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Home My WebLink AboutSP201800001 Study Traffic 2018-01-30EXHIBIT F: Traffic Study, dated January 15, 2018 TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. 1001 Boulders Parkway P 804.200.6500 Suite 300 F 804.560.1016 Richmond, VA 23225 wwwAimmons., �p,1;111 pF � To: Kevin McDermott (Albemarle County) From: Steve Schmidt, PE, PTOE RE: Keswick Hall Traffic AnalysisDT7 Date: January 15, 2018 O r,�`N O SCII• Copy: Craig Kotarski, PE, LEED AP (Timmons Group) ;}SIT 141. o rj49985 uc _w ,9�' r — �f �C, ON AL Timmons Group has performed a traffic analysis in support of the proposed Special Use hermit for the expansion of Keswick Hall and Clubhouse. The analysis was completed to determine the impact of the traffic generated by the proposed expansion on the surrounding roadway network. The site is located north of Hunt Club Road and east of Keswick Road in Albemarle County, Virginia. See Figure 1 for the site location (all Figures are located at the end of the report). The scope of this analysis was developed at a scoping meeting held with County and Virginia Department of Transportation (VDOT) representatives. A copy of the scoping agreement is included in Appendix A. Background Information The proposed expansion of the existing facilities includes an additional 38 hotel rooms and 4 spa treatment rooms. There are a few other ancillary uses (pool bar/cafe) that will be open to hotel guests only and therefore will not generate any additional trips. Additionally, the existing restaurant will be relocated but will have the same seating and therefore will not generate any additional trips. Given the nature of the development, most trips to and from the site occur outside of the AM and PM peak hours of the adjacent streets. See Figure 2 for the proposed site plan. For purposes of this analysis it was assumed that the Keswick Hall expansion will be completed by 2019. Previous traffic studies were completed for Keswick Hall in 2000 and 2008 and serve as the basis for this analysis. In accordance with the scoping meeting and the previous studies, this analysis includes the following intersections: 1. Louisa Road/Hunt Club Drive (unsignalized); and 2. Black Cat Road/Club Drive (unsignalized). The analysis looks at the study intersections under 2017 existing conditions, 2019 Background Traffic conditions and 2019 Total Traffic conditions. The 2019 Background Traffic conditions consist of the following: 1. Existing traffic volumes (2017); and 2. 2% annual growth in traffic. CIVIL ENGINEERING I ENVIRONMENTAL I SURVEYING I GIs I LANDSCAPE ARCHITECTURE I CONSTRUCTION SERVICES Keswick Hall —Traffic Analysis January 15, 2018 Page 2 of 7 The 2019 Total Traffic conditions includes the 2019 Background Traffic volumes and the traffic that will be generated by the expansion of Keswick Hall. Existing Roadway Network Louisa Road (Route 22) is a 2-lane undivided minor arterial roadway with a posted 45 MPH speed limit. The road connects US Route 250 to the southwest with US Route 15 to the northeast. Black Cat Road (Route 616) is a 2-lane undivided minor collector roadway with a posted 45 MPH speed limit. The road connects 1-64 to the south with Louisa Road to the northwest. Right and left turn lanes are provided at the intersection with Club Drive. The existing roadway geometry is shown on Figure 3. Existing Traffic Volumes Existing AM and PM peak hour traffic volumes were collected in November 2017 when public schools were in session. The raw traffic data is included in Appendix B and the peak hours are shown on Figure 4. The counts indicate the AM peak hour occurs from 7:00-8:00 AM and 4:15-5:15 PM. Existing Traffic Capacity Analysis Capacity analyses were performed to assess traffic conditions for each of the analysis scenarios. The analysis includes delay, level of service, and 95t" percentile queuing. The intersections were analyzed using SYNCHRO Version 9.1 based on HCM 2010 methodologies with the following assumptions: • The peak hour factor (PHF) for the overall intersection was obtained from the turning movement counts (see Appendix B); • Heavy vehicle percentages for each movement based on the collected traffic data with a minimum percentage of 2%; and • All other software defaults remain unchanged. The existing capacity analysis was performed based on the existing lane use shown on Figure 3 and the existing peak hour counts shown on Figure 4. The results of the analysis are summarized in Table 1 and the analysis worksheets are contained in Appendix C. As shown in Table 1, each of the movements at the Louisa Road/Hunt Club Drive intersection operates at Level of Service (LOS) C or better during both peak hours with minimal to no queueing. Each of the movements at the Black Cat Road/Club Drive intersection operates at LOS A during both peak hours with minimal to no queueing. Keswick Hall —Traffic Analysis January 15, 2018 Page 3 of 7 Table 1: Intersection Level of Service, Delay, and Queue Summary for 2017 Existing Traffic Conditions Intersection and Type of Control Movement and Approach Turn Lane Storage (ft) AM PEAK HOUR PM PEAK HOUR Delay y LOS (sec/veh) HCM 2000 95th Percentile Queue Length (ft) HCM 2000 Delay95th LOS Percentile (sec/veh) Queue Length (ft) 1. Louisa Road (N-S) at Hunt Club Drive (E-W) Unsignalized NBThru-Right t t t t - -- t t - -- 1 -- 10 -- NBApproach t t SBThru-Left 0.3 A 1 0.5 A SBApproach 0.3 A -- 0.5 A WB Left -Right 13.3 B 2 15.6 C WBApproach 13.3 B -- 15.6 C 2. Black Cat Road (N-S) at Club Drive (E-W) Unsignalized SBThru t t -- t t -- SB Right 325 t t -- t t -- SBApproach t t -- t t -- NB Left 300 7.5 A 1 7.3 A 0 NBThru-Right t t -- t t -- NBApproach 2.1 A -- 0.5 A -- EB Left -Right 8.9 A 1 8.8 A 1 WBApproach 8.9 A -- 8.8 A -- t SYNCHRO does not provide level of service or delay for unsignalized movements with no conflicting volumes. 