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ZMA201900003 Study 2019-10-07
E pRP EPR, P,C. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST UNIT 101, CHARLOTTESVILLE, VA 22902 MEMORANDUM TO: JUSTIN SHIMP, P.E. FROM: BILL WUENSCH, P.E., PTOE YE WANG _....... .. ......... ..... .................................................... ORGANIZATION: SHIMP ENGINEERING DATE: MARCH 18, 2019 (Revised: AUGUST 21, 2019) (REV: Page 9&10) PHONE NUMBER: SENDER'S REFERENCE NUMBER: RE: ROYAL FERN DEVELOPMENT TRAFFIC IMPACT YOUR REFERENCE NUMBER: ANALYSIS ❑ URGENT X FOR YOUR USE ❑ PLEASE COMMENT ❑ PLEASE REPLY ❑ PLEASE RECYCLE Royal Fern Development Traffic Impact Analysis 1. Introduction The purpose of this memorandum is to report the results of the traffic impact analysis for the proposed Royal Fern Development. The proposed Royal Fern Development includes two sites. As referred to in this memorandum, site 1 will be located on the Northwest side of Route 631 (5th Street Ext.), and site 2 south along the west side of Country Green Road off Old Lynchburg Rd, near the southern boundary of City of Charlottesville, Virginia. Figure 1 illustrates the site vicinity and location. The Royal Fern Development is estimated to be 150 multi -family units, 50 townhomes, and 2 acres of commercial site projected to be built in 2024. Figure 2 illustrates the proposed site plan concept and the study intersections. The list of study intersections includes: 1. Wahoo Way and 5th Street Ext. (proposed to include new median crossover) 2. Wahoo Way and Site 1 East entrance (private road -informational purposes only) 3. 5th Street Ext. and Old Lynchburg Road 4. Old Lynchburg Road and Site 1 West entrance (shown as right in/out only) 5. Old Lynchburg Road and Country Green Road 6. Country Green Road and Site 2 East entrance 7. Country Green Road and Site 2 West entrance 1 E pRP EPR, P,C. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST UNIT 101, CHARLOTTESVILLE, VA 22902 The analyses for this study includes the existing conditions, 2024 no build condition and 2024 build condition. The intention of this study is to examine the impacts of the proposed Royal Fern Development on the nearby intersections. Old Lynchburg Road and Country Green Road are classified as major collectors with posted speed limit of 35 mph and 30 mph respectively. 5t" Street Extended is classified as minor arterial with a posted speed limit of 45 mph. 2. Methodology The study methodology in this memorandum includes the following: Data Collection 1. Conducted peak hour AM and PM peak hour traffic counts at the following intersections (Appendix G) a) Country Green Road at Old Lynchburg b) 5t" Street Ext. at Wahoo Way 2. Obtained relevant studies and information as required to calculate background traffic growth due to general regional growth, and currently approved developments that will affect future traffic volumes at study intersections Traffic Volume Projection and Adjustment The 2019 existing traffic volumes, 2024 adjusted no build traffic volumes and the 2024 build traffic volumes are being projected and adjusted based on information provided. A traffic volume projection short memo was previously sent to VDOT and the County for approval before performing the traffic operation analysis. The resulting trip generation, distribution, assignment, and background growth assumptions (building on the Southwood TIA) were approved by VDOT. Traffic Operation Analysis The traffic operations analysis for the study intersections was completed using Synchro/SimTraffic 9.2, a computer -based traffic operations model that replicates procedures from the Highway Capacity Manual (HCM) (Transportation Research Board, 2000 and 2010). As well, Sidra (version 5.2) was utilized to examine the potential roundabout scenario for 51" St. Extended and Old Lynchburg Road. 2 EPRPc Turn Lane Warrant Analysis EPR, P,C. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST UNIT 101, CHARLOTTESVILLE, VA 22902 VDOT turn lane warrants were evaluated for the four proposed site entrances and one proposed median opening. The turn lane warrant forms per the VDOT Road Design Manual were examined in this study. Access Management Waiver for Entrance Spacing Based on current proposed site plan, it appears that the site entrance on Old Lynchburg Road will be in close proximity to the intersection of Old Lynchburg Road and 5t" Street. Considering the spacing, this entrance is being shown as right-in/out only. If an AME form is required by VDOT to approval of this entrance then that will be submitted once this document has been reviewed. Note that the new crossover that is being proposed is in conformance with the VDOT spacing requirements which requires 660'. (see excerpted table below) Minimum Spacing Standards for Commercial Entrances, Intersections, and Median Crossovers Minimum Centerline to Centerline Spacing (Distance) in Feet Spacing from Spacing from Spacing from Spacing from Unsignalized Full Access Partial Access Highway Legal Signalized Intersections & Full Median Entrances & Directional One or Two Way Functional Seed P Limit Intersections Crossovers to Median to Other Entrances to Classification (mph)O to Other Signalized Signalized or Si g Full Access Any Type of Entrance, Intersections Unsignalized Entrances and Intersection or � Intersections& Any Intersection Median Full Median or Median Crossover Crossovers OO Crossover ® <_ 30 mph 1,050 880 440 250 Principal 35 to 45 mph 1,320 1,050 565 305 Arterial > 50 mph 2,640 1,320 750 495 <_ 30 mph 880 660 355 200 Minor 35 to 45 mph 1,050 660 470 250 Arterial > 50 mph 1,320 1,050 555 425 3. Data Collection The following data was collected for the purposes of this analysis: 2019 Existing Peak Hour Traffic Volume at Study Intersections (Figure 3) E pRP EPR, P,C. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST UNIT 101, CHARLOTTESVILLE, VA 22902 Table 1 below summarizes the volume data collection date and the start of the peak hour at each location. Note that the traffic data for intersection 3 is from Southwood TIA project and was counted in 2018. The through volumes for that study were found to be lower than the through volumes recorded in our 2019 counts, thus and annual growth rate of 1% is being applied to make the older count more consistent with the traffic volume collected for intersection 1 and 5. Table 1: Detailed Traffic Data Collection Information of Existing Intersections Intersection Name NO. Collection Date AM Peak Starts PM Peak Starts Wahoo Way and 5th Street Ext. 1 2/9/2019 7:45 AM 5:00 PM 51h Street Ext. and Old Lynchburg Rd 3 2/7/2018 7:30 AM 5:00 PM Old Lynchburg Road and Country Green 5 2/5/2019 7:45 AM 5:00 PM The directional volume at each intersection are summarized in Figure 3. Southwood Development Traffic Impact Report (Appendix A) In the Southwood TIA, the 2024 total traffic volume included the potential traffic volume generated by the proposed Southwood development and the following approved developments in the vicinity (all developments are assumed to be completed by 2024). 1. Whittington (40 single-family D.U. and 4 multi -family D.U.) 2. Wintergreen Farms (69 single-family D.U.) 3. Timberland Park (80 multi -family D.U.) 4. Sunset Overlook (35 single-family D.U.) 5. Royal Fern (26 single-family D.U. and 30 multi -family D.U.) 6. Fifth Street Place (116 multi -family D.U.) 7. Brookdale (96 multi -family D.U.) 8. 5th Street Development (27,500 SF commercial retail) 9. Region Ten Women's Shelter (7,900 SF commercial retail) In the SouthWood TIA, the analyst included the traffic volume that was projected to be generated by Royal Fern development with 26 single-family D.U. and 30 multi -family D.U. Since the site plan for Royal Fern development has 150 multi -family units, 80 townhouse units and 2-acre of commercial/retail, the 2024 total traffic volume in this Southwood traffic analysis needs to be adjusted to reflect this new change. By subtracting the trips noted above from the 2024 total volume, we have the 2024 base volume at Old Lynchburg Road and 5th Street Ext (Intersection 3) which includes the potential traffic volume generated by all those approved developments in the vicinity. (Figure 4) 4. Traffic Volume Projection and Adjustment 2024 No Build Traffic Volumes (Figure 5) 4 EPRPc EPR, P,C. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST UNIT 101, CHARLOTTESVILLE, VA 22902 The 2024 no -build peak hour volume of the two minor intersections (Intersection 1&5) are derived by applying 1% annual growth rate to the 2019 existing volume, which is consistent with the growth rate used in the Southwood TIA. Then for the 2024 no -build volume at Old Lynchburg Road and 5th Street Ext., 2024 adjusted traffic in the Southwood traffic analysis in is being used. 2024 Adjusted No Build Traffic Volumes (Figure 6) Currently at intersection 1 (Wahoo Way and 5th Street Ext.), there is no access across the exiting median. This project will request a median cut as the spacing will meet the VDOT requirements, and per guidance provided in the road design manual it appears that the resulting geometry would adhere to case 1 for the cross -slope geometry. Thus, we are assuming in 2024 that a new median opening for left turn ingress and egress will be constructed. Perthis assumption, we are assuming that 80%of the existing right turning traffic from the exiting residential development on Wahoo way will instead make a left turn. With this change, the left turn volume (U-turn) at intersection 3 (Old Lynchburg Road and 5th Street Ext.) has been adjusted accordingly. For the PM peak hour at intersection 3, five (5) left turning movement vehicles were assumed to remain based on engineering judgement to be conservative. Site Trip Generations Table 2 below summarizes the trip generation details for the currently proposed land uses for the Royal Fern development based on ITE's Trip Generation Manual, 101h edition (Web -based): Table 2: Trip Generation for Proposed Royal Fern Development AM PM Description LU Code Qty Daily In Out In Out Multifamily mid -rise apartments) 221 150 816 14 40 40 26 Townhomes 220 80 564 8 29 30 18 Medical -Dental office (1/2 ac@.3FAR) 720 6.5 163 15 5 7 17 General office (1/2 ac@.3FAR) 710 6.5 75 28 5 1 7 Daycare (lac@.15FAR) 565 6.5 310 38 34 34 38 Total 1928 103 113 112 107 216 219 As indicated in table 2, approximately, 1,928 new daily trips, 216 new AM peak hour trips, and 219 new PM peak hour trips were estimated for the proposed Royal Fern development with the mixed use of multifamily mid -rise apartments, Townhomes, and 2-acre of mixed commercial. E pRP EPR, P,C. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST UNIT 101, CHARLOTTESVILLE, VA 22902 Site Trip Distribution (Figure 7-9) Since the Royal Fern development will consist of different land use types in two adjacent sites, site distribution and assignment assumptions vary per site. The following assumptions were made and reflected in the site distribution exhibits. For the development of 150 Multi Family Units at Site 2 (Figure 7), following directional distribution were assumed: AM Peak: - In: 10% from South (Albemarle County) & 90% from North (City of Charlottesville) - Out: 15% to South & 85% to North PM Peak: - In: 10% from South & 90% from North - Out: 10% to South & 90% to North The egress directional distribution at existing intersection is assumed to be the same as the existing traffic pattern. 80 Townhomes at Site 1 (Figure 8) AM Peak: - In: 10% from South (Albemarle County) & 90% from North (City of Charlottesville) - Out: 5% to South & 95% to North PM Peak: - In: 10% from South & 90% from North - Out: 10% to South & 90% to North The directional distribution at existing intersections for site 1 traffic is assumed based on engineering judgement. 2-Acre Mixed Commercial (Figure 9) AM Peak: - In: 50% from South (Albemarle County) & 50% from North (City of Charlottesville) - Out: 25% to South & 75% to North PM Peak: - In: 20% from South & 80% from North - Out: 60% to South & 40% to North The directional distribution at existing intersections for site 1 traffic is assumed based on engineering judgement. Site Trip Assignment (Figure 10-13) 6 E pRP EPR, P,C. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST UNIT 101, CHARLOTTESVILLE, VA 22902 The trip generated in Table 2 are distributed to each study intersection based on the distribution percentage illustrated in Figure 7-9. Figure 13 shows the overall trip assignment to each study intersection for all developments. 2024 Build Traffic Volume (Figure 14) The 2024 build traffic volume is obtained by combining the 2024 adjusted no -build volume (Figure 6) with trip assignment combined (Figure 13). S. 2019 Existing, 2024 No Build, 2024 Build Traffic Operation Analysis The traffic operations analysis for the study intersections was completed using Synchro/SimTraffic 9.2, a computer -based traffic operation model that replicates procedures from the Highway Capacity Manual (HCM) (Transportation Research Board, 2000 and 2010). The traffic operation model was developed using aerial mapping, roadway geometry, and traffic volumes, and validated using the field observations. Sidra was used to analyze the potential future roundabout (mitigation) scenario. 2019 Existing Conditions Synchro/SimTraffic 9.2 was used to analyze the existing traffic operations. The level of service, delay, and queue results are summarized in Table 3 below and included in Appendix B (HCM 2010 Reports), and Appendix C (SimTraffic Queue Reports): 7 E pRP EPR, P,C. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST UNIT 101, CHARLOTTESVILLE, VA 22902 Table 3: Existiniz Traffic Operation Results Intersection Approach Movement AM PM LOS Delay Queue LOS Delay Queue 1. 5th Ext 5th WB WBR A 0 0 A 0 0 WBT A 0 0 A 0 0 and Wahoo Wahoo Way SB SBR A 9.9 42 B 11.9 47 Way 5th EB EBT A 0 0 A 0 0 Overall A 0.2 42 A 0.2 47 County NB NBR B 10.2 33 A 9.3 50 NBT/NBL A 0 0 C 15.4 17 3. 5th Ext 5th WB WBR A 0 0 A 0 0 WBT A 0 0 A 0 0 WBL A 9 40 A 7.8 16 and Old Lynchburg Rd 5th EB EBL A 7.8 54 A 8.3 26 EBT A 0 5 A 0 0 EBR A 0 0 A 0 0 Old Lynchburg SB SBR A 9.1 237 B 10 33 SBT/SBL F 56.3 239 D 30 191 Overall B 10.3 608 A 4.8 333 Old Lynchburg SB SBT/SBR A 0 8 A 0 4 5. Old Lynchburg Road Old Lynchburg NB NBL A 7.8 48 A 8.1 56 NBT A 0 0 A 0 0 and Country Green Road Road Country EB EBL/EBR B 11.6 88 B 11.6 61 Overall A 2.6 144 A 1.9 121 As shown in Table 3, in the existing conditions: All three intersections are operating at LOS A overall except for intersection 3 at AM peak, which is operating at LOS B. All turning movements at intersection 1 and 5 are operating at LOS B or above for both AM and PM peak. Then for the turning movement at intersection 3, only southbound through/southbound left is operating at F and D during AM and PM peak respectively with the maximum queueing length of 240 ft (almost equals to the existing left turn storage lane), all other approaches are operating at LOS C or better with minimal queues. 