIEVED THROUGH OURS. . • November 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA Table 2-3: LOS, Delay, and Queue Length Summary 2021 Existing Conditions IntersecTurn on and Type of Control Type Movement and Approach Effective AM PEAK HOUR PM PEAK HOUR lane Storage (R) Delay' (ser/voh) l05 r SYNCHRO 95th Percentile Queue Le th ft Ma)dm m MQue um Queue Length (R) Delay r (seC/veh) r LOS SYNCHRO 95th Percentile Length Queu t MIT u c MQue um Queue Length (R) l.lvy Road(E-W) at Cantebury Road/Route 546 (N-S) Signalized EB left 67.2 E #460 414 64.5 E #517 531 EBThru EB Right 450 19.5 10.9 B B 477 0 350 26 19.3 10.9 B B 464 0 433 32 EBApproach WB Left 200 37..6 20.6 D C -- 17 -- 1 184 36.9 21.0 D 1 C -- 23 -- 200 WBThru-Right 76.2 E #850 630 76.6 1 E #821 618 WBApproadt 74.3 E -- - 73.5 E - -- NB Left-Thru 55.4 E 59 78 55.2 E 51 79 NB Right 180 53.8 D 0 56 53.9 D 0 62 NBApproadt 54.7 D -- - 54.5 D - -- SBThru-Left 50.7 D 132 212 51.1 D 116 212 SB Right 75 139.8 F #378 75 205.6 F #417 75 SBApproach 127.1 F -- - 186.3 F - - Overall 72.8 E -- -- B6.5 F -- -- 2.OIdIvy Read (E-W)at 29 Off Ramp/Route 846 (N-S) Uwgmlized EBThru-Right F 123 116 27.5 D 26 100 EBApproadt F -- - 27..5 D - - WB Left-Thru F 98 82 47.1 E 83 154 WBApprcadt F -- - 47.1 E - - NB L-T-R F167.7 A 2 74 0.9 A 3 71 NBApproacb A -- - 0.9 A - - SB L-T-R 190A 2 1160 0.3 A 1 1151 5BApproach A -- -- 0.3 A - -- 3.Old Ivy Road (E-W) at Faulconer Road/Commercial Ent L"nalmed EB left-Thru A 9 96 0.7 A 2 50 EB Right 150 0.0 A 0 0 0.0 A 0 0 EBApproach 26 A -- -- 1 0.7 A - -- WBL-T-R 0.0 A 0 1 0.0 A 0 0 WBApproadt B.o A -- - 0.0 A - -- NB L-T-R 25.3 D 2 28 11.7 B 1 28 NBApproach 25.3 D -- -- 11.7 B - -- 5BleR-Thru 349.1 F 506 326 20.0 C 45 122 SB Right 190 0.0 A 0 102 0.0 A 0 30 SBApproadt 349.1 F -- -- 70.0 C - -- 4. Old Ivy Road (E-W) at Route 290n-Ramp/ Commercial Entrance (N-S) t is m1wed EB L-T-R 7.4 A 46 176 8.8 A 52 262 EBA oath 7.4 A 8.8 A WB IeR-Thru 0.0 t 0 0.0 t 0 3 WB Right 50 0.0 A 0 44 0.0 A 0 49 WBApprcadt B.o t -- -- 0.0 t - - NB L-T-R 0.0 t 0 57.5 t 1 21 NBApproad; B.o A -- -- 57.5 F - -- 5.Ivy Road(E-W) at Old Ivy Road(N-S) Signalized EB left 90 7.9 A 43 81 8.0 A 32 70 EBThru 13.3 B #421 219 10.1 B 253 170 EBApproad� 12.7 B -- -- 9.9 A -- -- WBThru 9.2 A 169 175 14.5 B #467 334 WB Right 7.6 A 29 67 7.5 A 39 80 Wb Approadt 8.8 A -- -- 12.5 B -- -- NB L-T-R 32.7 C 20 40 28.5 C 0 45 NBApproadt 32.7 c -- - 28.5 C - -- SB L-T-R 23.7 C 98 182 23.8 C 82 169 56AAW08ffi 23.7 c -- - 23.8 C - -- Overall 13.3 8 -- -- 13.2 8 -- -- ' Oeerall inferMIctron LOS anddelayreyxvW fwsi9M1Medintersec4bns and roundabouts only t SYNCHRO does not provide level of service or delay for unsignalized movements with no Conflicting volumes. # - 95th percentile volume exceeds capacity, Queue may be longer. Queue shown is ma dmum after two cycles. 2-5 TIMMONS GROUP a.••••. YOUR VISION ACHIEVED THROUGH OURS. R 0 November 2021 Old Ivy Residences Traffic Impact Analysls - Albemarle County, VA PAGE INTENTIONALLY BLANK 2-6 TIMMONS GROUP �.••••� YOUR VISION ACHIEVED THROUGH OURS. . • 2 0 Q NE �u 3 0 c v 4 O �n NE _� o-'O �� C p o c O moo" L34 18 m vmi a F 15 (50) 28 Y ` T 37 (92) F 72 (114) 0 Old Garth (50) Old I (0) Roa (32) 59 � F A Road (29) 106 � « * � (416) 383 � i 1) (19) 30 "'� I (420) 426 (141) 236 t mm (1)10� ml �I o � (0)100 o00 N O D 0 O L. 93 (62) ON�� 5 494 (561) Ivy Road .1 1 1. 4 - 23 (36) 0 0 0 (382) 341 ...� 1 (570) 543 (18) 9 N W ti O � N r L. t 117 (238) Road ia � 292 (603) (36) 60 -} 1) t r (431) 545 o N O l�1 LEGEND. Existing Road — — — Proposed Road Signalized Intersection Stop Controlled Intersection f Stop Sign Location 4 - Lane Configuration 00 AM Peak Hour Volumes (00) PM Peak Hour Volumes .00000� 2021 Existing Volumes TIMMONS GROUP Old Ivy Residences — Traffic Impact Analysis Albemarle County, Virginia Figure 2-1 O fV 2 yv n ro 0 C n O N ® E N � O d' 0LL 0 i O C 0�0 20 37 L I ( ) t 96 (223) 1 �. �17(55) ~ -041 (0) 1) F79(125) T (0) 0 Old Garth .� `31 (55) (0) Old I Od (35) 65 Road (32) 117 * i 1,11111 (458) 421 �) I (21) 33 (462) 469 (155) 260 I r O P o (S) Sl m O (0) 1 O O O fy 11, o N P " O ti O -p ter/ O v 1 O LL 0 L 102 (68) � 543 (617) 1M Im r y L 129 (262) I�+ ImI Ivy Road r 1 Y C-" 25 (40) Ivy Road 321 (663) 0 0 (420) 375 (40) 66' o t t (627) 597 (474) 600 � o o (20)10� LE END: Existing Road a1 — — — Proposed Road 100 Y Signalized Intersection U (a Stop Controlled Intersection f Stop Sign Location 4— Lane Configuration 00 AM Peak Hour Volumes (00) PM Peak Hour Volumes 2021 Adjusted Existing Volumes .00000 • Fi Figure 9 Old I Residences — Traffic Impact Analysis � p y TIMMONS GROUP 2-2 Albemarle County, Virginia n N E 2 �� O m 3 °' 0 �; �� C O �. + � rn LL I] 7 o= rr i 0 + s'=50' Old Garth Old I 7 oa - Road .1r* S'=150' 7 + + v O00 Y_ O 0 � I I O r, Ivy Road J �' .-S'=200' Ivy Road .�. i LMT o S'=250' } o S'=90'�+ o S'=450' y T 00 .. I I n LEGEND: Z, Existing Road 9 Signalized Intersection Stop Controlled Intersection Uroo f Stop Sign Location S' Effective Storage (in feet)* LMT Lane Must Turn j' Lane Configuration * Per TOSAM guidelines, effective storage equals the full width storage length + 1/2 the taper length .00000 • Existing Geometry Fi Figure 9 Old I � Residences — Traffic Impact Analysis p y TIMMONS GROUP 2-3 Albemarle County, Virginia November 2021 Old Ivy Residences Traffic Impact Analysls - Albemarle County, VA PAGE INTENTIONALLY BLANK 2-10 TIMMONS GROUP �.••••� YOUR VISION ACHIEVED THROUGH OURS. . • November 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA 3 ANALYSIS OF BACKGROUND CONDITIONS 3.1 2025 BACKGROUND TRAFFIC GROWTH The background 2025 volumes were analyzed assuming the existing intersection geometry in conjunction with projected background traffic volumes. The background traffic volumes were developed based on a 1% annual growth rate. The growth rate was compounded annually for the 4-year period from 2021 to 2025. The resulting 2025 existing volumes plus background growth are shown on Figure 3-1. 3.2 2025 BACKGROUND CONDITIONS ANALYSIS Table 3-1 summarizes the 2025 background intersection LOS, delay, and queues based on the 2025 background traffic volumes shown on Figure 3-1 and the existing intersection geometry and traffic controls shown on Figure 2-3. The corresponding SYNCHRO worksheets are included in Appendix C. The signalized intersection of Ivy Road and Canterbury Road continues to operate at an overall LOS E or worse in both peak hours with a delay of 87.4 seconds/vehicle in the AM peak and 108.9 seconds/vehicle in the PM peak. The mainline eastbound and westbound approaches operate at LOS D or worse during both peak hours with queues that are in excess of 500 feet during both peak hours. The southbound approach has queues in excess of 400 feet during both peak hours, which indicates that queues from Ivy Road are impacting Old Ivy Road on the western end. At the unsignalized intersection of Old Ivy Road and the US Route 29/250 Off -Ramp the eastbound and westbound approaches operate at LOS F during both peak hours with queues in excess of 100 feet during both peak hours. Although the southbound approach operates at LOS A during both peak hours, the maximum queue is 1,165 feet in the AM peak and 1,146 feet in the PM peak due to the operations of the Ivy Road at Canterbury Road signal. At the unsignalized intersection of Old Ivy Road and Faulconer Road the southbound approach operates at LOS F in the AM peak and LOS D in the PM peak with a delay of 85.7 seconds/vehicle in the AM peak and 25.1 seconds/vehicle in the PM peak. In the southbound direction the maximum queue is 208 feet in the PM peak and 122 feet in the AM peak. The eastbound and westbound approaches of Old Ivy Road operate at LOS A during both peak hours. At the unsignalized intersection of Old Ivy Road at the US Route 29/250 On -Ramp, the mainline eastbound and westbound approaches operate at LOS A during both peak hours. The northbound approach operates at LOS A during the AM peak hour and at LOS F during the PM peak hour. However, the maximum queue on the northbound approach during either peak hour is 41 feet, or approximately 2 vehicles. There are no queuing issues at this intersection. The signalized intersection of Ivy Road and Old Ivy Road operates at an overall LOS B in both the AM and PM peak hours. All movements and approaches operate at LOS C or better during both peak hours. The only queuing issues noted at this intersection are the through maneuvers blocking access to entrances along Ivy Road. All operational and queuing issues noted in the 2021 existing conditions are found to be equal or worse under the 2025 background conditions. 3-1 TIMMONS GROUP �.••••� YOUR VISION ACHIEVED THROUGH OURS. . • November 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA Table 3-1: LOS, Delay, and Queue Length Summary 2025 Background Conditions Intersection and Type of Control Movement and Approach Effechve AM PEAK HOUR PM PEAK HOUR Tum Lam Storage (ft) Delay' (sec/veh) r LOS SYNCHRO 95th PercentileLOS Length SimTraffic Marimum Queue Length (R) Delay' (sec/veh) r SYNCHRO 95th Percentile LeQueu R SimTraffic Manmum Queue Length (it) l.lvy Road(E-W)at Cantebury Road/Route 846 (N-S) 519nolmed EB Left 67.0 E #481 460 68.7 E #549 574 EBThru 20.0 B 499 403 19.9 B 493 452 EB Right 450 10.9 B 0 29 10.9 B 0 29 EBApproadh 37.8 D -- -- 39.0 D - -- WB Left 200 21.1 C 18 187 21A C 23 200 WBThru-Right 91.3 F #885 636 94.5 F #872 621 WBApproach W7 F -- -- A7.6 F - -- NB Left-Thru 55.4 E 60 86 55.2 E 51 68 NB Right 180 53.8 D 0 43 53.9 D 0 60 NBApproadr 54.7 D - -- 54.5 D - -- SBThru-Left 51.1 D 135 213 51.2 D 119 209 SB Right 75 184.5 F #417 76 278.6 F #470 75 SBAppmvch 165.4 F -- -- 250.5 F - -- Overa1 87A F -- -- 108.9 F -- -- 2.Old Ivy Road (E-W) at 29 Off Ramp/Route 846 (N-S) Uzsiynalmed EBThru-Right 69.8 F 105 141 30.2 D 30 85 EBApproadr 59.8 F -- -- 30.2 D - -- WB Left-Thru 108.1 F 77 81 58.7 F 101 150 WBApproach IC8.1 F - -- 58.7 F -- -- NB L-T-R 0.7 A 2 70 0.9 3 74 NBApprcadr 07 A - - 0.9 - -- SB L-T-R 190 1.5 A 5 1165 0.3 1 1146 SBApproach 1.5 A - -- 0.3 - -- 3.Old Ivy Road (E-W) at Faulcooer Road/Conmercial Ent Ozsiynalmed EB LeR-Thru 2.3 A 7 83 0.8 JA 2 68 EB Right 150 0.0 A 0 1 0.0 0 0 EBApproadr 2.3 A - -- 0.0 - -- WB L-T-R 0.0 A 0 6 0.0 0 2 WBApprcach 00 A - -- 0.0 - -- NB L-T-R 19.4 C 1 26 12.3 B 1 26 NBApproadr 19.4 C - -- 12.3 B - -- SB Left-Thru 85.7 F 221 208 25.1 65 122 SB Right 190 0.0 A 0 73 0.0 0 30 SBApproach 85.7 F - -- 25..1 -- -- 4. Old Ivy Road (E-W) at Route 29 On -Ramp/ Commercial Entrance (N-S) EB L-T-R 7.0 A 39 168 9.1 57 293 EBApproadr 7..0 A - -- 9.1 JA - -- WB LeR-Thru 0.0 A 0 5 D.0 0 5liwpmfiized WB Right 50 0.0 A 0 0 0.0 0 45WBApproach 0.0 A - -- 0.0 - -- NB L-T-R 0.0 A 0 41 64.8 1 15 ABApproach a A - -- 64.8 F - -- 5.Ivy Road(E-W) at Old Ivy Road (N-S) 519nolmed EB Left 90 7.9 A 46 89 8.3 1 A 34 63 EB Thru 1 13.7 B 1 #452 243 10.3 B 260 173 EBAppmadr 13.1 B - - 10.2 B -- -- WBThru 9.2 A 178 159 15.1 B #481 326 WB Right 7.6 A 29 73 7.7 A 41 91 Wb Appmach 8.8 A -- -- 13.0 B -- -- NB L-T-R 33.9 C 20 50 28.6 C 0 51 NBAppmadr 33.9 C - -- 28.6 C -- -- SB L-T-R 24.5 C 103 183 23.6 C 83 161 SBApprgach 24.5 C - -- 23.8 C - -- 13.6 B -- -- us us B -- -- 1 Oeerall itersecton i05 and oelayreported for Rgmhzed infersettyons andromdaboLA's a* t SYNCHRO does not provide level of service or delay for uraignalized movements with no conflicting Volumes. # - 95th percentile Volume exceeds opacity, queue may be longer. Queue shown is ma dmum after two cydes. 3-2 TIMMONS GROUP .00000a YOUR VISION ACHIEVED THROUGH OURS. R 0 2 0 NE �u Q 3 0 c v 4 O �n NE _� �O 4iin o c O l 39 (22) t. 100 (232) a m F 18 (57) 32 Y T 43 (113) `0 (0) F 82 (130) 0 Old Garth (57) w Old I Road (36) 122 « t r (477) 438 (0) y Road (36) 68 F (22) 34 —� 1 (515) 488 (161) 271 y 1) t ^a (1)11� ml o �oV (0)1� o00 o3� 00 Mro 0 ON�� 5 L. 106 (71) �— 565 (642) Ivy Road .J 1. r 26 (41) 0 (437) 390 -..� t r (652) 622 � (21)10� nmG m r L. t 134 (273) Road 334 (690) (42) 69 --# 1) t r (493) 624 o 0 LE +END: Existing Road — — — Proposed Road Signalized Intersection Stop Controlled Intersection f Stop Sign Location 4 - Lane Configuration 00 AM Peak Hour Volumes (00) PM Peak Hour Volumes .00000. 2025 Background Volumes TIMMONS GROUP Old Ivy Residences — Traffic Impact Analysis Albemarle County, Virginia Figure 3-1 November 2021 Old Ivy Residences Traffic Impact Analysls - Albemarle County, VA PAGE INTENTIONALLY BLANK 3-4 TIMMONS GROUP �.••••� YOUR VISION ACHIEVED THROUGH OURS. . • November 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA 4 SITE TRIP GENERATION AND DISTRIBUTION 4.1 TRIP GENERATION The site -generated traffic volumes shown in Table 4-1 were estimated using the loth edition of the Institute of Transportation Engineers' (ITE) Trip Generation Manua/and were calculated using the number of dwelling units as the independent variable. Table 4-1: Trip Generation Summary LAND USE rrE CODE AMOUNT UNITS WEEKDAY AM PEAK HOUR PM PEAK HOUR IN OUT TOTAL 1N OUT TOTAL Sin IeFamil Detached Housi 210 80 DwellingUnits 15 47 62 52 30 82 Sin IeFamil Detached Housi - Duets 210 60 DwellingUnits E4,326 12 35 47 39 23 62 Mulli-Family Housin Low -Rise - A rtments 220 335 DwellingUnits 35 116 150 109 64 173 MuIU-Family Housin Low-Rise-Townhomes 220 50 DwellingUnits 6 19 25 20 12 32 TOTAL 525 Divern Units 67 21 2284 220 129 349 SOURCE: hisdtute of Transpotabon Engineers' Trip Generation Manual 10th Edition (2017) When complete, the proposed development will generate a total of 4,326 average daily trips, 284 AM peak hour trips (67 in and 217 out), and 349 PM peak Hour trips (220 in and 129 out), as shown in Table 4-1. 4.2 SITE TRIP DISTRIBUTION The distribution of site trips generated by the proposed residential development was based on the existing traffic volumes, the nature of the use, the surrounding roadway network, and local knowledge of traffic patterns in the area. The global trip distributions are shown on Figure 4-1 and the proposed trip distributions by study intersection are shown on Figure 4-2. 4.3 SITE TRIP ASSIGNMENT The trip distribution percentages for the site trips were applied to the trip generation volumes shown in Table 4-1 to calculate the site trips for the surrounding roadway network. The resulting site generated trips are shown on Figure 4-3. 4-1 TIMMONS GROUP �.••••� YOUR VISION ACHIEVED THROUGH OURS. . • November 2021 Old Ivy Residences Traffic Impact Analysls - Albemarle County, VA PAGE INTENTIONALLY BLANK 4-2 TIMMONS GROUP �.••••� YOUR VISION ACHIEVED THROUGH OURS. . • 4" iv.\ r, s LEGEND: 2 O n fV vro O C o� a 0 W Ie y Old Garth (30%) Old I T (30%) oa F �. Road 30%� �0 e om R 00 1 O Ivy Road 4/* L (30°/ ) I 60%, i O A U Y lb _ c lnl W e o I00 �1 IQ rT� L 40% 60% -1 0, 0 �• L40% LEGEND: Existing Road o Signalized Intersection Stop Controlled Intersection f Stop Sign Location r Lane Configuration 00% Entering Peak Hour Trips (00%) Exiting Peak Hour Trips .00000 Trip Distribution 0 Old Ivy Residences — Traffic Impact Analysis TIMMONS GROUP p y Albemarle County, Virginia Figure 4-2 n O fV O C 2 0� 3 ro .> L W Io y Old Garth ` 65 (39) Old I T F 65 (39) oa F Road (66) 20 y �0 o O ) 1 0 OO Ivy Road i 10 (33) 0 (33) 10 i 65 (39) 65 (39) I' (132) 40 i (132) 40 -1 qI N • i 27 (88) LEGEND: Existing Road •Oo Signalized Intersection Stop Controlled Intersection f Stop Sign Location r Lane Configuration 00 AM Peak Hour Trips (00) PM Peak Hour Trips .00000 Generated Trips 0 Old Ivy Residences — Traffic Impact Analysis TIMMONS GROUP p y Albemarle County, Virginia Figure 4-3 November 2021 Old Ivy Residences Traffic Impact Analysls - Albemarle County, VA PAGE INTENTIONALLY BLANK 4-6 TIMMONS GROUP �.••••� YOUR VISION ACHIEVED THROUGH OURS. . • November 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA 5 ANALYSIS OF FUTURE CONDITIONS WITH DEVELOPMENT 5.1 2025 TOTAL TRAFFIC VOLUMES To complete the analysis of the 2025 future conditions (with the proposed development), the estimated site trips were added to the background 2025 volumes. The projected total future (background + site) volumes were then used to complete the capacity analysis. To generate the 2025 total future traffic volumes, the site trips shown on Figure 4-1 and the background 2025 traffic volumes shown in Figure 3-1 were combined. The resulting 2025 total future traffic volumes are shown in Figure 5-1. 