2019 Background Traffic Volumes To account for other development in the area, a 2% annual growth rate has been applied to all through movements on Louisa Road and Black Cat Road over a two-year period (2017 to 2019). The resulting 2019 background traffic volumes are shown on Figure 5. 2019 Background Traffic Capacity Analysis The capacity of the study intersections under 2019 background traffic conditions was analyzed using the methodologies discussed above, the existing lane use shown on Figure 3, the background volumes shown on Figure 5, the existing PHF, and the existing heavy vehicle percentages. The results of the analysis are summarized in Table 2 and the analysis worksheets are contained in Appendix D. Keswick Hall —Traffic Analysis January 15, 2018 Page 4 of 7 Table 2: Intersection Level of Service, Delay, and Queue Summary for 2019 Background Traffic Conditions Intersection and Type of Control Movement and Approach Turn Lane Storage (ft) AM PEAK HOUR PM PEAK HOUR HCM 2000 Delay 95th y LOS Percentile (sec/veh) Queue Length (ft) HCM 2000 Delay95th LOS Percentile (sec/veh) Queue Length (ft) 1. Louisa Road (N-S) at Hunt Club Drive (E-W) Unsignalized NBThru-Right t t - t t t t - -- 1 -- 10 -- NBApproach t t -- SBThru-Left 0.3 A 1 0.5 A SBApproach 0.3 A -- 0.5 A WB Left -Right 13.6 B 2 16.1 C WBApproach 13.6 B -- 16.1 C 2. Black Cat Road (N-S) at Club Drive (E-W) Unsignalized SBThru t t -- t t -- SB Right 325 t t -- t t -- SBApproach t t -- t t -- NB Left 300 7.5 A 1 7.3 A 0 NBThru-Right t t -- t t -- NBApproach 2.0 A -- 0.4 A -- EB Left -Right 8.9 A 1 8.8 A 1 -- WBApproach 1 8.9 A -- 8.8 A t SYNCHRO does not provide level of service or delay for unsignalized movements with no conflicting volumes. As shown in Table 2, each of the movements at the Louisa Road/Hunt Club Drive intersection will continue to operate at LOS C or better during both peak hours with minimal to no queueing. Each of the movements at the Black Cat Road/Club Drive intersection will continue to operate at LOS A during both peak hours with minimal to no queueing. Proposed Development Trip Generation/Distribution As noted above, the proposed expansion would consist of 38 new hotel rooms and 4 spa treatment rooms in addition to other non -trip generating uses The trips that will be generated by the hotel expansion were estimated using the rates/equations in ITE's Trip Generation Manual, 91" edition and are shown on Table 3. ITE has no data for spa treatment rooms and therefore the trips were estimated to include: - 2 AM trips (1 in/1 out) for employees or deliveries - 8 PM trips (4 in/4 out) that would include 1 inbound and 1 outbound trip per room (assuming spa treatments typically last 1 hour). Keswick Hall — Traffic Analysis January 15, 2018 Page 5 of 7 It should be noted that most of the spa users will likely be hotel customers and therefore not create a new trip to the site. The resulting weekday AM and PM peak hour and average daily trip generation is shown on Table 3. Table 3: Site Trip Generation LAND USE ITE DE AMOUNT NIT ADT IN WEEKDAY AM PEAK HOUR OUT T TAL IN PM PEAK HOUR OUT T TAL Hotel Spa(') 310 38 Rooms N/A 4 Rooms 310 80 12 1 8 20 1 2 12 4 11 23 4 8 Total 390 1 13 9 22 16 15 31 Source: ITE Trip Generation, 9th Edition. Note: (1) ITE has no data for Spa use. See report for discussion of trips assumed for this use. As shown in Table 3, the proposed development will generate 22 AM peak hour trips (13 in and 9 out), 31 PM peak hour trips (16 in and 15 out), and 390 average daily trips. The trips generated by the proposed development were distributed to the roadway network based on the existing travel patterns, the nature of the use, and the previously completed traffic studies. The following directional distributions were assumed: - To/From the North on Louisa Road — 25% - To/From the South on Louisa Road— 45% - To/From the East on Black Cat Road — 30% The directional distributions were then applied to the study intersection as shown on Figure 6. The site trip distribution percentages shown on Figure 6 were applied to the trip generation shown in Table 3 to distribute the new trips to the surrounding roadway network. The resulting site generated trips are shown in Figure 7. 2019 Total Traffic The 2019 background traffic volumes (Figure 5) were combined with the site -generated trips (Figure 7) to yield the 2019 total traffic volumes which are shown on Figure 8. 2019 Total Traffic Capacity Analysis The capacity of the study intersections under 2019 total traffic conditions was analyzed using the methodologies discussed above, the existing lane use shown on Figure 3, the future volumes shown on Figure 8, the existing PHF, and the existing heavy vehicle percentages. Keswick Hall —Traffic Analysis January 15, 2018 Page 6 of 7 The results of the analysis are summarized in Table 4 and the analysis worksheets are contained in Appendix E. Table 4: Intersection Level of Service, Delay, and Queue Summary for 2019 Total Traffic Conditions Intersection and Type of Control Movement and Approach Turn Lane Storage (ft) AM PEAK HOUR PM PEAK HOUR HCM 2000 Delay 95th y LOS Percentile (sec/veh) Queue Length (ft) HCM 2000 Delay95th LOS Percentile (sec/veh) Queue Length (ft) 1. Louisa Road (N-S) at Hunt Club Drive (E-W) Unsignalized NBThru-Right t t - t t - -- 1 NBApproach t t -- t t SBThru-Left 0.4 A 1 0.7 A SBApproach 0.4 A -- 0.7 A -- WB Left -Right 16.7 C 5 16.9 C 14 WBApproach 16.7 C -- 16.9 C -- 2. Black Cat Road (N-S) at Club Drive (E-W) Unsignalized SB Thru 325 t t t t -- -- t t t t -- -- -- 0 SB Right SBApproach t t -- t I t NB Left 300 7.5 A 1 7.4 A NB Thru-Right t t -- t t -- NBApproach 2.6 A -- 1.2 A -- EB Left -Right 8.9 A 1 -- 8.8 A A 1 -- WBApproach 8.9 A 8.8 t SYNCHRO does not provide level of service or