2024 No Build Conditions Note that the No -Build Condition for Royal Fern builds on all of the assumed development as described and considered in the Southwood TIA. Thus for Royal Fern no -build, the background traffic is assumed to have increased significantly due to all of the currently proposed and ongoing development in the area. E pRPEPR, P,C. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST UNIT 101, CHARLOTTESVILLE, VA 22902 Synch ro/SimTraffic 9.2 was used to analyze the existing traffic operations. The level of service, delay, and queue results are summarized in Table 4 below and included in Appendix B (HCM 2010 Reports), and Appendix C (SimTraffic Queue Reports): Table 4: 2024 No Build Traffic Operation Results Intersection Approach Movement AM PM LOS Delay Queue LOS Delay Queue 5th WB WBR A 0 0 A 0 0 WBT A 0 0 A 0 0 1. 5th Ext and Wahoo Way Wahoo Way SB SBR B 10 35 B 12.2 48 5th EB EBT A 0 0 A 0 0 Overall A 0.2 35 A 0.2 48 County NB NBR B 11.2 31 C 24.8 52 NBT/NBL A 0 0 A 9.9 11 3. 5th Ext and 5th WB WBR A 0 27 A 0 10 WBT A 0 0 A 0 0 WBL A 9.9 59 A 8.2 19 Old Lynchburg Rd 5th EB EBL A 8.1 73 A 9.1 58 EBT A 0 15 A 0 0 EBR A 0 0 A 0 0 Revised: August 21,2019 Old Lynchburg SB SBR A 9.4 434 B 11.2 435 SBT/SBL F 546 255 F 404.6 255 Overall F 101.4 894 E 58.5 840 Old Lynchburg SB SBT/SBR A 0 280 A 0 286 5.Old Lynchburg Road Old Lynchburg NB NBL A 7.8 37 A 8.1 50 NBT A 0 0 A 0 0 and Country Green Road Road Country EB EBL/EBR B 11.7 1181 B 11.8 991 Overall Overall A 2.7 1498 A 1.9 1 1327 As shown in Table 4, in 2024 no build conditions: Both intersection 1 and 5 will operate at LOS A overall for both AM and PM peak. But the intersection of Old Lynchburg Road and 5t" Street Ext. will operate at LOS F and E with significantly long queues at southbound approach (i.e. from Old Lynchburg Road). The maximum queuing length at southbound approach at 5t" Street Ext and Old Lynchburg Road (approximately 450ft) will spill back to the intersection of Country Green Road/Old Lynchburg Road and result in additional 280 feet queuing length at eastbound approach (from Country Green) and 1000 feet queuing length at southbound approach. This means that the queue approaching 51" Street from 9 EPRPc EPR, P,C. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST UNIT 101, CHARLOTTESVILLE, VA 22902 Old Lynchburg Road will extend through and past Country Green, which then impacts the queuing on Country Green as cars have difficulty making a right onto Old Lynchburg Road. 2024 Build Conditions Traffic Operation Analysis Synchro/SimTraffic 9.2 was used to analyze the existing traffic operations. The level of service, delay, and queue results are summarized in Table 11 below and included in Appendix B (HCM 2010 Reports), and Appendix C (SimTraffic Queue Reports): Table 11: 2024 Build Traffic Operation Results Intersection Approach Movement AM PM LOS Delay Queue LOS Delay Queue 5th WB WBR A 0 0 A 0 4 WBT A 0 0 A 0 0 1. 5th Ext and Wahoo Way SB SBL/SBR D 33.6 76 E 48.4 100 Wahoo Way 5th EB EBL A 8.4 29 A 9.8 28 EBT A 0 0 A 0 0 Overall A 1.3 105 A 2.5 132 Wahoo Way SB SBR/SBT A 0 0 A 0 0 2. Wahoo Way Wahoo Way NB NBL/NBT A 7.3 0 A 7.3 0 and Site 1 East Entrance Site 1 East Entrance EB EBL/EBR A 8.5 50 A 8.6 64 Overall A 6.5 50 A 5.6 64 County NB NBR B 11.2 28 D 25.7 57 NBT/NBL A 0 0 A 9.9 23 3. 5th Ext and 5th WB WBR A 0 28 A 0 56 WBT A 0 1 A 0 67 WBL A 9.8 42 A 8.2 15 Old Lynchburg Rd Revised: 5th EB EBR A 0 0 A 0 0 EBT A 0 19 A 0 3 EBL A 8.3 94 A 9.3 81 August 21,2019 Old Lynchburg SB SBR A 9.5 268 B 11.5 275 SBT/SBL F 698.1 206 F 529.9 206 Overall F 135.7 686 F 116.6 783 Old Lynchburg SB SBT A 0 186 A 0 183 4. Old Lynchburg Old Lynchburg NB NBT/NBR A 0 0 A 0 21 Road and Site 1 West Entrance Site 1 West Entrance WBR B 11.1 57 B 11 7 32 Overall A 0.5 243 A 0.2 236 10 E pRP EPR, P,C. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST UNIT 101, CHARLOTTESVILLE, VA 22902 Old Lynchburg SB SBT/SBR A 0 291 A 0 295 S.OId NBL A 7.9 48 A 8.3 63 Lynchburg Old Lynchburg NB Road NBT A 0 0 A 0 19 and Country Country Road EBL/EBR B 13 351 B 356 Green Road Erreen 12 8 Overall A 3.6 690 A 2.4 733 Country Road WBT/WBR A 0 0 A 0 6. Country \Green 0 Green Road Country Road EBL/EBT A 0 338 A 345 and Site 2 East Erreen 0 Entrance Site 2 East Entrance SB SBL/SBR A 9.7 309 B 10.1 281 Overall A 0.9 647 A 0.6 626 Country Road WBT/WBR A 0 0 A 0 \GNrBeen 0 7. Country Country Green Road Green Road EBL/EBT A 0 293 A 243 EB 0 and Site 2 West Entrance Site 2 West Entrance SBL/SBR A 9.5 340 A 97 SB 9.9 Overall A 1 633 A 0.4 340 As shown in Table 11, in 2024 build conditions: All intersections will operate at LOS A except for intersection 3, which is operating at LOS F for both AM and PM. The maximum queuing length at southbound approach at 5th Street Ext and Old Lynchburg Road (approximately 700ft) will spill back to the intersection of Country Green Road/Old Lynchburg Road and result in additional 350 feet queuing length at eastbound approach and 300 feet queuing length at southbound approach. Note that in Synchro model, if the maximum queuing length at an approach is greater than the segment length, it could only report the maximum queue that is equal to the segment length. In this case, the actual maximum queuing length under 2024 build scenario at eastbound of intersection 5 should be 340+309+351=1000ft. Note also the extreme high delays for the southbound approach of Old Lynchburg Road. This is indicative of a general inability to find gaps in traffic, which could in turn cause safety concerns if driver become too aggressive in pursuing small gaps as opportunities to enter the median for a two stage turn. By comparing the traffic operation conditions between 2024 no build and 2024 build conditions, overall delays at intersection of Wahoo Way and 5th Street Ext. is only 1.1 seconds longer in AM and 2.3 seconds longer in PM. The overall delays at intersection of 5th Street Ext. and Old Lynchburg will be 34.3 seconds longer in AM and 58.1 seconds longer in PM, with an overall level of service of F for both AM and PM. The overall delay and queue changes at all other new intersections are negligible. 11 E p f� ( EPR, P,C. "ENGINEERING & PLANNING RESOURCES" 902 E .JEFFERSON ST UNIT 1 01, CHARLOTTESVILLE, VA 22902 Hourly Traffic Volume Calculations to Derive Volumes for a Planning Level Signal Warrant Evaluation Traffic volumes on 5th Street both approaches, and Old Lynchburg Road left turn and through movements were calculated and the ratio of 2024 no build volumes versus existing volumes and the ratio of 2024 build volumes versus 2024 no build volumes were examined. Table 5 below summarizes the volumes and the ratios. Table 5: 5th Street/Old Lynchburg Road Peak Hour Volume Ratios (2024 Build vs. 2024 No Build vs. Existing) AM PM 5th Street Old Lynchburg 5th Street Old Lynchburg Scenario Volumes (Both Road (Both Road Approaches) (Left/Through) Approaches) (Left/Through) Existing Volumes 976 196 1023 160 Volumes 1454 334 1570 282 2024 °� of Existing No Build 149% 170% 154/° ° 176/ Volumes Volumes 1491 364 1633 306 2024 % of 2024 No Build Build 103% 109% 104% 109% Volumes Existing hourly volumes on 5th Street both approaches and Old Lynchburg Road left turn and through movements are summarized in the Table 6 below. Table 6: 5th Street/Old Lvnchburg Road Existing Hourly Volumes Hour 5th Street (Both Approaches) Old Lynchburg Road (Left/Through) 7:00-8:00 901 140 8:00-9:00 921 196 4:00-5:00 761 173 5:00-6:00 1044 158 The ratios as summarized in Table 1 were applied to the volumes in Table 2 resulting 2024 no build and build hourly volumes. Table 7 and Table 8 below summarize the 2024 no build and build hourly volumes 12 EPRpc EPR, P,C. "ENGINEERING & PLANNING RESOURCES" 902 E .JEFFERSON ST UNIT 1 01, CHARLOTTESVILLE, VA 22902 Table 7: 5th Street/Old Lynchburg Road 2024 No Build Hourly Volumes Hour 5th Street (Both Approaches) Old Lynchburg Road (Left/Through) 7:00-8:00 1342 238 8:00-9:00 1372 333 4:00-5:00 1172 304 5:00-6:00 1608 278 Table 8: 5th Street/Old Lynchburg Road 2024 Build Hourly Volumes Hour 5th Street (Both Approaches) Old Lynchburg Road (Left/Through) 7:00-8:00 1383 259 8:00-9:00 1413 363 4:00-5:00 1219 332 5:00-6:00 1672 303 Signal Warrant Analysis Considering the limited data (peak hour counts) in this efforts, Signal Warrant 2, Four -Hour Warrant and Signal Warrant 3, Peak -Hour Warrant were examined in this analysis. Hourly traffic volumes as in Table 6, Table 7, and Table 8 were examined to evaluate the signal warrant in the existing, 2024 no build, and 2024 build conditions. Table 9 below summarizes the signal warrant and the signal warrant forms are included in Appendix D. Table 9: 5th Street/Old Lynchburg Road Signal Warrant Summary Scenario Warrant 2 (4-Hour Volumes) Warrant 3 (Peak -Hour Volumes) Signal Warranted? Existing Satisfied Satisfied Warranted 2024 No Build Satisfied Satisfied Warranted 2024 Build Satisfied Satisfied Warranted As indicated in Table 9, traffic signal appears to be warranted at 5th Street/Old Lynchburg Road in the existing, 2024 no build, and 2024 build conditions. A summary of year 2024 traffic operations under the signalized configuration is provided in the next section of this document. Turn Lane Warrant Analysis Turn lane warrants were examined for 2024 build conditions to evaluate the turn lane needs for the following three site entrances: Site 1 West entrance, Site 2 East entrance, and Site 2 West entrance. The turn lane warrant forms per VDOT Roadway Design Manual are provided in Appendix F. The turn lane warrant analysis results are summarized in Table 10: 13 EPRpc- EPR, P,C. "ENGINEERING & PLANNING RESOURCES" 902 E .JEFFERSON ST UNIT 1 01, CHARLOTTESVILLE, VA 22902 Table 10: Turn Lane Warrant Analysis Results Intersection Movement AM PM Old Lynchburg Road/Site Northbound Right Tapers Required No Turn Lanes or 1 West Entrance Tapers Required Westbound Right No Turn Lanes or No Turn Lanes or Country Green Road/Site Tapers Required Tapers Required Eastbound Left No Left Turn Lane No Left Turn Lane 2 East Entrance Required Required Westbound Right No Turn Lanes or No Turn Lanes or Country Green Road/Site Tapers Required Tapers Required Eastbound Left No Left Turn Lane No Left Turn Lane 2 West Entrance Required Required Note that for left turn warrant at Country Green Road and Site 2 entrances, there is no left turn volume projected in 2024 build traffic volume, 1 left turn trip were assumed to analysis the left turn warrants. As indicated in Table 5, only right turn taper is warranted for northbound right direction at Old Lynchburg Road/Site 1 West Entrance. For the proposed crossover, standard turn lanes per the VDOT road design manual should be constructed. This will require 200' taper and 200' of full storage. Based on the analysis above, the conclusions of the existing, 2024 no build, and 2024 build traffic operations analysis are as follows: • In existing conditions, all three intersections will operate at LOS B or better, with exception of the southbound movement at Old Lynchburg Road/51" Street Ext. which will operate at F and D in AM and PM respectively. Per a field review of existing conditions, this movement already has very long queues in the peak hours, especially the AM peak hour. • In existing conditions, the queuing length at Old Lynchburg Road/51h Street Ext. is approaching the current storage lane limit provided. • In 2024 no build conditions, because of the background traffic growth due to other developments in the vicinity, the southbound movement at Old Lynchburg Road/5tn Street Ext. will have an extremely long queuing length, that will generate additional queues at the southbound and eastbound approach at Country Green Road/Old Lynchburg Road. 14 E pRPEPR, P,C. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST UNIT 101, CHARLOTTESVILLE, VA 22902 • In 2024 build conditions, all new and existing intersections will operate at LOS A, except for the Old Lynchburg Road/5th Street Ext. intersection, which will operate at LOS F. The delay will be 34.3 seconds longer in AM and 58.1 seconds longer in PM. • In 2024 build conditions, a right turn taper is warranted for northbound right direction at Old Lynchburg Road/Site 1 West Entrance. 6. 2024 Mitigation Conditions While the Royal Fern development actually has relatively little proposal impact to the problem intersection — Old Lynchburg Road at 5th Street, this study effort examined potential strategies for the County and VDOT to address the intersection needs in the future. The two mitigating scenarios include constructing a traffic signal, and also a roundabout. Scenario 1: Signalized intersection at Old Lynchburg Road/5th Street Ext. In the first scenario, the Old Lynchburg Road/5th Street Ext. intersection is assumed to be signalized. Note that in the prior document section, it appears that a signal could be warranted, and is certainly needed for capacity purposes. Synch ro/SimTraffic 9.2 was used to analyze the existing traffic operations. The level of service, delay, and queue results are summarized in Table 12 below and included in Appendix B (HCM 2010 Reports), and Appendix C (SimTraffic Queue Reports): Table 12: 2024 Build, Signalized at Old Lynchburg Road/5th Street Ext. Traffic Operation Condition Intersection Approach Movement AM PM LOS Delay Queue LOS Delay Queue 5th WB WBR A 0 6 A 0 0 WBT A 0 0 A 0 0 1. 5th Ext and Wahoo Way SB SBL/SBR D 33.6 86 E 48.4 134 Wahoo Way 5th EB EBL A 8.4 33 A 9.8 28 EBT A 0 0 A 0 0 Overall A 1.3 125 A 2.5 162 2. Wahoo Way Wahoo Way SB SBR/SBT A 0 0 A 0 0 and Site 1 East Wahoo Way NB NBL/NBT A 7.3 0 A 7.3 0 Entrance Site 1 East Entrance EB EBL/EBR A 1 8.5 60 A 8.6 68 15 E pRP EPR, P,C. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST UNIT 101, CHARLOTTESVILLE, VA 22902 MW Overall A 6.5 60 A 5.6 68 County NB NBR A 0 30 A 0 55 NBT/NBL A 0 0 A 0 23 3. 