5.2 2025 FUTURE CONDITIONS ANALYSIS Table 5-1 summarizes the 2025 future intersection LOS, delay, and queues based on the 2025 future traffic volumes shown on Figure 5-1 and the future intersection geometry and traffic controls shown on Figure 5-2. The corresponding SYNCHRO worksheets are included in Appendix D. The signalized intersection of Ivy Road and Canterbury Road continues operates at an overall LOS F in both peak hours. The mainline eastbound and westbound approaches operate at LOS D or worse during both peak hours with queues that are in excess of 500 feet during both peak hours. The southbound approach has queues in excess of 400 feet during both peak hours, which indicates that queues from Ivy Road are impacting Old Ivy Road on the western end. At the unsignalized intersection of Old Ivy Road and the US Route 29/250 Off -Ramp, the eastbound and westbound approaches continue to operate at LOS F during both peak hours with queues in excess of 100 feet during both peak hours. Although the southbound approach operates at LOS A during both peak hours, the maximum queue is 1,163 feet in the AM peak and 1,149 feet in the PM peak due to the operations of the Ivy Road at Canterbury Road signal. At the unsignalized intersection of Old Ivy Road and Faulconer Road, the southbound approach operates at LOS F in the AM and PM peaks. In the southbound direction the maximum queue is 336 feet in the AM peak and 221 feet in the PM peak. The eastbound and westbound approaches of Old Ivy Road operate at LOS A during both peak hours. At the unsignalized intersection of Old Ivy Road at the US Route 29/250 On -Ramp, the mainline eastbound and westbound approaches operate at LOS A during both peak hours. The northbound approach operates at LOS A during the AM peak hour and at LOS F during the PM peak hour. However, the maximum queue on the northbound approach during either peak hour is 16 feet, or approximately 1 vehicle. There are no queuing issues at this intersection. The signalized intersection of Ivy Road and Old Ivy Road operates at an overall LOS B in both the AM and PM peak hours. All movements and approaches operate at LOS C or better during both peak hours. The through maneuver queues will continue to block access to entrances along Ivy Road. At the proposed site entrance, the southbound approach operates at a LOS B in the AM peak and LOS C in the PM peak. In the eastbound direction, there is a maximum queue of 38 feet in the AM peak and 72 feet in the PM peak. The mainline movements along Old Ivy Road at the proposed site entrance are not adversely impacted by the introduction of the site traffic and the queues will not impact through traffic. 5-1 TIMMONS GROUPease* YOUR VISION ACHIEVED THROUGH OURS. November 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA Table 5-1: LOS, Delay, and Queue Length Summary 2025 Future Conditions Irdersernon and Type Of Control MOSement and Approach EfecOw AMPEAKHOW PM PEAK HOUR Turn Noe Storage (ft) Del, (set/w41) LosPefcense SYNCHRO 9w �Qx" nGth Of) SimTraiRc Maximum Qwce Leno (R) Delay (se0wh) LOS SYNCHM 951h Pefcentlle �Queue ngth SlmTraffic Maximum QUEUE` Imo (R) LIW Road(E-W)at Cantebury RoaQfto 846(N-S) sowleN EB Left 66.1 E #499 418 88.6 F #611 633 EB Thu 20.0 B 499 380 19.9 9 493 481 EB RgIt 450 10.9 B 0 26 10.9 B 0 29 IBApppad/ 37.8 D - -- 4" D - -- WBLER 200 21.6 c 18 200 21.4 C 23 200 WBTI FRglt 104.0 F #904 640 113.7 F #930 623 Mofgwvadt 101.0 F - -- I6A9 F - -- NB Ueft-Thru 55.4 E 60 68 55.2 E 51 n NB Right 180 53.8 D 0 42 53.9 D 0 52 ABApppad/ 54.7 D - -- 54.5 D - -- SBThru-Left 59.6 E #196 212 53.8 0 141 211 SBRIgM 75 265.0 F #480 26 329.3 F #504 26 SBAppeadr M9 F - -- 289.7 F - -- OvereF 11LO F 1M2 F 2.OId IVY Road (E-WO at 290ff Ramp/Route 846 (N-S) L#N%a1ataed EBTlr -leght 75.7 F 110 119 34.4 D 35 93 IBApppad/ J 7 F - -- 34.4 D - -- WB Left -Thu 544.2 F 285 157 140.1 F 205 186 WBApproed/ -W2 F - -- 1901 F - -- NB L-T-R 0.7 A 2 92 0.9 A 3 78 AFAAwvad/ OJ A - -- 09 A - -- SBL-T-R 190 1.5 A 5 1163 03 A 1 1149 SBApproach L5 A - -- 03 A - -- 3.Old IVY Road (E-WO at Faulcocer Road/Commertlal Ent (bm Aaed EB Left-Thru 13 A 8 l22 0.7 A 2 104 EB Righ ISO 0.0 A 0 14 0.0 A 0 0 EBAppoach 23 A - -- 07 A - -- WBL-T-R 0.0 A 0 2 0.0 A 0 2 WBApprach 0.0 A - -- 00 A - -- NB L-T-R 21.8 C 0 25 13.2 B 1 28 ABApppach 21.8 c - -- 112 B - -- SBLeft-Thru 126.1 F 1 220 62.1 F 183 221 SBRight 190 0.0 A 336 41 0.0 A 0 89 SBApprach 1761 F - -- 61.1 F - -- 4.Old IvyRoad (E-W)at RWte 290n Ramp/ Commerdal Entrance(N-S) 01SVo0had EBL-T-R 7.7 A 47 205 9.4 A 64 313 EBAppoach l) A 9.4 A wB Left-Thru 0.0 A 0 0 0.0 A 0 2 WB Night 250 0.0 A 0 28 0.0 A 0 42 WBApprach 0.0 A - -- 00 A - -- NB L-T-R 0.0 A 0 0 93.1 F 2 16 NBAppoadr aft A - -- 931 F - -- S.IvyRoad(E-W)at q0 Ny Road (N-S) sowed EB Left 250 9.2 A 48 90 9.2 A 38 84 .-............._. EBThru 16.6 B #475 305 11.2 B 285 252 EBAppoadh 158 8 - -- ILI 8 - -- WBThru 10.8 B 189 192 16.8 B #519 326 8.9 A 34 70 8.6 A 50 119 poadr 102 8 - -- 14.0 8 - -- 34.5 C 21 44 29.5 C 0 45 poad� 34.5 C - -- 295 c - -- 4EB�ftl5l) 28.9 C 166 235 25.1 c 112 188 roach 28.9 c - -- 251 c - -- 0 16.8 8 -- -- me B -- -- A.OdIWRoad (E-W)at SRe Entrance (N) 150 7.8 A 3 38 8.7 A 11 n 0.0 A - -- 00 A1"VEHEzM - -- roadt LO A 3.9 A VABThrU 0.0 t 0 0 0.0 t 0 0 VAB Right 150 0.0 t 0 0 0.0 t 0 12 "Ap~ 0.0 t - -- 00 t - -- SBLeft-Rght 14.5 B 45 104 16.2 C 32 94 SBApprach t4.5 B - -- 162 c - -- r Otera#Hfesticnon LOS aMdMaYrepp'fedlor.ul¢edM2vspctlas mMraaMabcvi6 pil: t SYNCHRO does not provide level of ser hoe or May for un4gnalixed movements with no rmfilcUng whines. # - 95ih oercentlhe whine exceeds capacRy, queue may be longer. Queue shown Is maximum after two cycles. 5-2 TIMMONS GROUP �.••••� YOUR VISION ACHIEVED THROUGH OURS. • . • November 2021 Old Ivy Residences TrafFc Impact Analysis -Albemarle County, VA 5.3 YEAR-TO-YEAR ANALYSIS COMPARISON Table 5-2 provides a comparison of the 2021 existing, 2025 background, and 2025 future intersection LOS and delay, as provided throughout the report. At the signalized intersection of Ivy Road and Canterbury Road, the overall intersection operates with multiple issues and delays under all 3 analyzed conditions. The additional site traffic will add delay to the southbound approach, the westbound through -right movement, and the eastbound left turn movement. Overall, this intersection operates poorly today and in background conditions and the introduction of site traffic will only marginally increase delays. At the unsignalized intersection of Old Ivy Road and the US Route 29/250 Off -Ramp, the volume of traffic on the southbound approach from the US Route 29/250 Off -Ramp overwhelms all other movements at the intersection. Under existing and background conditions, the Old Ivy Road eastbound and westbound approaches operate with high delays and limited opportunities to enter the intersection. The addition of site traffic increases the delays for westbound Old Ivy Road to access Canterbury Road and the adjacent signal to US Route 250 (Ivy Road). At the unsignalized intersection of Old Ivy Road and Faulconer Road, mainline Old Ivy Road in both directions operates well under all analyzed conditions. The northbound approach of Faulconer Road operates well but experiences much lower volumes, which contribute to the acceptable operations. The southbound approach of Faulconer Road experiences major delays during both the AM and PM peak hour during all 3 analyzed conditions. The heavy volume of traffic using the US Route 29/250 Off -Ramp and then traveling to Old Ivy Road via Faulconer Road are in conflict with the high through volumes on Old Ivy Road. The queues and delays for the southbound approach have the potential to create queuing and safety issues for the US Route 29/250 Off -Ramp under all 3 analyzed conditions. At the unsignalized intersection of Old Ivy Road and the US Route 29/250 On -Ramp, all 3 analyzed conditions show acceptable levels of service and minimal delays. The addition of site traffic does not impact the operations of the Old Ivy Road mainline approaches. The northbound approach from the parking lot of an adjacent development currently operates with a level of service F and continues to do so under background and future conditions. However, this approach has less than 5 vehicles, which is the basis for the high delay on that approach. At the signalized intersection of Old Ivy Road and Ivy Road, there are no operational issues under existing, background, or future conditions. The addition of site traffic will not adversely affect the signal operations and there are minimal to no queuing issues observed. The signal will continue to operate with acceptable levels of service and delay under all analyzed conditions. 5-3 TIMMONS GROUPease* YOUR VISION ACHIEVED THROUGH OURS. November 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA Table 5-2: LOS, Delay, and Queue Length Summary 2025 Future Conditions Intersection and Type of Control Movement and Approach 2021 Evsbrg Conditions 2025 Background Conditions 2025 Total Conditions AM PEAK HOUR PM PEAK HOUR AM PEAK HOUR PM PEAK FOUR AM PEAK HOUR PM PEAK HOUR Delay r 5eclwh LOS r Delay' Sec/veh to r Delay r seclveh LOS r Delay' Seclwh Lm i Delay n Sec/veh LOS i Delay n seCjvefl LOS r I.Ivy Road(E-W) at Cantebury Road/Route 846(N-S) 519nabled EB left 67.2 E 64.5 E 67.0 E 68.7 E 66.1 E 88.6 F EB Thru 19.5 B 19.3 B 20.0 B 19.9 B 20.0 B 19.9 B EB Right 10.9 B 10.9 B 10.9 B 10.9 B 10.9 B 10.9 B EBApproach 37..6 D 36.9 D 37.8 D 39.0 D 37.8 D 48.0 D WB left 20.6 C 21.0 C 21.1 C 21A C 21.6 C 21.4 C WBThm-Right 76.2 E 76.6 E 91.3 F 94.5 F 104.0 F 113.7 F WBAWwo!; 74.3 E 73.6 E 88.7 F 906 F 101.0 F IC8.9 F NB left-Thru 55.4 E 55.2 E 55.4 E 55.2 E 55.4 E 55.2 E NB Right 53.8 D 53.9 D 53.8 D 53.9 D 53.8 D 53.9 D ABApprcad� 54.7 D 54.5 D 54.7 D 54.5 D 54.7 D 54.5 D SBThm-Left 50.7 D 51.1 D 51.1 D 51.2 D 59.6 E 53.8 D SB Right 139.8 F 205.6 F 184.5 F 278.6 F 265.0 F 329.3 F SBAppDad� 127..1 F 186.3 F 165..4 F 2505 F 228.9 F 269.7 F Overall 72.8 E 86.5 F 87A F 108.9 F SILO F 129.2 F 2.Old Ivy Road (E-W) at 29 Off Ramp/Route 846 (N-S) (hsi9nal"ed EB Thm-Right 87.3 F 27.5 D 69.8 F 30.2 D 75.7 F 34.4 D &Approadl 87..3 F 27.5 D 69.8 F 30.2 D 757 F 34.4 D WB Left-Thm 167.7 F 47.1 E 108.1 F 58.7 F 544.2 F 140.1 F WBAppDad� 167..7 F 47.1 E 108.1 F 58.7 F 544.2 F 140.1 F NB L-T-R 0.7 A 0.9 A 0.7 A 0.9 A 0.7 A 0.9 A ABAppxath 127 A 0.9 A 127 A 09 A a7 A 0.9 A SBL-T-R 1.5 A 0.3 A 1.5 A 0.3 A 1.5 A 0.3 A SBAppDadh 1.5 A 03 A 1.5 A 03 A 1.5 A a3 A 3.01d Ivy Road (E-W) at Faulconer Road/Commerdal Ent (ksignah,ed EB Left-Thru 2.6 A 0.7 A 2.3 A 0.8 A 2.3 A 0.7 A EB Right 0.0 A 0.0 A 0.0 A 0.0 A 0.0 A 0.0 A EBAppoach 2.6 A a7 A 2.3 A 0.0 A 2.3 A 127 A WB L-T-R 0.0 A 0.0 A 0.0 A 0.0 A 0.0 A 0.0 A WBAWoach 0.0 A 0.0 A 120 A 00 A 0.0 A 0.0 A NB L-T-R 25.3 D 11.7 B 19.4 C 12.3 B 21.8 C 13.2 B NBApprcadr 25.3 D 11.7 B 19.4 C 12.3 B 21.8 C 13.2 B SB eft Thou 349.1 F 20.0 C 85.7 F 25.1 D 176.1 F 62.1 F SB Right 0.0 A 0.0 A 0.0 A 0.0 A 0.0 A 0.0 A SBAppoach 349.1 F 200 C 85.7 F 25.1 D 1761 F 62.1 F 4. Old Ivy Road (E-W) at Route 29 On -Ramp/ Commercial Entrance(N-S) 02519-bled EB L-T-R 7.4 A 8.8 A 7.0 A 9.1 A 7.7 A 9.4 A EBAppDad� 7.4 A 8.8 A 7..0 A 9.1 A 7.7 A 9.4 A WB left-Thru 0.0 t 0.0 t 0.0 A 0.0 t 0.0 A 0.0 A WB Right 0.0 A 0.0 A 0.0 A 0.0 A 0.0 A 0.0 A WBApprwm 00 t 0.0 t 0.0 A 00 t ao A 0.0 A NB L-T-R 0.0 t 57.5 t 0.0 A 64.8 t 0.0 A 93.1 F ABAppuadi 0.0 A 57.5 F 0.0 A 64.8 F ao A 93.1 F 5.Ivy Road(E-W) at Old Ivy Road (WS) Sirpallzed EB left 7.9 A 8.0 A 7.9 A 8.3 A 9.2 A 9.2 A EB Thou 13.3 B 10.1 B 13.7 B 10.3 B 16.6 B 11.2 B EBApproach 12.7 B 9.9 A 13.1 B 102 B 15..8 B 11.1 B WBThm 9.2 A 14.5 B 9.2 A 15.1 B 10.8 B 16.8 B WB Right 7.6 A 7.5 A 7.6 A 7.7 A 8.9 A 8.6 A WbAppnaM 8.8 A 125 B 8.8 A 13.0 B 10.2 B 14.0 B NB L-T-R 32.7 C 28.5 C 33.9 C 28.6 C 34.5 C 29.5 C ABAppuad� 32.7 C 2&5 C 33.9 C X6 C 34.5 C 29.5 C SBL-T-R 23.7 C 23.8 C 24.5 C 23.8 C 28.9 C 25.1 C SBAppuach 23.7 C 23.8 C 24.5 C 23.8 C 28.9 C 25.1 C overall 13.3 B 112 B 18.6 B I3.5 B 16.8 B 1&8 B 5-4 TIMMONS GROUP cease* YOUR VISION ACHIEVED THROUGH OURS. M N 2 O ry GmP amp Old Garth Roa (36) 68 F (22) 34 O O C 3 sv L -i.L 10 vaI� 4)1 l ~ L 39 (22) 18 (57) 108 (152) J 1 i 97 (96) Old IVV T `0 (0) Road (36) 132 --f 14 w I ~ (59 () 5121) r- m 11 .m.V ® n N Z C K O L 165 (271) F 147 (169) �0(0) (477) 438 i 1)o� (293) 311 (0)1 o �.o V A Y_ y C (nl W Im tIIO I L 27 (88) r Y 204 (315) (132) 40, (161) 271 y I I O opv L116(104) � 565 (661) Ivy Road .1 1 1. O r 26 (41) Ivy Road O (470) 400: O -1 1 r (652) 622 (21) 10 nmG I�IN r L. L 161 (361) ii 334 (690) (42) 69 -} t (493) 624 LE END: Existing Road Signalized Intersection Stop Controlled Intersection j Stop Sign Location Lane Configuration 00 AM Peak Hour Volumes (00) PM Peak Hour Volumes .00000� 2025 Future Volumes TIMMONS GROUP Old Ivy Residences — Traffic Impact Analysis Albemarle County, Virginia Figure 5-1 2 rV ro O L N C 0v 4 U C " E OA � of of � + �0 II .� �. I Old Garth Id I T S'=250' r S'=150' ,. oa -V.Road 7 4 S'=150'� - + ' �' O00 1 Y �o O 0 r, II � � rI- Ivy Road .-S'=200' Ivy Road • o o S'=460'7 0 f. S'=85'� o 0 I LEGEND: n Existing Road — — — Proposed Road -2 Signalized Intersection W (a ® Stop Controlled Intersection V O U f Stop Sign Location S• Effective Storage (in feet)* T Taper Length (in feet) 4�— Lane Configuration * Per TOSAM guidelines, effective storage equals the full width storage length + 1/2 the taper length .00000 • Future Geometry Figure Fi Old I Residences — Traffic Impact Analysis 9 TIMMONS GROUP � p y Albemarle County, Virginia 5-2 November 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA 6 TURN LANE WARRANT ANALYSIS 6.1 2025 FUTURE CONDITIONS ANALYSIS Using 2025 future traffic volumes on Figure 5-1 and the appropriate turn lane warrant nomographs from Appendix F of the VDOT Road Design Manual a turn lane warrant analysis was completed for the proposed site entrance on Old Ivy Road. The turn lane warrants were completed for the eastbound left and the westbound right turning movements from Old Ivy Road into the proposed site entrance. Under 2025 future conditions, both an eastbound left and a westbound right turn lane are warranted on Old Ivy Road at the proposed site entrance. The left and right turn lane warrants can be found in Figures 6-1 through 6-3. Based on the posted speed limit (35 MPH) and the functional classification of Old Ivy Road (urban collector), a minimum taper of 100' and a minimum storage of 100' is required for both turn lanes per the VDOT Road Design Manual. 6-1 TIMMONS GROUPease* YOUR VISION ACHIEVED THROUGH OURS. November 2021 Old Ivy Residences Traffic Impact Analysls - Albemarle County, VA PAGE INTENTIONALLY BLANK 6-2 TIMMONS GROUPease* YOUR VISION ACHIEVED THROUGH OURS. ■■■■■■■■ ■■■■■■■■ ■■■■■■■■ a■hm■■■■■■■■■ SM■NM■■■■■■■■ ■NMENN■■■■■■■ ■■bMENNE■■■■■ M■■NM■NN■■■■■ NM■■NN■bRomom ■NN■■NN■■O■■■ ■■mm■■om■■.■■ ■■■NNEEMO■■►■ M■■■NN■■■o■■N ■■■■■■■■■■■■■ ■■■■■■■■■■■■■ ■■■■■■■■■■■■■ ■■■■■■■■■■■■■ GUIDELINES FOR RIGHT TURN TREATMENT (2-LANE HIGHWAY) FIGURE 3-26 VDOT ROAD DESIGN MANUAL APPENDIX F 120 100 88 80 60 40 27 20 LEGEND AM Peak Hour — — — - PM Peak Hour q� LJ1 PHV APPROACH TOTAL, VEHICLES PER HOUR RIGHT TURN LANE AND TAPER WARRANTED Right -Turn Lane Guideline 2025 Total Future Volume Figure TIMMONS GROUP WB Old Ivy Road at Proposed Site Entrance 6-3 November 2021 Old Ivy Residences Traffic Impact Analysls - Albemarle County, VA PAGE INTENTIONALLY BLANK 6-6 TIMMONS GROUP �.••••� YOUR VISION ACHIEVED THROUGH OURS. . • November 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA 7 CONCLUSIONS AND RECOMMENDATIONS 7.1 STUDY FINDINGS Based on the operational analyses the following is offered: IS Under the 2021 existing and 2025 background conditions: • The signalized intersection of Ivy Road and Canterbury Road operates at an overall LOS E in the AM and LOS F in the PM, with queues in both mainline approaches and the southbound approach that create access issues to nearby entrances and intersections. • At the unsignalized intersection of Old Ivy Road and US Route 29/250 Off -Ramp, the combination of queues from the Ivy Road/Canterbury Road signal and the high volume from the US Route 29/250 Off -Ramp block access for the eastbound and westbound movements of Old Ivy Road, effectively creating a 4-way stop intersection. The US Route 29/250 Off Ramp experiences queues that extend to mainline US Route 29/250. o The unsignalized intersection of Old Ivy Road and Faulconer Road sees queuing issues for southbound traffic attempting to make a left onto Old Ivy Road during both peak hours. The queues at Old Ivy Road extend downstream into the US Route 29/250 Off -Ramp, which could create safety and operational issues on the ramp. o The unsignalized intersection of Old Ivy Road at the US Route 29/250 On -Ramp does not have any operational or queuing issues of note, with maximum queues of approximately 300'in the EB direction which do not interfere with other intersections or access points. o The signalized intersection of Ivy Road and Old Ivy Road operates at an overall LOS B in both the AM and PM peak. The only queuing issues noted are for through movement queues blocking access to nearby commercial entrances. o On either end of the study corridor, there are narrow railroad bridges over Old Ivy Road that severely limit the ability to widen the roadway and sometimes require vehicles to operate as if there were only a single lane. This constraint impacts the intersections of Old Ivy Road at Ivy Road, Old Ivy Road at US Route 29/250 Off -Ramp, and Ivy Road at Canterbury Road. • Under 2025 total future conditions with the traffic from the proposed Old Ivy Road Development: • Overall, all existing intersections see an increase in delays and queuing with the addition of the proposed site traffic. • The signalized intersection of Ivy Road and Canterbury Road continues to create operational issues for the US Route 29/250 Off -Ramp, Old Ivy Road, and Faulconer Road. Without improvements to the signalized intersection or the off -ramp, operations on Old Ivy Road will not improve. • At the unsignalized intersection of Old Ivy Road at the US Route 29/250 On -Ramp, the additional site traffic does not significantly increase delays along Old Ivy Road. • At the signalized intersection of Old Ivy Road and Ivy Road, the increased traffic volumes do not significantly change the operations of the existing signal. • The proposed site entrance does not introduce any queueing or delays for mainline Old Ivy Road and the proposed turn lanes can fully accommodate the site -generated traffic. 