delay for unsignalized movements with no conflicting volumes. As shown in Table 4, each of the movements at the Louisa Road/Hunt Club Drive intersection will continue to operate at LOS C or better during both peak hours with minimal to no queueing. Each of the movements at the Black Cat Road/Club Drive intersection will continue to operate at LOS A during both peak hours with minimal to no queueing. The additional traffic generated by the proposed development will have minimal to no impact on the study intersections. Turn Lane Warrant Analysis A turn lane warrant analysis was completed for the northbound right and southbound left movements at the Louisa Road/Hunt Club Drive intersection for 2017 existing, 2019 background, and 2019 total traffic conditions. The volumes shown on Figure 4 (existing), Figure 5 (background) and Figure 8 (total) were used in conjunction with the left and right turn lane nomography from the VDOT Rood Design Manual Appendix F. The analysis is included in Figures 9-14 and indicates the following: Keswick Hall — Traffic Analysis January 15, 2018 Page 7 of 7 2017 Existing Conditions. • Neither a right turn lane nor taper is warranted at the intersection. • A left turn lane is not warranted at the intersection. 2019 Background Conditions: • Neither a right turn lane nor taper is warranted at the intersection. • A left turn lane is not warranted at the intersection. 2019 Future Conditions: Neither a right turn lane nor taper is warranted at the intersection. While the VDOT nomograph indicates the volumes nominally satisfy the threshold in the AM peak hour, a left turn lane is not required based on the following: o The percentage of left turns (2.5%) is well below the 5% threshold of the chart; however, the 5% chart is the lowest warrant chart provided by VDOT. o As shown in Table 4, the southbound thru-left lane would operate at an LOS A with 0.7 seconds/vehicle of delay and a 95t" percentile queue of 1 foot. This all indicates a turn lane is not needed. Conclusions The proposed expansion of the Keswick Hall facilities will have minimal to no impact on the study intersections. Neither a northbound right or southbound left turn lane are recommended at the Louisa Road/Hunt Club Drive intersection based on the volumes, warrants, capacity and queueing analysis, and roadway characteristics. � fS of \Deer -Bonn Rd M. + _ 1 • � - � t �i 4Cf 4, V\ 6?� NOT • SCALE Site Location 3 AlStudy Intersections R' P ff -. r� O N ! - , 0000 Site Plan Figure TIMMONS GROUP Keswick Hall g YOUR VISION ACHIEVED THROUGH CURS. Albemarle County, Virginia 2 G � CA +v� In ti r N �n �G n m eti G •� LEGEND: Existing Road S Storage Length (in feet) V •000000 • Existing Geometry Figure Fi Keswick Hall 9 TIMMONS GROUP 3 YOUR VISION ACHIEVED THROUGH OURS. Albemarle County, Virginia NOT TO SCALE LEGEND: XX AM Peak Hour Volume 9 Z a C R V A .•••• 2017 Existing Peak Hour Traffic Volumes Keswick Hall TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. Albemarle County, Virginia Figure NOT TO SCALE LEGEND: XX AM Peak Hour Volume (XX) PM Peak Hour Volume gM@ SPEED LIMIT 45 o SITE M 7 0 0 WSJ 4 (20) f - 7 1 �� (23) Hunt Club Drive BQj F�J N � i0 - 0 v�i othrough *Note: 2% annual growth rate applied to all movements for a two-year period. 'Qpd Cd� J a 2019 Background Traffic (Existing + Growth) _,.•s•�� Fi Figure 9 Keswick Hall TIMMONS GROUP 5 YOUR VISION ACHIEVED THROUGH OURS. Albemarle County, Virginia NOT TO SCALE LEGEND: V •000000 • Site Trip Distribution Percentages Figure Fi Keswick Hall 9 TIMMONS GROUP 6 YOUR VISION ACHIEVED THROUGH OURS. Albemarle m larle County, Virginia NOT TO SCALE LEGEND: XX AM Peak Hour Volume (XX) PM Peak Hour Volume gM@ SPEED LIMIT 45 SITE ov �y Z (4) 4 rp�0JO 0 \� (7) Hunt Club rho Drive F�sJJ o� ro end% vU) othrough *Note: Z% annual growth rate applied to all movements for a two-year period.Cd� J a Site Generated Trips •000000 • Fi Figure 9 Keswick Hall TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. Albemarle m larle County, Virginia NOT TO SCALE LEGEND: XX AM Peak Hour Volume 9 .•••• 2019 Total Traffic (Existing + Growth + Site) Keswick Hall TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. Albemarle m larle County, Virginia Figure 0 GUIDELINES FOR RIGHT TURN TREATMENT (2-LANE HIGHWAY) FIGURE 3-26 VDOT ROAD DESIGN MANUAL APPENDIX F 120 100 Cc r LU a. 8o 0) 9 c� Ld 60 40 0 14 8 O TURIN LANE 100 200 252 300 400 500 520 600 PHV APPROACH TOTAL. VEHICLES PER HOUR LEGEND AM Peak Hour — — — - PM Peak Hour f IMMONS GROUP 700 NO RIGHT TURN LANE OR TAPER REQUIRED 2017 Existing Traffic Figure Louisa Road/Hunt Club Drive Northbound Right Turn 9 GUIDELINES FOR RIGHT TURN TREATMENT (2-LANE HIGHWAY) FIGURE 3-26 VDOT ROAD DESIGN MANUAL APPENDIX F 120 100 Cc r LU a. 8o 0) 9 c� Ld 60 40 0 14 8 O TURIN LANE ---------- Q 100 200 262 300 400 500 540 600 PHV APPROACH TOTAL. VEHICLES PER HOUR LEGEND AM Peak Hour — — — - PM Peak Hour f IMMONS GROUP 700 NO RIGHT TURN LANE OR TAPER REQUIRED 2019 Background Traffic Figure Louisa Road/Hunt Club Drive Northbound Right Turn 10 GUIDELINES FOR RIGHT TURN TREATMENT (2-LANE HIGHWAY) FIGURE 3-26 VDOT ROAD DESIGN MANUAL APPENDIX F 120 100 Cc r LU a. so 0) 9 c� Ld 60 40 100 200 269 300 400 500 546 600 PHV APPROACH TOTAL. VEHICLES PER HOUR LEGEND AM Peak Hour — — — - PM Peak Hour f IMMONS GROUP RIGHT TURN TAPER REQUIRED 2019 Total Traffic Louisa Road/Hunt Club Drive Northbound Right Turn 700 Figure 11 ■■■■■■■■■■■L�■■■■■■■■■■■■■■■■■ ■ ONE ONE ■■ ONE mom ■■ ONE ■■■■■■■■■■ q _ L"lh ReQUIred ■ mom mom ■■ mom mom ■■ mom ■■■■■■■■■■ ■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■ ■■■■■■■■■■■■■!1■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■ll■ ■■■■■■■■■■■ ■■■■■■■■■■■■■ ■■■■■■■■■■■E=Nw ■■■■■■■■■■■ ■■■■■■■■■■■■■ ■■■■■■■■■■■■r■■l ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■L�■■■■■■■■■■■■■■■■■ ■ ONE ONE ■■ ONE mom ■■ ONE ■■■■■■■■■■ q _ L"lh ReQUIred ■ mom mom ■■ mom mom ■■ mom ■■■■■■■■■■ ■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■ ■■■■■■■■■■■■■!1■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■r\ll■ ■■■■■■■■■■■ ■■■■■■■■■■■■■ iaGiiGGiaGiZ�l�ll' ■■■■■■■■■■■ 1 ■■■■■■■■■■■■■ ■■■■■■■■■■■■!ice■l ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■1■■l ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■L�■■■■■■■■■■■■■■■■■ ■ ONE ONE ■■ ONE mom ■■ ONE ■■■■■■■■■■ q _ L"lh ReQUIred ■ mom mom ■■ mom mom ■■ mom ■■■■■■■■■■ ■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■ ■■■■■■■■■■■■■!1■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■r\ll■ ■■■■■■■■■■■ �I ■■■■■■■■■■■■■ i�ii�r■ii�ii�i#ll' ■■■■■■■■■■■ ■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ APPENDIX A Scoping Correspondence VDOTVirginia Department Xof Transportation PRE -SCOPE OF WORK MEETING FORM Information on the Project Traffic Impact Analysis Base Assumptions The applicant is responsible for entering the relevant information and submitting the form to VDOT and the locality no less than three (3) business days prior to the meeting. If a form is not received by this deadline, the scope of work meeting may be postponed. Contact Information Consultant Name: Steve Schmidt, PE, PTOE (Timmons Group) Tele: 804-200-6502 E-mail: steve.schmidt timmons.com Developer/Owner Name: Tele: E-mail: Project Information Project Name: Keswick Locality/County: Albemarle County Project Location: The site is located north of I-64, east of Route 22 (Louisa Road) and southwest of (Attach regional and site specific location map Route 616 (Black Cat Road) as shown on Figure 1. Submission Type --T Comp Plan ElRezoning ® Site Plan ❑ Subd Plat ❑ The applicant is seeking to expand the existing Keswick property to include an additional 38 hotel rooms and 4 spa rooms (and other non -trip generating uses). No Project Description: new access points are proposed - the current access points off of Club Drive will be (Including details on the land utilized for the expansion. use, acreage, phasing, access location, etc. Attach additional sheet if necessary) There was a previous study prepared in 2000 and updated in 2008 for the subject property. This study will be based on those studies (intersections, distributions, etc. Proposed Use(s): (Check all that apply; attach Residential ❑ Commercial ® Mixed Use ❑ Other ❑ additional pages as necessary) Residential Uses(s) Number of Units: ITE LU Code(s): Other Use(s) ITE LU Code(s): Commercial Use(s) ITE LU Code(s): 310 Independent Variable(s): Square Ft or Other Variable: It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. Total Peak Hour Trip Less than 100 ® 100 — 499 ❑ 500 — 999 ❑ 1,000 or more ❑ Projection: Traffic Impact Analysis Assumptions Study Period Existing Year: 2018 Build -out Year: 2019 Design Year: North: Route 616 (Black Cat South: Route 744 (Hunt Club Road) Study Area Boundaries Road East: West: Route 22 (Louisa Road) (Attach map) External Factors That Could Affect Project None that we are aware of (Planned road improvements, other nearby developments) Consistency With Comprehensive Plan The proposed uses are consistent with the existing uses on the site. (Land use, transportation plan) Available Traffic Data Historic VDOT Traffic Data (Historical, forecasts) Trip Distribution Road Name: Black Cat Road 30% Road Name: Louisa Road (70%) Road Name: Road Name: (Attach sketch) Annual Vehicle Trip Peak Period for Study ® AM ® PM ❑ SAT 2% (check all that apply) Peak Hour of the Generator Growth Rate: 1.Route 22 (Louisa Rd)/Hunt Club 6 Drive 2.Black Cat Road/Club Drive 7. Study Intersections 3 $ and/or Road Segments (Attach additional sheets as necessary) 4. 9. 5. 10. Trip Adjustment Factors Internal allowance: ❑ Yes ® No Pass -by allowance:❑ Yes ® No Reduction: /o trips Reduction: /o trips Software Methodology ® Synchro ❑ HCS (v.2000/+) ❑ aaSIDRA ❑ CORSIM ❑ Other Traffic Signal Proposed or Affected None (Analysis software to be used It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. progression speed, cycle length) Improvement(s) Assumed or to be None that we are aware of Considered Background Traffic Studies Considered Keswick Estate TIA (2000) by Wilbur Smith Keswick SUP Revision (2008) by Wilbur Smith ❑ Master Development Plan (MDP) ® Generalized Development Plan (GDP) Plan Submission ❑ Preliminary/Sketch Plan ❑ Other Plan type (Final Site, Subd. Plan) ® Queuing analysis ❑ Actuation/Coordination ❑ Weaving analysis Additional Issues to be ❑ Merge analysis ❑ Bike/Ped Accommodations ❑ Intersection(s) Addressed ❑ TDM Measures ® Other Turn Lane Warrants NOTES on ASSUMPTIONS: The intersection list, distributions, and other assumptions are consistent with the previous traffic studies. See Table 1 for trip generation. ITE has no data for spa rooms - trips assumed as 2 AM trips (1 in/ out for employees/deliveries), 8 PM trips (4 in/4out that would include 1 inbound and 1 outbound trip per room assuming spa treatments typically last 1 hour), and 80 daily trips (1 Ox PM peak). SIGNED: -�" ,�� DATE: 01/12/18 Applicant or Consultant PRINT NAME: Steve Schmidt, PE, PTOE Applicant or Consultant It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. Administrative Guidelines June 2017 SCOPE OF WORK MEETING CONCLUSIONS ADDITIONS TO THE VDOT REQUIRED ELEMENTS, CHANGES TO THE METHODOLOGY OR STANDARD ASSUMPTIONS, AND SIGNATURE PAGE Any additions to the VDOT Required Elements or changes to the Methodology or Standard Assumptions due to special circumstances that are approved by VDOT: The applicant will contact VDOT and the locality prior to the preparation of the traffic impact analysis study in the event there are any substantial changes in the existing conditions that will affect the scope of the study. .......................................................................................................................................0.1../.1....8............................................................................................................ 