5th Ext and Old 5th WB WBR B 10.9 99 B 12 108 WBT B 11 105 B 14 140 WBL A 9.6 47 B 10.4 19 Lynchburg Rd *Signalized 5th EB EBR A 0 10 A 0 3 EBT B 12.6 165 B 10.6 108 EBL A 8.5 97 B 10.1 56 Old Lynchburg SIB SBR A 0 82 A 0 67 SBT/SBL B 18.5 161 B 19.4 158 Overall B 13.2 796 B 13.8 737 Old Lynchburg SIB SBT A 0 0 A 0 0 4. Old Lynchburg Old Lynchburg NB NBT/NBR A 0 0 A 0 0 Road and Site 1 West Entrance Site 1 West Entrance WB WBR B 11.1 52 B 11.7 36 Overall A 0.5 52 A 0.2 36 Old Lynchburg SIB SBT/SBR A 0 2 A 0 20 5. Old Lynchburg Road Old Lynchburg NB NBL A 7.9 62 A 8.3 55 NBT A 0 0 A 0 0 and Country Green Road Country Green Road EB EBL/EBR B 13 98 B 12.8 75 Overall A 3.6 162 A 2.4 150 Country Green Road WB WBT/WBR A 0 0 A 0 0 6. Country Green Road and Site 2 Country Green Road EB EBL/EBT A 0 0 A 0 0 East Entrance Site 2 East Entrance SB SBL/SBR A 9.7 41 B 10.1 35 Overall A 0.9 41 A 0.6 35 Country Green Road WB WBT/WBR A 0 0 A 0 0 7. Country Green Road and Site 2 Country Green Road EB EBL/EBT A 0 0 A 0 0 West Entrance Site 2 West Entrance SIB SBL/SBR A 9.5 38 A 9 9 29 Overall A 1 38 A 0.4 29 As shown in Table 7, in 2024 build condition with signalized Old Lynchburg Road/5t" Street Ext. intersection: • The performance of Old Lynchburg Road/5t" Street Ext. intersection sign ificantlyimproved as Old Lynchburg Road turns are provided an opportunity to move onto 5t" Street Extended. The overall LOS is B for both AM and PM, compared to both F in 2024 build 16 EPR, P,C. "ENGINEERING & PLANNING RESOURCES" E PI 902 E JEFFERSON ST UNIT 101, CHARLOTTESVILLE, VA 22902 condition. The queuing length at southbound also reduces significantly and Country Green queuing is resolved as right turns will be able to move off of Country Green and onto Old Lynchburg Road. • All other intersections will operate at LOS A overall with minimal queues. Based on the analysis above, under the first mitigation scenario, it appears that signalizing the intersection will be an important consideration under existing conditions and certainly in future conditions. Note that if entertaining a conventional signal, then VDOT will require consideration of an innovative intersection including an RCUT intersection or a roundabout. This will need to be part of the signal justification report process. Scenario 2: Roundabout at Old Lynchburg Road/51" Street Ext. A roundabout configuration was tested to see if this configuration could be a viable alternative for traffic control at the Old Lynchburg Road / 5t" Street intersection. See the Appendix E for the summary of resulting LOS by leg and queues. The Sidra model reported that in the AM and PM peak hours, under the Build 2024 condition, the roundabout option performs superior to all other options in terms of minimizing overall queuing, and minimizing delay and LOS. The graphic below shows the resulting LOS for the AM period. Notice that the configuration considered in this analysis is functionally a one lane roundabout for through lanes and left turns, along with dedicated right turn lanes onto the sidestreets. This method provides a transition method for the four lane road. I sen se Figure 16. LOS in 2024 Build AM Roundabout Scenario 17 EPRPc 7. Findings and Conclusions EPR, P,C. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST UNIT 101, CHARLOTTESVILLE, VA 22902 Based on the analysis in this memorandum, the principal findings and conclusions are as following: • Approximately 1,928 new daily trips, 216 new AM peak hour trips, and 219 new PM peak hour trips were estimated for the proposed Royal Fern Development. Assumptions were made regarding a relatively high level of commercial intensity, thus this could give flexibility to future development plans relative to trip generation considered in this analysis. • In existing conditions, the southbound approach of Old Lynchburg Road / 51" Street intersection currently operate at F and D in AM and PM peak hours. • Royal Fern contributes just a small fraction of the future traffic growth in the study area. • The development is requesting a right in/out access onto Old Lynchburg Road due to proximity to the 5t" St intersection, and due to the queuing that is currently occurring in this area. • The development is requesting a median crossover from 5t" Street at the Wahoo Way intersection. Based on VDOT spacing criteria, and road geometry, there should be no exceptions or waivers required — thus this request should be permittable per VDOT criteria. The addition of the crossover will help to reduce traffic demand at the 5t" Street / Old Lynchburg Road intersection since existing traffic leaving Wahoo Way will not have to make u-turns at the Old Lynchburg Road median opening in the future. The addition of this median opening, coupled with the right in/out access on Old Lynchburg Road effectively eliminate traffic impacts, and arguably help to reduce demand, at the 511 Street / Old Lynchburg intersection. • Comparing the traffic operations in 2024 no build and build conditions, the impacts of the proposed Royal Fern Development are on the Old Lynchburg Road / 5t" Street intersection. The overall delays at intersection of 5t" Street Ext. and Old Lynchburg will be 34.3 seconds longer in AM and 58.1 seconds longer in PM, with an overall level of service of F for both AM and PM. The overall delay and queue changes at all other new intersections are negligible. Note that once an intersection reaches capacity, even a small increase in volumes can result in higher delays (i.e. not necessarily a linear relationship). However, the Royal Fern traffic only has a relatively small volume contribution versus the background traffic. • In 2024 build conditions, northbound right turn taper is warranted for Old Lynchburg Road/Site 1 West entrance intersection. • Per the planning level analysis, a traffic signal appears to be currently warranted, and as the volumes increase with background development, the need for signalization becomes increasingly critical. 18 E pRP EPR, P,C. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST UNIT 101, CHARLOTTESVILLE, VA 22902 • In mitigation scenario 1, by adding a traffic signal to Old Lynchburg Road and 5t" Street, the queuing length at southbound is significantly reduced and no longer backs up to Country Green Road intersection. • In mitigation scenario 2, the roundabout performance is superior to all other options in terms of minimizing overall queuing, minimizing delay and LOS, and reducing conflict points (thus maximizing safety). End of Memorandum Attachments Figures Figure 1 Site Vicinity and Location Figure 2 Concept Plan and Study Intersection Figure 3 2019 Existing Peak Hour Volume Figure 4 Adjusted Volume Based on Previously Proposed Royal Fern Development Figure 5 2024 No -Build Peak Hour Volume Figure 6 2024 No -Build Adjusted Peak Hour Volume Figure 7 Trip Distribution (Site 2: 150 Multi Family Units) Figure 8 Trip Distribution (Site 1: 80 Townhomes) Figure 9 Trip Distribution (Site 1: 2-Acre Commercial) Figure 10 Trip Assignment (Site 2: 150 Multi Family Units) Figure 11 Trip Assignment (Site 1: 80 Townhomes) Figure 12 Trip Assignment (Site 1: 2-Acre Commercial) Figure 13 Trip Assignment (Site 1 and Site 2 Combined) Figure 14 2024 Build Peak Hour Volume Figure 15 Crash Diagram Figure 16 LOS in 2024 Build AM Roundabout Scenario Tables Table 1 Detailed Traffic Data Collection Information of Existing Intersections Table 2 Trip Generation for Proposed Royal Fern Development Table 3 Existing Traffic Operation Results Table 4 2024 No Build Traffic Operation Results 19 EPRpc- EPR, P,C. "ENGINEERING & PLANNING RESOURCES" 902 E .JEFFERSON ST UNIT 1 01, CHARLOTTESVILLE, VA 22902 Table 5 5th Street/Old Lynchburg Road Peak Hour Volume Ratios (2024 Build vs. 2024 No Build vs. Existing) Table 6 5th Street/Old Lynchburg Road Existing Hourly Volumes Table 7 5th Street/Old Lynchburg Road 2024 No Build Hourly Volumes Table 8 5th Street/Old Lynchburg Road 2024 Build Hourly Volumes Table 9 5th Street/Old Lynchburg Road Signal Warrant Summary Table 10 Turn Lane Warrant Analysis Results Table 11 2024 Build Traffic Operation Results Table 12 2024 Build, Signalized at Old Lynchburg Road/51h Street Ext. Traffic Operation Condition Appendices Appendix A Southwood TIA Appendix B Synchro HCM Reports Appendix C Synchro SimTraffic Queue Reports Appendix D Signal Warrant Analysis Form Appendix E Roundabout Mitigation Results Appendix F Turn Lane Warrant Appendix G Traffic Count Data (51h Street/Wahoo Way and Old Lynchburg Road/Country Green Road) 20 New Pools farm '� t :Azalea Park � # NQB AZS 36:re %, '�i�� rt. �_ ' � 1�� ` • � +fir �' _ '- '� Af 7ir.Y t; nberlin Park -- _ Apartments.' Ir - «�, r Ca, al- r Bassin .TPd 00 � r ' - Albemarle-Coi - De rtment of Soc 7-7 pak'H111'Marketi& d r _ Alb.emarl 4 ►` - 4�4._ ._ _ P• i I) rnentAl - YON- Ir } • ; F _ _ - N a y . J � �. ' r ,.� • •�-- New Roots Farm:!` + ,4zaloa Park NQB AZS Timberlin Park Y �4p �• arle Co it of Sob r ' # owl"? µ � 04k Hi]EIiI$ e Albemarle-Cou 4 .Police Uepartment v A aC�f7y - Google a AL -Azalea Park 'N6B-AZS .3 ' 36)1e�� 0. 5 3 th St . 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PI,a e rtment 116 i +j,1r{•fr-� .���• �ra .� :+� �' y_ •Stiff. PDate Range: 0 Fixed Object - Off Road . f ,. � �• f� ' dP Crash Type Legend: 0 Angle " f 1 • • 1 Deer EPMEPR, P,C. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST UNIT 101, CHARLOTTESVILLE, VA 22902 Appendix A SouthWood TIA R 0 W u r� .■ r X W (Q 0 0 Q r y � ul N O 69 (227) 4► 65 (215) I �~ 0 `^ 86 (308) 147 (454) �► 31 (82) T � 14 (5) T 68 (16) i (12) 13 v M (157) 343 (0) 0 O i W i L U 000 O O O (23) 47 (262) 589 (1) 4 i W i 0 U io V y* (0) 0 (481) 760 00 M (16)27 y O N •J •J v (a 0 f� i V M 0 V m M M 0. E NM LL O M W W N 7 N 0 7 11 (9) _ 377 (755) 4- 421 (368) 228 (167) j218 O (515) 796 --o. ill, i (139) 213 (180) 334 (777) 926 O O in .ti y N N CL Q i w Q O LU m m m � m CL I_ MO W 411 (624) K 486 (818) W i > rr L n LO ^v O �O LEGEND: Existing Road Stop Controlled Intersection SITE— — — — Proposed Access Signalized Intersection X AM Peak Hour Volume h Stop Sign Location N PM Peak Hour Volume j Lane Configuration NOT TO SCALE • • -.� Southwood Development Figure Fi 2018 Existing Peak Hour Volumes g TIMMONS GROUP YOUR ViSjON ACH1EYF,0 THROUGH OURS. Albemarle County, Virginia 3 X LiJ Q E u CL co E w 0 0 m LU m (n 0 o <D — t0 10 v V 4► 20 (61) F 8 (27) 140 (142) F 24 (76) °' 1) 4► 11 (33) N "� N F 149 (232)+� F 116 (186) L 13 (22) 97 (153) .- LU J— T ` j 13 (22) • • N O O i (27) 17 y (9) 9 51) 64 (9) 2 (171) 226 (128) 185 (43) 55 �r y O (43) 55 (105) 151 O a*� Y co( N M N LO CL t: �N LU LU LY �+ O L U O U V LU m w — fn — LEGEND: Existing Road Stop Controlled Intersection — — — — Proposed Access Signalized Intersection X AM Trips h Stop Sign Location N PM Trips j Lane Configuration NOT TO SCALE 6666000 Southwood Development TiMMOIVS GROUP 2024 Approved Background Development Volumes YOUR YISjON A[HIEY[p THROUGH OURS. Albemarle County, Virginia Figure 4 .■ w W 0 c � a � d � y C � � � 7 N m v J _ _ vi o ch 73 (241) 4► 69 (228) I �~ .-, O M 91 (327) 156 (482) �► 31 (82) T � 14 (5) T 68 (16) � � N O N O 7 11 (9) 400 (801) 4- 228 (167) 41 447 (638) 231 (391) I i (13) 14 M (167) 364 y (24) 50 may* �► (278) 625 (0) 0 (511) 807 i (547) 845 � (148) 226 �r (825) 355 (825) 983 ,D (0) 0 O O O (1) 4 o o M (16) 27 i0 CD 000 0. vn Q _ W W 0 v �+ V O 0 ci W m U U v m :a — m CO) — a E �a c O m t0 436 (662) K 516 (868) W i > rr L 00 O �N 7 I� N LEGEND: Existing Road Stop Controlled Intersection SITE— — — — Proposed Access Signalized Intersection X AM Peak Hour Volume h Stop Sign Location N PM Peak Hour Volume j Lane Configuration NOT TO SCALE • • -.� Southwood Development Figure Fi 2024 Existing + Growth Peak Hour Volumes g TIMMONS GROUP YOUR ViSjON ACH1EYF,0 THROUGH OURS. Albemarle County, Virginia 5 .■ w x w 0 c � a � .r s d � y O C � J N 00 ll N �_ p O p �p In M O 81 (268) 4► 89 (289) I �~ M 0 `^ 99 (354) 180 (558) �► 31 (82) T � 14 (5) T 68 (16) (13) 14 y (33) 59 may* (9) 2 , M (194) 381 �► (329) 689 (682) 1033 (0)0 000 (1)4 ooM (16)27 O :; O N ip --O O O .� v W W � r V L i M 0 0 U U � M N 0. E M O m W M 0 NN In 'k- 22 (42) 549 (1033) 4- 563 (824) 228 (167) . 244 (413) O (675)1030 0 i (191) 281 (234) 410 (930) 1134 O O in .ti N N Q Q 0 � O O LLJ m m m � m a E �a c O m 449 (684) K 613 (1021) W i > Y N o LO ^�0 �7 N LEGEND: Existing Road Stop Controlled Intersection SITE— — — — Proposed Access Signalized Intersection X AM Peak Hour Volume h Stop Sign Location N PM Peak Hour Volume j Lane Configuration NOT TO SCALE • • -.� Southwood Development Figure Fi 2024 Total Background Peak Hour Volumes g TIMMONS GROUP YOUR yi5'aN ACH1EYF,0 THROUGH OURS. Albemarle County, Virginia 6 w x LU CL E C, E co m � aM w, s O O >, m w pp 7 N J a 0 o 0 0 0 — 0 � F �► 70% CD ♦ `► N 60% ► 600/. 60% 40% K LU 3 80% J7 - T 20% • • N V > i 1 ° �� (70%) �► (10%) �y* i (60%) (60%) (60%) �� (20%) O O O (20%) O �* (40%) a� N o LO O �O O (a Q- E CL E d W W f� +L. �+ ci O i v U Q V U W v m 2 tea m — � m CO) — LEGEND: Existing Road Stop Controlled Intersection SITE- - - - Proposed Access Signalized Intersection X Inbound Distribution h Stop Sign Location N Outbound Distribution j Lane Configuration NOT TO SCALE . ••& & Southwood Development Fi Figure g Site Trip Distributions - Residential TIMMONS GROUP 7 YOUR ViSjON ACH1EYF,0 THROUGH OURS. Albemarle County, Virginia w x LU CL E C, E co m � aM w, s O O >, m w pp 7 N J a o o O o F 4► j 95% 90% CD0� n�/f1 Il 85% � ► 850/. 65% 45% K LU 3 T J-- T • • N t J 5% M (5%) _4 (90%) y �► o (5%) � y* (6500) 4' (85%) (85%) �� (20/o) O O (20%) a* (45%) y G1 fn LO 0 o —i o N O Ln M a E Q W W +L+ �+ ci O v U Q V U W v m 2 tea m — � m to — LEGEND: Existing Road Stop Controlled Intersection SITE— — — — Proposed Access Signalized Intersection X Inbound Distribution h Stop Sign Location N Outbound Distribution j Lane Configuration NOT TO SCALE . ••& & Southwood Development Fi Figure g Site Trip Distributions - Commercial TIMMONS GROUP 8 YOUR ViSjON ACH1EYF,0 THROUGH OURS. Albemarle County, Virginia w w O c � a' .. � s d C � � 7 N J R O � 4► 77 (123) ~ I �~ ~ 70 (109) j 83 (136) - J T J (3) 3 M (10) 12 _4 (113) 94 - y �► (11) 13 ma (102) 81 y* O 7CD W W VJ V L r � O v 3 t U 7 O U 2 NOT TO SCALE .'•••• 0 TIMMONS GROUP YOUR YI510N ACHIEVED THROUGH OURS. N W F 70 (109) 7 (22) (87) 78 (102) 81 �� (28) 26 M N Q r EM `/ O ♦M M O M m V W m � M m CO) a a O O m W m fD � F 59 (99) 40 (67) W • N O i (28) 26 O a*� co (59) 52 Y L LO Q ♦_ M i O m LEGEND: Existing Road Stop Controlled Intersection — — — — Proposed Access Signalized Intersection X AM Peak Hour Volume h Stop Sign Location N PM Peak Hour Volume j Lane Configuration Southwood Development Figure 2024 Phase 1 Site Trips Albemarle County, Virginia 9 .