7-1 TIMMONS GROUP �.••••� YOUR VISION ACHIEVED THROUGH OURS. . • November 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA 7.2 RECOMMENDATIONS In order to accommodate the increased traffic volumes associated with the proposed Old Ivy Residences residential development, the following operational and capacity improvements are recommended: 1. Install an eastbound left turn lane on Old Ivy Road at the proposed site entrance, minimum 100, storage and 100' taper. 2. Install a westbound right turn lane on Old Ivy Road at the proposed site entrance, minimum 100' storage and 100' taper. 3. Install a westbound right turn lane on Old Ivy Road at the US Route 29/250 on -ramp. All recommended improvements are on Old Ivy Road across the frontage of property controlled by the development of Old Ivy Residences. The proposed improvements are expected to be constructable within existing right-of-way and on the development frontage. 7-2 TIMMONS GROUP •••••• July 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA Appendix A Traffic Counts July 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA Data Collection Group LSmith@DataCollectionGroup.net File Name : Canterbury and Ivy Site Code Start Date : 5/6/2021 Page No 1 r ., - P .fm_ Pacan - Vnh _ Tn"V. Old Garth Ivy Canterbury Ivy From North From East From South From West Siart TIIriC Right I Thru I Lefil Peds I App Tom1 Right Thru I Left I Peds App.Tom1 Right Thru Left Peds App.T w Right I Thru I Le8 Peds I App Total In[.To al 07:00 AM 71 1 19 0 91 12 49 2 0 63 0 1 1 0 2 0 82 39 0 121 277 07:15 AM 59 0 16 0 75 15 59 0 0 74 2 t 0 0 3 0 80 65 0 145 297 07:30 AM 84 1 9 0 94 27 115 2 0 144 t 2 t 0 4 1 130 93 0 224 466 07:45 AM 140 3 8 0 151 24 129 3 0 156 4 2 2 0 8 3 145 94 0 242 557 Total 354 5 52 0 411 78 352 7 0 437 7 6 4 0 17 4 437 291 0 732 1597 08:00 AM 113 2 30 0 145 32 117 6 0 155 3 3 3 0 9 2 175 101 0 278 587 08: 15 AM 127 3 27 0 157 26 117 2 0 145 6 6 t 0 13 0 128 94 0 222 537 08:30 AM 128 1 9 0 138 16 122 5 0 143 5 5 6 0 16 2 101 59 0 162 459 08:45 AM 128 6 5 0 139 19 138 10 1 168 8 2 1 0 11 5 139 87 0 231 549 Total 496 12 71 0 579 93 494 23 1 611 22 16 11 0 49 9 543 341 0 893 1 2132 04:00 PM 146 2 26 0 174 20 157 4 0 181 4 t 2 0 7 2 163 84 1 250 612 04:15 PM 132 3 11 0 146 9 133 2 0 144 7 4 5 0 16 5 135 82 0 222 528 04:30 PM 126 5 IO 0 141 12 140 7 0 159 8 2 2 0 12 4 141 115 0 260 572 04:45 PM 133 1 15 0 149 20 128 9 0 157 6 1 4 0 11 2 136 98 0 236 553 Total 1 537 11 62 0 610 1 61 558 22 0 641 1 25 8 13 0 46 1 13 575 379 1 968 1 2265 05:00 PM 101 3 16 0 120 18 149 15 0 182 9 3 5 0 17 7 151 70 1 229 548 05:15 PM 152 6 17 0 175 12 144 5 0 161 8 2 4 0 14 5 142 99 0 246 596 05:30 PM 115 3 5 0 123 7 129 8 0 144 7 3 5 I 16 2 122 95 0 219 502 05:45 PM 139 2 14 0 155 14 92 6 0 112 2 3 4 0 9 0 100 70 0 170 446 Total 507 14 52 0 573 51 514 34 0 599 26 11 18 1 56 14 515 334 1 864 2092 Grand Total 1894 42 237 0 2173 283 1918 86 1 2288 80 41 46 1 168 40 2070 1345 2 3457 8086 Appreh % 87.2 1.9 10.9 0 12.4 83.8 3.8 0 47.6 24.4 27.4 0.6 1.2 59.9 38.9 0.1 Total % 23.4 0.5 2.9 0 26.9 3.5 23.7 1.1 0 28.3 1 0.5 0.6 0 2.1 0.5 25.6 16.6 0 42.8 Passenger Veh 1848 42 231 0 2121 280 1856 84 1 2221 77 41 45 I 164 40 2023 1312 2 3377 7883 %Pa r Veh 97.6 100 97.5 0 97.6 98.9 96.8 97.7 I00 97.1 96.2 100 97.8 100 97.6 100 97.7 97.5 100 97.7 97.5 Trucks 46 0 6 0 52 3 62 2 0 67 3 0 I 0 4 0 47 33 0 80 203 % Trucks 2.4 0 2.5 0 2.4 1.1 3.2 2.3 0 2.9 3.8 0 2.2 0 2.4 0 2.3 2.5 0 2.3 2.5 Data Collection Group LSmith@DataCollectionGroup.net File Name : Canterbury and Ivy Site Code Start Date : 5/6/2021 Page No : 2 Old Garth From North Ivy From East Canterbury From South IVY From West Start Time Right I Thru I Left Peds App. Total Right I Thru I Left Peds App. Total Right Thru Left Peds App. Total Right F Thm Left I Peds I App, Tore) Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection He2ins at 07:30 AM Int. Tota 07:30 AM 84 1 9 0 94 27 115 2 0 1" I 2 I 0 4 1 130 93 0 224 466 07:45 AM 140 3 8 0 151 24 129 3 0 156 4 2 2 0 8 3 145 94 0 242 557 08:00 AM 113 2 30 0 145 32 117 6 0 155 3 3 3 0 9 2 175 101 0 278 587 08:15 AM 127 3 27 0 157 26 117 2 0 145 6 6 I 0 13 0 128 94 0 222 537 Total Volume 464 9 74 0 547 109 478 13 0 600 14 13 7 0 34 6 578 382 0 966 2147 % ADD. Total 84.8 1.6 13.5 0 18.2 79.7 2.2 0 41.2 38.2 20.6 0 0.6 59.8 39.5 0 PIE .829 .750 .617 .000 .871 .852 .926 .542 .000 .962 .583 .542 .583 .000 .654 .500 .826 .946 .000 .869 .914 Passenger Veh 449 9 72 0 530 108 446 13 0 567 13 13 7 0 33 6 563 374 0 943 2073 %Passenger Veh 96.8 100 97.3 0 96.9 99.1 93.3 100 0 94.5 92.9 100 100 0 97.1 100 97.4 97.9 0 97.6 96.6 Trucks 15 0 2 0 17 1 32 0 0 33 1 0 0 0 1 0 15 8 0 23 74 % Trucks 3.2 0 2.7 0 3.1 0.9 6.7 0 0 5.5 7.1 0 0 0 2.9 0 2.6 2.1 0 2.4 3.4 Data Collection Group LSmith@DataCollectionGroup.net File Name : Canterbury and Ivy Site Code Start Date : 5/6/2021 Page No : 3 Old Garth Out In Total 495 530 1025 9 17 28 1 1 449 9 72 0 15 0 2 0 74 R At Thru Leff Peds 1 Peak Hour Data mmOom —pm W �f nmwc m m� J T tiop� �tmp OW p WW AP. W W W m m 2 No th ~c'��+ Peak Hour Begins at 07:30 m o = Passenger Veh r o w goaa OW W oo W �+ m T a mo'w v tiW ti� WSW_ a moon 4, ? r Left Thru R' ht Peds 7 13 13 0 0 0 1 0 7 13 14 28 33 81 0 1 2 2 Out In Total Old Garth Data Collection Group LSmith@DataCollectionGroup.net Ivy I Canterbury File Name : Canterbury and Ivy Site Code Start Date : 5/6/2021 Page No 4 Ivy Start Time I Right I Thou I Left I Peds I App. Tow I Right I Thou I Left I Peds I App. ToW I Right I Thou I Left I Peds I App. TOW I Right I Thou I Left I Peds I App. Tore) I W. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Pmk Hnnr fnr Fntire TMercertinn Reoins at Odin PM 04:30 PM 126 5 l0 0 141 12 140 7 0 159 8 2 2 0 12 4 141 115 0 260 572 04:45 PM 133 1 15 0 149 20 128 9 0 157 6 1 4 0 11 2 136 98 0 236 553 05:00 PM 101 3 16 0 120 18 149 15 0 182 9 3 5 0 17 7 151 70 1 229 548 05:15 PM 152 6 17 0 175 12 144 5 0 161 8 2 4 0 14 5 142 99 0 246 596 Total Volume 512 15 58 0 585 62 561 36 0 659 31 8 15 0 54 18 570 382 1 971 2269 % ADD. Total 87.5 2.6 9.9 0 9.4 85.1 5.5 0 57.4 14.8 27.8 0 1.9 58.7 39.3 0.1 PHF .842 .625 .853 .000 .836 .775 .941 .600 .000 .905 .861 .667 .750 .000 .794 .643 .944 .830 .250 .934 .952 Passenger Veh 504 15 56 0 575 62 555 35 0 652 29 8 14 0 51 18 562 371 1 952 2230 %Passenger Veh 98.4 100 96.6 0 98.3 100 98.9 97.2 0 98.9 93.5 100 93.3 0 94.4 100 98.6 97.1 100 98.0 98.3 Trucks 8 0 2 0 10 0 6 1 0 7 2 0 I 0 3 0 8 II 0 19 39 % Trucks 1.6 0 3.4 0 1.7 0 1.1 2.8 0 1.1 6.5 0 6.7 0 5.6 0 1.4 2.9 0 2.0 1.7 Data Collection Group LSmith@DataCollectionGroup.net File Name : Canterbury and Ivy Site Code Start Date : 5/6/2021 Page No : 5 Old Garth Out In Total 441 575 1018 11 10 21 1 7 504 15 58 0 8 0 2 0 2 1 R At Thru Leff Peds 1 Peak Hour Data �NOpIN N N F�NC�' m J 1 ♦Ly'pd JW W W W0 NWT mNm m L� No th 4--?W N c m W r Peak Hour Begins at 04:30 P a Passenger Veh TruCks r N mmm Oo�o �o�m + $ ��ma a �000 Wmm— 4, ? r Left Thru R' ht Peds 14 8 29 0 1 0 2 0 15 8 31 51 114 1 3 4 12 Out In Total Data Collection Group LSmith@DataCollectionGroup.net File Name : Cantebury and Old Ivy Site Code Start Date : 5/6/2021 Page No 1 r n - P .fm_ Pacenr.ox Vnh _ Tn"V. 29.250 SB Off Ramp/Canterbury Old Ivy Canterbury Old Garth From North From East From South From West Siart TIIriC Right Thru I Left I Peds App Total Right Thu I Left I Peds App, Total Right Thru Left Peds App. T. Right Thru I Left T Peds App To t.1 Int. To tal 07:00 AM 1 84 2 0 87 0 1 5 0 6 54 0 3 0 57 5 3 0 0 8 158 07:15 AM 1 70 3 0 74 0 0 7 0 7 78 0 2 0 80 2 9 0 0 11 172 07:30 AM 0 85 7 0 92 0 0 3 0 3 118 0 3 0 121 4 12 0 0 16 232 07:45 AM 5 148 6 0 159 0 1 3 0 4 116 0 4 0 120 5 12 0 0 17 300 Total 7 387 18 0 412 0 2 18 0 20 366 0 12 0 378 16 36 0 0 52 862 08:00 AM IO 127 35 0 172 0 3 8 0 11 138 0 2 0 140 7 19 0 0 26 349 08:15 AM 16 146 11 0 173 0 7 7 0 14 116 0 9 0 125 IO IO 0 0 20 332 08:30 AM 5 124 1 0 130 0 4 8 0 12 77 0 4 0 81 4 14 0 0 18 241 08:45 AM 4 133 0 0 137 0 1 5 0 6 100 0 3 0 103 9 16 0 0 25 271 Total 35 530 47 0 612 0 15 28 0 43 431 0 18 0 449 30 59 0 0 89 1 1193 04:00 PM 10 147 3 0 160 0 5 10 0 15 101 0 9 0 110 5 7 0 0 12 297 04:15 PM 5 140 1 0 146 0 5 10 0 15 86 0 6 0 92 7 8 0 0 15 268 04:30 PM 3 124 1 0 128 0 18 13 0 31 121 0 9 0 130 3 7 0 0 10 299 04:45 PM 0 137 3 0 140 0 12 13 0 25 113 0 5 0 118 5 10 0 0 15 298 Total 1 18 548 8 0 574 1 0 40 46 0 86 1 421 0 29 0 450 1 20 32 0 0 52 1 1162 05:00 PM 2 114 4 0 120 0 7 18 0 25 81 0 9 0 90 2 6 0 0 8 243 05:15 PM 8 154 0 1 163 0 13 6 0 19 102 0 3 0 105 9 9 0 0 18 305 05:30 PM 8 125 1 0 134 0 7 7 0 14 103 0 3 0 106 4 4 0 0 8 262 05:45 PM 5 132 2 0 139 0 10 11 0 21 84 0 7 0 91 4 4 0 0 8 259 Total 23 525 7 1 556 0 37 42 0 79 370 0 22 0 392 19 23 0 0 42 1 1069 Grand Total 83 1990 80 1 2154 0 94 134 0 228 1588 0 81 0 1669 85 150 0 0 235 4286 Appreh % 3.9 92.4 3.7 0 0 41.2 58.8 0 95.1 0 4.9 0 36.2 63.8 0 0 Total % 1.9 46.4 1.9 0 50.3 0 2.2 3.1 0 5.3 37.1 0 1.9 0 38.9 2 3.5 0 0 5.5 Passenger Veh 82 1944 80 1 2107 0 94 128 0 222 1559 0 81 0 1640 83 150 0 0 233 4202 %Passe r Veh 98.8 97.7 100 100 97.8 0 I00 95.5 0 97.4 98.2 0 100 0 98.3 97.6 100 0 0 99.1 98 Trucks 1 46 0 0 47 0 0 6 0 6 29 0 0 0 29 2 0 0 0 2 84 % Trucks 1.2 2.3 0 0 2.2 0 0 4.5 0 2.6 1.8 0 0 0 1.7 2.4 0 0 0 0.9 2 Data Collection Group LSmith@DataCollectionGroup.net File Name : Cantebury and Old Ivy Site Code Start Date : 5/6/2021 Page No : 2 29.250 SB Off Ramp/Canterbury From North Old Ivy From Fast Canterbury From South Old Garth From West Start Time Right I Tbru I Left Peds FApp. 1ofa1 Right I Thru I Left I Peds I App, Tond Right Thru Left Peds App. Tma1 I Right I Tbm I Left I Peds I App, Tma1 Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Bepins at 07:45 AM Int. Tota 07:45 AM 5 148 6 0 159 0 1 3 0 4 116 0 4 0 120 5 12 0 0 17 300 08:00 AM l0 127 35 0 172 0 3 8 0 11 138 0 2 0 140 7 19 0 0 26 349 08:15 AM 16 146 11 0 173 0 7 7 0 14 116 0 9 0 125 10 IO 0 0 20 332 08:30 AM 5 124 1 0 130 0 4 8 0 12 77 0 4 0 81 4 14 0 0 18 241 Total Volume 36 545 53 0 634 0 15 26 0 41 447 0 19 0 466 26 55 0 0 81 1222 % ADD. Total 5.7 86 8.4 0 0 36.6 63.4 0 95.9 0 4.1 0 32.1 67.9 0 0 PIE .563 .921 .379 .000 .916 .000 .536 .813 .000 .732 .810 .000 .528 .000 .832 .650 .724 .000 .000 .779 .875 Passenger Veh 36 527 53 0 616 0 15 24 0 39 438 0 19 0 457 26 55 0 0 81 1193 %Passenger Veh 100 96.7 100 0 97.2 0 100 92.3 0 95.1 98.0 0 100 0 98.1 100 100 0 0 100 97.6 Trucks 0 18 0 0 18 0 0 2 0 2 9 0 0 0 9 0 0 0 0 0 29 % Trucks 0 3.3 0 0 2.8 0 0 7.7 0 4.9 2.0 0 0 0 1.9 0 0 0 0 0 2.4 Data Collection Group LSmith@DataCollectionGroup.net File Name : Cantebury and Old Ivy Site Code Start Date : 5/6/2021 Page No 3 29.250 SIB Off Ramp/Canterbury Out In Total 878 876 0 18 18 36 527 53 0 0 78 0 0 Thru Left Peds Rlht 1 Peak Hour Data m no`n oo c� 1 A �000 VNNi tO OHO c no 2 No th Peak Hour Begins at 07:45 c' �, o �, O �+o = Passenger Veh Trucks C5000 C _ 00 m $ N WN 4, ? r Left Thru R' ht Peds 79 0 438 0 0 0 9 0 19 0 447 577 457 1034 20 9 28 7 4 1063 Out In Total 29.250 SB Off Ramp/Canterbury Data Collection Group LSmith@DataCollectionGroup.net Old Ivy I Canterbury File Name : Cantebury and Old Ivy Site Code Start Date : 5/6/2021 Page No : 4 fir[ Y l I Start Time I Right I Thm I Left I Peds I App. Tow I Right I Thm I Left I Peds I App. ToW I Right I Thru I Left I Peds I App. TOW I Right I Thm I Left I Peds I App, Tore) I hrt. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Prak Hnnr fnr Fntire TMerceMinn Reoins at 04-M PM 04:00 PM l0 147 3 0 160 0 5 10 0 15 101 0 9 0 Ito 5 7 0 0 12 297 04:15 PM 5 140 1 0 146 0 5 10 0 15 86 0 6 0 92 7 8 0 0 15 268 04:30 PM 3 124 1 0 128 0 18 13 0 31 121 0 9 0 130 3 7 0 0 10 299 04:45 PM 0 137 3 0 140 0 12 13 0 25 113 0 5 0 118 5 10 0 0 15 298 Total Volume 18 548 8 0 574 0 40 46 0 86 421 0 29 0 450 20 32 0 0 52 1162 % ADD. Total 3.1 95.5 1.4 0 0 46.5 53.5 0 93.6 0 6.4 0 38.5 61.5 0 0 PHF .450 .932 .667 .000 .897 .000 .556 .885 .000 .694 .870 .000 .806 .000 .865 .714 .800 .000 .000 .867 .972 Passenger Veh 18 547 8 0 573 0 40 45 0 85 413 0 29 0 442 20 32 0 0 52 1152 %Passenger Veh 100 99.8 100 0 99.8 0 I00 97.8 0 98.8 98.1 0 100 0 98.2 100 100 0 0 100 99.1 Trucks 0 1 0 0 I 0 0 1 0 1 8 0 0 0 8 0 0 0 0 0 10 %Trucks 0 0.2 0 0 0.2 0 0 2.2 0 1.2 1.9 0 0 0 1.8 0 0 0 0 0 0.9 Data Collection Group LSmith@DataCollectionGroup.net File Name : Cantebury and Old Ivy Site Code Start Date : 5/6/2021 Page No 5 29.250 SIB Off Ramp/Canterbury Out In Total 573 573 0 1 1 74 18 547 8 0 0 7 0 0 7 R lht Thru Left Pads 1 IY Peak Hour Data m mom oo a� f _ O o MOM 2 r� Nodh Peak Hour Begins at 04:00 P Rr ~O o 0 o m w O O Passenger Veh Trucks Smom O oo �+ nw v n& a a000 'rmm— 4-1 ? r Left Thru R' ht Pads 29 0 413 0 0 0 8 0 29 0 421 612 442 1054 2 8 10 14 4 1 Out In Total Data Collection Group 757.478.6761 LSm ith@DataCollectionGroup.net r,m.,ns Printed- Passenner Veh - Tr.,PkS File Name : Old Ivy and Faulconer Site Code : 00033668 Start Date : 5/6/2021 Page No 1 Faulconer Old Ivy Driveway Old Ivy From North From East From South From West Start Time Right Thru LeftPeds N+p Total Right Thru Left Peds App Total Right Thru Left Peds N+p Total Right Thru LeftPeds App. Total Int. Total 07:00 AM 0 1 8 0 9 2 6 0 0 8 0 0 0 0 0 0 59 2 0 61 78 07:15 AM 0 1 12 0 13 5 7 0 0 12 0 0 0 0 0 1 82 7 0 90 115 07:30 AM 1 0 7 0 8 10 5 0 0 15 1 0 0 0 1 3 90 36 0 129 153 07:45 AM 0 3 37 0 40 17 6 0 0 23 0 0 0 0 0 2 87 51 0 140 203 Total 1 5 64 0 70 34 24 0 0 58 1 0 0 0 1 6 318 96 0 420 549 08:00 AM 2 1 57 0 60 22 8 0 0 30 0 0 0 0 0 2 129 64 0 195 285 08:15 AM 0 2 72 0 74 5 15 0 0 20 0 0 0 0 0 4 97 30 0 131 225 08:30 AM 1 1 32 0 34 5 10 0 0 15 0 0 3 0 3 3 87 8 0 98 150 08:45 AM 1 0 30 0 31 2 4 0 0 6 0 1 0 0 1 1 113 4 0 118 156 Total 4 4 191 0 199 34 37 0 0 71 0 1 3 0 4 10 426 106 0 5421 816 ... BREAK... 04:00 PM 1 0 52 0 53 6 12 1 0 19 3 0 4 0 7 0 101 12 0 113 192 04:15 PM 0 0 45 0 45 3 16 0 0 19 3 0 0 0 3 2 90 4 0 96 163 04:30 PM 2 0 25 0 27 2 32 0 1 35 2 0 0 0 2 0 115 4 0 119 183 04:45 PM 3 0 23 0 26 5 22 0 0 27 0 0 1 0 1 1 111 7 0 119 173 Total 6 0 145 0 151 16 82 1 1 100 8 0 5 0 13 3 417 27 0 4471 711 05:00 PM 6 0 33 0 39 7 19 0 0 26 3 0 0 0 3 0 93 6 0 99 167 05:15 PM 1 0 42 0 43 4 19 0 0 23 0 0 0 1 1 0 101 12 0 113 180 05:30 PM 1 1 26 0 28 3 11 0 0 14 1 0 0 0 1 0 104 4 0 108 151 05:45 PM 3 0 33 0 36 6 19 0 0 25 1 0 0 0 1 0 84 6 0 90 152 Total 11 1 134 0 146 20 68 0 0 88 5 0 0 1 6 0 382 28 0 4101 650 Grand Total 22 10 534 0 566 104 211 1 1 317 14 1 8 1 24 19 1543 257 0 1819 2726 Apprch % 3.9 1.8 94.3 0 32.8 66.6 0.3 0.3 58.3 4.2 33.3 4.2 1 84.8 14.1 0 Total % 0.8 0.4 19.6 0 20.8 3.8 7.7 0 0 11.6 0.5 0 0.3 0 0.9 0.7 56.6 9.4 0 66.7 Passenger Veh 22 10 525 0 557 102 204 0 1 307 14 1 7 1 23 19 1505 256 0 1780 2667 %Passenger van 100 100 98.3 0 98A 98.1 96.7 0 100 96.8 100 100 87.5 100 95.8 100 97.5 99.6 0 97.9 97.8 Trucks 0 0 9 0 9 2 7 1 0 10 0 0 1 0 1 0 38 1 0 39 59 % Trucks 0 0 1.7 0 1.6 1.9 3.3 100 0 3.2 0 0 12.5 0 42 0 2.5 0.4 0 2.1 2.2 Data Collection Group 757.478.6761 LSm ith@DataCollectionGroup.net File Name : Old Ivy and Faulconer Site Code : 00033668 Start Date : 5/6/2021 Page No : 2 Faulconer From North Old Ivy From East Driveway From South Old Ivy From West Start Time I Right I Thru I Left I Pads I App. Total I Right I Thru I Left I Peds I App. Total I Right I Thru I Left I Peds I App. Total I Right I Thru I LeftPeds App. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Beains at 07:30 AM Int. Total 07:30 AM 1 0 7 0 8 10 5 0 0 15 1 0 0 0 1 3 90 36 0 129 153 07:45 AM 0 3 37 0 40 17 6 0 0 23 0 0 0 0 0 2 87 51 0 140 203 08:00 AM 2 1 57 0 60 22 8 0 0 30 0 0 0 0 0 2 129 64 0 195 285 08:15 AM 0 2 72 0 74 5 15 0 0 20 0 0 0 0 0 4 97 30 0 131 225 Total Volume 3 6 173 0 182 54 34 0 0 88 1 0 0 0 1 11 403 181 0 595 866 %App. Total 1.6 3.3 95.1 0 61.4 38.6 0 0 100 0 0 0 1.8 67.7 30.4 0 PHF .375 .500 .601 .000 .615 .614 .567 .000 .000 .733 .250 .000 .000 .000 .250 .688 .781 .707 .000 .763 .760 Passenger Veh 3 6 168 0 177 53 32 0 0 85 1 0 0 0 1 11 393 181 0 585 848 %Passenger van 100 100 97.1 0 97.3 98.1 94.1 0 0 96.6 100 0 0 0 100 100 97.5 100 0 98.3 97.9 Trucks 0 0 5 0 5 1 2 0 0 3 0 0 0 0 0 0 10 0 0 10 18 % Trucks 0 0 2.9 0 2.7 1.9 5.9 0 0 3.4 0 0 0 0 0 0 2.5 0 0 1.7 2.1 Data Collection Group 757.478.6761 LSm ith@DataCollectionGroup.net Faulconer In T I 2 17 411 1 5 6 2 41 3 6 16 0 0 0 5 0 Right Thru Left Peds Peak Hour Data rm tz- 3� m 1 m iAF F. ormi m c_4 North N c n Peak Hour Begins at 07:30 2 W ro N g o + Passenger Veh rho _a m� mq O m oo 0 T r Left Thru Riaht Peds 0 0 1 0 0 0 0 0 1 17 1 18 17 1 1 Out In Total File Name : Old Ivy and Faulconer Site Code : 00033668 Start Date : 5/6/2021 Page No : 3 Data Collection Group 757.478.6761 LSm ith@DataCollectionGroup.net File Name : Old Ivy and Faulconer Site Code : 00033668 Start Date : 5/6/2021 Page No : 4 Faulconer From North Old Ivy From East Driveway Old Ivy From South From West Start Time Right Thru Left Peds App. Totai Right Thm Left Peds App. Total Right Thru LeR Peds App. rotas Right Thm Lefl Peds App. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Beams at 04:00 PM 04:00 PM 1 0 52 0 53 6 12 1 0 19 3 0 4 0 7 0 101 12 0 113 192 04:15 PM 0 0 45 0 45 3 16 0 0 19 3 0 0 0 3 2 90 4 0 96 163 04:30 PM 2 0 25 0 27 2 32 0 1 35 2 0 0 0 2 0 115 4 0 119 183 04:45 PM 3 0 23 0 26 5 22 0 0 27 0 0 1 0 1 1 111 7 0 119 173 Total Volume 6 0 145 0 151 16 82 1 1 100 8 0 5 0 13 3 417 27 0 447 711 %App. Total 4 0 96 0 16 82 1 1 61.5 0 38.5 0 0.7 93.3 6 0 PHF .500 .000 .697 .000 .712 .667 .641 .250 .250 .714 .667 .000 .313 .000 .464 .375 .907 .563 .000 .939 .926 Passenger Veh 6 0 145 0 151 15 81 0 1 97 8 0 4 0 12 3 405 26 0 434 694 % Passenger Ven 100 0 100 0 100 93.8 98.8 0 100 97.0 100 0 80.0 0 92.3 100 97.1 96.3 0 97.1 97.6 Trucks 0 0 0 0 0 1 1 1 0 3 0 0 1 0 1 0 12 1 0 13 17 % Trucks 0 0 0 0 0 6.3 1.2 100 0 3.0 0 0 20.0 0 7.7 0 2.9 3.7 0 2.9 2.4 Data Collection Group 757.478.6761 LSm ith@DataCollectionGroup.net Faulconer In T I 41 151 19 2 0 2 1 6 0 1 0 0 0 0 0 Right Thru Left Peds Peak Hour Data FN J A J m . w a t�—� North Peak Hour Begins a104:00 P W-Vi 2 2 � m mF s " _ O E Passenger Veh Trucks a w m Q` 00 D �J J VO7i yro T r Left Thru Riaht Peds 4 0 8 0 1 0 0 0 4 11 17 Oul In Total File Name : Old Ivy and Faulconer Site Code : 00033668 Start Date : 5/6/2021 Page No : 5 Data Collection Group LSmith@DataCollectionGroup.net File Name : Old Ivy and 29-250 NB On Ramp Site Code Start Date : 5/6/2021 Page No 1 r n — P .fm- Pacan — Vnh - Tn"V. 29/250 On Ramp Old Ivy Driveway Old Ivy From North From East From South From West Siart TIIriC Right Thru I Left I Peds App Total Right Tbru I Left I Peds App, Total Right Thru Left Peds App. Tow Right Thru I Left I Peds App Total Ina, Total 07:00 AM 0 0 0 0 0 9 8 0 0 17 0 0 0 0 0 2 14 52 0 68 85 07:15 AM 0 0 0 0 0 11 12 0 0 23 0 0 t 0 1 3 21 64 0 88 112 07:30 AM 0 0 0 0 0 6 14 0 0 20 0 0 0 0 0 0 21 77 0 98 118 07:45 AM 0 0 0 0 0 17 23 0 0 40 0 0 0 0 0 0 38 78 0 116 156 Total 0 0 0 0 0 43 57 0 0 100 0 0 I 0 1 5 94 271 0 370 471 08:00 AM 0 0 0 0 0 21 33 0 0 54 0 0 0 0 0 1 64 120 0 185 239 08:15 AM 0 0 0 0 0 21 20 0 0 41 0 0 0 0 0 0 70 104 0 174 215 08:30 AM 0 0 0 0 0 24 13 0 0 37 0 0 0 0 0 0 43 75 0 118 155 08:45 AM 0 0 0 0 0 21 6 0 0 27 0 0 0 0 0 0 59 84 0 143 170 Total 0 0 0 0 0 87 72 0 0 159 0 0 0 0 0 1 236 383 0 620 1 779 04:00 PM 0 0 0 0 0 56 19 0 0 75 0 0 0 0 0 0 37 115 0 152 227 04:15 PM 0 0 0 0 0 33 17 0 0 50 0 0 0 0 0 0 38 102 0 140 190 04:30 PM 0 0 0 0 0 46 35 0 0 81 0 0 0 I 1 0 26 127 0 153 235 04:45 PM 0 0 0 0 0 48 29 0 0 77 0 I 0 0 1 0 26 109 0 135 213 Total 1 0 0 0 0 0 1 183 100 0 0 283 1 0 I 0 1 2 1 0 127 453 0 580 1 865 05:00 PM 0 0 0 0 0 64 26 0 0 90 0 0 0 0 0 0 44 85 0 129 219 05:15 PM 0 0 0 1 I 45 24 0 0 69 0 0 0 I 1 0 45 95 0 140 211 05:30 PM 0 0 0 0 0 49 14 0 0 63 0 0 0 0 0 1 27 103 0 131 194 Grand Total 0 0 0 1 I 513 317 0 0 830 0 1 I 2 4 7 611 1470 0 2088 2923 Apprch % 0 0 0 100 61.8 38.2 0 0 0 25 25 50 0.3 29.3 70.4 0 Total % 0 0 0 0 0 17.6 10.8 0 0 28.4 0 0 0 0.1 0.1 0.2 20.9 50.3 0 71.4 Passenger Veh 0 0 0 1 1 508 311 0 0 819 0 1 0 2 3 6 600 1445 0 2051 2874 %Passe r Veh 0 0 0 100 100 99 98.1 0 0 98.7 0 100 0 100 75 85.7 98.2 98.3 0 98.2 98.3 Trucks 0 0 0 0 0 5 6 0 0 11 0 0 I 0 1 1 11 25 0 37 49 %Trucks 0 0 0 0 0 1 1.9 0 0 1.3 0 0 100 0 25 14.3 1.8 1.7 0 1.8 1.7 Data Collection Group LSmith@DataCollectionGroup.net File Name : Old Ivy and 29-250 NB On Ramp Site Code Start Date : 5/6/2021 Page No 2 29/250 On Ramp From North Old Ivy I From Fast Driveway From South Old IVY From West Start Time Right I Thru I Left Peds App. Total Right I Thru I Left I Peds App. Taal Right Thru Left Peds App. To1a Right I Thm I Left I Peds I App, Tote) Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of l Peak Hour for Entire Intersection He2ins at 08:00 AM Int. Total 08:00 AM 0 0 0 0 0 21 33 0 0 54 0 0 0 0 0 1 64 120 0 185 239 08:15 AM 0 0 0 0 0 21 20 0 0 41 0 0 0 0 0 0 70 104 0 174 215 08:30 AM 0 0 0 0 0 24 13 0 0 37 0 0 0 0 0 0 43 75 0 118 155 08:45 AM 0 0 0 0 0 21 6 0 0 27 0 0 0 0 0 0 59 84 0 143 170 Total Volume 0 0 0 0 0 87 72 0 0 159 0 0 0 0 0 1 236 383 0 620 779 % ADD. Total 0 0 0 0 54.7 45.3 0 0 0 0 0 0 0.2 38.1 61.8 0 PIE .000 .000 .000 .000 .000 .906 .545 .000 .000 .736 .000 .000 .000 .000 .000 .250 .843 .798 .000 .838 .815 Passenger Veh 0 0 0 0 0 86 68 0 0 154 0 0 0 0 0 1 227 377 0 605 759 %Passenger Veh 0 0 0 0 0 98.9 94.4 0 0 96.9 0 0 0 0 0 100 96.2 98.4 0 97.6 97.4 Trucks 0 0 0 0 0 1 4 0 0 5 0 0 0 0 0 0 9 6 0 15 20 % Trucks 0 0 0 0 0 1.1 5.6 0 0 3.1 0 0 0 0 0 0 3.8 1.6 0 2.4 2.6 Data Collection Group LSmith@DataCollectionGroup.net File Name : Old Ivy and 29-250 NB On Ramp Site Code Start Date : 5/6/2021 Page No : 3 291250 On Ramp Out In Total 0 463 7 0 7 47 4 0 0 0 0 0 0 0 0 R ht Thru Left Peds 1 I`� Peak Hour Data m nma �m a� 1v 0 W fOJ a 2 Nodh 3' 41 n r Peak Hour Begins at 08:00 O f o = Passenger Veh u Truckso00 s 5 moat O� oo a a000 a»— 4-1 ? r Left Thru R' ht Peds 0 0 0 0 0 0 0 0 01 o t Out In Total Data Collection Group LSmith@DataCollectionGroup.net File Name : Old Ivy and 29-250 NB On Ramp Site Code : Start Date : 5/6/2021 Page No 4 29/250 On Ramp Old Ivy Driveway Old Ivy From North From East From South From West Start, Time Right I Thru I Left I Peds I App. Tom1 Right I Thru I Left I Peds I App. Tom1 Right Thru Left Peds App.T w I Right I Thm I Left I Peds I App. Toms hrt. Total Peak Hour Analysis From 12:00 PM to 06:00 PM - Peak 1 of 1 Pmk Hnnr fnr Fntire TMerceMinn Reoins at 04-10 PM 04:30 PM 0 0 0 0 0 46 35 0 0 81 0 0 0 1 1 0 26 127 0 153 235 04:45 PM 0 0 0 0 0 48 29 0 0 77 0 1 0 0 1 0 26 109 0 135 213 05:00 PM 0 0 0 0 0 64 26 0 0 90 0 0 0 0 0 0 44 85 0 129 219 05:15 PM 0 0 0 1 1 45 24 0 0 69 0 0 0 1 1 0 45 95 0 140 211 Total Volume 0 0 0 1 1 203 114 0 0 317 0 1 0 2 3 0 141 416 0 557 878 % ADD. Total 0 0 0 100 64 36 0 0 0 33.3 0 66.7 0 25.3 74.7 0 PHF .000 .000 .000 .250 .250 .793 .814 .000 .000 .881 .000 .250 .000 .500 .750 .000 .783 .819 .000 .910 .934 Passenger Veh 0 0 0 1 1 202 113 0 0 315 0 1 0 2 3 0 141 408 0 549 868 %Passenger Veh 0 0 0 100 100 99.5 99.1 0 0 99.4 0 100 0 100 100 0 100 98.1 0 98.6 98.9 Trucks 0 0 0 0 0 1 1 0 0 2 0 0 0 0 0 0 0 8 0 8 10 %Trucks 0 0 0 0 0 0.5 0.9 0 0 0.6 0 0 0 0 0 0 0 1.9 0 1.4 Ll Data Collection Group LSmith@DataCollectionGroup.net File Name : Old Ivy and 29-250 NB On Ramp Site Code Start Date : 5/6/2021 Page No : 5 291250 On Ramp Out In Total 811 1 872 9 0 9 21 0 0 0 1 0 0 0 0 7 R ht Thru Left Petls 1 IY Peak Hour Data �Npm� O t0 N ul0 Y * dJ T ♦ p �G N N 0 v o 2 �F� Nodh z ~c'p�w o Peak Hour Begins at 04:30P O a O o o = Passenger Veh m "" n � N u m�a Q� � Trucks a � o00 a a000 4, ? r Left Thru R' ht Peds 0 1 1 0 2 0 0 0 0 2 3 L 0 0 Out In Total Data Collection Group LSmith@DataCollectionGroup.net File Name : Ivy and Old Ivy Site Code Start Date : 5/6/2021 Page No 1 Groans Printed- Passeneer Veh - Trucks Driveway Ivy Saint Armes Ivy Old Ivy From North From East From South From West From Northwest Start Time Right Than Left rms y0'rw Ism 771ru Left peas .,, rm Right I Thm ��0 Left Peas .,, rm w8h1 Thm Left Peels WT71 Peels 6a..r� La TOW 07m0AM 0 0 0 1 0 1 0 to 33 0 0 63 1 0 0 0 1 0 71 1 4 0 d o 1 0 0 12 133 0715AM 1 0 0 0 0 1 0 13 51 0 0 M 0 0 0 0 0 0 0 '!0 0 5 0 75 0 0 19 0 0 19 159 07'M0 0 0 0 0 0 0 0 20 55 0 0 75 0 0 0 1 0 1 0 122 0 5 0 127 2 0 15 0 0 17 220 d AM o 1 z I a d z Toms 1 0 0 1 0 2 0 e2 196 0 o ne 1 o 0 1 o 2 0 39) 1 36 0 632 10 0 )1 0 o e1 795 OB'OOAM 1 0 0 0 0 I 0 30 97 0 0 In 0 0 0 0 0 0 0 Us 0 2s 0 I60 7 0 36 2 0 43 331 OB'I,= 3 0 0 0 0 3 0 28 56 0 0 8• 0 0 0 I 0 1 0 119 0 17 0 136 9 0 54 I 0 M 288 0 "AM 0 0 0 0 0 0 0 34 69 0 0 103 0 0 1 3 0 4 0 IM 0 8 0 142 9 0 33 0 0 42 291 .1. 45 AM 1 0 0 0 0 I 0 25 )0 0 0 95 0 0 0 5 0 5 0 157 0 10 0 167 5 0 38 2 0 45 313 T9ml 1 5 0 0 0 0 5 1 0 117 292 0 0 609 1 0 0 1 9 0 10 1 0 585 0 60 0 605 1 30 0 159 5 0 1% 1 Ina Nor "M 2 0 0 0 I 3 0 ss 136 0 0 191 0 0 0 1 0 1 0 102 0 9 0 111 10 0 36 2 0 48 356 09J5 PM 1 1 0 0 I 3 0 s2 136 0 0 I88 I 0 0 0 0 1 0 Ip 0 ) 0 IN 10 0 26 2 0 38 356 MPM 1 1 0 0 4 6 0 60 In 0 0 In 0 0 0 I 0 1 0 100 0 7 0 WI 12 0 30 4 0 46 342 ZW 45 PM 1 1 0 0 0 2 I 61 13] 0 0 202 0 0 0 2 0 2 0 109 0 13 0 In ) 0 2] 3 0 3) 365 Total 5 3 0 0 6 14 1 1 n1 531 0 0 963 I 1 0 0 4 0 s 1 0 428 0 36 0 dM1 39 0 119 11 0 169 1 1415 0500PM 3 1 0 1 1 6 0 65 163 0 0 n8 3 0 0 9 0 12 0 119 0 9 0 In I4 0 29 1 0 69 618 OS'ISPM 1 1 0 0 0 2 0 48 181 0 0 n9 0 0 0 0 0 0 0 103 0 7 0 110 11 0 z6 I 0 l8 3A 0530PM 1 0 0 0 1 2 0 50 126 0 0 1)6 0 0 0 2 0 2 0 93 0 6 0 99 6 0 25 2 0 A 312 05'45 PM 0 2 0 0 0 2 0 52 IW 0 0 161 0 0 0 1 0 4 0 M 1 6 0 93 6 0 Id 3 0 23 U3 Total 5 4 0 1 2 12 0 215 5A 0 0 Nd 3 0 0 Is 0 18 1 0 401 1 28 0 430 1 37 0 W ] 0 138 1 1392 Grand Total 16 7 0 2 8 33 1 645 1598 0 0 2244 5 0 1 29 0 35 0 1771 2 158 0 1931 116 0 443 23 0 582 4825 App h% 48.5 212 0 6.1 242 0 28.7 712 0 0 14.3 0 2.9 829 0 0 917 of 82 0 19.9 0 76A 4 0 TOW% 0.3 0.1 0 0 02 n7 0 134 33.1 0 0 46.5 ni 0 0 06 0 0.7 0 363 0 3.3 0 60 24 0 92 05 0 12.1 x� vm IN IN 0 Ian IN IN IN 98.3 97.5 0 0 97.7 100 0 100 I00 0 100 0 98.2 100 100 0 98.4 100 0 98 100 0 98.5 98.1 Trucks 0 0 0 0 0 0 0 11 40 0 0 51 0 0 0 0 0 0 0 31 0 0 0 31 0 0 9 0 0 9 91 %Trucks 0 0 0 0 0 0 0 1.7 2.5 0 0 2.3 0 0 0 0 0 0 0 1.8 0 0 0 1. 0 0 2 0 0 1.5 1.9 Data Collection Group LSmith@DataCollectionGroup.net File Name : Ivy and Old Ivy Site Code Start Date : 5/6/2021 Page No 2 Driveway From North Ivy From East Saint Ames From South Ivy From West Old Ivy From Northwest Start Time Xi° Righ[ Th.. Left Peels Peels P—.,r V& 5 0 0 0 0 5 0 112 282 0 0 394 0 0 1 9 0 10 0 537 0 60 0 597 30 0 152 5 0 187 1193 1. u 0 0 0 I W 0 95.7 96.6 0 0 96.3 0 0 I00 I00 0 100 0 98.5 0 100 0 98.7 100 0 95.6 100 0 96.4 97.5 Trucks 0 0 0 0 0 0 0 5 10 0 0 15 0 0 0 0 0 0 0 8 0 0 0 8 0 0 7 0 0 7 30 %Trucks 0 0 0 0 0 0 0 4.3 3.4 0 0 3.7 0 0 0 0 0 0 0 1.5 0 0 0 1.3 0 0 4.4 0 0 3.6 2.5 Data Collection Group LSmith@DataCollectionGroup.net File Name : Ivy and Old Ivy Site Code Start Date : 5/6/2021 Page No 3 Old Ivy Driveway r Out In Total try O 5 ;0 0 0 0 ^ h 9 �O 5 0 0 0 0 0 0 0 0 0 RHard Ri ht Thru LleIftt� Peds ht omm Pis Peak Hour Data mmm t =000 F oo U J m� J N N 1: -0 V, 2 Peak Hour Begins at 08:00 y _ > W tp Passenger Veh NON N A N_OO OO tw-� Trucks 00 w � wowa u 000 Bear Left Left Thru Ri ht Peds 9 1 0 0 0 0 0 0 0 0 1 0 10 0 0 1 1 Out In Total Data Collection Group LSmith@DataCollectionGroup.net File Name : Ivy and Old Ivy Site Code Start Date : 5/6/2021 Page No : 4 Driveway Ivy I Saint Ames Ivy Old Ivy From North From East From South From West From Northwest Start Time right U. Left Pis yPTw ai& 1Lm Left Peas ,rw Ri81H Th.. Left Peas ,rw Right Th.. Left Peas no.. rou Peas Ms.. *au Im roW Pu HomM yvsF-12MPM.05-45PM-P 101 Puk How Wr Fmire Immranion Begrtq&Ol'JO PM ^� 0 0 0 60 122 0 0 182 0 0 0 1 0 I 0 100 0 7 0 107 12 0 4 0 46 342 04:45 PM 1 1 0 0 0 2 1 64 137 0 0 202 0 0 0 2 0 2 0 109 0 13 0 122 7 0 27 3 0 37 365 05:00 PM 3 1 0 1 1 6 0 65 163 0 0 228 3 0 0 9 0 12 0 119 0 9 0 128 14 0 29 1 0 44 418 05:15 PM 1 1 0 0 0 2 0 48 181 0 0 229 0 0 0 0 0 0 0 103 0 7 0 I10 11 0 26 1 0 38 379 Total vol me 6 4 0 1 5 16 1 237 603 0 0 841 3 0 0 12 0 15 0 431 0 36 0 467 44 0 112 9 0 165 1504 % App Total 375 25 0 6.2 31.2 0.1 28.2 71.7 0 0 20 0 0 80 0 0 92.3 0 7.7 0 26.7 0 67.9 5.5 0 1.0 PHF 000 250 .667 250 .833 .918 .250 u00 .000 .313 u00 .692 .912 786 000 o00 .897 .900 .500 .313 .912 .000 .000 .333 .000 .000 .905 .000 .933 .563 P—ss rvm 6 4 0 I 5 16 1 235 597 0 0 833 3 0 0 12 0 15 0 424 0 36 0 460 44 0 112 9 0 165 1489 %v .., vm 1. 1. o IW Ioo M M 99.2 990 0 0 99.0 100 0 0 100 0 100 0 98.4 0 100 0 98.5 100 0 100 100 0 100 99.0 Trucks 0 0 0 0 0 0 0 2 6 0 0 8 0 0 0 0 0 0 0 7 0 0 0 7 0 0 0 0 0 0 15 %Trucks 0 0 0 0 0 0 0 0.8 LO 0 0 1.0 0 0 0 0 0 0 0 1.6 0 0 0 1.5 0 0 0 0 0 0 LO Data Collection Group LSmith@DataCollectionGroup.net File Name : Ivy and Old Ivy Site Code Start Date : 5/6/2021 Page No 5 Old Ivy Driveway r Out In Total 10 16 26 � ry 0 O 00 O 1 2 O �9 8 4 0 1 5 0 0 0 0 �9oC� 4 7 RHard Ri ht Thru LleIftt� Peds ht o Pss Peak Hour Data JJOO rr ar _ Peak Hour Begins at 04:30 P > c v r p w S� Passenger Veh �' o' J m w rrom oo tw-� Trucks 4-1 wvw— m u w000 Bear T F+ Left Left Thru Ri ht Peds 12 0 0 3 0 0 0 0 0 0 12 o 1 15 15 0 0 1 1 Out In Total July 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA Appendix B Synchro Analysis for 2021 Existing Conditions July 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA Queues 1: Cantebury Road /Route 846 & Ivy Road 07/06/2021 ---* --I, --* f- ~ T 1 Lane Group �EBT EBRMVBL WET NBT NBR SBT SBR Lane Group Flow(vph) 412 656 11 27 709 33 26 100 600 v/c Ratio 0.94 0.58 0.01 0.07 1.00 0.26 0.08 0.50 1.02 Control Delay 65.2 18.9 0.0 11.4 69.8 58.6 0.5 59.5 55.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 65.2 18.9 0.0 11.4 69.8 58.6 0.5 59.5 55.3 Queue Length 50th (ft) 261 345 jjff=T -613 25 0 74 -150 Queue Length 95th (ft) #460 477 0 17 #850 59 0 132 #378 Internal Link Dist (ft) 843 543 551 203 Turn Bay Length (ft) 450 200 180 75 Base Capacity (vph) 449 1130 1047 392 712 147 338 199 588 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.92 0.58 0.01 0.07 1.00 0.22 0.08 0.50 1.02 Intersection Summary - Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer Queue shown is maximum after two cycles. Greystar Old Ivy Road TIA 05/06/2021 2021 Existing AM Peak Synchro 10 Report Timmons Group Page 1 HCM Signalized Intersection Capacity Analysis 1: Cantebury Road /Route 846 & Ivy Road 07/06/2021 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r T+ +T r +T r Traffic Volume (vph) 375 597 10 25 543 102 12 18 24 78 13 546 Future Volume (vph) 375 597 10 25 543 102 12 18 24 78 13 546 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.8 7.8 7.8 7.8 7.8 6.5 6.5 5.4 5.4 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.98 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.98 1.00 0.96 1.00 Satd. Flow (prot) 1770 1845 1615 1736 1760 1863 1538 1761 1553 Flt Permitted 0.07 1.00 1.00 0.42 1.00 0.98 1.00 0.96 1.00 Satd.Flow (perm) 136 1845 1615 759 1760 1863 1538 1761 1553 Peak -hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 412 656 11 27 597 112 13 20 26 86 14 600 RTOR Reduction (vph) 0 0 5 0 5 0 0 0 25 0 0 412 Lane Group Flow (vph) 412 656 6 27 704 0 0 33 1 0 100 188 Heavy Vehicles (%) 2% 3% 0% 4% 6% 2% 0% 0% 5% 4% 0% 4% Turn Type pm+pt NA Perm pm+pt NA Split NA Perm Split NA Perm Protected Phases 5 2 1 6 4 4 3 3 Permitted Phases 2 2 6 4 3 Actuated Green, G (s) 80.2 69.1 69.1 50.3 47.0 6.5 6.5 13.6 13.6 Effective Green, g (s) 80.2 69.1 69.1 50.3 47.0 6.5 6.5 13.6 13.6 Actuated g/C Ratio 0.67 0.58 0.58 0.42 0.39 0.05 0.05 0.11 0.11 Clearance Time (s) 7.8 7.8 7.8 7.8 7.8 6.5 6.5 5.4 5.4 Vehicle Extension (s) 2.0 4.0 4.0 2.0 4.0 1.5 1.5 1.5 1.5 Lane Grp Cap (vph) 436 1062 929 345 689 100 83 199 176 v/s Ratio Prot c0.20 0.36 0.00 c0.40 c0.02 0.06 v/s Ratio Perm 0.43 0.00 0.03 0.00 c0.12 v/c Ratio 0.94 0.62 0.01 0.08 1.02 0.33 0.02 0.50 1.07 Uniform Delay, d1 38.1 16.8 10.8 20.6 36.5 54.7 53.7 50.0 53.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 29.1 2.7 0.0 0.0 39.7 0.7 0.0 0.7 86.6 Delay (s) 67.2 19.5 10.9 20.6 76.2 55.4 53.8 50.7 139.8 Level of Service E B B C E E D D F Approach Delay (s) 37.6 74.2 54.7 127.1 Approach LOS D E D F Intersection Summa HCM 2000 Control Delay 72.8 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.96 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 27.5 Intersection Capacity Utilization 91.7% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group Greystar Old Ivy Road TIA 05/06/2021 2021 Existing AM Peak Synchro 10 Report Timmons Group Page 2 HCM Unsignalized Intersection Capacity Analysis 2: Route 846/Route 29 Off -Ramp & Old Garth Road/Old Ivy Road 07/06/2021 _--* __p, --* f-~ "L_ 4\ T/0- ► 1 d Lane Configurations Traffic Volume (veh/h) Future Volume (Veh/h) Sign Control Grade Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) IF (s) p0 queue free % cM capacity (veh/h) T* a 44 +T+ 65 33 31 17 0 20 0 474 52 583 39 0 65 33 31 17 0 20 0 474 52 583 39 _ Stop Stop Free Free 0% 0% 0% 0% 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0 76 39 36 20 0 24 0 558 61 686 46 None None 283 7 0.87 1168 1437 709 1235 1181 279 732 558 1119 11428 709 1196 1134 99 732 7.1 6.5 6.2 7.2 6.5 6.2 4.1 4.1 3.5 4.0 3.3 3.6 4.0 3.3 2.2 2.2 100 30 91 29 88 100 97 94 137 109 438 51 163 839 882 1003 Direction, Lane # 1 WB 1 NB 1 SB 1 Volume Total 115 56 582 793 Volume Left 0 36 24 61 Volume Right 39 0 558 46 cSH 146 67 882 1003 Volume to Capacity 0.79 0.83 0.03 0.06 Queue Length 95th (ft) 123 98 2 5 Control Delay (s) 87.3 167.7 0.7 1.5 Lane LOS F F A A Approach Delay (s) 87.3 167.7 0.7 1.5 Approach LOS A F F Intersection Summary Average Delay Intersection Capacity Utilization Analysis Period (min) C Greystar Old Ivy Road TIA 05/06/2021 2021 Existing AM Peak Synchro 10 Report Timmons Group Page 3 HCM Unsignalized Intersection Capacity Analysis 3: Commercial Entrance/Faulconer Driver & Old Ivy Road 07/06/2021 _-.