2/1 AGREED: "' �[ DATE: Applicant or Consultant PRINTNAME: Steve Schmidt, PE, PTOE SIGNED: 19:1110180 _\LI�i SIGNED: PRINT NAME: Applicant or Consultant VDOT Representative VDOT Representative Local Government Representative Local Government Representative DATE: DATE: N. 4L 10.ee 05, Al ,Ly- • :r � fS �, � •� \Deer 9onn.Rd /vv o °d�P• ! �.��•e�iy 30° ,L � fS �so •� � ,\� chi � �• I - b\ - / `Deer Bonn Rd 4, V\ " " 1 • � - � t �i 4Cf Table 1: Keswick Expansion Trip Generation LAND USE ITE CODE AMOUNT UNITS ADT IN WEEKDAY AM PEAK HOUR OUT TOTAL IN PM PEAK HOUR OUT TOTAL Hotel Spa(i) 310 38 Rooms N/A 4 Rooms 310 80 12 1 8 20 1 2 12 4 11 23 4 8 Total 390 13 9 22 16 15 31 Source: ITE Trip Generation, 9th Edition. Note: (1) ITE has no data for Spa use. See report for discussion of trips assumed for this use. APPENDIX 6 Raw Traffic Data Data Collection Group 757.478.6761 LSmith@DataCollectionGroup.net Groups Printed- Passenqer Veh - Trucks File Name : Louisa and Hunt Club Site Code : 00119111 Start Date : 11 /9/2017 Page No : 1 Louisa Hunt Club Louisa From North From East From South From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 0 119 2 0 121 0 0 1 0 1 2 39 0 0 41 0 0 0 0 0 163 07:15 AM 0 115 3 0 118 2 0 2 0 4 2 71 0 0 73 0 0 0 0 0 195 07:30 AM 0 157 4 0 161 2 0 2 0 4 2 60 0 0 62 0 0 0 0 0 227 07:45 AM 0 92 1 0 93 0 0 2 0 2 2 74 0 0 76 0 0 0 0 0 171 Total 0 483 10 0 493 4 0 7 0 11 8 244 0 0 252 0 0 0 0 0 756 08:00 AM 0 87 4 0 91 1 0 1 0 2 4 58 0 0 62 0 0 0 0 0 155 08:15 AM 0 100 1 0 101 3 0 2 0 5 6 45 0 0 51 0 0 0 0 0 157 08:30 AM 0 124 0 0 124 3 0 2 0 5 6 43 0 0 49 0 0 0 0 0 178 08:45 AM 0 79 1 0 80 0 0 5 0 5 2 42 0 0 44 0 0 0 0 0 129 Total 0 390 6 0 396 7 0 10 0 17 18 188 0 0 206 0 0 0 0 0 619 *** BREAK *** 04:00 PM 0 57 7 0 64 3 0 1 0 4 4 89 0 0 93 0 0 0 0 0 161 04:15 PM 0 93 4 0 97 4 0 3 0 7 2 127 0 0 129 0 0 0 0 0 233 04:30 PM 0 67 0 0 67 8 0 11 0 19 4 131 0 0 135 0 0 0 0 0 221 04:45 PM 0 68 5 0 73 4 0 4 0 8 2 103 0 0 105 0 0 0 0 0 186 Total 0 285 16 0 301 19 0 19 0 38 12 450 0 0 462 0 0 0 0 0 801 05:00 PM 0 67 5 0 72 4 0 5 0 9 6 145 0 0 151 0 0 0 0 0 232 05:15 PM 0 81 2 0 83 6 0 1 0 7 4 128 0 0 132 0 0 0 0 0 222 05:30 PM 0 56 4 0 60 7 0 3 0 10 9 95 0 0 104 0 0 0 0 0 174 05:45 PM 0 50 2 0 52 0 0 1 0 1 2 99 0 0 101 0 0 0 0 0 154 Total 0 254 13 0 267 17 0 10 0 27 21 467 0 0 488 0 0 0 0 0 782 Grand Total 0 1412 45 0 1457 47 0 46 0 93 59 1349 0 0 1408 0 0 0 0 0 2958 Apprch % 0 96.9 3.1 0 50.5 0 49.5 0 4.2 95.8 0 0 0 0 0 0 Total % 0 47.7 1.5 0 49.3 1.6 0 1.6 0 3.1 2 45.6 0 0 47.6 0 0 0 0 0 Passenger Veh 0 1346 45 0 1391 47 0 41 0 88 53 1290 0 0 1343 0 0 0 0 0 2822 % Passenger Veh 0 95.3 100 0 95.5 100 0 89.1 0 94.6 89.8 95.6 0 0 95.4 0 0 0 0 0 95.4 Trucks 0 66 0 0 66 0 0 5 0 5 6 59 0 0 65 0 0 0 0 0 136 % Trucks 0 4.7 0 0 4.5 0 0 10.9 0 5.4 10.2 4.4 0 0 4.6 0 0 0 0 0 4.6 Louisa Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Beqins at 07:00 AM Data Collection Group 757.478.6761 LSmith@DataCollectionGroup.net Hunt Club Louisa File Name : Louisa and Hunt Club Site Code .00119111 Start Date : 11 /9/2017 Page No : 2 07:00 AM 0 119 2 0 121 0 0 1 0 1 2 39 0 0 41 0 0 0 0 0 163 07:15 AM 0 115 3 0 118 2 0 2 0 4 2 71 0 0 73 0 0 0 0 0 195 07:30 AM 0 157 4 0 161 2 0 2 0 4 2 60 0 0 62 0 0 0 0 0 227 07:45 AM 0 92 1 0 93 0 0 2 0 2 2 74 0 0 76 0 0 0 0 0 171 Total Volume 0 483 10 0 493 4 0 7 0 11 8 244 0 0 252 0 0 0 0 0 756 % App. Total 0 98 2 0 36.4 0 63.6 0 3.2 96.8 0 0 0 0 0 0 PHF .000 .769 .625 .000 .766 .500 .000 .875 .000 .688 1.000 .824 .000 .000 .829 .000 .000 .000 .000 .000 .833 Passenger Veh 0 466 10 0 476 4 0 5 0 9 7 228 0 0 235 0 0 0 0 0 720 % Passenger Veh 0 96.5 100 0 96.6 100 0 71.4 0 81.8 87.5 93.4 0 0 93.3 0 0 0 0 0 95.2 Trucks 0 17 0 0 17 0 0 2 0 2 1 16 0 0 17 0 0 0 0 0 36 % Trucks 0 3.5 0 0 3.4 0 0 28.6 0 18.2 12.5 6.6 0 0 6.7 0 0 0 0 0 4.8 Data Collection Group 757.478.6761 LSmith@DataCollectionGroup.net Out In Total A A 0 466 10 0 0 17 0 0 01 4 1 1 Right Thru Left Peds Peak Hour Data @00 a a O 0 o 2 North S ~� c Peak Hour Begins at 07:00 A O O O 00 L � Passenger Veh Trucks m , N m 0 0 O 0 0 N ,;—CD, -aO N cn 0 U1 d O. w 000 (flW W� T F+ Left Thru Riciht Peds 0 22t3 7 0 0 16 1 0 244 70 36 419 212 742 Out In Total File Name : Louisa and Hunt Club Site Code .00119111 Start Date : 11 /9/2017 Page No : 3 Louisa From North Start Time Right I Thru I Left I Peds I App. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hnur fnr Fntire Intl-mPrtlnn Renins at n4 1 F, PM Data Collection Group 757.478.6761 LSmith@DataCollectionGroup.net Hunt Club Louisa From East From South Thru I Left Peds App. Total Right Thru Left Peds App. Total File Name : Louisa and Hunt Club Site Code .00119111 Start Date : 11 /9/2017 Page No : 4 From West Thru Left I Peds I App. Total I Int. Total 04:15 PM 0 93 4 0 97 4 0 3 0 7 2 127 0 0 129 0 0 0 0 0 233 04:30 PM 0 67 0 0 67 8 0 11 0 19 4 131 0 0 135 0 0 0 0 0 221 04:45 PM 0 68 5 0 73 4 0 4 0 8 2 103 0 0 105 0 0 0 0 0 186 05:00 PM 0 67 5 0 72 4 0 5 0 9 6 145 0 0 151 0 0 0 0 0 232 Total Volume 0 295 14 0 309 20 0 23 0 43 14 506 0 0 520 0 0 0 0 0 872 % App. Total 0 95.5 4.5 0 46.5 0 53.5 0 2.7 97.3 0 0 0 0 0 0 PHF .000 .793 .700 .000 .796 .625 .000 .523 .000 .566 .583 .872 .000 .000 .861 .000 .000 .000 .000 .000 .936 Passenger Veh 0 285 14 0 299 20 0 23 0 43 13 490 0 0 503 0 0 0 0 0 845 % Passenger Veh 0 96.6 100 0 96.8 100 0 100 0 100 92.9 96.8 0 0 96.7 0 0 0 0 0 96.9 Trucks 0 10 0 0 10 0 0 0 0 0 1 16 0 0 17 0 0 0 0 0 27 % Trucks 0 3.4 0 0 3.2 0 0 0 0 0 7.1 3.2 0 0 3.3 0 0 0 0 0 3.1 Data Collection Group 757.478.6761 LSmith@DataCollectionGroup.net Out In Total 51 29 80 16 10 26 