■ w x w 0 c � a � .r s d � y O C � N W O N _ M N .--I M .ti CD 81 (268) 4► 89 (289) I �~ M O `^ 176 (477) 250 (667) �► 114 (218) T � 14 (5) T 68 (16) (23) 26 _4 y (44) 72 ma y* (9) 2 , M (307) 475 �► (431) 770 (784) 1114 N N (0) 0 O O O (1) 4 O O M (16) 27 y O N v � M W W W � r V L i M O V U U � M N CL E M O m W M N In N N O In 'k— 22 (42) _ 619 (1142) 622 (923) 235 (189) j244 O io (762)1108 O i (219) 307 (262) 436 (� (989) 1186 0000 M NN Q Q O O LLJ m m m � m a E �a c O m 449 (684) K 653 (1088) W i > rr L a+ co LO N �7 O N .�M.. LEGEND: Existing Road Stop Controlled Intersection SITE— — — — Proposed Access Signalized Intersection X AM Peak Hour Volume h Stop Sign Location N PM Peak Hour Volume j Lane Configuration NOT TO SCALE • • -.� Southwood Development Figure Fi 2024 Total Future Peak Hour Volumes g TIMMONS GROUP YOUR yi5'aN ACH1EYF,0 THROUGH OURS. Albemarle County, Virginia 10 X W a' w to C 7 N (4 7 t I � O W i W U t L 3 O � Y v U 2 NOT TO SCALE TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. Assumes 20% of traffic related to the site will enter and exit to the North along Old Lynchburg Road. BG SITE C J � O N 6 (3) 7 (25) ~ ~ T � � (14)23� Y� r @ O W M � t C R 7 O Uavi a� w N a- Iz C5 W O O W fD � �► F 6 (19) 5 (13) (11) 17 — (3) 6 Y (3) 6 V' (8) 11 Q Q E E NN� C w 0O LU m m co � LEGEND: Existing Road Stop Controlled Intersection — — — — Proposed Access Signalized Intersection X AM Trips h Stop Sign Location N PM Trips j Lane Configuration Southwood Development Site Trips — Royal Fern Figure D-9 EPMEPR, P,C. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST UNIT 101, CHARLOTTESVILLE, VA 22902 Appendix B Synchro HCM Reports HCM 2010 TWSC 1 : 5th Street & Wahoo Way 03118I2019 Intersection Int Delay, slveh 0.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations tf tt r r Traffic Vol, vehlh 0 740 437 17 0 26 Future Vol, vehlh 0 740 437 17 0 26 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None None Storage Length - 425 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 3 -3 - 5 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 0 2 5 23 0 0 Mvmt Flow 0 771 455 18 0 27 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 0 0 228 Stage 1 - - - Stage 2 - - Critical Hdwy 7.4 Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - - - Follow-up Hdwy - 3.3 Pot Cap-1 Maneuver 0 - - 0 757 Stage 1 0 - - 0 - Stage 2 0 - 0 - Platoon blocked, % Mov Cap-1 Maneuver - - - 757 Mov Cap-2 Maneuver - Stage 1 Stage 2 Approach EB WB SB HCM Control Delay, s 0 0 9,9 HCM LOS A Minor LanelMdor Mvmt EBT WBT WBR SBLn1 Capacity (vehlh) - 757 HCM Lane VIC Ratio 0.036 HCM Control Delay (s) - 9.9 HCM Lane LOS - A HCM 95th %tile Q(veh) - - 0.1 Royal Fern Development Traffic Analysis 03/15/2019 2019 Existing AM Synchro 9 Report EPR Page 1 HCM 2010 TWSC 3: 5th Street & Old Lynchburg Road 03/18/2019 Intersection Int Delay, slveh 10.3 Movement EBL EBT EBR. WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) tt r ) tt r 4 r +T r Traffic Vol, vehlh 45 537 5 73 168 148 0 0 8 195 1 19 Future Vol, vehlh 45 537 5 73 168 148 0 0 8 195 1 19 Conflicting Peds, #Ihr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None - None Storage Length 295 120 325 380 350 255 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 2 - - -2 - - 1 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 11 2 0 0 11 4 0 0 0 2 0 18 Mvmt Flow 50 597 6 81 187 164 0 0 9 217 1 21 Major/Minor Major1 Major2 Minorl Minor2 Conflicting Flow All 187 0 0 597 0 0 953 1046 298 747 1046 93 Stage - - - - - 697 697 - 349 349 - Stage 2 - - 256 349 - 398 697 - Critical Hdwy 4.32 4.1 7.7 6.7 7 7.54 6.5 7.26 Critical Hdwy Stg 1 - - 6.7 5.7 - 6.54 5.5 - Critical Hdwy Stg 2 - - 6.7 5.7 - 6.54 5.5 - Follow-up Hdwy 2.31 - 2.2 - 3.5 4 3.3 3,52 4 3,48 Pot Cap-1 Maneuver 1321 - 989 205 217 698 301 230 897 Stage 1 - - 387 429 - 640 637 - Stage 2 - - 722 625 - 599 446 - Platoon blocked, % - Mov Cap-1 Maneuver 1321 - 989 - 182 192 698 271 203 897 Mov Cap-2 Maneuver - - 182 192 - 271 203 - Stage 1 - - 372 413 616 585 Stage 2 - 646 574 569 429 Approach EB WB NB SB HCM Control Delay, s 0.6 1.7 10.2 52.1 HCM LOS B F Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR. WBL WBT WBR SBLn1 SBLn2 Capacity (vehlh) 698 1321 - 989 - 271 897 HCM Lane V/C Ratio 0.013 0.038 0.082 - 0.804 0.024 HCM Control Delay (s) 0 10.2 7.8 9 - 56,3 9.1 HCM Lane LOS A B A A F A HCM 95th %tile Q(veh) - 0 0.1 0.3 - 6.3 0.1 Royal Fern Development Traffic Analysis 03/15/2019 2019 Existing AM Synchro 9 Report EPR Page 2 HCM 2010 TWSC 5: Old Lynchburg Road & Country Green Rd 03/18/2019 Intersection Int Delay, slveh 2.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y + 1� Traffic Vol, vehlh 54 40 31 189 181 13 Future Vol, vehlh 54 40 31 189 181 13 Conflicting Peds, #lhr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None None Storage Length 0 155 - Veh in Median Storage, # 0 - 0 0 Grade, % -3 - -3 3 Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 0 17 10 4 0 0 Mvmt Flow 61 45 35 215 206 15 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 498 213 220 0 - _ 0 Stage 1 213 - - - - Stage 2 285 - - Critical Hdwy 5.8 6.07 4.2 Critical Hdwy Stg 1 4.8 - - Critical Hdwy Stg 2 4.8 - - Follow-up Hdwy 3.5 3.453 2.29 Pot Cap-1 Maneuver 582 805 1303 Stage 1 857 - - - Stage 2 805 - - - Platoon blocked, % Mov Cap-1 Maneuver 566 805 1303 Mov Cap-2 Maneuver 566 - - - Stage 1 857 - Stage 2 783 - Approach EB NB SB HCM Control Delay, s 11.6 1.1 0 HCM LOS B Minor LanelMajor Mvmt NBL NBT EBLn1 SBT SBR Capacity (vehlh) 1303 - 648 HCM Lane V1C Ratio 0.027 - 0.165 HCM Control Delay (s) 7,8 - 11.6 - HCM Lane LOS A - B HCM 95th %tile Q(veh) 0.1 - 0.6 Royal Fern Development Traffic Analysis 03/15/2019 2019 Existing AM Synchro 9 Report EPR Page 3 HCM 2010 TWSC 1: 5th Street & Wahoo Way 03/1812019 Intersection Int Delay, slveh 0.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations tt tt r r Traffic Vol, vehlh 0 476 822 52 0 27 Future Vol, vehlh 0 476 822 52 0 27 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None None Storage Length - - 425 0 Veh in Median Storage, # 0 0 - 0 - Grade, % 3 -3 - 5 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 0 1 1 2 0 0 Mvmt Flow 0 496 856 54 0 28 Major/Minor Ma"or1 Ma W Minor2 Conflicting Flow All 0 - 0 428 Stage 1 - - - Stage 2 - - Critical Hdwy - - 7.4 Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - Follow-up Hdwy 3.3 Pot Cap-1 Maneuver 0 0 547 Stage 1 0 0 - Stage 2 0 0 - Platoon blocked, % Mov Cap-1 Maneuver - - 547 Mov Cap-2 Maneuver - - Stage 1 - - Stage 2 - Approach ES WS SB HCM Control Delay, s 0 0 11.9 HCM LOS B Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity (vehlh) - 547 HCM Lane VIC Ratio 0.051 HCM Control Delay (s) - 11.9 HCM Lane LOS B HCM 95th %tile Q(veh) - - 0.2 Royal Fern Development Traffic Analysis 03/15/2019 2019 Existing PM Synchro 9 Report EPR Page 1 HCM 2010 TWSC 3: 5th Street & Old Lynchburg Road 03/18/2019 intersection Int Delay, slveh 4.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) tt I ) Tt r +1 r +T r Traffic Vol, vehlh 23 265 1 16 459 259 1 0 53 159 1 51 Future Vol, vehlh 23 265 1 16 459 259 1 0 53 159 1 51 Confiicting Peds, Whir 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None - None None Storage Length 295 120 325 380 - 350 255 0 Veh in Median Storage, # - 0 - - 0 - 0 - - 0 - Grade, % - 2 - - -2 - 1 - - 0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 0 1 0 0 1 0 0 0 0 1 0 0 Mvmt Flow 24 273 1 16 473 267 1 0 55 164 1 53 MajorlMinor Majors Major2 Minorl Minor2 Conflicting Flow All 473 0 0 273 0 0 591 827 137 690 827 237 Stage 1 - - - - - - 321 321 - 506 506 - Stage 2 - - - - - - 270 506 - 184 321 - Critical Hdwy 4.1 4.1 7.7 6.7 7 7.52 6.5 6.9 Critical Hdwy Stg 1 - - 6.7 5.7 - 6.52 5.5 - Critical Hdwy Stg 2 - - - - 6.7 5.7 - 6.52 5.5 - Follow-up Hdwy 2.2 2.2 3.5 4 3.3 3.51 4 3.3 Pot Cap-1 Maneuver 1099 - - 1302 - 382 295 889 333 309 771 Stage 1 - - - 659 644 - 520 543 - Stage 2 - - - 708 528 - 803 655 - Platoon blocked, % Mov Cap-1 Maneuver 1099 1302 - 346 285 889 304 299 771 Mov Cap-2 Maneuver - - 346 285 - 304 299 - Stage 1 - - - - 645 630 509 536 Stage 2 - - 650 522 737 641 Approach EB WB NB SB HCM Control Delay, s 0.7 0.2 9.4 25.2 HCM LOS A D Minor LanelMaior Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLni SBLn2 Capacity (vehlh) 346 889 1099 1302 304 771 HCM Lane V/C Ratio 0.003 0.061 0.022 0.013 0.543 0.068 HCM Control Delay (s) 15.4 9.3 8.3 7.8 30 10 HCM Lane LOS C A A - A - D B HCM 95th %tile Q(veh) 0 0.2 0.1 - 0 - 3 0.2 Royal Fern Development Traffic Analysis 03/15/2019 2019 Existing PM Synchro 9 Report EPR Page 2 HCM 2010 TWSC 5: Old Lynchburg Road & Country Green Rd 03/1812019 Intersection Int Delay, slveh 1.9 Movement EBL EBR NBL NBT 5BT SBR Lane Configurations Y t 1� Traffic Vol, vehlh 16 36 84 259 234 56 Future Vol, vehlh 16 36 84 259 234 56 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None None Storage Length 0 155 - Veh in Median Storage, # 0 - 0 0 - Grade, % -3 - -3 3 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 3 1 0 0 0 Mvmt Flow 17 39 91 282 254 61 Ma'or[Minor Minor2 Ma'or1 Ma or2 Conflicting Flow All 749 285 315 0 0 Stage 1 285 - - - - - Stage 2 464 - - Critical Hdwy 5.8 5.93 4.11 Critical Hdwy Stg 1 4.8 - - Critical Hdwy Stg 2 4.8 - - - Follow-up Hdwy 3.5 3.327 2.209 Pot Cap-1 Maneuver 433 770 1251 Stage 1 805 - - Stage 2 688 - - Platoon blocked, % Mov Cap-1 Maneuver 402 770 1251 - - Mov Cap-2 Maneuver 402 - - Stage 1 805 - - Stage 2 638 Approach EB NB SB _ HCM Control Delay, s 11.6 2 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SST SBR Capacity (vehlh) 1251 601 - HCM Lane VIC Ratio 0.073 0.094 HCM Control Delay (s) 8.1 11.6 HCM Lane LOS A B HCM 95th %tile Q(veh) 0.2 0.3 Royal Fern Development Traffic Analysis 03115/2019 2019 Existing PM Synchro 9 Report EPR Page 3 HCM 2010 TWSC 1: 5th Street & Wahoo Way 03118/2019 Int Delay, slveh 0.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations tt tt r r Traffic Vol, vehlh 0 1106 459 18 0 27 Future Vol, vehlh 0 1106 459 18 0 27 Conflicting Peds, #lhr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None None Storage Length - - 425 0 Veh in Median Storage, # 0 0 - 0 Grade, % 3 -3 - 5 Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 0 2 5 23 0 0 Mvmt Flow 0 1152 478 19 0 28 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 0 0 239 Stage 1 - - - - Stage 2 - - Critical Hdwy - - 7.4 Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - - - - Follow-up Hdwy - 3.3 Pot Cap-1 Maneuver 0 0 743 Stage 1 0 0 - Stage 2 0 0 - Platoon blocked, % Mov Cap-1 Maneuver - - - - 743 Mov Cap-2 Maneuver - - Stage 1 Stage 2 Approach EB WB SB HCM Control Delay, s 0 0 10 HCM LOS B Minor Lane/Maior Mvmt EBT WBT WBR SBLnl Capacity (vehlh) - 743 HCM Lane V/C Ratio 0.038 HCM Control Delay (s) 10 HCM Lane LOS B HCM 95th %tile Q(veh) 0.1 Royal Fern Development Traffic Analysis 03/15/2019 2024 No Build AM Synchro 9 Report EPR Page 1 HCM 2010 TWSC 3: 5th Street & Old Lynchburg Road 03118/2019 Intersection Int Delay, slveh 101.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) tt r " f t r (' r fi r Traffic Vol, vehlh 72 770 4 68 250 290 0 0 3 333 1 23 Future Vol, vehlh 72 770 4 68 250 290 0 0 3 333 1 23 Conflicting Peds, #!hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - - None - - None - None Storage Length 295 120 325 - 380 - 350 255 0 Veh in Median Storage, # - 0 - - 0 - 0 - - 0 - Grade, % - 2 - - -2 - 1 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 11 2 0 0 11 4 0 0 0 2 0 18 Mvmt Flow 78 837 4 74 272 315 0 0 3 362 1 25 MajorlMinor Majorl Major2 Minorl Minor2 Conflicting Flow All 272 0 0 837 0 0 1277 1413 418 995 1413 136 Stage 1 - - - - - 993 993 - 420 420 - Stage 2 - - 284 420 - 575 993 - Critical Hdwy 4.32 4.1 7.7 6.7 7 7.54 6.5 7.26 Critical Hdwy Stg 1 - _ - - 67 5.7 - 6.54 5.5 - Critical Hdwy Stg 2 - - 6.7 5.7 - 6.54 5.5 - Follow-up Hdwy 2.31 2.2 - 3.5 4 3.3 3.52 4 3.48 Pot Cap-1 Maneuver 1225 - 806 - - 117 129 583 - 199 139 839 Stage 1 - - 253 308 - 581 593 - Stage 2 - - 694 579 - 470 326 - Platoon blocked, % Mov Cap-1 Maneuver 1225 - 806 - 100 110 583 - 175 118 839 Mov Cap-2 Maneuver - - - 100 110 - - 175 118 - Stage 1 237 288 544 539 - Stage 2 - 610 526 438 305 - Approach EB WB NB SB HCM Control Delay, s 0.7 1.1 11.2 $ 511.4 HCM LOS B F Minor LanelMaior Mvmt NBLnl NBLn2 EBL EBT EBR WBL WBT WBR SBLnl SBLn2 Capacity (vehlh) 583 1225 806 - - 175 839 HCM Lane WC Ratio 0.006 0.064 0.092 - 2.075 0.03 HCM Control Delay (s) 0 11.2 8.1 - 9.9 - $ 546 9.4 HCM Lane LOS A B A A F A HCM 95th °/stile Q(veh) - 0 0.2 0.3 28.3 0.1 Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Royal Fern Development Traffic Analysis 03/15/2019 2024 No Build AM Synchro 9 Report EPR Page 2 HCM 2010 TWSC 5: Old Lynchburg Road & Country Green Rd 03/18/2019 Intersection Int Delay, slveh 2.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y f 1� Traffic Vol, vehlh 57 42 33 199 188 14 Future Vol, vehlh 57 42 33 199 188 14 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None None Storage Length 0 155 - Veh in Median Storage, # 0 0 0 Grade, % -3 - -3 3 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 17 10 4 0 0 Mvmt Flow 62 46 36 216 204 15 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 500 212 220 0 0 Stage 1 212 - - Stage 2 288 - - Critical Hdwy 5.8 6.07 4.2 Critical Hdwy Sig 1 4.8 - - Critical Hdwy Stg 2 4.8 - - Follow-up Hdwy 3.5 3.453 2.29 Pot Cap-1 Maneuver 580 806 1303 - - Stage 1 858 - - Stage 2 803 - - Platoon Blocked, % Mov Cap-1 Maneuver 564 806 1303 - Mov Cap-2 Maneuver 564 - - Stage 1 858 - - Stage 2 781 Approach EB NB SB HCM Control Delay, s 11.7 1.1 0 HCM LOS B Minor LanefMajor Mvmt NBL NBT EBLn1 SBT SBR Capacity (vehlh) 1303 646 - HCM Lane VIC Ratio 0.028 0.167 HCM Control Delay (s) 7.8 11.7 HCM Lane LOS A B HCM 95th %tile Q(veh) 0.1 0.6 Royal Fern Development Traffic Analysis 03/15/2019 2024 No Build AM Synchro 9 Report EPR Page 3 HCM 2010 TWSC 1: 5th Street & Wahoo Way 03/18/2019 Intersection Int Delay, slveh 0.