* __p, --* f-~ "L_ 4\ T `- 1 r Movement EBL EBT EBR WBL WET WEIR NBL NBT NBR SBL SBT SBR Lane Configurations # r 44 44 a' r Traffic Volume (veh/h) 117 469 11 0 41 37 3 1 0 210 4 4 Future Volume (Veh/h) 117 469 11 0 41 37 3 1 0 210 4 4 Sign Control Free Fr� Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 Hourly flow rate (vph) 163 651 15 0 57 51 4 1 0 292 6 6 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) 8 Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 108 666 1066 1085 651 1060 1074 82 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 108 666 1066 1085 651 1060 1074 82 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 89 100 98 99 100 0 97 99 cM capacity (veh/h) 1495 933 180 195 472 184 197 983 Direction, Lane # W1 EB 2 WB 1 NB 1 SIB 1 - Volume Total 814 15 108 5 304 Volume Left 163 0 0 4 292 Volume Right 0 15 51 0 6 cSH 1495 1700 933 183 187 Volume to Capacity 0.11 0.01 0.00 0.03 1.63 Queue Length 95th (ft) 9 0 0 2 506 Control Delay (s) 2.6 0.0 0.0 25.3 349.1 Lane LOS A D F Approach Delay (s) 2.6 0.0 25.3 349.1 Approach LOS • D F Intersection Summary ' Average Delay 87.0 Intersection Capacity Utilization 58.9% ICU Level of Service B Analysis Period (min) Greystar Old Ivy Road TIA 05/06/2021 2021 Existing AM Peak Synchro 10 Report Timmons Group Page 4 HCM Unsignalized Intersection Capacity Analysis 4: Commercial Entrance/Route 29 On -Ramp & Old Ivy Road 07/06/2021 _-.* __p, --* f-~ 4\ T `- 1 r Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 44 +1 r 44 Traffic Volume (veh/h) 421 260 1 0 79 96 0 0 0 0 0 0 Future Volume (Veh/h) 421 260 1 0 79 96 0 0 0 0 0 0 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 520 321 1 0 98 119 0 0 0 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 217 322 1460 1578 322 1460 1460 98 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 217 322 1460 1578 322 1460 1460 98 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 62 100 100 100 100 100 100 100 cM capacity (veh/h) 1353 1249 75 67 719 75 79 958 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 842 98 119 0 Volume Left 520 0 0 0 Volume Right 1 0 119 0 cSH 1353 1249 1700 1700 Volume to Capacity 0.38 0.00 0.07 0.00 Queue Length 95th (ft) 46 0 0 0 Control Delay (s) 7.4 0.0 0.0 0.0 Lane LOS A A Approach Delay (s) 7.4 0.0 0.0 Approach LOS A Intersection Summary - Average Delay AL_ 5.9 Intersection Capacity Utilization 49.7% ICU Level of Service A Analysis Period (min) Greystar Old Ivy Road TIA 05/06/2021 2021 Existing AM Peak Synchro 10 Report Timmons Group Page 5 Queues 5: Commerical Entrance/Old Ivy Road & Ivy Road 07/06/2021 -,* --,, ~ t 1 Lane Group EBL EBT WBT WBR NBT SBT Lane Group Flow (vph) 72 652 349 140 12 232 v/c Ratio 0.13 0.63 0.34 0.15 0.07 0.58 Control Delay 9.0 14.5 9.8 2.8 27.0 17.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.0 14.5 9.8 2.8 27.0 17.0 Queue Length 50th (ft) MT 108 47 0 3 28 Queue Length 95th (ft) 43 #421 169 29 20 98 Internal Link Dist (ft) 1062 920 247 459 Turn Bay Length (ft) 90 Base Capacity(vph) 599 1075 1055 947 611 676 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.12 0.61 0.33 0.15 0.02 0.34 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer Queue shown is maximum after two cycles. Greystar Old Ivy Road TIA 05/06/2021 2021 Existing AM Peak Synchro 10 Report Timmons Group Page 6 HCM Signalized Intersection Capacity Analysis 5: Commerical Entrance/Old Ivy Road & Ivy Road 07/06/2021 Lane Configurations Vi + t r 4� 4# Traffic Volume (vph) 66 600 0 0 321 129 10 1 0 180 0 33 Future Volume (vph) 66 600 0 0 321 129 10 1 0 180 0 33 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.0 7.0 7.0 7.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 1.00 0.96 0.96 Satd. Flow (prot) 1805 1881 1845 1553 1781 1726 Flt Permitted 0.55 1.00 1.00 1.00 0.96 0.96 Satd. Flow (perm) 1048 1881 1845 1553 1781 1726 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 72 652 0 0 349 140 11 1 0 196 0 36 RTOR Reduction (vph) 0 0 0 0 0 69 0 0 0 0 108 0 Lane Group Flow (vph) 72 652 0 0 349 71 0 12 0 0 124 0 Heavy Vehicles (%) 0% 1 % 0% 0% 3% 4% 2% 2% 2% 4% 0% 0% Turn Type Perm NA NA Perm Split NA Split NA Protected Phases 2 2 4 4 3 3 Permitted Phases 2 2 Actuated Green, G (s) 29.5 29.5 29.5 29.5 0.9 9.1 Effective Green, g (s) 29.5 29.5 29.5 29.5 0.9 9.1 Actuated g/C Ratio 0.50 0.50 0.50 0.50 0.02 0.16 Clearance Time (s) 7.0 7.0 7.0 7.0 6.0 6.0 Vehicle Extension (s) 4.0 4.0 4.0 4.0 2.0 3.0 Lane Grp Cap (vph) 528 948 930 783 27 268 v/s Ratio Prot c0.35 0.19 c0.01 c0.07 v/s Ratio Perm 0.07 0.05 v/c Ratio 0.14 0.69 0.38 0.09 0.44 0.46 Uniform Delay, d1 7.7 11.0 8.9 7.5 28.6 22.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 2.3 0.3 0.1 4.2 1.3 Delay (s) 7.9 13.3 9.2 7.6 32.7 23.7 Level of Service A B A A C C Approach Delay (s) 12.7 8.8 32.7 23.7 Approach LOS B A C C Intersection Summary HCM 2000 Control Delay 13.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.63 Actuated Cycle Length (s) 58.5 Sum of lost time (s) 19.0 Intersection Capacity Utilization 70.2% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Greystar Old Ivy Road TIA 05/06/2021 2021 Existing AM Peak Synchro 10 Report Timmons Group Page 7 Queuing and Blocking Report 2021 Existing AM Peak 05/26/2021 Intersection: 1: Cantebury Road /Route 846 & Ivy Road Movement EB EB EB WB WB NB NB SB SB Directions Served L T R L TR LT R LT R Maximum Queue (ft) 414 350 26 184 630 78 56 212 75 - Average Queue (ft) 209 161 3 33 469 26 13 186 74 95th Queue (ft) 350 300 17 131 720 61 37 250 79 Link Distance (ft) 882 882 586 575 201 Upstream Blk Time (%) 23 21 Queuing Penalty (veh) 0 136 Storage Bay Dist (ft) 450 200 180 75 Storage Blk Time (%) 0 0 42 32 37 Queuing Penalty (veh) 0 0 11 173 33 Intersection: 2: Route 846/Route 29 Off -Ramp & Old Garth Road/Old Ivy Road Movement EB WB NB SB Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (°/u) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (°/u) Queuing Penalty (veh) TR LT LTR LTR 116 82 74 1160 47 30 19 1128 89 65 57 1162 394 299 201 1106 98 0 i Intersection: 3: Commercial Entrance/Faulconer Driver & Old Ivy Road Directions Served LT LTR LTR LT R Maximum Queue (ft) _ 96 1 28 326 102 Average Queue (ft) 15 0 3 115 8 95th Queue (ft) 57 1 18 278 62 Link Distance (ft) 299 332 171 352 Upstream Blk Time (°/u) 5 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 190 Storage Blk Time (%) 0 12 0 Queuing Penalty (veh) 0 1 0 Greystar Old Ivy Road TIA SimTraffic Report Timmons Group Page 1 Queuing and Blocking Report 2021 Existing AM Peak 05/26/2021 Intersection: 4: Commercial Entrance/Route 29 On -Ramp & Old Ivy Road Movement EB WB Directions Served LTR R Maximum Queue (ft) 176 44 - Average Queue (ft) 65 13 95th Queue (ft) 132 40 - Link Distance (ft) 332 Upstream Blk Time (°/u) Queuing Penalty (veh) Storage Bay Dist (ft) 50 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 - Intersection: 5: Commerical Entrance/Old Ivy Road & Ivy Road Movement EBB WB NB SB - Directions Served L T T R LTR LTR Maximum Queue (ft) 81 219 175 67 40 182 Average Queue (ft) 15 75 74 30 11 91 95th Queue (ft) 58 173 142 57 34 152 Link Distance (ft) 1037 956 956 277 420 Upstream Blk Time (°/u) Queuing Penalty (veh) Storage Bay Dist (ft) 90 Storage Blk Time (%) 0 4 Queuing Penalty (veh) 1 3 Network Summary Network wide Queuing Penalty: 357 Greystar Old Ivy Road TIA SimTraffic Report Timmons Group Page 2 Queues 1: Cantebury Road /Route 846 & Ivy Road 07/06/2021 Lane Group EBL EBT EBRMFBL WET NBT NBR SET SBR Lane Group Flow (vph) 442 660 21 42 721 27 36 85 593 v/c Ratio 0.94 0.59 0.02 0.11 0.99 0.23 0.11 0.45 1.08 Control Delay 64.3 19.6 0.1 11.1 68.6 58.1 0.7 58.9 74.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 64.3 19.6 0.1 11.1 68.6 58.1 0.7 58.9 74.9 Queue Length 50th (ft) -299 338 0 10 -557 20 0 63 -191 Queue Length 95th (ft) #517 464 0 23 #821 51 0 116 #417 Internal Link Dist (ft) 843 543 551 203 Turn Bay Length (ft) 450 200 180 75 Base Capacity (vph) 471 1125 1027 387 726 139 337 187 551 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.94 0.59 0.02 0.11 0.99 0.19 0.11 0.45 1.08 Intersection Summary - Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer Queue shown is maximum after two cycles. Greystar Old Ivy Road TIA 05/06/2021 2021 Existing PM Peak Synchro 10 Report Timmons Group Page 1 HCM Signalized Intersection Capacity Analysis 1: Cantebury Road /Route 846 & Ivy Road 07/06/2021 ---* --I, --* t `► 1 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r T+ +j r +T r Traffic Volume (vph) 420 627 20 40 617 68 17 9 34 64 17 563 Future Volume (vph) 420 627 20 40 617 68 17 9 34 64 17 563 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.8 7.8 7.8 7.8 7.8 6.5 6.5 5.4 5.4 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.99 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.97 1.00 0.96 1.00 Satd. Flow (prot) 1752 1881 1615 1752 1855 1757 1524 1786 1583 Flt Permitted 0.08 1.00 1.00 0.41 1.00 0.97 1.00 0.96 1.00 Satd.Flow (perm) 138 1881 1615 764 1855 1757 1524 1786 1583 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 442 660 21 42 649 72 18 9 36 67 18 593 RTOR Reduction (vph) 0 0 9 0 3 0 0 0 34 0 0 386 Lane Group Flow (vph) 442 660 12 42 718 0 0 27 2 0 85 207 Heavy Vehicles (%) 3% 1% 0% 3% 1% 0% 7% 0% 6% 3% 0% 2% Turn Type pm+pt NA Perm pm+pt NA Split NA Perm Split NA Perm Protected Phases 5 2 1 6 4 4 3 3 Permitted Phases 2 2 6 4 3 Actuated Green, G (s) 81.3 69.0 69.0 50.0 45.5 6.4 6.4 12.6 12.6 Effective Green, g (s) 81.3 69.0 69.0 50.0 45.5 6.4 6.4 12.6 12.6 Actuated g/C Ratio 0.68 0.58 0.58 0.42 0.38 0.05 0.05 0.10 0.10 Clearance Time (s) 7.8 7.8 7.8 7.8 7.8 6.5 6.5 5.4 5.4 Vehicle Extension (s) 2.0 4.0 4.0 2.0 4.0 1.5 1.5 1.5 1.5 Lane Grp Cap (vph) 470 1081 928 355 703 93 81 187 166 v/s Ratio Prot c0.22 0.35 0.00 c0.39 c0.02 0.05 v/s Ratio Perm 0.42 0.01 0.04 0.00 c0.13 v/c Ratio 0.94 0.61 0.01 0.12 1.02 0.29 0.02 0.45 1.25 Uniform Delay, d1 37.6 16.7 10.9 20.9 37.2 54.6 53.8 50.5 53.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 26.9 2.6 0.0 0.1 39.4 0.6 0.0 0.6 151.9 Delay (s) 64.5 19.3 10.9 21.0 76.6 55.2 53.9 51.1 205.6 Level of Service E B B C E E D D F Approach Delay (s) 36.9 73.6 54.5 186.3 Approach LOS D E D F Intersection Summa HCM 2000 Control Delay 86.5 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.98 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 27.5 Intersection Capacity Utilization 94.5% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group Greystar Old Ivy Road TIA 05/06/2021 2021 Existing PM Peak Synchro 10 Report Timmons Group Page 2 HCM Unsignalized Intersection Capacity Analysis 2: Route 846/Route 29 Off -Ramp & Old Garth Road/Old Ivy Road 07/06/2021 Lane Configurations Traffic Volume (veh/h) Future Volume (Veh/h) Sign Control Grade Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) IF (s) p0 queue free % cM capacity (veh/h) T* +T 44 4+ 35 21 55 55 0 29 0 459 9 582 14 0 35 21 55 55 0 29 0 459 9 582 14 Stop Stop Free Free 0% 0% 0% 0% 0.94 • 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0 37 22 59 59 0 31 0 488 10 619 15 None None 283 0.86 0.86 0.86 0.86 0.86 982 1196 626 993 960 244 634 488 896 1 1146 626 909 870 35 634 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 100 78 95 65 75 100 97 99 177 165 478 168 240 895 959 1073 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 59 118 519 644 Volume Left 0 59 31 10 Volume Right 22 0 488 15 cSH 219 198 959 1073 Volume to Capacity 0.27 0.60 0.03 0.01 Queue Length 95th (ft) 26 83 3 1 Control Delay (s) 27.5 47.1 0.9 0.3 Lane LOS D E A A Approach Delay (s) 27.5 47.1 0.9 0.3 Approach LOS D E Intersection Summary Average Delay Intersection Capacity Utilization Analysis Period (min) C Greystar Old Ivy Road TIA 05/06/2021 2021 Existing PM Peak Synchro 10 Report Timmons Group Page 3 HCM Unsignalized Intersection Capacity Analysis 3: Commercial Entrance/Faulconer Driver & Old Ivy Road 07/06/2021 Lane Configurations + F 4+ 4+ eT F Traffic Volume (veh/h) 32 462 1 0 101 20 1 0 6 135 0 13 Future Volume (Veh/h) 32 462 1 0 101 20 1 0 6 135 0 13 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 33 481 1 0 105 21 1 0 6 141 0 14 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) 8 Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 126 482 670 673 481 668 664 116 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 126 482 670 673 481 668 664 116 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 98 100 100 100 99 61 100 99 cM capacity (veh/h) 1473 1091 362 371 589 363 375 942 Direction, Lane # EB %111111111 NB 1 SB 1 Volume Total 514 1 126 7 155 Volume Left 33 0 0 1 141 Volume Right 0 1 21 6 14 cSH 1473 1700 1091 541 399 Volume to Capacity 0.02 0.00 0.00 0.01 0.39 Queue Length 95th (ft) 2 0 0 1 45 Control Delay (s) 0.7 0.0 0.0 11.7 20.0 Lane LOS A i B C Approach Delay (s) 0.7 0.0 11.7 20.0 Approach LOS ' B C Intersection Summary Average Delay Intersection Capacity Utilization 56.8% ICU Level of Service B Analysis Period (min) Greystar Old Ivy Road TIA 05/06/2021 2021 Existing PM Peak Synchro 10 Report Timmons Group Page 4 HCM Unsignalized Intersection Capacity Analysis 4: Commercial Entrance/Route 29 On -Ramp & Old Ivy Road 07/06/2021 _-.* __p, --* f-~ A_ 4\ T `- 1 r Movement EBL EBT EBR WBL WET WBR NBL NBT NBR SBL SBT SBR Lane Configurations 44 rT r 44 Traffic Volume (veh/h) 458 155 0 0 125 223 0 1 0 0 0 0 Future Volume (Veh/h) 458 155 0 0 125 223 0 1 0 0 0 0 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.92 0.93 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 492 167 0 0 134 240 0 1 0 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 374 167 1285 1525 167 1286 1285 134 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 374 167 1285 1525 167 1286 1285 134 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 58 100 100 99 100 100 100 100 cM capacity (veh/h) 1184 1423 96 70 877 95 96 915 Direction, Lane # EB 1 WB 1 WB 2 NB 1 - Volume Total 659 134 240 1 Volume Left 492 0 0 0 Volume Right 0 0 240 0 cSH 1184 1423 1700 70 Volume to Capacity 0.42 0.00 0.14 0.01 Queue Length 95th (ft) 52 0 0 1 Control Delay (s) 8.8 0.0 0.0 57.5 Lane LOS A F Approach Delay (s) 8.8 0.0 57.5 Approach LOS F Intersection Summary Average Delay 5.7 Intersection Capacity Utilization 60.7% ICU Level of Service B Analysis Period (min) Greystar Old Ivy Road TIA 05/06/2021 2021 Existing PM Peak Synchro 10 Report Timmons Group Page 5 Queues 5: Commerical Entrance/Old Ivy Road & Ivy Road 07/06/2021 t 1 Lane Group EBLJILEBT WBT WBR NBT SBT Lane Group Flow (vph) 44 527 737 291 17 208 v/c Ratio 0.18 0.50 0.69 0.28 0.06 0.55 Control Delay 10.4 10.7 15.3 2.4 0.5 15.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.4 10.7 15.3 2.4 0.5 15.4 Queue Length 50th (ft) 5 76 125 1 0 22 Queue Length 95th (ft) 32 253 #467 39 0 82 Internal Link Dist (ft) 1062 920 247 459 Turn Bay Length (ft) 90 Base Capacity(vph) 247 1058 1068 1031 691 685 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.18 0.50 0.69 0.28 0.02 0.30 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Greystar Old Ivy Road TIA 05/06/2021 2021 Existing PM Peak Synchro 10 Report Timmons Group Page 6 HCM Signalized Intersection Capacity Analysis 5: Commerical Entrance/Old Ivy Road & Ivy Road 07/06/2021 Lane Configurations + + r 44 4+ Traffic Volume (vph) 40 474 0 0 663 262 13 0 3 134 0 53 Future Volume (vph) 40 474 0 0 663 262 13 0 3 134 0 53 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.0 7.0 7.0 7.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 0.98 0.96 Flt Protected 0.95 1.00 1.00 1.00 0.96 0.97 Satd. Flow (prot) 1805 1863 1881 1599 1781 1764 Flt Permitted 0.23 1.00 1.00 1.00 0.96 0.97 Satd. Flow (perm) 435 1863 1881 1599 1781 1764 Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0. 00 Adj. Flow (vph) 44 527 0 0 737 291 14 0 3 149 0 59 RTOR Reduction (vph) M 0 0 0 0 136 0 17 0 0 110 0 Lane Group Flow (vph) 44 527 0 0 737 155 0 0 0 0 98 0 Heavy Vehicles (%) ' 2% 0% 0% 1% 1% 0% 0% 0% 0% 0% 0% Turn Type Perm NA NA Perm Split NA Split NA Protected Phases 2 2 4 4 3 3 Permitted Phases 2 2 Actuated Green, G (s) 30.4 30.4 30.4 30.4 0.7 8.2 Effective Green, g (s) 30.4 30.4 30.4 30.4 0.7 8.2 Actuated g/C Ratio 0.52 0.52 0.52 0.52 0.01 0.14 Clearance Time (s) 7.0 7.0 7.0 7.0 6.0 6.0 Vehicle Extension (s) 4.0 4.0 4.0 4.0 2.0 3.0 Lane Grp Cap (vph) 226 971 980 833 21 248 v/s Ratio Prot 0.28 c0.39 c0.00 c0.06 v/s Ratio Perm 0.10 0.10 v/c Ratio 0.19 0.54 0.75 0.19 0.01 0.40 Uniform Delay, d1 7.4 9.3 11.0 7.4 28.5 22.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.6 0.8 3.5 0.1 0.1 1.0 Delay (s) 8.0 10.1 14.5 7.5 28.5 23.8 Level of Service A B B A C C Approach Delay (s) 9.9 12.5 28.5 23.8 Approach LOS A B C C Intersection Summary HCM 2000 Control Delay 13.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length (s) 58.3 Sum of lost time (s) 19.0 Intersection Capacity Utilization 61.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Greystar Old Ivy Road TIA 05/06/2021 2021 Existing PM Peak Synchro 10 Report Timmons Group Page 7 Queuing and Blocking Report 2021 Existing PM Peak 05/27/2021 Intersection: 1: Cantebury Road /Route 846 & Ivy Road Movement EB EB EB WB WB NB NB SB SB Directions Served L T R L TR LT R LT R Maximum Queue (ft) 531 433 32 200 618 79 62 212 75 - Average Queue (ft) 273 182 5 49 490 24 17 201 74 95th Queue (ft) 521 390 23 162 733 62 45 223 84 - Link Distance (ft) 882 882 586 575 201 Upstream Blk Time (%) Oi 0 25 33 Queuing Penalty (veh) 0 0 0 217 Storage Bay Dist (ft) 200 180 75 Storage Blk Time (%) 0 0 45 45 53 Queuing Penalty (veh) qF 0 0 18 254 43 Intersection: 2: Route 846/Route 29 Off -Ramp & Old Garth Road/Old Ivy Road Movement EB WB NB SB Directions Served TR LT LTR LTR Maximum Queue (ft) 100 154 71 1151 Average Queue (ft) 35 57 1107 95th Queue (ft) 76 112 r18 A . 