2 0 285 14 0 0 10 0 0 01 2 14 Right Thru Left Peds Peak Hour Data @00 a J O H .5.000 0 o 2 North S ~� coo F� Peak Hour Begins at 04:15 P O O O 0 o 0 to—, Passenger Veh Trucks �x 0 O r O O E 1 N U1 C Op_ w o w 0 O V N d N OCD O- T F+ Left Thru Riciht Peds 0 490 13 0 0 16 1 0 14 3011 0 517 827 Out In Total File Name : Louisa and Hunt Club Site Code .00119111 Start Date : 11 /9/2017 Page No : 5 Data Collection Group 757.478.6761 LSmith@DataCollectionGroup.net ('rro ins Printwl_ Passa,nnar Vah _ Tn irks File Name : Black Cat and Club Site Code .00118111 Start Date : 11 /8/2017 Page No : 1 Black Cat Black Cat Club From North From East From South From West Start Time Right Thru I Left I Peds App. Total Right Thru I Left Peds App. Total Right Thru Left Peds App. Total Right Thru I Left I Peds App. Total Int. Total 07:00 AM 0 10 0 0 10 0 0 0 0 0 0 2 1 0 3 0 0 0 0 0 13 07:15 AM 1 19 0 0 20 0 0 0 0 0 0 7 1 0 8 3 0 0 0 3 31 07:30 AM 0 27 0 0 27 0 0 0 0 0 0 9 1 0 10 3 0 0 0 3 40 07:45 AM 0 31 0 0 31 0 0 0 0 0 0 4 5 0 9 2 0 0 0 2 42 Total 1 87 0 0 88 0 0 0 0 0 0 22 8 0 30 8 0 0 0 8 126 08:00 AM 0 21 0 0 21 0 0 0 0 0 0 3 3 0 6 1 0 0 0 1 28 08:15 AM 0 31 0 0 31 0 0 0 0 0 0 12 8 0 20 3 0 0 0 3 54 08:30 AM 1 20 0 0 21 0 0 0 0 0 0 6 5 0 11 1 0 0 0 1 33 08:45 AM 1 12 0 0 13 0 0 0 0 0 0 6 4 0 10 5 0 0 0 5 28 Total 2 84 0 0 86 0 0 0 0 0 0 27 20 0 47 10 0 0 0 10 143 — BREAK ""` 04:00 PM 1 10 0 0 11 0 0 0 0 0 0 11 1 0 12 0 0 0 0 0 23 04:15 PM 1 15 0 0 16 0 0 0 0 0 0 9 1 0 10 4 0 0 0 4 30 04:30 PM 0 12 0 0 12 0 0 0 0 0 0 4 0 0 4 3 0 0 0 3 19 04:45 PM 0 14 0 0 14 0 0 0 0 0 0 13 1 0 14 0 0 1 0 1 29 Total 2 51 0 0 53 0 0 0 0 0 0 37 3 0 40 7 0 1 0 8 101 05:00 PM 1 11 0 0 12 0 0 0 0 0 0 14 1 0 15 0 0 0 0 0 27 05:15 PM 0 7 0 0 7 0 0 0 0 0 0 17 0 0 17 2 0 0 0 2 26 05:30 PM 0 4 0 0 4 0 0 0 0 0 0 9 0 0 9 2 0 0 0 2 15 05:45 PM 0 8 0 0 8 0 0 0 0 0 0 13 1 0 14 1 0 0 0 1 23 Total 1 30 0 0 31 0 0 0 0 0 0 53 2 0 55 5 0 0 0 5 91 Grand Total 6 252 0 0 258 0 0 0 0 0 0 139 33 0 172 30 0 1 0 31 461 Apprch % 2.3 97.7 0 0 0 0 0 0 0 80.8 19.2 0 96.8 0 3.2 0 Total % 1.3 54.7 0 0 56 0 0 0 0 0 0 30.2 7.2 0 37.3 6.5 0 0.2 0 6.7 Passenger Veh 6 244 0 0 250 0 0 0 0 0 0 134 26 0 160 28 0 1 0 29 439 % Passenger Veh 100 96.8 0 0 96.9 0 0 0 0 0 0 96.4 78.8 0 93 93.3 0 100 0 93.5 95.2 Trucks 0 8 0 0 8 0 0 0 0 0 0 5 7 0 12 2 0 0 0 2 22 % Trucks 0 3.2 0 0 3.1 0 0 0 0 0 0 3.6 21.2 0 7 6.7 0 0 0 6.5 4.8 Black Cat Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Beqins at 07:30 AM Data Collection Group 757.478.6761 LSmith@DataCollectionGroup.net Black Cat File Name : Black Cat and Club Site Code .00118111 Start Date : 11 /8/2017 Page No : 2 Club 07:30 AM 0 27 0 0 27 0 0 0 0 0 0 9 1 0 10 3 0 0 0 3 40 07:45 AM 0 31 0 0 31 0 0 0 0 0 0 4 5 0 9 2 0 0 0 2 42 08:00 AM 0 21 0 0 21 0 0 0 0 0 0 3 3 0 6 1 0 0 0 1 28 08:15 AM 0 31 0 0 31 0 0 0 0 0 0 12 8 0 20 3 0 0 0 3 54 Total Volume 0 110 0 0 110 0 0 0 0 0 0 28 17 0 45 9 0 0 0 9 164 % App. Total 0 100 0 0 0 0 0 0 0 62.2 37.8 0 100 0 0 0 PHF .000 .887 .000 .000 .887 .000 .000 .000 .000 .000 .000 .583 .531 .000 .563 .750 .000 .000 .000 .750 .759 Passenger Veh 0 107 0 0 107 0 0 0 0 0 0 28 12 0 40 9 0 0 0 9 156 % Passenger Veh 0 97.3 0 0 97.3 0 0 0 0 0 0 100 70.6 0 88.9 100 0 0 0 100 95.1 Trucks 0 3 0 0 3 0 0 0 0 0 0 0 5 0 5 0 0 0 0 0 8 % Trucks 0 2.7 0 0 2.7 0 0 0 0 0 0 0 29.4 0 11.1 0 0 0 0 0 4.9 Data Collection Group 757.478.6761 LSmith@DataCollectionGroup.net @N �N a � J O O O O H� C N LLY r O O CM LOO11��1 E _ O� O O N 'O a Out In Total 28 10 Al02 0 107 0 0 0 3 0 0 01 11 Right Thru Left Peds Peak Hour Data North Peak Hour Begins at 07:30 A Passenger Veh Trucks T F+ Left Thru Right Peds 12 28 0 0 5 0 0 0 1 71 2 11 A 45F 154 Out In Total O ^ O O O 2000 _ 7 m �x000 o00 0 O_ CD O- N O O O 000� File Name : Black Cat and Club Site Code .00118111 Start Date : 11 /8/2017 Page No : 3 Black Cat From North Start Time Right I Thru I Left I Peds I App. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hnur fnr Fntire Intl-mPrtlnn Renins at n4 1 F, PM Data Collection Group 757.478.6761 LSmith@DataCollectionGroup.net Black Cat From East From South Thru I Left Peds App. Total Right Thru Left Peds App. Total File Name : Black Cat and Club Site Code .00118111 Start Date : 11 /8/2017 Page No : 4 Club From West Thru Left I Peds I App. Total Int. Total 04:15 PM 1 15 0 0 16 0 0 0 0 0 0 9 1 0 10 4 0 0 0 4 30 04:30 PM 0 12 0 0 12 0 0 0 0 0 0 4 0 0 4 3 0 0 0 3 19 04:45 PM 0 14 0 0 14 0 0 0 0 0 0 13 1 0 14 0 0 1 0 1 29 05:00 PM 1 11 0 0 12 0 0 0 0 0 0 14 1 0 15 0 0 0 0 0 27 Total Volume 2 52 0 0 54 0 0 0 0 0 0 40 3 0 43 7 0 1 0 8 105 % App. Total 3.7 96.3 0 0 0 0 0 0 0 93 7 0 87.5 0 12.5 0 PHF .500 .867 .000 .000 .844 .000 .000 .000 .000 .000 .000 .714 .750 .000 .717 .438 .000 .250 .000 .500 .875 Passenger Veh 2 52 0 0 54 0 0 0 0 0 0 39 3 0 42 6 0 1 0 7 103 % Passenger Veh 100 100 0 0 100 0 0 0 0 0 0 97.5 100 0 97.7 85.7 0 100 0 87.5 98.1 Trucks 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 0 0 0 1 2 % Trucks 0 0 0 0 0 0 0 0 0 0 0 2.5 0 0 2.3 14.3 0 0 0 12.5 1.9 Data Collection Group 757.478.6761 LSmith@DataCollectionGroup.net o � � J O O c c0—r . t �n o � O O O N a a Out In Total 40 54 94 1 0 1 41 2 52 0 0 0 0 0 0 21 521 Right Thru Left Peds Peak Hour Data North Peak Hour Begins at 04:15 P Passenger Veh Trucks T F+ Left Thru Rkiht Peds 3 39 0 0 0 1 0 0 4 58 41 102 4 1 2 Out In Total ° ~000 0 0 0 c00o _ ,,;—CD o00 N O_ O- N O O O 000� File Name : Black Cat and Club Site Code .00118111 Start Date : 11 /8/2017 Page No : 5 APPENDIX C 2017 Existing Traffic Analysis HCM Unsignalized Intersection Capacity Analysis 1: Louisa Road & Hunt Club Drive 01/12/2018 i Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 4 7 244 8 10 483 Future Volume (Veh/h) 4 7 244 8 10 483 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Hourly flow rate (vph) 5 8 294 10 12 582 