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations tt tt r r Traffic Vol, vehlh 0 764 864 55 0 27 Future Vol, vehlh 0 764 864 55 0 27 Conflicting Peds, #1hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None None Storage Length - 425 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 3 -3 - 5 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 0 1 1 2 0 0 Mvmt Flow 0 796 900 57 0 28 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 0 0 450 Stage 1 - - - - Stage 2 - - Critical Hdwy 7.4 Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - Follow-up Hdwy - - 3.3 Pot Cap-1 Maneuver 0 - 0 528 Stage 1 0 - 0 - Stage 2 0 0 - Platoon blocked, % Mov Cap-1 Maneuver - - 528 Mov Cap-2 Maneuver - Stage 1 Stage 2 Approach EB WB SB HCM Control Delay, s 0 0 12.2 HCM LOS B Minor Lane/Major Mvmt EBT WBT WBR SBLnl Capacity (vehlh) 528 HCM Lane VIC Ratio _ 0.053 HCM Control Delay (s) 12.2 HCM Lane LOS B HCM 95th %tile Q(veh) 0.2 Royal Fern Development Traffic Analysis 03115/2019 2024 No Build PM Synchro 9 Report EPR Page 1 HCM 2010 TWSC 3: 5th Street & Old Lynchburg Road 03/18/2019 Intersection Int Delay, slveh 58.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ++ r ) tt r 4 r *T r Traffic Vol, vehlh 44 431 1 16 667 411 1 0 52 281 1 79 Future Vol, vehlh 44 431 1 16 667 411 1 0 52 281 1 79 Conflicting Peds, #!hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None - None Storage Length 295 120 325 - 380 350 255 0 Veh in Median Storage, # - 0 - - 0 - 0 - 0 - Grade, % - 2 - - -2 - 1 - - 0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 0 1 0 0 1 0 0 0 0 1 0 0 Mvmt Flow 45 444 1 16 688 424 1 0 54 290 1 81 Major/Minor Ma'orl Ma' r2 Minorl Minor2 Conflicting Flow All 688 0 0 444 0 0 912 1256 222 1034 1256 344 Stage 1 - - - - - - 535 535 - 721 721 - Stage 2 - - 377 721 - 313 535 - Crilical Hdwy 4.1 4.1 - 7.7 6.7 7 7.52 6.5 6.9 Critical Hdwy Stg 1 - - - 6.7 5.7 - 6.52 5.5 - Critical Hdwy Stg 2 - - - - 6.7 5.7 - 6.52 5.5 - Follow-up Hdwy 2.2 2.2 3,5 4 3.3 3.51 4 3.3 Pot Cap-1 Maneuver 916 1127 221 161 783 --188 173 658 Stage 1 - - 487 512 - 387 435 - Stage 2 - - - 609 418 - 675 527 - Platoon blocked, % Mov Cap-1 Maneuver 916 - 1127 - 183 151 783 --167 162 658 Mov Cap-2 Maneuver - - - - 183 151 - - 167 162 - Stage 1 463 487 - 368 429 - Stage 2 525 412 - 598 501 - Approa& EB WB NB SB HCM Control Delay, s 0.8 0.1 10.2 $ 318.5 HCM LOS B F Minor LanelMaior Mvmt NBLnl NBLn2 EBL EBT EBR WBL WBT WBR SBLnl SBLn2 Capacity (vehlh) 183 783 916 - 1127 - 167 658 HCM Lane V1C Ratio 0.006 0.068 0.05 - - 0.015 - 1.741 0.124 HCM Control Delay (s) 24.8 9.9 9.1 - 8.2 - $ 404.6 11.2 HCM Lane LOS C A A - A - - F B HCM 95th %tile Q(veh) 0 0.2 0.2 - 0 - 20.7 0.4 Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Royal Fern Development Traffic Analysis 03/1512019 2024 No Build PM Synchro 9 Report EPR Page 2 HCM 2010 TWSC 5: Old Lynchburg Road & Country Green Rd 03/1812019 Intersection Int Delay, slveh 1.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y f 1� Traffic Vol, vehlh 16 36 88 272 240 59 Future Vol, vehlh 16 36 88 272 240 59 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 155 - Veh in Median Storage, # 0 - 0 0 - Grade, % -3 - -3 3 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 3 1 0 0 0 Mvmt Flow 17 39 96 296 261 64 Major/Minor M_ inor2 Majorl Major2 Conflicting Flow All 780 293 325 0 0 Stage 1 293 - - - - - Stage 2 487 - - - Critical Hdwy 5.8 5.93 4,11 - Critical Hdwy Stg 1 4.8 - - Critical Hdwy Stg 2 4.8 - - - Follow-up Hdwy 3.5 3.327 2.209 Pot Cap-1 Maneuver 418 762 1240 - Stage 1 800 - - Stage 2 675 - - Platoon blocked, % - - Mov Cap-1 Maneuver 386 762 1240 Mov Cap-2 Maneuver 386 - - Stage 1 800 Stage 2 623 - Approach EB NB SB HCM Control Delay, s 11.8 2 0 HCM LOS B Minor LanelMaior Mvmt NBL NBT EBLn1 SBT SBR Capacity (vehlh) 1240 586 - - HCM Lane VIC Ratio 0.077 0.096 HCM Control Delay (s) 8.1 11.8 HCM Lane LOS A B HCM 95th %tile Q(veh) 0.2 0.3 Royal Fern Development Traffic Analysis 03/1512019 2024 No Build PM Synchro 9 Report EPR Page 3 HCM 2010 TWSC 1: 5th Street & Wahoo Way 0311812019 Intersection Int Delay, slveh Movement 1.3 EBL EBT WBT WBR SBL SBR Lane Configurations ) tt tt r Traffic Vol, vehlh 16 1120 469 56 48 18 Future Vol, vehlh 16 1120 469 56 48 18 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None None - None Storage Length 300 - 425 0 Veh in Median Storage, # - 0 0 - 0 Grade, % 3 -3 - 5 Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 0 2 5 23 0 0 Mvmt Flow 17 1167 489 58 50 19 Moor/Minor Majors Major2 Minor2 Conflicting Flow All 489 0 - 0 1106 244 Stage 1 - - - 489 - Stage 2 - 617 - Critical Hdwy 4.1 - 7.8 7.4 Critical Hdwy Stg 1 - 6.8 - Critical Hdwy Stg 2 - 6.8 - Follow-up Hdwy 2.2 - - 3.5 3.3 Pot Cap-1 Maneuver 1085 - - 153 737 Stage 1 - - 513 - Stage 2 - - - 426 - Platoon blocked, % - Mov Cap-1 Maneuver 1085 - - 151 737 Mov Cap-2 Maneuver - - 151 - Stage 1 513 Stage 2 419 Approach EB WB SB HCM Control Delay, s 01 0 33.6 HCM LOS D Minor Lane/Major Mvmt EEL EBT WBT WBR SBL0 Capacity (vehlh) 1085 - 193 HCM Lane VIC Ratio 0.015 - 0.356 HCM Control Delay (s) 8.4 - - 33.6 HCM Lane LOS A - D HCM 95th %tile Q(veh) 0 - 1.5 Royal Fern Development Traffic Analysis 03/1512019 2024 Build AM Synchro 9 Report EPR Page 1 HCM 2010 TWSC 2: Wahoo Way & Site1 E 03/18/2019 Intersection Int Delay, slveh 6.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y +' T. Traffic Vol, vehlh 0 39 54 18 0 0 Future Vol, vehlh 0 39 54 18 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None - None Storage Length 0 Veh in Median Storage, # 0 - 0 0 Grade, % 0 - -5 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 42 59 20 0 0 Major/Minor Minor2 Majorl M_ ajor2 Conflicting Flow All 138 1 1 0 0 Stage 1 1 - - - Stage 2 137 - - Critical Hdwy 6.42 6.22 4.12 - Critical Hdwy Stg 1 5.42 - - Critical Hdwy Stg 2 5.42 - - Follow-up Hdwy 3.518 3.318 2.218 Pot Cap-1 Maneuver 855 1084 1622 - Stage 1 1022 - - Stage 2 890 - - Piatoon blocked, % Mov Cap-1 Maneuver 823 1084 1622 Mov Cap-2 Maneuver 823 - - - Stage 1 1022 - Stage 2 857 Approach EB NB SB HCM Control Delay, s 8.5 5.5 0 HCM LOS A Minor LanelMa'or Mvmt NBL NBT EBLn1 SBT SBR Capacity (vehlh) 1622 1084 - - HCM Lane V1C Ratio 0.036 0.039 - HCM Control Delay (s) 7.3 0 8.5 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0.1 - 0.1 Royal Fern Development Traffic Analysis 03/15/2019 2024 Build AM Synchro 9 Report EPR Page 2 HCM 2010 TWSC 3: 5th Street & Old Lynchburg Road 03/18/2019 Intersection Int Delay, slveh 135.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) tt r ) tt r 4 r 4 r Traffic Vol, vehlh 107 770 4 47 256 307 0 0 3 363 1 27 Future Vol, vehlh 107 770 4 47 256 307 0 0 3 363 1 27 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None - None Storage Length 295 120 325 380 350 255 0 Veh in Median Storage, # - 0 - - 0 - 0 - - 0 - Grade, % - 2 - - -2 - - 1 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 11 2 0 0 11 4 0 0 0 2 0 18 Mvmt Flow 116 837 4 51 278 334 0 0 3 395 1 29 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 278 0 0 837 0 0 1312 1450 418 1031 1450 139 Stage - - - - - - 1070 1070 - 380 380 - Stage 2 - - 242 380 - 651 1070 - Critical Hdwy 4.32 - 4.1 - 7.7 6.7 7 7.54 6.5 7.26 Critical Hdwy Stg 1 - - 6.7 5.7 - 6.54 5.5 Critical Hdwy Stg 2 - - - - 6.7 5.7 - 6.54 5.5 - Follow-up Hdwy 2.31 - 2.2 - 3.5 4 3.3 3.52 4 3.48 Pot Cap-1 Maneuver 1219 806 110 122 583 --187 132 835 Stage - 226 283 - 614 617 Stage 2 - - 736 605 - 424 300 - Platoon blocked, % Mov Cap-1 Maneuver 1219 - 806 93 103 583 - 164 112 835 Mov Cap-2 Maneuver - - - - 93 103 - --164 112 - Stagel - - - 204 256 556 578 Stage 2 - 664 567 - 382 271 Approach EB WB NIB SB HCM Control Delay, s 1 0.8 11.2 $ 650.5 HCM LOS B F Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLnI SBLn2 Capacity (vehlh) 583 1219 - 806 - 164 835 HCM Lane VIC Ratio 0.006 0.095 - 0.063 - 2.413 0.035 HCM Control Delay (s) 0 11.2 8.3 - 9.8 -$ 698.1 9.5 HCM Lane LOS A B A - A F A HCM 95th %tile Q(veh) - 0 0.3 - 0.2 - 33.4 0.1 Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Royal Fern Development Traffic Analysis 03/15/2019 2024 Build AM Synchro 9 Report EPR Page 3 HCM 2010 TWSC 4: Old Lynchburg Road & Site1 W 03/18/2019 Intersection Int Delay, slveh 0.5 Movement W8L WBR NBT NBR SBL SBT Lane Configurations r T t Traffic Vol, vehlh 0 34 378 35 0 264 Future Vol, vehlh 0 34 378 35 0 264 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length - 0 - - Veh in Median Storage, # 0 - 0 0 Grade, % 0 - -3 3 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 37 411 38 0 287 Major/Minor Minorl Majorl Mapr2 Conflicting Flow All - 430 0 0 Stage 1 - - - Stage 2 - Critical Hdwy 6.22 - Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - - - - Follow-up Hdwy - 3.318 Pot Cap-1 Maneuver 0 625 - 0 Stage 1 0 - 0 Stage 2 0 - - 0 Platoon blocked, % Mov Cap-1 Maneuver - 625 - Mov Cap-2 Maneuver - Stage 1 Stage 2 Approach WB NB SB HCM Control Delay, s 11.1 0 0 HCM LOS B Minor LanelMalor Mvmt NBT NBRWBLnl SBT Capacity (vehlh) - 625 HCM Lane VIC Ratio 0.059 HCM Control Delay (s) 11.1 HCM Lane LOS B - HCM 95th %tile Q(veh) - 0.2 - Royal Fern Development Traffic Analysis 03/15/2019 2024 Build AM Synchro 9 Report EPR Page 4 HCM 2010 TWSC 5: Old Lynchburg Road & Country Green Rd 03/18/2019 Intersection Int Delay, s/veh 3.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y 'rj t 1� Traffic Vol, vehlh 77 68 49 233 196 18 Future Vol, vehlh 77 68 49 233 196 18 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None None Storage Length 0 - 155 - Veh in Median Storage, # 0 - - 0 0 Grade, % -3 - -3 3 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 17 10 4 0 0 Mvmt Flow 84 74 53 253 213 20 M4jo_r/Minor Minor2 Majorl Major2 Conflicting Flow All 583 223 233 0 0 Stage 1 223 - - - - Stage 2 360 - - Critical Hdwy 5.8 6.07 4.2 - Critical Hdwy Stg 1 4.8 - - Critical Hdwy Stg 2 4.8 - - Follow-up Hdwy 3.5 3.453 2.29 Pot Cap-1 Maneuver 527 795 1289 Stage 1 850 - - Stage 2 754 - - - Platoon blocked, % Mov Cap-1 Maneuver 505 795 1289 Mov Cap-2 Maneuver 505 - Stage 1 850 - Stage 2 723 - Approach EB NB SB HCM Control Delay, s 13 1.4 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (vehlh) 1289 609 HCM Lane VIC Ratio 0.041 0.259 HCM Control Delay (s) 7.9 13 HCM Lane LOS A B HCM 95th %tile Q(veh) 0.1 1 - Royal Fern Development Traffic Analysis 03115/2019 2024 Build AM Synchro 9 Report EPR Page 5 HCM 2010 TWSC 6: Country Green Rd & Site2 E 03/18/2019 Intersection Int Delay, slveh 0.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations +1 T Y Traffic Vol, vehlh 0 125 59 8 20 0 Future Vol, vehlh 0 125 59 8 20 0 Conflicting Peds, #lhr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None None - None Storage Length - - 0 Veh in Median Storage, # - 0 0 - 0 Grade, % - 0 3 - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 136 64 9 22 0 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 73 0 0 204 68 Stage 1 - 68 - Stage 2 - - 136 - Critical Hdwy 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - 5.42 - Critical Hdwy Stg 2 - 5.42 - Follow-up Hdwy 2.218 - 3.518 3.318 Pot Cap-1 Maneuver 1527 - - 784 995 Stage 1 - - 955 - Stage 2 - - 890 - Platoon blocked, % Mov Cap-1 Maneuver 1527 - 784 995 Mov Cap-2 Maneuver - 784 - Stage 1 - - 955 Stage 2 890 Approach EB WB SB HCM Control Delay, s 0 0 9.7 HCM LOS A Minor LanelMajor Mvmt EBL EBT WBT WBR SBLn 1 Capacity (vehlh) 1527 _ 784 HCM Lane VIC Ratio - 0.028 HCM Control Delay (s) 0 9.7 HCM Lane LOS A A HCM 95th °/stile Q(veh) 0 _ 0.1 Royal Fern Development Traffic Analysis 0311512019 2024 Build AM Synchro 9 Report EPR Page 6 HCM 2010 TWSC 7: Country Green Rd & Site2 W 03/18/2019 Intersection Int Delay, slveh Movement 1 EBL EBT WBT WBR SBL SBR Lane Configurations +' T Y Traffic Vol, vehlh 0 107 53 6 18 2 Future Vol, vehlh 0 107 53 6 18 2 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length - 0 Veh in Median Storage, # 0 0 - 0 Grade, % 0 0 - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 116 58 7 20 2 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 64 0 0 177 61 Stage 1 - - - 61 - Stage 2 - 116 - Critical Hdwy 4,12 - - 6.42 6.22 Critical Hdwy Sig 1 - - 5.42 - Critical Hdwy Sig 2 - - 5.42 - Follow-up Hdwy 2.218 3,518 3.318 Pot Cap-1 Maneuver 1538 - - 813 1004 Stage 1 - 962 - Stage 2 - 909 - Platcon blocked, % Mov Cap-1 Maneuver 1538 813 1004 Mov Cap-2 Maneuver - 813 - Stage 1 962 Stage 2 909 Approach EB WB SB HCM Control Delay, s 0 0 9.5 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLnl Capacity (vehlh) 1538 - 829 HCM Lane VIC Ratio - 0.026 HCM Control Delay (s) 0 9.5 HCM Lane LOS A A HCM 95th %tile Q(veh) 0 - 0A Royal Fern Development Traffic Analysis 03/15/2019 2024 Build AM Synchro 9 Report EPR Page 7 HCM 2010 TWSC 1: 5th Street & Wahoo Way 03118/2019 Intersection Int Delay, slveh 2.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ) tt tt r Y Traffic Vol, vehlh 8 780 882 105 44 51 Future Vol, vehlh 8 780 882 105 44 51 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None None - None Storage Length 300 - 425 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 3 -3 - 5 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 0 1 1 2 0 0 Mvmt Flow 8 813 919 109 46 53 Major/Minor Majorl _Major2 Minor2 Conflicting Flow All 919 0 0 1342 459 Stage 1 - - - 919 - Stage 2 - 423 - Critical Hdwy 4.1 7.8 7.4 Critical Hdwy Stg 1 - 6.8 - Critical Hdwy Stg 2 - 6.8 - Follow-up Hdwy 2.2 - 3.5 3.3 Pot Cap-1 Maneuver 751 - 101 520 Stage 1 - - 274 - Stage 2 - - 564 - Platoon blocked, % Mov Cap-1 Maneuver 751 100 520 Mov Cap-2 Maneuver - 100 - Stage 1 - 274 Stage 2 558 Approach EB WB SIB HCM Control Delay, s 0.1 0 48.4 HCM LOS E Minor LaneA%or Mvmt EBL EBT WBT WBR SBLn1 Capacity (vehlh) 751 177 HCM Lane VIC Ratio 0.011 0.559 HCM Control Delay (s) 9.8 - 48.4 HCM Lane LOS A E HCM 95th %tile Q(veh) 0 2.9 Royal Fern Development Traffic Analysis 03/15/2019 2024 Build PM Synchro 9 Report EPR Page 1 HCM 2010 TWSC 2: Wahoo Way & Site1 E 03/18/2019 Intersection Int Delay, slveh 5.