1245 - Link Distance (ft) 394 299 201 1106 Upstream Blk Time (°/u) 93 Queuing Penalty (veh) 0 Storage Bay Dist (ft) Storage Blk Time (°/u) Queuing Penalty (veh) Intersection: 3: Commercial Entrance/Faulconer Driver & Old Ivy Road Directions Served LT LTR LT R Maximum Queue (ft) 50 28 122 30 Average Queue (ft) 6 5 49 12 95th Queue (ft) 30 22 95 Link Distance (ft) 299 171 352 Upstream Blk Time (°/u) Queuing Penalty (veh) Storage Bay Dist (ft) 190 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Greystar Old Ivy Road TIA SimTraffic Report Timmons Group Page 1 Queuing and Blocking Report 2021 Existing PM Peak 05/27/2021 Intersection: 4: Commercial Entrance/Route 29 On -Ramp & Old Ivy Road Movement EB WB WB NB Directions Served LTR LT R LTR Maximum Queue (ft) 262 3 49 21 - Average Queue (ft) 116 0 29 2 95th Queue (ft) 220 3 51 13 - Link Distance (ft) 332 2715 193 Upstream Blk Time (°/u) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 50 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 5: Commerical Entrance/Old Ivy Road & Ivy Road Movement EB EB WB WB NB SB Directions Served L T T R LTR LTR Maximum Queue (ft) 70 170 334 80 45 169 Average Queue (ft) 10 48 144 41 12 78 95th Queue (ft) 39 125 261 70 37 136 Link Distance (ft) 1037 956 956 277 420 Upstream Blk Time (°/u) Queuing Penalty (veh) Storage Bay Dist (ft) 90 Storage Blk Time (°/u) 1 2 Queuing Penalty (veh) 3 1 Network Summary Network wide Queuing Penalty: 537 Greystar Old Ivy Road TIA SimTraffic Report Timmons Group Page 2 July 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA Appendix C Synchro Analysis for 2025 Background Conditions July 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA Queues 1: Cantebury Road /Route 846 & Ivy Road 05/27/2021 Lane Group EBL EBT EBR WBL WBT NBT NBR SBT SBR Lane Group Flow (vph) 424 676 11 28 729 34 27 103 617 v/c Ratio 0.94 0.60 0.01 0.07 1.04 0.27 0.08 0.52 1.06 Control Delay 65.6 19.4 0.0 11.5 81.2 58.7 0.5 60.1 68.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 65.6 19.4 0.0 11.5 81.2 58.7 0.5 60.1 68.1 Queue Length 50th (ft) 272 362 0 ji 7 -645 26 0 76 -188 Queue Length 95th (ft) #481 499 0 18 #885 60 0 135 #417 Internal Link Dist (ft) 843 543 551 203 Turn Bay Length (ft) 450 200 180 75 Base Capacity (vph) 450 1130 1047 381 701 147 338 199 582 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.94 0.60 0.01 0.07 1.04 0.23 0.08 0.52 1.06 Intersection Summary - Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer Queue shown is maximum after two cycles. Greystar Old Ivy Road TIA 05/06/2021 2025 Background AM Peak Synchro 10 Report Timmons Group Page 1 HCM Signalized Intersection Capacity Analysis 1: Cantebury Road /Route 846 & Ivy Road 05/27/2021 --,* --I, 1 f-~ t4\ T �' �► l d Lane Configurations } r T* 4 r 4 F Traffic Volume (vph) 390 622 10 26 565 106 13 18 25 81 14 568 Future Volume (vph) 390 622 10 26 565 106 13 18 25 81 14 568 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.8 7.8 7.8 7.8 7.8 6.5 6.5 5.4 5.4 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.98 1.00 0.85 1.00 0.85 Fit Protected 0.95 1.00 1.00 0.95 1.00 0.98 1.00 0.96 1.00 Satd. Flow (prot) 1770 1845 1615 1736 1761 1862 1538 1762 1553 Fit Permitted 0.07 1.00 1.00 0.41 1.00 0.98 1.00 0.96 1.00 Satd.Flow (perm) 138 1845 1615 745 1761 1862 1538 1762 1553 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 424 676 11 28 614 115 14 20 27 88 15 617 RTOR Reduction (vph) 0 0 5 0 6 0 0 0 26 0 0 406 Lane Group Flow (vph) 424 676 6 28 723 0 0 34 1 0 103 211 Heavy Vehicles (%) 2% 3% 0% 4% 6% 2% 0% 0% 5% 4% 0% 4% Turn Type pm+pt NA Perm pm+pt NA Split NA Perm Split NA Perm Protected Phases 5 2 1 6 4 4 3 3 Permitted Phases 2 2 6 4 3 Actuated Green, G (s) 80.2 69.1 69.1 49.5 46.2 6.5 6.5 13.6 13.6 Effective Green, g (s) 80.2 69.1 69.1 49.5 46.2 6.5 6.5 13.6 13.6 Actuated g/C Ratio 0.67 0.58 0.58 0.41 0.39 0.05 0.05 0.11 0.11 Clearance Time (s) 7.8 7.8 7.8 7.8 7.8 6.5 6.5 5.4 5.4 Vehicle Extension (s) 2.0 4.0 4.0 2.0 4.0 1.5 1.5 1.5 1.5 Lane Grp Cap (vph) 448 1062 929 334 677 100 83 199 176 v/s Ratio Prot c0.21 0.37 0.00 c0.41 c0.02 0.06 v/s Ratio Perm 0.43 0.00 0.03 0.00 c0.14 v/c Ratio 0.95 0.64 0.01 0.08 1.07 0.34 0.02 0.52 1.20 Uniform Delay, d1 38.2 17.0 10.8 21.0 36.9 54.7 53.7 50.1 53.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 28.8 2.9 0.0 0.0 54.4 0.7 0.0 0.9 131.3 Delay (s) 67.0 20.0 10.9 21.1 91.3 55.4 53.8 51.1 184.5 Level of Service E B B C F E D D F Approach Delay (s) 37.8 88.7 54.7 165.4 Approach LOS D F D F Intersection Summary HCM 2000 Control Delay 87.4 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.00 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 27.5 Intersection Capacity Utilization 94.4% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group Greystar Old Ivy Road TIA 05/06/2021 2025 Background AM Peak Synchro 10 Report Timmons Group Page 2 HCM Unsignalized Intersection Capacity Analysis 2: Route 846/Route 29 Off -Ramp & Old Garth Road/Old Ivy Road 05/27/2021 Lane Configurations ja a 4+ +T+ Traffic Volume (veh/h) 68 34 32 18 0 21 0 493 54 607 41 Future Volume (Veh/h) 0 68 34 32 18 0 21 0 493 54 607 41 Sign Control MMI Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 74 37 35 20 0 23 0 536 59 660 45 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 283 pX, platoon unblocked 0.87 0.87 0.87 0.87 vC, conflicting volume 1124 1382 682 1188 1137 268 705 536 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1066 1364 682 1140 1081 78 705 387 tC, single (s) 7.1 6.5 6.2 7.2 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.6 4.0 3.3 2.2 2.2 p0 queue free % 100 38 92 46 89 100 97 94 cM capacity (veh/h) 150 118 453 64 175 856 902 1024 Direction, Lane # _B 1 WB 1 NB 1 SB 1 Volume Total 111 55 559 764 Volume Left 0 35 23 59 Volume Right 37 0 536 45 cSH 157 83 902 1024 Volume to Capacity 0.71 0.66 0.03 0.06 Queue Length 95th (ft) 105 77 2 5 Control Delay (s) 69.8 108.1 0.7 1.5 Lane LOS F F A A Approach Delay (s) 69.8 108.1 0.7 1.5 Approach LOS F F Intersection Summary Average Delay 10.2 Intersection Capacity Utilization 71.6% ICU Level of Service C Analysis Period (min) 15 Greystar Old Ivy Road TIA 05/06/2021 2025 Background AM Peak Synchro 10 Report Timmons Group Page 3 HCM Unsignalized Intersection Capacity Analysis 3: Commercial Entrance/Faulconer Driver & Old Ivy Road 05/27/2021 Lane Configurations Q r 4+ 4+ +T F Traffic Volume (veh/h) 488 11 0 43 39 3 1 0 219 4 0 4 Future Volume (Veh/h) 122 488 11 0 43 39 3 1 0 219 4 4 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 133 530 12 0 47 42 3 1 0 238 4 4 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) 8 Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 89 542 868 885 530 864 876 68 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 89 542 868 885 530 864 876 68 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 91 100 99 100 100 6 98 100 cM capacity (veh/h) 1519 1037 253 261 553 254 264 1001 Direction, Lane # EB 1 EB 2 WB 1 NB 1 SIB 1 Volume Total 663 12 89 4 246 Volume Left 133 0 0 3 238 Volume Right 0 12 42 0 4 cSH 1519 1700 1037 255 258 Volume to Capacity 0.09 0.01 0.00 0.02 0.95 Queue Length 95th (ft) 7 0 0 1 221 Control Delay (s) 2.3 0.0 0.0 19.4 85.7 Lane LOS i C F Approach Delay (s) 2.3 0.0 19.4 85.7 Approach LOS C F Intersection Summary Average Delay Intersection Capacity Utilization 60.8% ICU Level of Service B Analysis Period (min) Greystar Old Ivy Road TIA 05/06/2021 2025 Background AM Peak Synchro 10 Report Timmons Group Page 4 HCM Unsignalized Intersection Capacity Analysis 4: Commercial Entrance/Route 29 On -Ramp & Old Ivy Road 05/27/2021 Lane Configurations Traffic Volume (veh/h) Future Volume (Veh/h) Sign Control Grade Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS +T* +T IN 4+ 438 271 1 0 82 100 0 0 0 0 0 0 0 438 271 1 0 82 100 0 0 0 0 0 0 Free Free Stop Stop 0% 0% 0% 0% 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 476 295 1 0 89 109 0 0 0 0 0 0 None None 198 296 1336 1446 296 1336 1337 89 198 296 1446 296 1336 1337 89 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 65 100 100 100 100 100 100 100 1375 1277 95 86 744 95 100 969 EB1 WB1 WB2 NB 772 89 109 0 476 0 0 0 1 0 109 0 1375 1277 1700 1700 0.35 0.00 0.06 0.00 39 0 0 0 7.0 0.0 0.0 0.0 A A 7.0 0.0 0.0 A Intersection Summary i Average Delay 5.6 Intersection Capacity Utilization 51.4% ICU Level of Service A Analysis Period (min) 15 Greystar Old Ivy Road TIA 05/06/2021 2025 Background AM Peak Synchro 10 Report Timmons Group Page 5 Queues 5: Commerical Entrance/Old Ivy Road & Ivy Road 05/27/2021 T 1 Lane Group EBL EBT WBT WBR NBT SBT Lane Group Flow (vph) 75 678 363 146 12 240 v/c Ratio 0.13 0.65 0.35 0.16 0.07 0.60 - Control Delay 9.3 15.2 9.9 2.7 27.3 17.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 - Total Delay 9.3 15.2 9.9 2.7 27.3 17.6 Queue Length 50th (ft) 9 117 50 0 3 31 Queue Length 95th (ft) 46 #452 178 29 20 103 Internal Link Dist (ft) 1062 920 247 459 - Turn Bay Length (ft) 90 Base Capacity (vph) 567 1044 1024 927 593 660 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.13 0.65 0.35 0.16 0.02 0.36 Intersection Summary - # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Greystar Old Ivy Road TIA 05/06/2021 2025 Background AM Peak Synchro 10 Report Timmons Group Page 6 HCM Signalized Intersection Capacity Analysis 5: Commerical Entrance/Old Ivy Road & Ivy Road 05/27/2021 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations } + r 44 4+ Traffic Volume (vph) 69 624 0 0 334 134 10 1 0 187 0 34 Future Volume (vph) 69 624 0 0 334 134 10 1 0 187 0 34 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.0 7.0 7.0 7.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 0.98 Fit Protected 0.95 1.00 1.00 1.00 0.96 0.96 Satd. Flow (prot) 1805 1881 1845 1553 1781 1727 Fit Permitted 0.54 1.00 1.00 1.00 0.96 0.96 Satd.Flow (perm) 1022 1881 1845 1553 1781 1727 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 75 678 0 0 363 146 11 1 0 203 0 37 RTOR Reduction (vph) 0 0 0 0 0 71 0 0 0 0 108 0 Lane Group Flow (vph) 75 678 0 0 363 75 0 12 0 0 132 0 Heavy Vehicles (%) 0% 1 % 0% 0% 3% 4% 2% 2% 2% 4% 0% 0% Turn Type Perm NA NA Perm Split NA Split NA Protected Phases 2 2 4 4 3 3 Permitted Phases 2 2 Actuated Green, G (s) 30.6 30.6 30.6 30.6 0.9 9.3 Effective Green, g (s) 30.6 30.6 30.6 30.6 0.9 9.3 Actuated g/C Ratio 0.51 0.51 0.51 0.51 0.02 0.16 Clearance Time (s) 7.0 7.0 7.0 7.0 6.0 6.0 Vehicle Extension (s) 4.0 4.0 4.0 4.0 2.0 3.0 Lane Grp Cap (vph) 522 962 944 794 26 268 v/s Ratio Prot c0.36 0.20 c0.01 c0.08 v/s Ratio Perm 0.07 0.05 v/c Ratio 0.14 0.70 0.38 0.09 0.46 0.49 Uniform Delay, d1 7.7 11.2 8.9 7.5 29.2 23.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 2.5 0.4 0.1 4.7 1.4 Delay (s) 7.9 13.7 9.2 7.6 33.9 24.5 Level of Service A B A A C C Approach Delay (s) 13.1 8.8 33.9 24.5 Approach LOS B A C C Intersection Summa HCM 2000 Control Delay 13.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 59.8 Sum of lost time (s) 19.0 Intersection Capacity Utilization 70.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Greystar Old Ivy Road TIA 05/06/2021 2025 Background AM Peak Synchro 10 Report Timmons Group Page 7 Queuing and Blocking Report 2025 Background AM Peak 05/27/2021 Intersection: 1: Cantebury Road /Route 846 & Ivy Road Movement EB EB EB WB WB NB NB SB SB — Directions Served L T R L TR LT R LT R Maximum Queue (ft) 460 403 29 187 636 86 43 213 76 Average Queue (ft) 239 162 3 33 534 28 12 186 74 95th Queue (ft) 405 306 17 129 745 67 33 254 82 Link Distance (ft) 882 882 586 575 201 Upstream Blk Time (%) 34 22 Queuing Penalty (veh) 0 147 Storage Bay Dist (ft) 450 200 180 75 Storage Blk Time (%) 0 0 50 30 37 Queuing Penalty (veh) 0 0 13 170 36 Intersection: 2: Route 846/Route 29 Off -Ramp & Old Garth Road/Old Ivy Road Movement EB WB NB SB Directions Served TR LT LTR LTR Maximum Queue (ft) 141 81 70 1165 Average Queue (ft) 52 34 21 1131 95th Queue (ft) 107 66 58 — Link Distance (ft) 394 299 201 1106 Upstream Blk Time (°/u) _ Queuing Penalty (veh) 0 Storage Bay Dist (ft) i Storage Blk Time (°/u) Queuing Penalty (veh) - Intersection: 3: Commercial Entrance/Faulconer Driver & Old Ivy Road Directions Served LT R LTR LTR LT R Maximum Queue (ft) 83 1 6 26 208 73 Average Queue (ft) 13 0 0 4 90 6 95th Queue (ft) 51 1 3 19 167 Link Distance (ft) 299 332 171 352 Upstream Blk Time (°/u) Queuing Penalty (veh) Storage Bay Dist (ft) 150 1 Storage Blk Time (%) 0 1 0 Queuing Penalty (veh) 0 0 Greystar Old Ivy Road TIA SimTraffic Report Timmons Group Page 1 Queuing and Blocking Report 2025 Background AM Peak 05/27/2021 Intersection: 4: Commercial Entrance/Route 29 On -Ramp & Old Ivy Road Movement EB WB WB Directions Served LTR LT R Maximum Queue (ft) 168 5 41 Average Queue (ft) 66 0 14 95th Queue (ft) 131 5 42 Link Distance (ft) 332 2715 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 50 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 5: Commerical Entrance/Old Ivy Road & Ivy Road Movement EB EB WB WB NB SIB Directions Served L Maximum Queue (ft) 89 Average Queue (ft) 16 95th Queue (ft) 62 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 90 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Network Summary Network wide Queuing Penalty: 371 T T R LTR LTR 243 159 73 50 183 92 73 31 11 94 205 132 62 35 155 1037 956 956 277 420 Greystar Old Ivy Road TIA SimTraffc Report Timmons Group Page 2 Queues 1: Cantebury Road /Route 846 & Ivy Road 05/27/2021 ---* --1' --* f- ~ T 1 r Lane Group EBL EBT EBRJWBL WBT NBT NBR SBT SBR - Lane Group Flow (vph) 460 686 22 43 751 27 37 87 617 v/c Ratio 0.96 0.61 0.02 0.11 1.05 0.23 0.12 0.47 1.13 Control Delay 68.0 20.2 0.0 11.2 83.0 58.1 0.7 59.3 96.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 68.0 20.2 0.0 11.2 83.0 58.1 0.7 59.3 96.0 Queue Length 50th (ft) -336 358 0 ji 11 -631 20 0 64 -240 Queue Length 95th (ft) #549 493 0 23 #872 51 0 119 #470 Internal Link Dist (ft) 843 543 551 203 Turn Bay Length (ft) 450 200 180 75 Base Capacity (vph) 480 1125 1027 376 717 139 337 187 545 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.96 0.61 0.02 0.11 1.05 0.19 0.11 0.47 1.13 Intersection Summary - Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer Queue shown is maximum after two cycles. Greystar Old Ivy Road TIA 05/06/2021 2025 Background PM Peak Synchro 10 Report Timmons Group Page 1 HCM Signalized Intersection Capacity Analysis 1: Cantebury Road /Route 846 & Ivy Road 05/27/2021 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations } r T* +j IN Q r Traffic Volume (vph) 437 652 21 41 642 71 17 9 35 66 17 586 Future Volume (vph) 437 652 21 41 642 71 17 9 35 66 17 586 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.8 7.8 7.8 7.8 7.8 6.5 6.5 5.4 5.4 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.99 1.00 0.85 1.00 0.85 Fit Protected 0.95 1.00 1.00 0.95 1.00 0.97 1.00 0.96 1.00 Satd. Flow (prot) 1752 1881 1615 1752 1855 1757 1524 1785 1583 Fit Permitted 0.08 1.00 1.00 0.40 1.00 0.97 1.00 0.96 1.00 Satd.Flow (perm) 140 1881 1615 746 1855 1757 1524 1785 1583 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 460 686 22 43 676 75 18 9 37 69 18 617 RTOR Reduction (vph) 0 0 9 0 3 0 0 0 35 0 0 379 Lane Group Flow (vph) 460 686 13 43 748 0 0 27 2 0 87 238 Heavy Vehicles(%) 3% 1% 0% 3% 1% 0% 7% 0% 6% 3% 0% 2% Turn Type pm+pt NA Perm pm+pt NA Split NA Perm Split NA Perm Protected Phases 5 2 1 6 4 4 3 3 Permitted Phases 2 2 6 4 3 Actuated Green, G (s) 81.3 69.0 69.0 49.4 44.9 6.4 6.4 12.6 12.6 Effective Green, g (s) 81.3 69.0 69.0 49.4 44.9 6.4 6.4 12.6 12.6 Actuated g/C Ratio 0.68 0.58 0.58 0.41 0.37 0.05 0.05 0.10 0.10 Clearance Time (s) 7.8 7.8 7.8 7.8 7.8 6.5 6.5 5.4 5.4 Vehicle Extension (s) 2.0 4.0 4.0 2.0 4.0 1.5 1.5 1.5 1.5 Lane Grp Cap (vph) 479 1081 928 344 694 93 81 187 166 v/s Ratio Prot c0.23 0.36 0.00 c0.40 c0.02 0.05 v/s Ratio Perm 0.42 0.01 0.05 0.00 c0.15 v/c Ratio 0.96 0.63 0.01 0.12 1.08 0.29 0.02 0.47 1.43 Uniform Delay, d1 37.8 17.1 10.9 21.3 37.5 54.6 53.8 50.5 53.