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 905 299 304 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 905 299 304 tC, single (s) 6.7 6.2 4.1 tC, 2 stage (s) tF (s) 3.8 3.3 2.2 p0 queue free % 98 99 99 cM capacity (veh/h) 273 741 1257 Direction, Lane # WB 1 NB 1 SIB 1 Volume Total 13 304 594 Volume Left 5 0 12 Volume Right 8 10 0 cSH 446 1700 1257 Volume to Capacity 0.03 0.18 0.01 Queue Length 95th (ft) 2 0 1 Control Delay (s) 13.3 0.0 0.3 Lane LOS B A Approach Delay (s) 13.3 0.0 0.3 Approach LOS B Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 43.4% ICU Level of Service A Analysis Period (min) 15 Keswick 01/09/2018 2017 Ex AM Synchro 9 Report Timmons Group Page 1 HCM Unsignalized Intersection Capacity Analysis 2: Black Cat Road & Hunt Club Drive 01/12/2018 } t i Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 8 8 22 87 1 Future Volume (Veh/h) 0 8 8 22 87 1 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.76 0.76 0.76 0.76 0.76 0.76 Hourly flow rate (vph) 0 11 11 29 114 1 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 166 114 115 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 166 114 115 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 99 99 cM capacity (veh/h) 819 938 1474 Direction, Lane # EB 1 NB 1 NB 2 SIB 1 Volume Total 11 11 29 115 Volume Left 0 11 0 0 Volume Right 11 0 0 1 cSH 938 1474 1700 1700 Volume to Capacity 0.01 0.01 0.02 0.07 Queue Length 95th (ft) 1 1 0 0 Control Delay (s) 8.9 7.5 0.0 0.0 Lane LOS A A Approach Delay (s) 8.9 2.1 0.0 Approach LOS A Intersection Summary Average Delay 1.1 Intersection Capacity Utilization 16.6% ICU Level of Service A Analysis Period (min) 15 Keswick 01/09/2018 2017 Ex AM Synchro 9 Report Timmons Group Page 2 HCM Unsignalized Intersection Capacity Analysis 1: Louisa Road & Hunt Club Drive 01/12/2018 i Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 23 20 506 14 14 295 Future Volume (Veh/h) 23 20 506 14 14 295 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 24 21 538 15 15 314 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 890 546 553 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 890 546 553 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 92 96 99 cM capacity (veh/h) 309 538 1017 Direction, Lane # WB 1 NB 1 SIB 1 Volume Total 45 553 329 Volume Left 24 0 15 Volume Right 21 15 0 cSH 385 1700 1017 Volume to Capacity 0.12 0.33 0.01 Queue Length 95th (ft) 10 0 1 Control Delay (s) 15.6 0.0 0.5 Lane LOS C A Approach Delay (s) 15.6 0.0 0.5 Approach LOS C Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 37.5% ICU Level of Service A Analysis Period (min) 15 Keswick 01/09/2018 2017 Ex PM Synchro 9 Report Timmons Group Page 1 HCM Unsignalized Intersection Capacity Analysis 2: Black Cat Road & Hunt Club Drive 01/12/2018 } t i Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 1 7 3 40 52 2 Future Volume (Veh/h) 1 7 3 40 52 2 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Hourly flow rate (vph) 1 8 3 45 59 2 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 111 60 61 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 111 60 61 tC, single (s) 6.4 6.3 4.1 tC, 2 stage (s) tF (s) 3.5 3.4 2.2 p0 queue free % 100 99 100 cM capacity (veh/h) 884 973 1542 Direction, Lane # EB 1 NB 1 NB 2 SIB 1 Volume Total 9 3 45 61 Volume Left 1 3 0 0 Volume Right 8 0 0 2 cSH 962 1542 1700 1700 Volume to Capacity 0.01 0.00 0.03 0.04 Queue Length 95th (ft) 1 0 0 0 Control Delay (s) 8.8 7.3 0.0 0.0 Lane LOS A A Approach Delay (s) 8.8 0.5 0.0 Approach LOS A Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 Keswick 01/09/2018 2017 Ex PM Synchro 9 Report Timmons Group Page 2 APPENDIX D 2019 Background Traffic Analysis HCM Unsignalized Intersection Capacity Analysis 1: Louisa Road & Hunt Club Drive 01/12/2018 i Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 4 7 254 8 10 503 Future Volume (Veh/h) 4 7 254 8 10 503 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Hourly flow rate (vph) 5 8 306 10 12 606 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 941 311 316 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 941 311 316 tC, single (s) 6.7 6.2 4.1 tC, 2 stage (s) tF (s) 3.8 3.3 2.2 p0 queue free % 98 99 99 cM capacity (veh/h) 259 729 1244 Direction, Lane # WB 1 NB 1 SIB 1 Volume Total 13 316 618 Volume Left 5 0 12 Volume Right 8 10 0 cSH 429 1700 1244 Volume to Capacity 0.03 0.19 0.01 Queue Length 95th (ft) 2 0 1 Control Delay (s) 13.6 0.0 0.3 Lane LOS B A Approach Delay (s) 13.6 0.0 0.3 Approach LOS B Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 44.5% ICU Level of Service A Analysis Period (min) 15 Keswick 01/09/2018 2017 BG AM Synchro 9 Report Timmons Group Page 1 HCM Unsignalized Intersection Capacity Analysis 2: Black Cat Road & Hunt Club Drive 01/12/2018 } t i Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 8 8 23 91 1 Future Volume (Veh/h) 0 8 8 23 91 1 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.76 0.76 0.76 0.76 0.76 0.76 Hourly flow rate (vph) 0 11 11 30 120 1 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 172 120 121 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 172 120 121 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 99 99 cM capacity (veh/h) 811 931 1467 Direction, Lane # EB 1 NB 1 NB 2 SIB 1 Volume Total 11 11 30 121 Volume Left 0 11 0 0 Volume Right 11 0 0 1 cSH 931 1467 1700 1700 Volume to Capacity 0.01 0.01 0.02 0.07 Queue Length 95th (ft) 1 1 0 0 Control Delay (s) 8.9 7.5 0.0 0.0 Lane LOS A A Approach Delay (s) 8.9 2.0 0.0 Approach LOS A Intersection Summary Average Delay 1.0 Intersection Capacity Utilization 16.6% ICU Level of Service A Analysis Period (min) 15 Keswick 01/09/2018 2017 BG AM Synchro 9 Report Timmons Group Page 2 HCM Unsignalized Intersection Capacity Analysis 1: Louisa Road & Hunt Club Drive 01/12/2018 i Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 