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y +T 1� Traffic Vol, vehlh 0 68 59 55 0 0 Future Vol, vehM 0 68 59 55 0 0 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 -5 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 74 64 60 0 0 Major/Minor Minor2 Ma or1 Ma or2 Conflicting Flow All 189 1 1 0 0 Stage 1 1 - - - - Stage 2 188 - - Critical Hdwy 6.42 6.22 4.12 Critical Hdwy Stg 1 5.42 - - Critical Hdwy Stg 2 5.42 - - - Follow-up Hdwy 3.518 3.318 2.218 Pot Cap-1 Maneuver 800 1084 1622 Stage 1 1022 - - Stage 2 844 - - Platoon blocked, % Mov Cap-1 Maneuver 767 1084 1622 Mov Cap-2 Maneuver 767 - - Stage 1 1022 Stage 2 809 Approach EB NB SB HCM Control Delay, s 8.6 3.8 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLnI SBT SBR Capacity (vehlh) 1622 1084 HCM Lane WC Ratio 0.04 0.068 HCM Control Delay (s) 7.3 0 8.6 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0.1 - 0.2 - Royal Fern Development Traffic Analysis 03115/2019 2024 Build PM Synchro 9 Report EPR Page 2 HCM 2010 TWSC 3: 5th Street & Old Lynchburg Road C311812019 Intersection Int Delay, slveh Movement 79.1 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) tt r ) tt r +T r +1 r Traffic Vol, vehlh 55 431 1 5 700 441 1 0 52 305 1 82 Future Vol, vehlh 55 431 1 5 700 441 1 0 52 305 1 82 Conflicting Peds, #Ihr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - None None - None Storage Length 295 - 120 325 380 350 255 0 Veh in Median Storage, # - 0 - - 0 - 0 - - 0 - Grade, % - 2 - - -2 - 1 - - 0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 0 1 0 0 1 0 0 0 0 1 0 0 Mvmt Flow 57 444 1 5 722 455 1 0 54 314 1 85 Moor/Minor Majorl Ma'or2 Minorl Minor2 Conflicting Flow All 722 0 0 444 0 0 930 1290 222 1068 1290 361 Stage - - - - - - 558 558 - 732 732 Stage 2 - - 372 732 - 336 558 - Critical Hdwy 4.1 4.1 - 7.7 6.7 7 7.52 6.5 6.9 Critical Hdwy Stg 1 - - - 6.7 5.7 - 6,52 5.5 - Critical Hdwy Stg 2 - - - 6.7 5.7 - 6.52 5.5 - Follow-up Hdwy 2.2 2.2 3.5 4 3.3 3.51 4 3.3 Pot Cap-1 Maneuver 889 - 1127 - - 214 154 783 - 177 165 641 Stage - - 472 499 - 381 430 - Stage 2 - - - 613 413 - 655 515 - Platoon blocked, % - - Mov Cap-1 Maneuver 889 - 1127 - 175 143 783 -156 154 641 Mov Cap-2 Maneuver - - - 175 143 - -156 154 - Stage 1 - - _ 442 467 357 428 Stage 2 - - 529 411 571 482 Approach EB WB NB SIB HCM Control Delay, s 1.1 0 10.2 $ 420.3 HCM LOS B F Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (vehlh) 175 783 889 1127 - 156 641 HCM Lane VIC Ratio 0,006 0.068 0.064 0.005 - 2.022 0.132 HCM Control Delay (s) 25.7 9.9 9.3 8.2 4529.9 11.5 HCM Lane LOS D A A A - F B HCM 95th %tile Q(veh) 0 0.2 0.2 - 0 - 24.7 0.5 Notes - -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Royal Fern Development Traffic Analysis 03/15/2019 2024 Build PM Synchro 9 Report EPR Page 3 HCM 2010 TWSC 4: Old Lynchburg Road & Site1 W 03/1812019 Intersection Int Delay, slveh Movement 0.2 WBL WBR NBT NBR S8L SBT Lane Configurations r* T f Traffic Vol, vehlh 0 12 483 13 0 303 Future Vol, vehlh 0 12 483 13 0 303 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None None Storage Length 0 - Veh in Median Storage, # 0 - 0 0 Grade, % 0 - -3 3 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 13 525 14 0 329 Major/Minor Minorl Majorl Ma'or2 Conflicting Flow All 532 0 0 - Stage 1 - - - Stage 2 - - - Critical Hdwy 6,22 Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - - - Follow-up Hdwy - 3,318 Pot Cap-1 Maneuver 0 547 - 0 Stage 1 0 - 0 Stage 2 0 - - 0 - Platoon blocked, % - Mov Cap-1 Maneuver - 547 - Mov Cap-2 Maneuver Stage 1 - Stage 2 Approach WB NB SB HCM Control Delay, s 11.7 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (vehlh) _ 547 HCM Lane VIC Ratio - 0.024 HCM Control Delay (s) 11.7 HCM Lane LOS B HCM 95th %tile Q(veh) 0,1 Royal Fern Development Traffic Analysis 03/15/2019 2D24 Build PM Synchro 9 Report EPR Page 4 HCM 2010 TWSC 5: Old Lynchburg Road & Country Green Rd 03/18/2019 Intersection Int Delay, slveh 2.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y + 1� Traffic Vol, vehlh 24 58 110 290 244 83 Future Vol, vehlh 24 58 110 290 244 83 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None None Storage Length 0 155 Veh in Median Storage, # 0 - a 0 Grade, % -3 - - -3 3 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 3 1 0 0 0 Mvmt Flow 26 63 120 315 265 90 Major/Minor Minor2 Ma'or1 Ma' r2 Conflicting Flow All 864 310 355 0 0 Stage 1 310 - - - - - Stage 2 554 - - Critical Hdwy 5.8 5.93 4.11 - Critical Hdwy Stg 1 4.8 - - Critical Hdwy Stg 2 4.8 - - - Follow-up Hdwy 3.5 3.327 2.209 Pot Cap-1 Maneuver 378 747 1209 - Stage 1 788 - - Stage 2 636 - - - Platoon blocked, % Mov Cap-1 Maneuver 340 747 1209 Mov Cap-2 Maneuver 340 - - - Stage 1 788 - - Stage 2 573 - - Approach EB NB SB HCM Control Delay, s 12.8 2.3 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (vehlh) 1209 553 - HCM Lane VIC Ratio 0.099 - 0.161 - - HCM Control Delay (s) 8.3 - 12,8 - HCM Lane LOS A B HCM 95th %tile Q(veh) 0.3 0.6 Royal Fern Development Traffic Analysis 03/15/2019 2024 Build PM Synchro 9 Report EPR Page 5 HCM 2010 TWSC 6: Country Green Rd & Site2 E 03/1812019 Intersection Int Delay, slveh 0.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 1� Y Traffic Vol, vehlh 0 66 169 24 16 0 Future Vol, vehlh 0 66 169 24 16 0 Conflicting Peds, #lhr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length - 0 Veh in Median Storage, # - 0 0 0 Grade, % 0 3 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 72 184 26 17 0 Major/Minor _ Majorl Major2 Minor2 Conflicting Flow All 210 0 0 269 197 Stage 1 - - - 197 - Stage 2 - - - 72 - Critical Hdwy 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - 5.42 - Critical Hdwy Stg 2 - - 5.42 - Follow-up Hdwy 2.218 - - 3.518 3.318 Pot Cap-1 Maneuver 1361 - - 720 844 Stage 1 - - 836 - Stage 2 - 951 - Platoon blocked, % Mov Cap-1 Maneuver 1361 - 720 844 Mov Cap-2 Maneuver - - 720 - Stage 1 - - 836 Stage 2 951 Approach EB WB SB HCM Control Delay, s 0 0 10.1 HCM LOS B Minor Laneftior Mvmt EBL EBT WBT WBR SBLnl Capacity (vehlh) 1361 720 HCM Lane VIC Ratio - 0.024 HCM Control Delay (s) 0 - - - 10.1 HCM Lane LOS A B HCM 95th %tile Q(veh) 0 0.1 Royal Fern Development Traffic Analysis 03115/2019 2024 Build PM Synchro 9 Report EPR Page 6 HCM 2010 TWSC 7: Country Green Rd & Site2 W 03118/2019 Intersection Int Delay, slveh 0.4 Movement EBL EBT WET WBR SBL SBR Lane Configurations +' 14 Traffic Vol, vehlh 0 56 153 16 10 0 Future Vol, vehlh 0 56 153 16 10 0 Conflicting Peds, #(hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length - 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 61 166 17 11 0 Ma'orlMinor Major1 Me art Minor2 Conflicting Flow All 184 0 0 236 175 Stage 1 - - - 175 - Stage 2 - - - 61 - Critical Hdwy 4.12 - - 6.42 6.22 Critical Hdwy Stg 1 - - 5.42 - Critical Hdwy Sig 2 - - 5.42 - Follow-up Hdwy 2.218 - 3.518 3.318 Pot Cap-1 Maneuver 1391 752 868 Stage 1 - 855 - Stage 2 - 962 - Platoon blocked, % - Mov Cap-1 Maneuver 1391 - 752 868 Mov Cap-2 Maneuver - 752 - Stage 1 - - 855 Stage 2 - 962 Approach EB WB SB HCM Control Delay, s 0 0 9.9 _ HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (vehlh) 1391 - 752 HCM Lane V1C Ratio - - 0.014 HCM Control Delay (s) 0 - 9.9 HCM Lane LOS A A HCM 95th %tile Q(veh) 0 - 0 Royal Fern Development Traffic Analysis 03/15/2019 2024 Buiid PM Synchro 9 Report EPR Page 7 HCM 2010 TWSC 1: 5th Street & Wahoo Way 03/18/2019 Intersection Int Delay, slveh 1.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ) tt tt r Y Traffic Vol, vehlh 16 1120 469 56 48 18 Future Vol, vehlh 16 1120 469 56 48 18 Conflicting Peds, 41hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None None - None Storage Length 300 - 425 0 Veh in Median Storage, # - 0 0 0 Grade, % - 3 -3 - 5 Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 0 2 5 23 0 0 Mvmt Flow 17 1167 489 58 50 19 Ma'ortMinor Maor1 Ma or2 Minor2 Conflicting Flow All 489 0 0 1106 244 Stage 1 - - - 489 - Stage 2 - 617 - Critical Hdwy 4A - 7.8 7A Critical Hdwy Stg 1 6.8 Critical Hdwy Stg 2 - - 6.8 - Follow-up Hdwy 2.2 3.5 3.3 Pot Cap-1 Maneuver 1085 - 153 737 Stage 1 - 513 - Stage 2 - _ 426 - Platoon blocked, % Mov Cap-1 Maneuver 1085 - - 151 737 Mov Cap-2 Maneuver - 151 Stage 1 - - - 513 Stage 2 - - 419 Approach EB WB SB HCM Control Delay, s 0.1 0 33.6 HCM LOS D Minor Lane/Major Mvmt EBL EST WBT WBR SBLn1 Capacity (vehlh) 1085 - - 193 HCM Lane VIC Ratio 0.015 0.356 HCM Control Delay (s) 8.4 - 33.6 HCM Lane LOS A - D HCM 95th %tile 4(veh) 0 1.5 Royal Fern Development Traffic Analysis 03/15/2019 2024 Mitigation 1 AM Synchro 9 Report EPR Page 1 HCM 2010 TWSC 2: Wahoo Wax & Site1 E 0311812019 Intersection int Delay, slveh Movement 6.5 EBL EBR NBL NBT SBT SBR Lane Configurations Y 4 Traffic Vol, vehlh 0 39 54 18 0 0 Future Vol, vehlh 0 39 54 18 0 0 Conflicting Peds, #lhr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 - -5 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flaw 0 42 59 20 0 0 Major/Minor Minor2 Majorl MOW Conflicting Flow All 138 1 1 0 0 Stage 1 1 - - - - Stage 2 137 - - Critical Hdwy 6,42 6.22 4.12 - Critical Hdwy Stg 1 5,42 - - Critical Hdwy Stg 2 5.42 - - - Follow-up Hdwy 3.518 3.318 2.218 Pot Cap-1 Maneuver 855 1084 1622 Stage 1 1022 - - Stage 2 890 - - - Platoon blocked, % Mov Cap-1 Maneuver 823 1084 1622 - Mov Cap-2 Maneuver 823 - - Stage 1 1022 Stage 2 857 Approach EB NB SIB HCM Control Delay, s 8.5 5.5 0 HCM LCS A Minor LanelMa or Mvmt NBL NBT EBl_n1 SBT SBR Capacity (vehlh) 1622 1084 - HCM Lane VIC Ratio 0.036 0.039 - HCM Control Delay (s) 7.3 0 8.5 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0.1 - 0.1 - Royal Fern Development Traffic Analysis 0311512019 2024 Mitigation 1 AM Synchrc 9 Report EPR Page 2 HCM 2010 TWSC 4: Old Lynchburg Road & Site1 W 03118/2019 Intersection Int Delay, slveh 0.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r t t Traffic Vol, vehlh 0 34 378 35 0 264 Future Vol, vehlh 0 34 378 35 0 264 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None None Storage Length 0 - - Veh in Median Storage, # 0 - 0 0 Grade, % 0 - -3 3 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 37 411 38 0 287 Moor/Minor Minorl M 'ori Ma'or2 Conflicting Flow All 430 0 0 Stage 1 - - - Stage 2 - Critical Hdwy - 6.22 - - Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - Follow-up Hdwy 3.318 - Pot Cap-1 Maneuver 0 625 - 0 Stage 1 0 - 0 Stage 2 0 - - 0 - Platoon blocked, % - Mov Cap-1 Maneuver - 625 - - Mov Cap-2 Maneuver - - Stage 1 - - Stage 2 Approach WB NB SB HCM Control Delay, s 11.1 0 0 HCM LOS B Minor Laneftior Mvmt NBT NBRWBLni SBT Capacity (vehth) 625 - HCM Lane VIC Ratio 0.059 - HCM Control Delay (s) 11.1 HCM Lane LOS - B HCM 95th %tile Q(veh) - 0.2 - Royal Fern Development Traffic Analysis 03/15/2019 2024 Mitigation 1 AM Synchro 9 Report EPR Page 3 HCM 2010 TWSC 5: Old Lynchburg Road & Country Green Rd 03/18/2019 intersection Int Delay, slveh 3.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y t T Traffic Vol, vehlh 77 68 49 233 196 18 Future Vol, vehlh 77 68 49 233 196 18 Conflicting Peds, #!hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None None Storage Length 0 155 - Veh in Median Storage, # 0 - 0 0 Grade, % -3 - -3 3 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 17 10 4 0 0 Mvmt Flow 84 74 53 253 213 20 MajorlMinor Minor2 Majorl Major2 Conflicting Flow Ali 583 223 233 0 - 0 Stage 1 223 - - - - - Stage 2 360 - - Critical Hdwy 5.8 6.07 4.2 - Critical Hdwy Stg 1 4.8 - - - Critical Hdwy Stg 2 4.8 - - - Follow-up Hdwy 3.5 3.453 2.29 - - Pot Gap-1 Maneuver 527 795 1289 Stage 1 850 - - Stage 2 754 - - - Platoon blocked, % Mov Cap-1 Maneuver 505 795 1289 Mov Cap-2 Maneuver 505 - - Stage 1 850 Stage 2 723 Approach EB NB SB HCM Control Delay, s 13 1.4 0 _ HCM LOS B Minor Lane1M 'or Mvmt NBL NBT EBLn1 SBT SBR Capacity (vehlh) 1289 609 - HCM Lane VIC Ratio 0.041 0.259 - HCM Control Delay (s) 7.9 - 13 - - HCM Lane LOS A B - - HCM 95th %tile Q(veh) 0.1 - 1 - - Royal Fern Development Traffic Analysis 03/15/2019 2024 Mitigation 1 AM Synchro 9 Report EPR Page 4 HCM 2010 TWSC 6: Country Green Rd & Site2 E 03118019 Intersection Int Delay, slveh Movement 0.9 EBL EBT WBT WBR SBL SBR Lane Configurations +' 1� Y Traffic Vol, vehlh 0 125 59 8 20 0 Future Vol, vehlh 0 125 59 8 20 0 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length - 0 Veh in Median Storage, # 0 0 0 - Grade, % 0 3 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 136 64 9 22 0 Ma or/Minor Ma or1 MNor2 Minor2 Conflicting Flow All 73 0 0 204 68 Stage 1 - - - 68 - Stage 2 - 136 - Critical Hdwy 4.12 6.42 6.22 Critical Hdwy Stg 1 - 5.42 - Critical Hdwy Stg 2 - - 5.42 - Follow-up Hdwy 2.218 3.518 3.318 Pot Cap-1 Maneuver 1527 - - 784 995 Stage 1 - 955 - Stage 2 - 890 - Platoon blocked, % Mov Cap-1 Maneuver 1527 - 784 995 Mov Cap-2 Maneuver - - 784 - Stage 1 955 Stage 2 890 Approach EB WS SB HCM Control Delay, s 0 0 9.7 HCM LOS A Minor Laneftjor Mvmt EBL EBT WBT WBR SBLnI Capacity (vehlh) 1527 - 784 HCM Lane VIC Ratio - 0.028 HCM Control Delay (s) 0 - 9.7 HCM Lane LOS A - A HCM 95th %tile Q(veh) 0 - 0.1 Royal Fern Development Traffic Analysis 03/15/2019 2024 Mitigation 1 AM Synchro 9 Report EPR Page 5 HCM 2010 TWSC 7: Country Green Rd & Site2 W 03/18/2019 Intersection Int Delay, slveh Movement 1 EBL EBT WBT WBR SBL SBR Lane Configurations 4 1� Y Traffic Vol, vehlh 0 107 53 6 18 2 Future Vol, vehlh 0 107 53 6 18 2 Conflicting Peds, #!hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length - 0 Veh in Median Storage, # 0 0 - 0 Grade, % 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 116 58 7 20 2 Major/Minor Majorl Ak#4 Minor2 Conflicting Flow All 64 0 - 0 177 61 Stage 1 - - - 61 - Stage 2 - - 116 - Critical Hdwy 4.12 6.42 6.22 Critical Hdwy Stg 1 - 5.42 - Critical Hdwy Stg 2 - 5.42 - Follow-up Hdwy 2,218 - 3.518 3.318 Pot Cap-1 Maneuver 1538 - 813 1004 Stage 1 - 962 - Stage 2 - 909 - Platoon blocked, % Mov Cap-1 Maneuver 1538 - 813 1004 Mov Cap-2 Maneuver - - 813 - Stage 1 - 962 Stage 2 909 Approach EB WB SB HCM Control Delay, s 0 0 9.5 HCM LOS A Minor LaWMajor Mvmt EBL EBT WBT WBR SBLn1 Capacity (vehlh) 1538 829 HCM Lane V/C Ratio - 0.026 HCM Control Delay (s) 0 - 9.5 HCM Lane LOS A A HCM 95th %tile Q(veh) 0 - 0.1 Royal Fern Development Traffic Analysis 03/15/2019 2024 Mitigation 1 AM Synchro 9 Report EPR Page 6 HCM 2010 Signalized Intersection Summary 3: 5th Street & Old Lynchburg Road 0311812019 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR S13L SBT SBR Lane Configurations ft r* tt r 4 r + Traffic Volume (vehlh) 107 770 4 47 256 307 0 0 3 363 1 27 Future Volume (vehlh) 107 770 4 47 256 307 0 0 3 363 1 27 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A _pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1,00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, vehlhlln 1695 1844 1881 1919 1729 1 B45 1890 1890 1890 1900 1863 1610 Adj Flow Rate, vehlh 116 837 0 51 278 104 0 0 0 395 1 0 Adj No. of Lanes 1 2 1 1 2 1 0 1 1 0 1 1 Peak Hour Factor 0.92 0.92 092 0,92 0,92 0.92 0,92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 11 2 0 0 11 4 0 0 0 0 0 18 Cap,vehlh 541 1244 567 366 1054 503 0 4 4 496 1 383 Arrive On Green 0,09 0.35 0.00 0.05 0.32 0.32 0.00 0.00 0.00 0.28 0.28 0.00 Sat Flow, vehlh 1614 3504 1599 1828 3285 1568 0 1891 1607 1770 4 1369 Grp Volume(v), vehlh 116 837 0 51 278 104 0 0 0 396 0 0 Grp Sat Flow(s),vehlhlln 1614 1752 1599 1828 1642 1568 0 1891 1607 1774 0 1369 Q Serve(g_s), s 2.0 8.8 0.0 0.8 2.7 2.1 0.0 0.0 0.0 8.9 0.0 0.0 Cycle Q Clear(g_c), s 2.0 8.8 0.0 0.8 2.7 2.1 &0 0.0 0.0 8.9 0.0 0.0 Prop In Lane 1,00 1,00 1,00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), vehlh 541 1244 567 366 1054 503 0 4 4 497 0 383 VIC Ratio(X) 0.21 0.67 0.00 0,14 0.26 0.21 0.00 0.00 0.00 0.80 0.00 0.00 Avail Cap(c_a), vehlh 591 1579 721 480 1473 703 0 219 186 718 0 554 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1,00 1,00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), slveh 8.3 11.8 0.0 9.4 10.9 10.7 0.0 0.0 0.0 14.4 0.0 0.0 Incr Delay (d2), slveh 0.2 0.8 0.0 0.2 0A 0.2 0.0 0.0 0.0 4.