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 30.9 2.8 0.0 0.1 57.0 0.6 0.0 0.7 224.9 Delay (s) 68.7 19.9 10.9 21.4 94.5 55.2 53.9 51.2 278.6 Level of Service E B B C F E D D F Approach Delay (s) 39.0 90.6 54.5 250.5 Approach LOS D F D F Intersection Summa HCM 2000 Control Delay 108.9 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.04 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 27.5 Intersection Capacity Utilization 97.5% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group IL Greystar Old Ivy Road TIA 05/06/2021 2025 Background PM Peak Synchro 10 Report Timmons Group Page 2 HCM Unsignalized Intersection Capacity Analysis 2: Route 846/Route 29 Off -Ramp & Old Garth Road/Old Ivy Road 05/27/2021 Lane Configurations Traffic Volume (veh/h) Future Volume (Veh/h) Sign Control Grade Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) T* +T 4+ +T* 36 22 57 57 0 30 0 478 9 606 15 0 36 22 57 57 0 30 0 478 9 606 15 Stop Stop Free Free 0% 0% 0% 0% 0.94 m 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0 38 23 61 61 0 32 0 509 10 645 16 None 283 0.85 0.85 0.85 0.85 0.85 0.85 1022 1246 653 1034 1000 254 661 509 937 1201 653 950 910 32 661 332 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 100 75 95 60 73 100 97 99 160 151 462 151 225 889 937 1051 None Direction, Lane # EB 1 WB 1 NB 1 SIB 1 Volume Total 61 122 541 671 Volume Left 0 61 32 10 Volume Right 23 0 509 16 cSH 203 181 937 1051 Volume to Capacity 0.30 0.68 0.03 0.01 Queue Length 95th (ft) 30 101 3 1 Control Delay (s) 30.2 58.7 0.9 0.3 Lane LOS D F A A Approach Delay (s) 30.2 58.7 0.9 0.3 Approach LOS D F Intersection Summary Average Delay 6.9 Intersection Capacity Utilization 69.2% ICU Level of Service C Analysis Period (min) 15 Greystar Old Ivy Road TIA 05/06/2021 2025 Background PM Peak Synchro 10 Report Timmons Group Page 3 HCM Unsignalized Intersection Capacity Analysis 3: Commercial Entrance/Faulconer Driver & Old Ivy Road 05/27/2021 Lane Configurations 4 r 4a 4# a' F Traffic Volume (veh/h) 36 515 1 0 113 22 1 0 7 majm6 0 15 Future Volume (Veh/h) 36 515 1 0 113 22 1 0 7 151 0 15 Sign Control Free Free Stop 111�11 Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 38 536 1 0 118 23 1 0 7 157 0 16 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) 8 Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 141 537 750 753 536 748 742 130 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 141 537 750 753 536 748 742 130 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 97 100 100 100 99 51 100 98 cM capacity (veh/h) 1455 1041 318 332 549 319 337 926 Direction, Lane # EB 1 EB 2 WB 1 NB 1 SB 1 Volume Total 574 1 141 8 173 Volume Left 38 0 0 1 157 Volume Right 0 1 23 7 16 cSH 1455 1700 1041 503 351 Volume to Capacity 0.03 0.00 0.00 0.02 0.49 Queue Length 95th (ft) 2 0 0 1 65 Control Delay (s) 0.8 0.0 0.0 12.3 25.1 Lane LOS A i B D Approach Delay (s) 0.8 0.0 12.3 25.1 Approach LOS ' B D Intersection Summer Average Delay Intersection Capacity Utilization 61.4% ICU Level of Service Analysis Period (min) MlIM Greystar Old Ivy Road TIA 05/06/2021 2025 Background PM Peak Timmons Group 11 Synchro 10 Report Page 4 HCM Unsignalized Intersection Capacity Analysis 4: Commercial Entrance/Route 29 On -Ramp & Old Ivy Road 05/27/2021 Lane Configurations 4a + r 4+ Traffic Volume (veh/h) 477 161 0 0 130 232 0 1 0 0 0 • 0 Future Volume (Veh/h) 477 161 0 0 130 232 0 1 0 0 0 0 Sign Control • Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.92 0.93 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 513 173 0 0 140 249 0 1 0 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 389 173 1339 1588 173 1340 1339 140 vC1, stage 1 conf vol� vC2, stage 2 conf vol _ vCu, unblocked vol 389 173 1339 1588 173 1340 1339 140 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 56 100 100 98 100 100 100 100 cM capacity (veh/h) 1170 1416 85 61 871 84 86 908 Direction, Lane # EB 1 WB 1 WB 2 NB 1 - Volume Total 686 140 249 1 Volume Left 513 0 0 0 Volume Right 0 0 249 0 cSH 1170 1416 1700 61 Volume to Capacity 0.44 0.00 0.15 0.02 Queue Length 95th (ft) 57 0 0 1 Control Delay (s) 9.1 0.0 0.0 64.8 Lane LOS A F Approach Delay (s) 9.1 0.0 64.8 Approach LOS F Intersection Summary Average Delay 5.9 Intersection Capacity Utilization 62.6% ICU Level of Service B Analysis Period (min) 15 Greystar Old Ivy Road TIA 05/06/2021 2025 Background PM Peak Synchro 10 Report Timmons Group Page 5 Queues 5: Commerical Entrance/Old Ivy Road & Ivy Road 05/27/2021 T 1 Lane Group EBL EBT WBT WBR NBT SBT Lane Group Flow (vph) 46 536 750 297 18 211 v/c Ratio 0.20 0.51 0.70 0.29 0.07 0.55 - Control Delay 11.0 10.9 15.8 2.5 0.5 15.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 - Total Delay 11.0 10.9 15.8 2.5 0.5 15.5 Queue Length 50th (ft) 5 78 129 1 0 22 - Queue Length 95th (ft) 34 260 #481 41 0 83 Internal Link Dist (ft) 1062 920 247 459 Turn Bay Length (ft) 90 Base Capacity(vph) 233 1056 1066 1029 690 684 - Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 - Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.20 0.51 0.70 0.29 0.03 0.31 - # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Greystar Old Ivy Road TIA 05/06/2021 2025 Background PM Peak Synchro 10 Report Timmons Group Page 6 HCM Signalized Intersection Capacity Analysis 5: Commerical Entrance/Old Ivy Road & Ivy Road 05/27/2021 �--I, l f-~ 1-4\ T �' �► l d Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations } } r 4a 4a Traffic Volume (vph) 42 493 0 0 690 273 14 0 3 139 0 55 Future Volume (vph) 42 493 0 0 690 273 14 0 3 139 0 55 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.0 7.0 7.0 7.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 0.98 0.96 Fit Protected 0.95 1.00 1.00 1.00 0.96 0.97 Satd. Flow (prot) 1805 1863 1881 1599 1783 1764 Fit Permitted 0.22 1.00 1.00 1.00 0.96 0.97 Satd.Flow (perm) 412 1863 1881 1599 1783 1764 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 46 536 0 0 750 297 15 0 3 151 0 60 RTOR Reduction (vph) 0 0 0 0 0 137 0 18 0 0 110 0 Lane Group Flow (vph) 46 536 0 0 750 160 0 0 0 0 101 0 Heavy Vehicles(%) 0% 2% 0% 0% 1% 1% 0% 0% 0% 0% 0% 0% Turn Type Perm NA NA Perm Split NA Split NA Protected Phases 2 2 4 4 3 3 Permitted Phases 2 2 Actuated Green, G (s) 30.4 30.4 30.4 30.4 0.7 8.4 Effective Green, g (s) 30.4 30.4 30.4 30.4 0.7 8.4 Actuated g/C Ratio 0.52 0.52 0.52 0.52 0.01 0.14 Clearance Time (s) 7.0 7.0 7.0 7.0 6.0 6.0 Vehicle Extension (s) 4.0 4.0 4.0 4.0 2.0 3.0 Lane Grp Cap (vph) 214 968 977 830 21 253 v/s Ratio Prot 0.29 c0.40 c0.00 c0.06 v/s Ratio Perm 0.11 0.10 v/c Ratio 0.21 0.55 0.77 0.19 0.01 0.40 Uniform Delay, d1 7.6 9.5 11.2 7.5 28.6 22.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 0.9 3.9 0.2 0.1 1.0 Delay (s) 8.3 10.3 15.1 7.7 28.6 23.8 Level of Service A B B A C C Approach Delay (s) 10.2 13.0 28.6 23.8 Approach LOS B B C C Intersection Summa HCM 2000 Control Delay 13.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.68 Actuated Cycle Length (s) 58.5 Sum of lost time (s) 19.0 Intersection Capacity Utilization 61.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Greystar Old Ivy Road TIA 05/06/2021 2025 Background PM Peak Synchro 10 Report Timmons Group Page 7 Queuing and Blocking Report 2025 Background PM Peak 05/27/2021 Intersection: 1: Cantebury Road /Route 846 & Ivy Road Movement EB EB EB WB WB NB NB I SB SB - Directions Served L T R L TR LT R LT R Maximum Queue (ft) 574 452 29 200 621 68 60 209 75 Average Queue (ft) 292 182 4 45 530 24 16 201 74 95th Queue (ft) 517 1 375 21 157 727 57 42 224 82 Link Distance (ft) 882 882 586 575 201 Upstream Blk Time (%) 0L 0 35 33 Queuing Penalty (veh) 0 0 0 225 Storage Bay Dist (ft) 200 180 75 Storage Blk Time (%) 0 0 50 43 53 Queuing Penalty (veh) qF 0 0 20 249 44 Intersection: 2: Route 846/Route 29 Off -Ramp & Old Garth Road/Old Ivy Road Movement EB WB NB SB Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (°/u) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (°/u) Queuing Penalty (veh) TR LT LTR LTR 85 1 150 74 1146 34 58 21 1115 69 1 113 59 11229 394 299 201 1106 97 0 Intersection: 3: Commercial Entrance/Faulconer Driver & Old Ivy Road Directions Served LT LTR LTR LT R Maximum Queue (ft) 68 2 26 122 30 Average Queue (ft) 8 0 6 52 13 95th Queue (ft) 38 2 23 98 36 Link Distance (ft) 299 332 171 352 Upstream Blk Time (°/u) Queuing Penalty (veh) Storage Bay Dist (ft) 190 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Greystar Old Ivy Road TIA SimTraffic Report Timmons Group Page 1 Queuing and Blocking Report 2025 Background PM Peak 05/27/2021 Intersection: 4: Commercial Entrance/Route 29 On -Ramp & Old Ivy Road Movement EB WB WB NB Directions Served LTR LT R LTR Maximum Queue (ft) 293 5 45 15 Average Queue (ft) 126 0 30 1 95th Queue (ft) 240 5 50 9 Link Distance (ft) 332 2715 193 Upstream Blk Time (%) 0 Queuing Penalty (veh) 1 Storage Bay Dist (ft) 50 Storage Blk Time (%) 0 1 Queuing Penalty (veh) 0 1 Intersection: 5: Commerical Entrance/Old Ivy Road & Ivy Road Movement EB EB WB WB NB SIB Directions Served L Maximum Queue (ft) 63 Average Queue (ft) 11 95th Queue (ft) 42 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 90 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Network Summary Network wide Queuing Penalty: 542 T T R LTR LTR 172 326 91 51 161 53 145 45 15 78 128 261 73 41 132 1037 956 956 277 420 Greystar Old Ivy Road TIA SimTraffc Report Timmons Group Page 2 July 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA Appendix D Synchro Analysis for 2025 Total Future Conditions July 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA Queues 1: Cantebury Road /Route 846 & Ivy Road 07/01/2021 --,* --I, --* f- ~ T 1 Lane Group EBL EBT EBRd&BL WBT NBT NBR SBT SBR - Lane Group Flow(vph) 435 676 11 28 740 34 27 139 653 v/c Ratio 0.94 0.60 0.01 0.07 1.07 0.27 0.08 0.70 1.12 Control Delay 65.1 19.4 0.0 11.5 91.6 58.7 0.5 70.4 90.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ' Total Delay 65.1 19.4 0.0 11.5 91.6 58.7 0.5 70.4 90.6 Queue Length 50th (ft) 283 362 M 7 -663 26 0 105 -247 Queue Length 95th (ft) #499 499 0 18 #904 60 0 #196 #480 Internal Link Dist (ft) 843 543 551 203 Turn Bay Length (ft) 450 200 180 75 Base Capacity (vph) 461 1130 1047 376 689 147 338 199 582 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.94 0.60 0.01 0.07 1.07 0.23 0.08 0.70 1.12 Intersection Summary - Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer Queue shown is maximum after two cycles. Greystar Old Ivy Road TIA 05/06/2021 2025 Total AM Peak Synchro 10 Report Timmons Group Page 1 HCM Signalized Intersection Capacity Analysis 1: Cantebury Road /Route 846 & Ivy Road 07/01/2021 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations } r T+ +T i" d r Traffic Volume (vph) 400 622 10 26 565 116 13 18 25 114 14 601 Future Volume (vph) 400 622 10 26 565 116 13 18 25 114 14 601 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.8 7.8 7.8 7.8 7.8 6.5 6.5 5.4 5.4 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.97 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.98 1.00 0.96 1.00 Satd. Flow (prot) 1770 1845 1615 1736 1758 1862 1538 1756 1553 Flt Permitted 0.08 1.00 1.00 0.41 1.00 0.98 1.00 0.96 1.00 Satd.Flow (perm) 140 1845 1615 745 1758 1862 1538 1756 1553 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 435 676 11 28 614 126 14 20 27 124 15 653 RTOR Reduction (vph) 0 0 5 0 6 0 0 0 26 0 0 406 Lane Group Flow (vph) 435 676 6 28 734 0 0 34 1 0 139 247 Heavy Vehicles (%) 2% 3% 0% 4% 6% 2% 0% 0% 5% 4% 0% 4% Turn Type pm+pt NA Perm pm+pt NA Split NA Perm Split NA Perm Protected Phases 5 2 1 6 4 4 3 3 Permitted Phases 2 2 6 4 3 Actuated Green, G (s) 80.2 69.1 69.1 48.7 45.4 6.5 6.5 13.6 13.6 Effective Green, g (s) 80.2 69.1 69.1 48.7 45.4 6.5 6.5 13.6 13.6 Actuated g/C Ratio 0.67 0.58 0.58 0.41 0.38 0.05 0.05 0.11 0.11 Clearance Time (s) 7.8 7.8 7.8 7.8 7.8 6.5 6.5 5.4 5.4 Vehicle Extension (s) 2.0 4.0 4.0 2.0 4.0 1.5 1.5 1.5 1.5 Lane Grp Cap (vph) 460 1062 929 329 665 100 83 199 176 v/s Ratio Prot c0.21 0.37 0.00 c0.42 c0.02 0.08 v/s Ratio Perm 0.42 0.00 0.03 0.00 c0.16 v/c Ratio 0.95 0.64 0.01 0.09 1.10 0.34 0.02 0.70 1.40 Uniform Delay, d1 37.9 17.0 10.8 21.5 37.3 54.7 53.7 51.2 53.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 28.2 2.9 0.0 0.0 66.7 0.7 0.0 8.3 211.8 Delay (s) 66.1 20.0 10.9 21.6 104.0 55.4 53.8 59.6 265.0 Level of Service E B B C F E D E F Approach Delay (s) 37.8 101.0 54.7 228.9 Approach LOS D F D F Intersection Summa HCM 2000 Control Delay 111.0 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.05 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 27.5 Intersection Capacity Utilization 97.1% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group Greystar Old Ivy Road TIA 05/06/2021 2025 Total AM Peak Synchro 10 Report Timmons Group Page 2 HCM Unsignalized Intersection Capacity Analysis 2: Route 846/Route 29 Off -Ramp & Old Garth Road/Old Ivy Road 07/01/2021 _--* __p, l f-~ t 4\ T P �► l d Lane Configurations Traffic Volume (veh/h) Future Volume (Veh/h) Sign Control Grade Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (it) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (it) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) IF (s) p0 queue free % cM capacity (veh/h) T* #r 44 68 34 97 18 0 21 0 0 68 34 97 18 0 21 0 Stop Stop Free 0% 0% 0% 0.92 • 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0 74 37 105 20 0 23 0 0.86 0.86 1136 1404 682 1077 1389 682 7.1 6.5 6.2 3.5 4.0 3.3 100 35 92 146 114 453 None 513 54 607 41 513 54 607 41 Free 0% 0.92 0.92 0.92 0.92 558 59 660 45 283 0.86 0.86 1200 1148 279 705 558 1151 1091 82 7.2 6.5 6.2 4.1 4.1 3.6 4.0 3.3 2.2 2.2 0 88 100 97 94 60 171 847 902 1002 None Direction, Lane # 113 1 WB 1 NB 1 SIB 1 Volume Total 111 125 581 764 Volume Left 0 105 23 59 Volume Right 37 0 558 45 cSH 151 67 902 1002 Volume to Capacity 0.73 1.87 0.03 0.06 Queue Length 95th (ft) 110 285 2 5 Control Delay (s) 75.7 544.2 0.7 1.5 Lane LOS F F A A Approach Delay (s) 75.7 544.2 0.7 1.5 Approach LOS F F Intersection Summary Average Delay Intersection Capacity Utilization Analysis Period (min) D Greystar Old Ivy Road TIA 05/06/2021 2025 Total AM Peak Synchro 10 Report Timmons Group Page 3 HCM Unsignalized Intersection Capacity Analysis 3: Commercial Entrance/Faulconer Driver & Old Ivy Road 07/01/2021 Lane Configurations Traffic Volume (veh/h) Future Volume (Veh/h) Sign Control Grade Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) a r + + +T IF 122 512 11 0 108 39 3 1 0 239 4 4 122 512 11 0 108 39 3 1 0 239 4 4 Free Free Stop Stop 0% 0% 0% 0% 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 133 557 12 0 117 42 3 1 0 260 4 4 None None 8 159 569 965 982 557 962 973 138 159 569 965 982 557 962 973 138 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 91 100 99 100 100 0 98 100 1433 1013 216 228 534 217 231 916 Volume Total 690 12 159 4 268 Volume Left 133 0 0 3 260 Volume Right 0 12 42 0 4 cSH 1433 1700 1013 219 220 Volume to Capacity 0.09 0.01 0.00 0.02 1.22 Queue Length 95th (ft) 8 0 0 1 336 Control Delay (s) 2.4 0.0 0.0 21.8 176.1 Lane LOS A C F Approach Delay (s) 2.3 0.0 21.8 176.1 Approach LOS C F Intersection Summary Average Delay 43.2 Intersection Capacity Utilization 68.1% ICU Level of Service C Analysis Period (min) Greystar Old Ivy Road TIA 05/06/2021 2025 Total AM Peak Synchro 10 Report Timmons Group Page 4 HCM Unsignalized Intersection Capacity Analysis 4: Commercial Entrance/Route 29 On -Ramp & Old Ivy Road 07/01/2021 _-.* __p, l f-~ t 4\ T /0- �► j d Lane Configurations 4+ +T r 44 Traffic Volume (veh/h) 438 311 1 0 147 165 0 0 0 0 0 0 Future Volume (Veh/h) 438 311 1 0 147 165 0 0 0 0 0 0 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 476 338 1 0 160 179 0 0 0 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 339 339 1450 1630 338 1450 1451 160 vC1, stage 1 conf vol , vC2, stage 2 conf vol vCu, unblocked vol �39 339 1450 1630 338 1450 1451 160 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) IF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 61 100 100 100 100 100 100 100 cM capacity (veh/h) 1220 1231 76 62 704 76 80 885 Direction, Lane # 'D 1 WB 1 WB 2 NB 1 Volume Total 815 160 179 0 Volume Left 476 0 0 0 Volume Right 1 0 179 0 cSH 1220 1231 1700 1700 Volume to Capacity 0.39 0.00 0.11 0.00 Queue Length 95th (ft) 47 0 0 0 Control Delay (s) 7.7 0.0 0.0 0.0 Lane LOS A A Approach Delay (s) 7.7 0.0 0.0 Approach LOS A Intersection Summary Average Delay 5.5 Intersection Capacity Utilization 57.6% Analysis Period (min) IN Greystar Old Ivy Road TIA 05/06/2021 2025 Total AM Peak Synchro 10 Report Timmons Group Page 5 Queues 5: Commerical Entrance/Old Ivy Road & Ivy Road 07/01/2021 t t j Lane Group EBL EBT WBT WBR NBT SBT Lane Group Flow (vph) 75 678 363 175 12 335 v/c Ratio 0.14 0.69 0.37 0.19 0.08 0.71 Control Delay 10.7 17.8 11.5 2.9 28.9 22.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.7 17.8 11.5 2.9 28.9 22.4 Queue Length 50th (ft) f H 144 61 0 4 60 Queue Length 95th (ft) 48 #475 189 34 21 166 Internal Link Dist (ft) 1062 920 247 459 - Turn Bay Length (ft) 90 Base Capacity(vph) 523 988 969 898 561 632 - Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.69 0.37 0.19 0.02 0.53 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer Queue shown is maximum after two cycles. Greystar Old Ivy Road TIA 05/06/2021 2025 Total AM Peak Synchro 10 Report Timmons Group Page 6 HCM Signalized Intersection Capacity Analysis 5: Commerical Entrance/Old Ivy Road & Ivy Road 07/01/2021 �__I, l f-~ "L_ 4\ T/0- ti 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Vi + + r 4� 4# Traffic Volume (vph) 69 624 0 0 334 161 10 1 0 274 0 34 Future Volume (vph) 69 624 0 0 334 161 10 1 0 274 0 34 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.0 7.0 7.0 7.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.95 1.00 1.00 1.00 0.96 0.96 Satd. Flow (prot) 1805 1881 1845 1553 1781 1730 Flt Permitted 0.52 1.00 1.00 1.00 0.96 0.96 Satd.Flow (perm) 995 1881 1845 1553 1781 1730 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 75 678 0 0 363 175 11 1 0 298 0 37 RTOR Reduction (vph) 0 0 0 0 0 90 0 0 0 0 103 0 Lane Group Flow (vph) 75 678 0 0 363 85 0 12 0 0 232 0 Heavy Vehicles (%) 0% 1 % 0% 0% 3% 4% 2% 2% 2% 4% 0% 0% Turn Type Perm NA NA Perm Split NA Split NA Protected Phases 2 2 4 4 3 3 Permitted Phases 2 2 Actuated Green, G (s) 30.5 30.5 30.5 30.5 1.0 12.4 Effective Green, g (s) 30.5 30.5 30.5 30.5 1.0 12.4 Actuated g/C Ratio 0.48 0.48 0.48 0.48 0.02 0.20 Clearance Time (s) 7.0 7.0 7.0 7.0 6.0 6.0 Vehicle Extension (s) 4.0 4.0 4.0 4.0 2.0 3.0 Lane Grp Cap (vph) 482 912 894 753 28 341 v/s Ratio Prot c0.36 0.20 c0.01 c0.13 v/s Ratio Perm 0.08 0.05 v/c Ratio 0.16 0.74 0.41 0.11 0.43 0.68 Uniform Delay, d1 9.0 13.0 10.4 8.8 30.7 23.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 3.5 0.4 0.1 3.8 5.5 Delay (s) 9.2 16.6 10.8 8.9 34.5 28.9 Level of Service A B B A C C Approach Delay (s) 15.8 10.2 34.5 28.9 Approach LOS B B C C Intersection Summa HCM 2000 Control Delay 16.