23 20 526 14 14 307 Future Volume (Veh/h) 23 20 526 14 14 307 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 24 21 560 15 15 327 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 924 568 575 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 924 568 575 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 92 96 98 cM capacity (veh/h) 294 523 998 Direction, Lane # WB 1 NB 1 SIB 1 Volume Total 45 575 342 Volume Left 24 0 15 Volume Right 21 15 0 cSH 370 1700 998 Volume to Capacity 0.12 0.34 0.02 Queue Length 95th (ft) 10 0 1 Control Delay (s) 16.1 0.0 0.5 Lane LOS C A Approach Delay (s) 16.1 0.0 0.5 Approach LOS C Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 38.5% ICU Level of Service A Analysis Period (min) 15 Keswick 01/09/2018 2017 BG PM Synchro 9 Report Timmons Group Page 1 HCM Unsignalized Intersection Capacity Analysis 2: Black Cat Road & Hunt Club Drive 01/12/2018 } t i Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 1 7 3 42 54 2 Future Volume (Veh/h) 1 7 3 42 54 2 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Hourly flow rate (vph) 1 8 3 48 61 2 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 116 62 63 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 116 62 63 tC, single (s) 6.4 6.3 4.1 tC, 2 stage (s) tF (s) 3.5 3.4 2.2 p0 queue free % 100 99 100 cM capacity (veh/h) 878 970 1540 Direction, Lane # EB 1 NB 1 NB 2 SIB 1 Volume Total 9 3 48 63 Volume Left 1 3 0 0 Volume Right 8 0 0 2 cSH 959 1540 1700 1700 Volume to Capacity 0.01 0.00 0.03 0.04 Queue Length 95th (ft) 1 0 0 0 Control Delay (s) 8.8 7.3 0.0 0.0 Lane LOS A A Approach Delay (s) 8.8 0.4 0.0 Approach LOS A Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 Keswick 01/09/2018 2017 BG PM Synchro 9 Report Timmons Group Page 2 APPENDIX E 2019 Total Traffic Analysis HCM Unsignalized Intersection Capacity Analysis 1: Louisa Road & Hunt Club Drive 01/12/2018 i Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 11 6 254 15 13 503 Future Volume (Veh/h) 11 6 254 15 13 503 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Hourly flow rate (vph) 13 7 306 18 16 606 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 953 315 324 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 953 315 324 tC, single (s) 6.7 6.2 4.1 tC, 2 stage (s) tF (s) 3.8 3.3 2.2 p0 queue free % 95 99 99 cM capacity (veh/h) 254 725 1236 Direction, Lane # WB 1 NB 1 SIB 1 Volume Total 20 324 622 Volume Left 13 0 16 Volume Right 7 18 0 cSH 329 1700 1236 Volume to Capacity 0.06 0.19 0.01 Queue Length 95th (ft) 5 0 1 Control Delay (s) 16.7 0.0 0.4 Lane LOS C A Approach Delay (s) 16.7 0.0 0.4 Approach LOS C Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 46.9% ICU Level of Service A Analysis Period (min) 15 Keswick 01/09/2018 2017 TF AM Synchro 9 Report Timmons Group Page 1 HCM Unsignalized Intersection Capacity Analysis 2: Black Cat Road & Hunt Club Drive 01/12/2018 } t i Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 11 12 23 91 1 Future Volume (Veh/h) 0 11 12 23 91 1 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.76 0.76 0.76 0.76 0.76 0.76 Hourly flow rate (vph) 0 14 16 30 120 1 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 182 120 121 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 182 120 121 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 98 99 cM capacity (veh/h) 798 931 1467 Direction, Lane # EB 1 NB 1 NB 2 SIB 1 Volume Total 14 16 30 121 Volume Left 0 16 0 0 Volume Right 14 0 0 1 cSH 931 1467 1700 1700 Volume to Capacity 0.02 0.01 0.02 0.07 Queue Length 95th (ft) 1 1 0 0 Control Delay (s) 8.9 7.5 0.0 0.0 Lane LOS A A Approach Delay (s) 8.9 2.6 0.0 Approach LOS A Intersection Summary Average Delay 1.4 Intersection Capacity Utilization 17.3% ICU Level of Service A Analysis Period (min) 15 Keswick 01/09/2018 2017 TF AM Synchro 9 Report Timmons Group Page 2 HCM Unsignalized Intersection Capacity Analysis 1: Louisa Road & Hunt Club Drive 01/12/2018 i Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 30 24 526 20 18 307 Future Volume (Veh/h) 30 24 526 20 18 307 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 32 26 560 21 19 327 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 936 570 581 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 936 570 581 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 89 95 98 cM capacity (veh/h) 289 521 993 Direction, Lane # WB 1 NB 1 SIB 1 Volume Total 58 581 346 Volume Left 32 0 19 Volume Right 26 21 0 cSH 361 1700 993 Volume to Capacity 0.16 0.34 0.02 Queue Length 95th (ft) 14 0 1 Control Delay (s) 16.9 0.0 0.7 Lane LOS C A Approach Delay (s) 16.9 0.0 0.7 Approach LOS C Intersection Summary Average Delay 1.2 Intersection Capacity Utilization 40.9% ICU Level of Service A Analysis Period (min) 15 Keswick 01/09/2018 2017 TF PM Synchro 9 Report Timmons Group Page 1 HCM Unsignalized Intersection Capacity Analysis 2: Black Cat Road & Hunt Club Drive 01/12/2018 } t i Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 1 11 8 42 54 2 Future Volume (Veh/h) 1 11 8 42 54 2 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Hourly flow rate (vph) 1 13 9 48 61 2 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 128 62 63 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 128 62 63 tC, single (s) 6.4 6.3 4.1 tC, 2 stage (s) tF (s) 3.5 3.4 2.2 p0 queue free % 100 99 99 cM capacity (veh/h) 861 970 1540 Direction, Lane # EB 1 NB 1 NB 2 SIB 1 Volume Total 14 9 48 63 Volume Left 1 9 0 0 Volume Right 13 0 0 2 cSH 961 1540 1700 1700 Volume to Capacity 0.01 0.01 0.03 0.04 Queue Length 95th (ft) 1 0 0 0 Control Delay (s) 8.8 7.4 0.0 0.0 Lane LOS A A Approach Delay (s) 8.8 1.2 0.0 Approach LOS A Intersection Summary Average Delay 1.4 Intersection Capacity Utilization 16.6% ICU Level of Service A Analysis Period (min) 15 Keswick 01/09/2018 2017 TF PM Synchro 9 Report Timmons Group Page 2