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back OfQ(50%), , veh /In 0.9 4.3 0.0 0.4 1.3 0.9 0.0 0.0 0.0 4.8 0.0 0.0 LnGrp Delay(d),slveh 8.5 12.6 0.0 9.6 11.0 10.9 0.0 0.0 0.0 18.5 0.0 0.0 LnG LOS A B A B B B Approach Vol, vehlh 953 433 0 396 Approach Delay, slveh 12.1 10.8 0.0 18.5 Approach LOS B B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.8 19.9 16.6 8.3 18.4 0.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 19.5 17.5 5.1 19.4 5.0 Max Q Clear Time (g_c+11), s 2.8 10.8 10.9 4.0 4.7 0.0 Green Ext Time (p-c), s 0.0 4.6 1.3 0.0 6.4 0.0 Intan lion Summla HCM 2010 Ctrl Delay 13.2 HCM 2010 LOS B Royal Fern Development Traffic Analysis 03/15/2019 2024 Mitigation 1 AM Synchro 9 Report EPR Page 1 HCM 2010 TWSC 1: 5th Street & Wahoo Way 03/18/2019 Intersection Int Delay, slveh 2.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ) tt tt r Y Traffic Vol, vehlh 8 780 882 105 44 51 Future Vol, vehlh 8 780 882 105 44 51 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None None - None Storage Length 300 - 425 0 Veh in Median Storage, # - 0 0 - 0 Grade, % 3 -3 - 5 Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 0 1 1 2 0 0 Mvmt Flow 8 813 919 109 46 53 Major/Minor Major1 M 'or2 Minor2 Conflicting Flow All 919 0 0 1342 459 Stage 1 - - - 919 - Stage 2 - - 423 - Critical Hdwy 4.1 7.8 7.4 Critical Hdwy Stg 1 - 6.8 - Critical Hdwy Stg 2 - 6.8 - Follow-up Hdwy 2.2 3.5 3.3 Pot Cap-1 Maneuver 751 101 520 Stage 1 - 274 - Stage 2 - 564 - Platoon blocked, % Mov Cap-1 Maneuver 751 100 520 Mov Cap-2 Maneuver - - 100 - Stage 1 274 Stage 2 558 Approach EB WB SIB HCM Control Delay, s 0.1 0 48A HCM LOS E Minor Lane/Maior Mvmt EEIL EBT WBT WBR SBLn1 Capacity (vehlh) 751 177 HCM Lane V1C Ratio 0.011 0.559 HCM Control Delay (s) 9.8 48.4 HCM Lane LOS A E HCM 95th %tile Q(veh) 0 - 2.9 Royal Fern Development Traffic Analysis 03/1512019 2024 Mitigation 1 PM Synchro 9 Report EPR Page 1 HCM 2010 TWSC 2: Wahoo Way & Site1 E 0311812019 Intersection Int Delay, slveh 5.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y 4 T Traffic Vol, vehlh 0 68 59 55 0 0 Future Vol, vehlh 0 68 59 55 0 0 Conflicting Peds, Whr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 - Veh in Median Storage, # 0 0 0 - Grade, % 0 -5 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 74 64 60 0 0 Mawor/Minor Minor2 Ma'or1 Major2 Conflicting Flow All 189 1 1 0 - 0 Stage 1 1 - - - - - Stage 2 188 - - - - Critical Hdwy 6.42 6.22 4.12 - - Critical Hdwy Stg 1 5.42 - - Critical Hdwy Stg 2 5.42 - - - Follow-up Hdwy 3.518 3.318 2.218 Pot Cap-1 Maneuver 800 1084 1622 - Stage 1 1022 - - Stage 2 844 - - - Platoon blocked, % Mov Cap-1 Maneuver 767 1084 1622 Mov Cap-2 Maneuver 767 - - - - Stage 1 1022 Stage 2 809 Approach EB NB SB HCM Control Delay, s 8.6 3.8 0 HCM LOS A Minor LanefMajor Mvmt NBL NBT EBLn1 SBT SBR Capacity (vehlh) 1622 - 1084 HCM Lane VIC Ratio 0.04 0.068 HCM Control Delay (s) 7.3 0 8.6 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0.1 - 0.2 Royal Fern Development Traffic Analysis 03/15/2019 2024 Mitigation 1 PM Synchro 9 Report EPR Page 2 HCM 2010 TWSC 4: Old Lynchburg Road & Site1 W 03/1812019 Intersection Int Delay, slveh 0.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r 1� t Traffic Vol, vehlh 0 12 483 13 0 303 Future Vol, vehlh 0 12 483 13 0 303 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None None None Storage Length - 0 - Veh in Median Storage, # 0 - 0 - 0 Grade, % 0 - -3 3 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 13 525 14 0 329 Major/Minor Minorl Majorl Major2 Conflicting Flow All 532 0 0 Stage 1 - - - Stage 2 - - Critical Hdwy 6.22 Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - - Follow-up Hdwy 3.318 - Pot Cap-1 Maneuver 0 547 0 - Stage 1 0 - - 0 Stage 2 0 - - 0 Platoon blocked, % - Mov Cap-1 Maneuver - 547 - Mov Cap-2 Maneuver - Stage 1 - Stage 2 - Approach WB NB SB HCM Control Delay, s 11.7 0 0 HCM LOS B Minor LanelMaior Mvmt NBT NBRWBLnl SBT Capacity (vehlh) 547 HCM Lane VIC Ratio 0.024 HCM Control Delay (s) 11.7 - HCM Lane LOS B HCM 95th %tile Q(veh) - 0.1 - Royal Fern Development Traffic Analysis 03/15/2019 2024 Mitigation 1 PM Synchro 9 Report EPR Page 3 HCM 2010 TWSC 5: Old Lynchburg Road & Country Green Rd 03118/2019 Intersection Int Delay, slveh Movement 2A EBL EBR NBL NBT SBT SBR Lane Configurations Y t T Traffic Vol, vehlh 24 58 110 290 244 83 Future Vol, vehlh 24 58 110 290 244 83 Conflicting reds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None None Storage Length 0 - 155 - - Veh in Median Storage, # 0 - - 0 0 Grade, % -3 - - -3 3 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 3 1 0 0 0 Mvmt Flow 26 63 120 315 265 90 Major/Minor Minor2 Ma'or1 Major2 Conflicting Flow All 864 310 355 0 0 Stage 1 310 - - - - - Stage 2 554 - Critical Hdwy 5.8 5.93 4.11 - Critical Hdwy Stg 1 4.8 - - Critical Hdwy Stg 2 4.8 - - - - Follow-up Hdwy 3.5 3.327 2.209 - Pot Cap-1 Maneuver 378 747 1209 - Stage 1 788 - - Stage 2 636 - - - - Platoon blocked, % - Mov Gap-1 Maneuver 340 747 1209 Mov Cap-2 Maneuver 340 - - Stage 1 788 Stage 2 573 - - Approach EB NB SB HCM Control Delay, s 12.8 2.3 0 HCM LOS B Minor Lane1M 'or Mvmt NBL NBT EBLn1 SBT SBR Capacity (vehlh) 1209 - 553 - - HCM Lane VIC Ratio 0.099 0.161 - HCM Control Delay (s) 8.3 12.8 - HCM Lane LOS A B - HCM 95th %tile Q(veh) 0.3 0.6 - Royal Fern Development Traffic Analysis 03115/2019 2024 Mitigation 1 PM Synchro 9 Report EPR Page 4 HCM 2010 TWSC 6: Country Green Rd & Site2 E 03/18/2019 Intersection Int Delay, slveh Movement 0.6 EBL EBT WBT WEIR SBL SBR Lane Configurations +' 1� Y Traffic Vol, vehlh 0 66 169 24 16 0 Future Vol, vehlh 0 66 169 24 16 0 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None - !None Storage Length - - 0 Veh in Median Storage, # 0 0 0 Grade, % 0 3 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 72 184 26 17 0 Ma or/Minor M ' rl M ' 2 Minor2 Conflicting Flow All 210 0 - 0 269 197 Stage 1 - - - - 197 - Stage 2 - 72 - Critical Hdwy 4.12 - - 6.42 6.22 Critical Hdwy Stg 1 - 5.42 - Critical Hdwy Stg 2 - - 5.42 - Follow-up Hdwy 2.218 3.518 3.318 Pot Cap-1 Maneuver 1361 - 720 844 Stage 1 - - 836 - Stage 2 - - - 951 - Platoon blocked, % Mov Cap-1 Maneuver 1361 - 720 844 Mov Gap-2 Maneuver - - 720 - Stage 1 - - - 836 Stage 2 - 951 Approach EB WB SB HCM Control Delay, s 0 0 10.1 _ HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (vehlh) 1361 - 720 HCM Lane VIC Ratio - 0.024 HCM Control Delay (s) 0 - 10.1 HCM Lane LOS A - B HCM 95th %tile Q(veh) 0 - 0.1 Royal Fern Development Traffic Analysis 03/15/2019 2024 Mitigation 1 PM Synchro 9 Report EPR page 5 HCM 2010 TWSC 7; Country Green Rd & Site2 W 03/18/2019 Intersection Int Delay, slveh Movement 0.4 EBL EBT WBT WBR SBL SBR Lane Configurations 1' T, Vill Traffic Vol, vehlh 0 56 153 16 10 0 Future Vol, vehlh 0 56 153 16 10 0 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length - - 0 Veh in Median Storage, # - 0 0 0 - Grade, % 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 61 166 17 11 0 Major/Minor Ma r1 Ma' r2 Minor2 Conflicting Flow All 184 0 0 236 175 Stage 1 - - 175 - Stage 2 - 61 - Critical Hdwy 4.12 6,42 6.22 Critical Hdwy Stg 1 - - 5,42 - Critical Hdwy Sig 2 - 5.42 - Follow-up Hdwy 2.218 3.518 3.318 Pot Cap-1 Maneuver 1391 752 868 Stage 1 - 855 - Stage 2 - - - 962 - Platoon blocked, % Mov Cap-1 Maneuver 1391 - 752 868 Mov Cap-2 Maneuver - - 752 - Stage 1 - 855 Stage 2 962 Approach EB WB SB HCM Control Delay, s 0 0 9.9 HCM LOS A Minor LanefMajor Mvmt EBL EBT WBT WBR SBLn1 Capacity (vehlh) 1391 752 HCM Lane VIC Ratio - - 0.014 HCM Control Delay (s) 0 - 9.9 HCM Lane LOS A A HCM 95th %tile Q(veh) 0 0 Royal Fern Development Traffic Analysis 03/1512019 2024 Mitigation 1 PM Synchro 9 Report EPR Page 6 HCM 2010 Signalized Intersection Summary 3: 5th Street & Old Lynchburg Road 0311812019 -.)v Ir 4- 4- 4' Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r* tt r +T r *T r Traffic Volume (vehlh) 55 431 1 5 700 441 1 0 52 305 1 82 Future Volume (vehlh) 55 431 1 5 700 441 1 0 52 305 1 82 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, vehlhlln 1881 1862 1881 1919 1900 1919 1890 1890 1890 1900 1881 1900 Adj Flow Rate, vehlh 57 444 0 5 722 150 1 0 0 314 1 0 Adj No. of Lanes 1 2 1 1 2 1 0 1 1 0 1 1 Peak Hour Factor 0.97 0.97 0.97 0,97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0,97 Percent Heavy Veh, % 0 1 0 0 1 0 0 0 0 0 0 0 Cap, vehlh 352 1270 574 434 1114 503 4 0 4 404 1 365 Arrive On Green 0.06 0.36 0.00 0.01 0.31 0.31 0.00 0,00 0.00 0.23 0.23 0.00 Sat Flow, vehlh 1791 3539 1599 1828 3610 1631 1800 0 1607 1786 6 1615 Grp Volume(v), veh/h 57 444 0 5 722 150 1 0 0 315 0 0 Grp Sat Flow(s),vehlhlln 1791 1769 1599 1828 1805 1631 1800 0 1607 1792 0 1615 Q Serve(g_s), s 0.9 4.1 0.0 0.1 7.6 3.1 0.0 0.0 0.0 7.3 0.0 0.0 Cycle Q Clear(g_c), s 0.9 4.1 0.0 0.1 7.6 3.1 0.0 0.0 0.0 7.3 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1,00 1.00 1,00 1.00 Lane Grp Cap(c), vehlh 352 1270 574 434 1114 503 4 0 4 405 0 365 VIC Ratio(X) 0.16 0.35 0.00 0,01 0.65 0.30 0,25 0.00 0.00 0.78 0.00 0.00 Avail Cap(c-a), veWh 452 1320 596 628 1347 609 204 0 182 628 0 566 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(i) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), slveh 9.9 10.4 0.0 10.4 13.2 11.6 22.0 0.0 0.0 16.1 0.0 0.0 Incr Delay (d2), slveh 0.2 0.2 0.0 0.0 0.8 0.3 287 0.0 0.0 3.3 0.0 0.0 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back OfQ(50%),vehlln 0.5 2.0 0.0 0.0 3.9 1.4 0.0 0.0 0.0 4.0 0.0 0.0 LnGrp Delay(d),slveh 10.1 10.6 0.0 10.4 14.0 12.0 50.7 0.0 0.0 19.4 0.0 0.0 LnGrp LOS B B B B B D B Approach Vol, vehlh 501 877 1 315 Approach Delay, slveh 10.5 13.6 50.7 19.4 Approach LOS B B D B Tuner 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 4.8 20.4 14.5 7.0 18.2 4.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 16.5 15.5 5.0 16.5 5.0 Max Q Clear Time (g_c+ll), s 2A 6.1 9.3 2.9 9.6 2.0 Green Ext Time (p-c), s 0.0 5.4 0.9 0.0 4,0 0.0 Intersection Summary HCM 2010 Ctrl Delay 13.8 HCM 2010 LOS B Royal Fern Development Traffic Analysis 03/15/2019 2024 Mitigation 1 PM Synchro 9 Report EPR Wage 1 EPMEPR, P,C. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST UNIT 101, CHARLOTTESVILLE, VA 22902 Appendix C Synchro SimTraffic Queue Reports Queuing and Blocking Report 2019 Existing AM 03/18/2019 Intersection: 1: 5th Street & Wahoo Way Movement SB Directions Served R Maximum Queue (ft) 42 Average Queue (ft) 16 95th Queue (ft) 38 Link Distance (ft) 452 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: 5th Street & Old Lynchburg Road Movement EB EB EB WB WB WB NB SB SB Directions Served L T T L T T R LT R Maximum Queue (ft) 54 5 2 40 0 0 33 239 237 Average Queue (ft) 8 0 0 13 0 0 8 119 36 95th Queue (ft) 29 3 1 30 0 0 29 234 188 Link Distance (ft) 913 913 751 751 416 Upstream Blk Time (%) 1 Queuing Penalty (veh) 1 Storage Bay Dist (ft) 295 325 350 255 Storage Blk Time (%) 5 3 Queuing Penalty (veh) 1 6 Intersection: 5: Old Lynchburg Road & Country Green Rd Movement EB NB SB Directions Served LR L TR Maximum Queue (ft) 88 48 8 Average Queue (ft) 35 6 1 95th Queue (ft) 67 29 12 Link Distance (ft) 1078 281 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 155 Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 8 Royal Fern Development Traffic Analysis SimTraffic Report EPR Page 1 Queuing and Blocking Report 2019 Existing PM 03/18/2019 Intersection: 1: 5th Street & Wahoo Way Movement SB Directions Served R Maximum Queue (ft) 47 Average Queue (ft) 17 95th Queue (ft) 40 Link Distance (ft) 452 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: 5th Street & Old Lynchburg Road Movement EB WB NB NB SB SB Directions Served L L LT R LT R Maximum Queue (ft) 26 16 W 50 191 33 Average Queue (ft) 6 2 1 26 70 14 951h Queue (ft) 19 11 7 47 144 26 Link Distance (ft) 536 417 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 295 325 350 255 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 5: Old Lynchburg Road & Country Green Rd Movement EB NB SB Directions Served LR L TR Maximum Queue (ft) 61 56 4 Average Queue (ft) 26 18 0 95th Queue (ft) 50 45 3 Link Distance (ft) 1212 282 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 155 Storage Blk Time (%) Queuing Penalty (veh) Network Summa Network wide Queuing Penalty, 0 Royal Fern Development Traffic Analysis SimTraffic Report EPR Page 1 Queuing and Blocking Report 2024 No Build AM 03/18/2019 Intersection: 1: 5th Street & Wahoo Way Movement SB Directions Served R Maximum Queue (ft) 35 Average Queue (ft) 16 95th Queue (ft) 38 Link Distance (ft) 452 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: 5th Street & Old Lynchburg Road Movement EB EB EB WB WB NB SB SB Directions Served L T T L R R LT R Maximum Queue (ft) 73 15 2 59 27 31 255 434 Average Queue (ft) 18 1 0 15 1 4 250 400 95th Queue (ft) 46 8 1 37 11 20 288 554 Link Distance (ft) 913 913 418 Upstream Blk Time (%) 67 Queuing Penalty (veh) 155 Storage Bay Dist (ft) 295 325 380 350 255 Storage Blk Time (%) 89 75 Queuing Penalty (veh) 20 251 Intersection: 5: Old Lynchburg Road & Country Green Rd Movement EB NB SB Directions Served LR L TR Maximum Queue (ft) 1181 37 280 Average Queue (ft) 763 3 227 95th Queue (ft) 1525 18 392 Link Distance (ft) 1166 264 Upstream Blk Time (%) 46 73 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 155 Storage Blk Time (%) Queuing Penalty (veh) Network Summa Network wide Queuing Penalty: 426 Royal Fern Development Traffic Analysis SimTraf is Report EPR Page 1 Queuing and Blocking Report 2024 No Build PM 03118/2019 Intersection: 1: 5th Street & Wahoo Wa Movement SB Directions Served R Maximum Queue (ft) 48 Average Queue (ft) 16 95th Queue (ft) 40 Link Distance (ft) 452 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: 5th Street & Old Lynchburg Road Movement EB ES WB WB NB NB SB SB Directions Served L T L R LT R LT R Maximum Queue (ft) 58 0 19 10 11 52 255 435 Average Queue (ft) 16 0 3 0 0 25 248 396 95th Queue (ft) 39 0 13 6 5 48 297 557 Link Distance (ft) 913 536 417 Upstream Blk Time (%) 64 Queuing Penalty (veh) 177 Storage Bay Dist (ft) 295 325 380 350 255 