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length (s) 62.9 Sum of lost time (s) 19.0 Intersection Capacity Utilization 75.6% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group Greystar Old Ivy Road TIA 05/06/2021 2025 Total AM Peak Synchro 10 Report Timmons Group Page 7 HCM Unsignalized Intersection Capacity Analysis 6: Old Ivy Road & Site Entrance 07/01/2021 Lane Configurations + + r Y Traffic Volume (veh/h) 40 271 204 27 87 130 - Future Volume (Veh/h) 40 271 204 27 87 130 Sign Control Free Free • Stop - Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 43 295 222 29 95 141 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) - Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked , vC, conflicting volume 251 603 222 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 251 603 222 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 97 79 83 cM capacity (veh/h) 1314 447 818 Direction, Lane # � 2 WB 1 WB 2 SIB 1 Volume Total 43 295 222 29 236 Volume Left 43 0 0 0 95 Volume Right 0 0 0 29 141 cSH 1314 1700 1700 1700 613 Volume to Capacity 0.03 0.17 0.13 0.02 0.39 Queue Length 95th (ft) 3 0 0 0 45 Control Delay (s) 7.8 0.0 0.0 0.0 14.5 Lane LOS A B Approach Delay (s) 1.0 0.0 14.5 Approach LOS B Intersection Summary Average Delay Intersection Capacity Utilization 36.9% ICU Level of Service A Analysis Period (min) Greystar Old Ivy Road TIA 05/06/2021 2025 Total AM Peak Synchro 10 Report Timmons Group Page 8 Queuing and Blocking Report 2025 Total AM Peak 07/01/2021 Intersection: 1: Cantebury Road /Route 846 & Ivy Road Movement DEB WB WB NB NB SB SB - Directions Served L T R L TR LT R LT R Maximum Queue (ft) 418 380 26 200 640 68 42 212 76 Average Queue (ft) 228 153 3 35 562 27 12 190 74 95th Queue (ft) 372 291 16 138 728 60 32 249 82 Link Distance (ft) 882 882 586 575 201 Upstream Bilk Time (%) 43 25 Queuing Penalty (veh) 0 182 Storage Bay Dist (ft) 450 200 180 75 Storage Blk Time (°/u) 0 0 54 36 36 Queuing Penalty (veh) 0 0 14 217 46 fi%T .iC �:z.11fi :L�:1�:rlrf%Y�!z•3�a i- iiia:Mrc•]r.Rm : Mel Movement EB WB NB SB Directions Served TR LT LTR LTR Maximum Queue (ft) 119 157 92 1163 Average Queue (ft) 50 67 24 1129 95th Queue (ft) 98 125 67 1149 Link Distance (ft) 394 299 201 1106 Upstream Bilk Time (°/u) 100 Queuing Penalty (veh) 0 Storage Bay Dist (ft) Storage Blk Time (°/u) Queuing Penalty (veh) Intersection: 3: Commercial Entrance/Faulconer Driver & Old Ivy Road NB SB movement Directions Served LT R LTR LTR LT R Maximum Queue (ft) 122 14 2 25 270 41 Average Queue (ft) 24 0 0 4 121 6 95th Queue (ft) 77 15 2 18 242 Link Distance (ft) 299 332 171 352 Upstream Bilk Time (°/u) 1 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 150 Storage Blk Time (°/u) 0 0 7 0 Queuing Penalty (veh) 0 0 0 Greystar Old Ivy Road TIA SimTraffic Report Timmons Group Page 1 Queuing and Blocking Report 2025 Total AM Peak 07/01/2021 Intersection: 4: Commercial Entrance/Route 29 On -Ramp & Old Ivy Road Movement EB WB Directions Served LTR R Maximum Queue (ft) 205 28 - Average Queue (ft) 88 6 95th Queue (ft) 162 21 - Link Distance (ft) 332 Upstream Bilk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 Storage Blk Time (°/u) Queuing Penalty (veh) Intersection: 5: Commerical Entrance/Old Ivy Road & Ivy Road Movement EB WB WB NB SB Directions Served L T T R LTR LTR Maximum Queue (ft) 90 305 192 70 44 235 Average Queue (ft) 17 109 86 35 11 125 95th Queue (ft) 61 236 152 62 35 205 Link Distance (ft) 1037 956 956 277 420 Upstream Bilk Time (°/u) Queuing Penalty (veh) Storage Bay Dist (ft) 90 Storage Blk Time (°/u) 0 9 Queuing Penalty (veh) Intersection: 6: Old Ivy Road & Site Entrance Directions Served L LR Maximum Queue (ft) 38 104 Average Queue (ft) 7 50 95th Queue (ft) 29 84 Link Distance (ft) 414 Upstream Bilk Time (°/u) Queuing Penalty (veh) Storage Bay Dist (ft) 150 Storage Blk Time (°/u) Queuing Penalty (veh) Network Sum Network wide Queuing Penalty: 467 Greystar Old Ivy Road TIA SimTraffc Report Timmons Group Page 2 Queues 1: Cantebury Road /Route 846 & Ivy Road 07/01/2021 ---* --1' --* f- ~ T 1 Lane Group EBL EBT EBRMPBL WBT NBT NBR SBT SBR - Lane Group Flow(vph) 495 686 22 43 785 27 37 107 637 v/c Ratio 1.03 0.61 0.02 0.11 1.10 0.23 0.12 0.58 1.17 Control Delay 85.7 20.2 0.0 11.2 99.5 58.1 0.7 64.2 110.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 85.7 20.2 0.0 11.2 99.5 58.1 0.7 64.2 110.6 Queue Length 50th (ft) -394 358 _ 11 -687 20 0 80 -273 Queue Length 95th (ft) #611 493 0 23 #930 51 0 141 #504 Internal Link Dist (ft) 843 543 551 203 Turn Bay Length (ft) 450 200 180 75 Base Capacity (vph) 480 1125 1027 376 714 139 337 186 545 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.03 0.61 0.02 0.11 1.10 0.19 0.11 0.58 1.17 Intersection Summary - Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer Queue shown is maximum after two cycles. Greystar Old Ivy Road TIA 05/06/2021 2025 Total Future PM Peak Synchro 10 Report Timmons Group Page 1 HCM Signalized Intersection Capacity Analysis 1: Cantebury Road /Route 846 & Ivy Road 07/01/2021 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r T* +T r +T r Traffic Volume (vph) 470 652 21 41 642 104 17 9 35 85 17 605 Future Volume (vph) 470 652 21 41 642 104 17 9 35 85 17 605 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.8 7.8 7.8 7.8 7.8 6.5 6.5 5.4 5.4 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.98 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.97 1.00 0.96 1.00 Satd. Flow (prot) 1752 1881 1615 1752 1845 1757 1524 1780 1583 Flt Permitted 0.08 1.00 1.00 0.40 1.00 0.97 1.00 0.96 1.00 Satd.Flow (perm) 140 1881 1615 746 1845 1757 1524 1780 1583 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 495 686 22 43 676 109 18 9 37 89 18 637 RTOR Reduction (vph) 0 0 9 0 5 0 0 0 35 0 0 379 Lane Group Flow (vph) 495 686 13 43 780 0 0 27 2 0 107 258 Heavy Vehicles (%) 3% 1% 0% 3% 1% 0% 7% 0% 6% 3% 0% 2% Turn Type pm+pt NA Perm pm+pt NA Split NA Perm Split NA Perm Protected Phases 5 2 1 6 4 4 3 3 Permitted Phases 2 2 6 4 3 Actuated Green, G (s) 81.3 69.0 69.0 49.4 44.9 6.4 6.4 12.6 12.6 Effective Green, g (s) 81.3 69.0 69.0 49.4 44.9 6.4 6.4 12.6 12.6 Actuated g/C Ratio 0.68 0.58 0.58 0.41 0.37 0.05 0.05 0.10 0.10 Clearance Time (s) 7.8 7.8 7.8 7.8 7.8 6.5 6.5 5.4 5.4 Vehicle Extension (s) 2.0 4.0 4.0 2.0 4.0 1.5 1.5 1.5 1.5 Lane Grp Cap (vph) 479 1081 928 344 690 93 81 186 166 v/s Ratio Prot c0.25 0.36 0.00 c0.42 c0.02 0.06 v/s Ratio Perm 0.45 0.01 0.05 0.00 c0.16 v/c Ratio 1.03 0.63 0.01 0.12 1.13 0.29 0.02 0.58 1.55 Uniform Delay, d1 38.6 17.1 10.9 21.3 37.5 54.6 53.8 51.2 53.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 50.0 2.8 0.0 0.1 76.1 0.6 0.0 2.7 275.6 Delay (s) 88.6 19.9 10.9 21.4 113.7 55.2 53.9 53.8 329.3 Level of Service F B B C F E D D F Approach Delay (s) 48.0 108.9 54.5 289.7 Approach LOS D F D F Intersection Summa HCM 2000 Control Delay 129.2 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.10 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 27.5 Intersection Capacity Utilization 100.6% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group Greystar Old Ivy Road TIA 05/06/2021 2025 Total Future PM Peak Synchro 10 Report Timmons Group Page 2 HCM Unsignalized Intersection Capacity Analysis 2: Route 846/Route 29 Off -Ramp & Old Garth Road/Old Ivy Road 07/01/2021 _--* __p, l f-~ t 4\ T /0- �► l d Lane Configurations Traffic Volume (veh/h) Future Volume (Veh/h) Sign Control Grade Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) IF (s) p0 queue free % cM capacity (veh/h) T+ +T 44 4+ 36 22 96 57 0 30 0 544 9 606 15 0 36 22 96 57 0 30 0 544 9 606 15 Stop Stop Free Free 0% 0% 0% 0% 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0 38 23 102 61 0 32 0 579 10 645 16 None None 283 - 0.83 0.83 0.83 0.83 1057 1316 653 1068 1034 290 661 579 967 1279 653 981 940 44 661 392 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 100 71 95 25 71 100 97 99 147 133 462 136 211 858 937 979 Direction, Lane # EB 1 WB 1 NB 1- Volume Total 61 163 611 671 Volume Left 0 102 32 10 Volume Right 23 0 579 16 cSH 182 157 937 979 Volume to Capacity 0.34 1.04 0.03 0.01 Queue Length 95th (ft) 35 205 3 1 Control Delay (s) 34.4 140.1 0.9 0.3 Lane LOS D F A A Approach Delay (s) 34.4 140.1 0.9 0.3 Approach LOS D F L Intersection Summary Average Delay 17 Intersection Capacity Utilization 75.3' Analysis Period (min) 0 D Greystar Old Ivy Road TIA 05/06/2021 2025 Total Future PM Peak Synchro 10 Report Timmons Group Page 3 HCM Unsignalized Intersection Capacity Analysis 3: Commercial Entrance/Faulconer Driver & Old Ivy Road 07/01/2021 __.* __I, l f-~ t 4\ T /0- �► l d Lane Configurations Traffic Volume (veh/h) Future Volume (Veh/h) Sign Control Grade Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) a F 4+ 4+ a F 36 592 1 0 152 22 1 0 7 217 0 15 36 592 1 0 152 22 1 0 7 217 0 15 Free Free Stop Stop 0% 0% 0% 0% 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 38 617 1 0 158 23 1 0 7 226 0 16 None None 8 181 618 870 874 617 870 864 170 181 618 870 874 617 870 864 170 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 97 100 100 100 99 14 100 98 1407 972 263 282 494 264 286 880 Volume Total 655 1 181 8 242 Volume Left 38 0 0 1 226 Volume Right 0 1 23 7 16 cSH 1407 1700 972 445 282 Volume to Capacity 0.03 0.00 0.00 0.02 0.86 Queue Length 95th (ft) 2 0 0 j 1 183 Control Delay (s) 0.7 0.0 0.0 13.2 62.1 Lane LOS A i B F Approach Delay (s) 0.7 0.0 13.2 62.1 Approach LOS ' B F Intersection Summary Average Delay Intersection Capacity Utilization 71.2% ICU Level of Service C Analysis Period (min) Greystar Old Ivy Road TIA 05/06/2021 2025 Total Future PM Peak Synchro 10 Report Timmons Group Page 4 HCM Unsignalized Intersection Capacity Analysis 4: Commercial Entrance/Route 29 On -Ramp & Old Ivy Road 07/01/2021 _-.* __p, l f-~ t 4\ T /0- �► j d Lane Configurations 44 * r 44 Traffic Volume (veh/h) 477 293 0 0 169 271 0 1 0 0 0 0 Future Volume (Veh/h) 477 293 0 0 169 271 0 1 0 0 0 0 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.92 0.93 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 513 315 0 0 182 291 0 1 0 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) IL Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 473 315 1523 1814 315 1524 1523 182 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 473 315 1523 1814 1510 1OZ4 1523 182 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) IF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 53 100 100 98 100 100 100 100 cM capacity (veh/h) 1089 1257 61 42 725 60 62 861 Direction, Lane # EB 1 WB 1 WB 2 NB 1 - Volume Total 828 182 291 1 Volume Left 513 0 0 0 Volume Right 0 0 291 0 cSH 1089 1257 1700 42 Volume to Capacity 0.47 0.00 0.17 0.02 Queue Length 95th (ft) 64 0 0 2 Control Delay (s) 9.4 0.0 0.0 93.1 Lane LOS A F Approach Delay (s) 9.4 0.0 93.1 Approach LOS F Intersection Summary Average Delay Intersection Capacity Utilization Analysis Period (min) C Greystar Old Ivy Road TIA 05/06/2021 2025 Total Future PM Peak Synchro 10 Report Timmons Group Page 5 Queues 5: Commerical Entrance/Old Ivy Road & Ivy Road 07/01/2021 t 1 Lane Group EBL EBT WBT WB8 NBT SBT Lane Group Flow (vph) 46 536 750 392 18 268 v/c Ratio 0.22 0.52 0.72 0.37 0.07 0.63 - Control Delay 12.8 12.2 17.7 2.8 0.5 18.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 - Total Delay 12.8 12.2 17.7 2.8 0.5 18.6 Queue Length 50th (ft) 6 87 145 2 0 39 Queue Length 95th (ft) 38 285 #519 50 0 117 Internal Link Dist (ft) 1062 920 247 459 - Turn Bay Length (ft) 90 Base Capacity(vph) 212 1026 1035 1049 674 672 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 _ 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.52 0.72 0.37 0.03 0.40 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer Queue shown is maximum after two cycles. Greystar Old Ivy Road TIA 05/06/2021 2025 Total Future PM Peak Synchro 10 Report Timmons Group Page 6 HCM Signalized Intersection Capacity Analysis 5: Commerical Entrance/Old Ivy Road & Ivy Road 07/01/2021 Lane Configurations + t r 4+ 4* Traffic Volume (vph) 42 493 0 0 690 361 14 0 3 191 0 55 Future Volume (vph) 42 493 0 0 690 361 14 0 3 191 0 55 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.0 7.0 7.0 7.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 0.98 0.97 Flt Protected 0.95 1.00 1.00 1.00 0.96 0.96 Satd. Flow (prot) 1805 1863 1881 1599 1783 1774 Flt Permitted 0.20 1.00 1.00 1.00 0.96 0.96 Satd. Flow (perm) 386 1863 1881 1599 1783 1774 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 46 536 0 0 750 392 15 0 3 208 0 60 RTOR Reduction (vph) 0 0 0 0 0 186 0 18 0 0 107 0 Lane Group Flow (vph) 46 536 0 0 750 206 0 0 0 0 161 0 Heavy Vehicles (%) 0% 2% 0% 0% 1% 1% 0% 0% 0% 0% 0% 0% Turn Type Perm NA NA Perm Split NA Split NA Protected Phases 2 2 4 4 3 3 Permitted Phases 2 2 Actuated Green, G (s) 30.5 30.5 30.5 30.5 0.7 10.0 Effective Green, g (s) 30.5 30.5 30.5 30.5 0.7 10.0 Actuated g/C Ratio 0.51 0.51 0.51 0.51 0.01 0.17 Clearance Time (s) 7.0 7.0 7.0 7.0 6.0 6.0 Vehicle Extension (s) 4.0 4.0 4.0 4.0 2.0 3.0 Lane Grp Cap (vph) 195 943 952 810 20 294 v/s Ratio Prot 0.29 c0.40 c0.00 c0.09 v/s Ratio Perm 0.12 0.13 v/c Ratio 0.24 0.57 0.79 0.25 0.01 0.55 Uniform Delay, d1 8.3 10.3 12.2 8.4 29.4 23.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.9 1.0 4.6 0.2 0.1 2.1 Delay (s) 9.2 11.2 16.8 8.6 29.5 25.1 Level of Service A B B A C C Approach Delay (s) 11.1 14.0 29.5 25.1 Approach LOS B B C C Intersection Summary HCM 2000 Control Delay 14.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length (s) 60.2 Sum of lost time (s) 19.0 Intersection Capacity Utilization 63.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Greystar Old Ivy Road TIA 05/06/2021 2025 Total Future PM Peak Synchro 10 Report Timmons Group Page 7 HCM Unsignalized Intersection Capacity Analysis 19: Old Ivy Road & Site Entrance 07/01/2021 Lane Configurations + t r Y Traffic Volume (veh/h) 132 161 315 88 52 77 Future Volume (Veh/h) 132 161 315 88 52 77 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 - Hourly flow rate (vph) 143 175 342 96 57 84 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) - Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked - vC, conflicting volume 438 803 342 vC1, stage 1 conf vol - vC2, stage 2 conf vol vCu, unblocked vol 438 803 342 - tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 87 81 88 cM capacity (veh/h) 1122 308 701 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SIB 1 Volume Total 143 175 342 96 141 Volume Left 143 0 0 0 57 Volume Right 0 0 0 96 84 cSH 1122 1700 1700 1700 462 Volume to Capacity 0.13 0.10 0.20 0.06 0.31 Queue Length 95th (ft) 11 0 0 0 32 Control Delay (s) 8.7 0.0 0.0 0.0 16.2 Lane LOS A C Approach Delay (s) 3.9 0.0 16.2 Approach LOS C Intersection Summary Average Delay Intersection Capacity Utilization 41.5% ICU Level of Service A Analysis Period (min) Greystar Old Ivy Road TIA 05/06/2021 2025 Total Future PM Peak Synchro 10 Report Timmons Group Page 8 Queuing and Blocking Report 2025 Total Future PM Peak 07/01/2021 Intersection: 1: Cantebury Road /Route 846 & Ivy Road Movement EB DEB WB WB NB NB I SB SB - Directions Served L T R L TR LT R LT R Maximum Queue (ft) 633 481 29 200 623 72 57 211 76 - Average Queue (ft) 343 176 5 53 587 22 16 202 74 95th Queue (ft) 598 377 22 172 690 57 41 214 84 Link Distance (ft) 882 882 586 575 201 Upstream Bilk Time (%) 0 i 0 59 33 • Queuing Penalty (veh) 0 0 0 239 Storage Bay Dist (ft) 200 180 75 Storage Blk Time (°/u) 0 0 59 47 47 Queuing Penalty (veh) qF 0 1 24 286 48 fi%T .iC �:z.11fi:L�:1�:rlrf%Y�!z•3�a:�rr.>E:�N]r.[e� Riia:SM. rc•]r.Rm : Mel Movement EB WB NB SB Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Bilk Time (°/u) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (°/u) Queuing Penalty (veh) TR LT LTR LTR 93 186 78 1149 33 84 27 1122 69 159 67 1146 394 299 201 1106 0 99 0 0 Intersection: 3: Commercial Entrance/Faulconer Driver & Old Ivy Road Directions Served LT LTR LT R Maximum Queue (ft) _ 104 28 221 89 Average Queue (ft) 10 6 99 17 95th Queue (ft) 57 24 186 60 Link Distance (ft) 299 171 352 Upstream Bilk Time (°/u) Queuing Penalty (veh) Storage Bay Dist (ft) 1 Storage Blk Time (°/u) 0 2 0 Queuing Penalty (veh) 0 0 0 Greystar Old Ivy Road TIA SimTraffic Report Timmons Group Page 1 Queuing and Blocking Report 2025 Total Future PM Peak 07/01/2021 Intersection: 4: Commercial Entrance/Route 29 On -Ramp & Old Ivy Road Movement EB WB WB NB Directions Served LTR LT R LTR Maximum Queue (ft) 313 2 42 16 - Average Queue (ft) 147 0 11 1 95th Queue (ft) 266 2 32 9 - Link Distance (ft) 332 566 194 Upstream Bilk Time (%) 0 Queuing Penalty (veh) 2 Storage Bay Dist (ft) 250 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 5: Commerical Entrance/Old Ivy Road & Ivy Road Movement EB EB WB WB NB SB Directions Served L T T R LTR LTR Maximum Queue (ft) 84 257 376 119 45 188 Average Queue (ft) 21 74 170 55 13 99 95th Queue (ft) 66 216 304 92 37 158 Link Distance (ft) 1037 956 956 277 420 Upstream Bilk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 1>n E Storage Blk Time (%) 2 4 Queuing Penalty (veh) Intersection: 19: Old Ivy Road & Site Entrance Directions Served L R LR Maximum Queue (ft) 72 12 94 Average Queue (ft) 31 1 44 95th Queue (ft) 62 6 75 Link Distance (ft) 592 Upstream Bilk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 150 Storage Blk Time (%) Queuing Penalty (veh) Network Sum Network wide Queuing Penalty: 614 Greystar Old Ivy Road TIA SimTraffic Report Timmons Group Page 2