Storage Blk Time (%) 88 72 Queuing Penalty (veh) 69 203 Intersection: 5: Old Lynchburg Road & Country Green Rd Movement EB NB SB Directions Served LR L TR Maximum Queue (ft) 991 50 286 Average Queue (ft) 462 11 237 95th Queue (ft) 1026 38 399 Link Distance (ft) 1069 270 Upstream Blk Time (%) 4 73 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 155 Storage Blk Time (%) Queuing Penalty (veh) Network Summa Network wide Queuing Penalty: 450 Royal Fern Development Traffic Analysis SimTraffic Report EPR Page 1 Queuing and Blocking Report 2024 Build AM 03118/2019 Intersection: I: 5th Street & Wahoo W Movement Eta SB Directions Served L LR Maximum Queue (ft) 29 76 Average Queue (ft) 6 32 95th Queue (ft) 23 60 Link Distance (ft) 193 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 300 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Wahoo Way & Sitel E Movement EB Directions Served LR Maximum Queue (ft) 50 Average Queue (ft) 23 95th Queue (ft) 48 Link Distance (ft) 176 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: 5th Street & Old Lynchburg Road Movement EB EB EB WB WB WB NB SB SB Directions Served L T T L T R R LT R Maximum Queue (ft) 94 19 2 42 1 28 28 206 268 Average Queue (ft) 27 0 0 12 0 1 3 199 232 95th Queue (ft) 66 8 1 28 1 12 17 231 324 Link Distance (ft) 914 914 756 207 Upstream Blk Time (%) 65 85 Queuing Penalty (veh) 0 222 Storage Bay Dist (ft) 295 325 380 350 255 Storage Blk Time (%) 65 85 Queuing Penalty (veh) 17 307 Royal Fern Development Traffic Analysis SimTraffic Report EPR Page 1 Queuing and Blocking Report 2024 Build AM 03118/2019 Intersection: 4: Old Lynchburg Road & Site1 W Movement WB SIB Directions Served R T Maximum Queue (ft) 57 186 Average Queue (ft) 21 150 95th Queue (ft) 49 222 Link Distance (ft) 258 151 Upstream Blk Time (%) 74 Queuing Penalty (veh) 196 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 5: Old Lynchburg Road & Country Green Rd Movement EB NB 8B Directions Served LR L TR Maximum Queue (ft) 351 48 291 Average Queue (ft) 286 5 233 95th Queue (ft) 478 25 408 Link Distance (ft) 348 276 Upstream Blk Time (%) 74 71 Queuing Penalty (veh) 107 0 Storage Bay Dist (ft) 155 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 6: Country Green Rd & Site2 E Movement i~B SB Directions Served LT LR Maximum Queue (ft) 338 309 Average Queue (ft) 241 134 95th Queue (ft) 483 319 Link Distance (ft) 336 305 Upstream Blk Time (°/°) 68 14 Queuing Penalty (veh) 83 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Royal Fern Development Traffic Analysis SimTraffic Report EPR Page 2 Queuing and Blocking Report 2024 Build AM 0311812019 Intersection: 7: Country Green Rd & Site2 W Movement EB SIB Directions Served LT LR Maximum Queue (ft) 293 340 Average Queue (ft) 176 129 95th Queue (ft) 389 331 Link Distance (ft) 280 362 Upstream Blk Time (%) 59 8 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 932 Royal Fern Development Traffic Analysis SimTraffic Report EPR Page 3 Queuing and Blocking Report 2024 Build PM 03/18/2019 Intersection: 1: 5th Street & Wahoo Way Movement EB WB SIB Directions Served L R LR Maximum Queue (ft) 28 4 100 Average Queue (ft) 3 0 41 95th Queue (ft) 18 3 78 Link Distance (ft) 193 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 300 425 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Wahoo Way & Site1 E Movement EB Directions Served LR Maximum Queue (ft) 64 Average Queue (ft) 28 95th Queue (ft) 51 Link Distance (ft) 176 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ti) Storage Blk Time (%) Queuing Penalty (veh) intersection: 3: 5th Street & Old Lynchburg Road Movement EB EB WB WB WB WB NB NB SB SIB Directions Served L T L T T R LT R LT R Maximum Queue (ft) 81 3 15 43 67 56 23 57 206 275 Average Queue (ft) 20 0 1 1 2 2 1 27 198 236 95th Queue (ft) 53 2 6 39 48 37 9 51 233 318 Link Distance (ft) 914 756 756 536 207 Upstream Blk Time (%) 61 82 Queuing Penalty (veh) 0 249 Storage Bay Dist (ft) 295 325 380 350 255 Storage Blk Time (%) 0 0 61 82 Queuing Penalty (veh) 0 1 50 252 Royal Fern Development Traffic Analysis SimTraffic Report EPR Page 1 Queuing and Blocking Report 2024 Build PM 03/18/2019 Intersection: 4: Old Lynchburg Road & Site1 W Movement WB NB SB Directions Served R TR T Maximum Queue (ft) 32 21 183 Average Queue (ft) 10 1 148 95th Queue (ft) 33 27 219 Link Distance (ft) 258 207 148 Upstream Blk Time (%) 0 73 Queuing Penalty (veh) 2 219 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 5: Old Lynchburg Road & Country Green Rd Movement EB NB NB SB Directions Served LR L T TR Maximum Queue (ft) 356 63 19 295 Average Queue (ft) 275 15 1 247 95th Queue (ft) 478 48 20 411 Link Distance (ft) 347 148 280 Upstream Blk Time (%) 67 0 0 76 Queuing Penalty (veh) 54 0 2 0 Storage Bay Dist (ft) 155 Storage Blk Time (%) 0 0 Queuing Penalty (veh) 1 1 Intersection: 6: Country Green Rd & Site2 E Movement EB SB Directions Served LT LR Maximum Queue (ft) 345 281 Average Queue (ft) 189 94 95th Queue (ft) 442 247 Link Distance (ft) 336 308 Upstream Blk Time (%) 41 3 Queuing Penalty (veh) 26 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Royal Fern Development Traffic Analysis SimTraffic Report EPR Page 2 Queuing and Blocking Report 2024 Build PM 03118/2019 Intersection: 7: Country Green Rd & Site2 W Movement EB SB Directions Served LT LR Maximum Queue (ft) 243 97 Average Queue (ft) 73 20 95th Queue (ft) 237 67 Link Distance (ft) 232 371 Upstream Blk Time (%) 21 Queuing Penalty (veh) 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summa Network wide Queuing Penalty: 857 Royal Fern Development Traffic Analysis SimTraffic Report EPR Page 3 Queuing and Blocking Report 2024 Mitigation 1 AM 0311812019 Intersection: 1: 5th Street & Wahoo Way Movement EB WB SB Directions Served L R LR Maximum Queue (ft) 33 6 86 Average Queue (ft) 5 0 32 95th Queue (ft) 24 5 63 Link Distance (ft) 193 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 300 425 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Wahoo Way & Site1 E Movement EB Directions Served LR Maximum Queue (ft) 60 Average Queue (ft) 23 95th Queue (ft) 49 Link Distance (ft) 176 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: 5th Street & Old Lynchburg Road Movement EB EB EB EB WB WB WB WB NB SB SB Directions Served L T T R L T T R R LT R Maximum Queue (ft) 97 165 134 10 47 105 83 99 30 161 82 Average Queue (ft) 36 80 48 0 17 40 11 32 3 104 12 95th Queue (ft) 74 139 103 3 39 79 42 70 17 152 44 Link Distance (ft) 914 914 756 756 207 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 295 120 325 380 350 255 Storage Blk Time (%) 0 0 0 Queuing Penalty (veh) 0 0 0 Royal Fern Development Traffic Analysis SimTraffic Report EPR Page 1 Queuing and Blocking Report 2024 Mitigation 1 AM 03/1812019 Intersection: 4: Old Lynchburg Road & Site1 W Movement WB Directions Served R Maximum Queue (ft) 52 Average Queue (ft) 22 95th Queue (ft) 48 Link Distance (ft) 258 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 5: Old Lynchburg Road & Country Green Rd Movement EB NB SB Directions Served LR L TR Maximum Queue (ft) 98 62 2 Average Queue (ft) 46 11 0 95th Queue (ft) 77 40 2 Link Distance (ft) 348 276 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 155 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 6: Country Green Rd & Site2 E Movement SB Directions Served LR Maximum Queue (ft) 41 Average Queue (ft) 15 95th Queue (ft) 40 Link Distance (ft) 305 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Royal Fern Development Traffic Analysis SimTraffic Report EPR Page 2 Queuing and Blocking Report 2024 Mitigation 1 AM 03118/2019 Intersection: 7: Country Green Rd & Site2 W Movement SB Directions Served LR Maximum Queue (ft) 38 Average Queue (ft) 14 95th Queue (ft) 37 Link Distance (ft) 362 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summa Network wide Queuing Penalty: 0 Royal Fern Development Traffic Analysis SimTraffic Report EPR Page 3 Queuing and Blocking Report 2024 Mitigation 1 PM 03/18/2019 Intersection: 1: 5th Street & Wahoo Way Movement EB SB Directions Served L LR Maximum Queue (ft) 28 134 Average Queue (ft) 5 43 95th Queue (ft) 22 93 Link Distance (ft) 193 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 300 Storage Blk Time [%] Queuing Penalty (veh) Intersection: 2: Wahoo Way & Site1 E Movement EB Directions Served LR Maximum Queue (ft) 68 Average Queue (ft) 30 95th Queue (ft) 53 Link Distance (ft) 176 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: 5th Street & Old Lynchburg Road Movement EB EB EB EB WB WE WB WB NB NB SB SB Directions Served L T T R L T T R LT R LT R Maximum Queue (ft) 56 108 71 3 19 140 123 108 23 55 158 67 Average Queue (ft) 20 42 14 0 2 75 44 44 1 28 88 18 95th Queue (ft) 42 84 41 1 12 125 101 86 9 49 142 42 Link Distance (ft) 914 914 756 756 536 207 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 295 120 325 380 350 255 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Royal Fern Development Traffic Analysis SimTraffic Report PPR Page 1 Queuing and Blocking Report 2024 Mitigation 1 PM 0311812019 Intersection: 4: Old Lynchburg Road & Site1 W Movement WB Directions Served R Maximum Queue (ft) 36 Average Queue (ft) 12 95th Queue (ft) 37 Link Distance (ft) 258 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 5: Old Lynchburg Road & Country Green Rd Movement ER NB SA Directions Served LR L TR Maximum Queue (ft) 75 55 20 Average Queue (ft) 32 23 1 95th Queue (ft) 55 52 9 Link Distance (ft) 347 280 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 155 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 6: Country Green Rd & Site2 E Movement SB Directions Served LR Maximum Queue (ft) 35 Average Queue (ft) 11 95th Queue (ft) 36 Link Distance (ft) 308 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Royal Fern Development Traffic Analysis SimTraffic Report EPR Page 2 Queuing and Blocking Report 2024 Mitigation 1 PM 0311812019 Intersection: 7: Country Green Rd & Site2 W Movement SB Directions Served LR Maximum Queue (ft) 29 Average Queue (ft) 8 95th Queue (ft) 29 Link Distance (ft) 371 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summa Network wide Queuing Penalty: 0 Royal Fern Development Traffic Analysis SimTraffic Report EPR Page 3 EPMEPR, P,C. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST UNIT 101, CHARLOTTESVILLE, VA 22902 Appendix D Signal Warrant Analysis Form Traffic Signal Warrant Summary City: Albemarle County Analysis Date: Condition: Existing Engineer: Major Street 5th Street Lanes 2 Critical Approach Speed Minor Street Old Lynchburg Road Lanes 1 3/15/2019 Bill Wuensch, P.E. 45 mph ........................................................................................... Volume Level Criteria 1. Is the critical speed of major street traffic > 40 mph? Yes ■ No ❑ 2. Is the intersection in a built-up area of isolated community of <10,000 population? Yes ❑ No ■ If Question 1 or 2 above is answered "Yes", then use "70%" volume level 70% ■ 100% ❑ WARRANT 2 - FOUR-HOUR VEHICULAR VOLUME If all four points lie above the appropriate line, then the warrant is satisfied. Four Highest Hours Volumes Major Street Minor Street 7AM-8AM 901 140 8AM-9AM 921 196 4PM-5PM 761 173 5PM-6PM 1044 158 sm 400 MINOR STREET a00 HIGHER - VOLUME APPROACH- 200 VFH 100 Applicable Yes ■ No ❑ Satisfied Yes ■ No ❑ Figure 4C-1. Warrant 2, Four -Hour Vehicular Volume ■�� ■o mahlo—RALL-2 11 1 ,1 LAINE & I LAN�--Em LWr WN 0190-0 ■■■■■ ■0—■■■ ns• ao• 300 400 500 WO 700 800 BOP 1000 1100 12W 1a00 1400 MAJOR STREET —TOTAL OF BOTH APPROACHES — VEHICLES PER HOUR (VPH) 'Nate; 115 vph applies as the lower threshold volume for a minor-sinwrl approach wilh Iwo or more lanes and 8p vph appli0.s as the lower threshold volume bra minor street approach vith One lane. Figure 40-2_ Warrant 2, Four -Hour Vehicular Volume (70% Factor} (COMMUNITY LESS THAN 10,W POPULATION OS ABOVE40 MPH ON MAJOR STREET) 400 30D MINOR STREET HIGHER- VOLUME APPROACH- VPH 100 N OR • ■ 0 0, 0. 2W 300 400 500 BOU 700 B00 900 1um MAJOR STREET —TOTAL OF BOTH APPROACHES — VEHICLES PER HOUR �VPH) -Nola: BQ vph appiles as tha lower threshold volume for a rninor•slreet approach with Iwo or more lanes and 54 vph applies as the lower threshold vdltrrhB tor a minOr•stF691 approach vAth one lane. Source: Revised from NCHRP Report 457 per MUTCD 2009 Traffic Signal Warrant Summary City: Albemarle County Analysis Date: Condition: Existing Engineer: 3/15/2019 Bill Wuensch, P.E. Major Street 5th Street Lanes 2 Critical Approach Speed 45 mph Minor Street Old Lynchburg Road Lanes 1 Volume Level Criteria 1. Is the critical speed of major street traffic > 40 mph? Yes ■ No ❑ 2. Is the intersection in a built-up area of isolated community of <10,000 population? Yes ❑ No ■ If Question 1 or 2 above is answered "Yes", then use "70%" volume level 70% ■ 100% ❑ WARRANT 3 - PEAK HOUR Applicable Yes ■ No ❑ This signal warrant shall be applied only in unusual cases, such as office complexes, Satisfied Yes ■ No ❑ manufacturing plants, industrial complexes, or high -occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time. Unusual condition justifying use of warrant: Figure 4G3. Warrant 3, Peak Hour Large numbers of vehicles over 6W the peak hours 5W Record hour when criteria are fulfilled and the corresponding delay or volume in boxes provided. Peak Hour future 976 196 Criteria If all three criteria are fullfilled or the plotted point lies above the appropriate line, then the warrant is satisfed. 1. Delay on Minor Approach *(vehicle -hours) Approach Lanes 1 2 Delay Criteria* 4.0 5.0 Delay* 3.1 Fullfilled? Yes ❑ No ■ MINOR STREET 4ao HIGHER - VOLUME 300 APPFIOACH - VPH 200 i0o ■■■a �. ■ No ME ■■■■■■■■■■M0■■ 15W 100- 4W 9V11 aw FPO aw 8w 11AM 11VV lew 1W0 11{" low Im" 1PM law MAJOR STREET —TOTAL OF BOTH APPROACHES — VEHICLES PER HDUR iVPH) "tote: 150 Vph dpki $8 ds hhe longer tnreei qid vplun 910r d rr.h }r•#beel approach with two of more lanes and 100 vph app" as the lower Threshold volurrle for a rmna.-street approach with one late. Figure 4C-4. Warrant 3, Peak Hour (70% Factor) (COMMUNITY LESSTHAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) to MINOR STREET 2. Volume on Minor Approach HIGHER- aw*(vehicles per hour) VOLUME Approach Lanes 1 2 APPROAHPH zoo Volume Criteria* 100 150 Volume* 196 Fullfilled? Yes ■ No ❑ 3. Total Entering Volume *(vehicles per hour) No. of Approaches 3 4 Volume Criteria* 650 800 Volume* 1172 Fullfilled? Yes ■ No ❑ 100 2 OR MORE LANES & 2 OR MORE L ,2 OR MORE LANES 8 I LANE & 1 LANE 3W 400 RO 800 700 800 900 1000 1100 1200 1M MAJOR STREET —TOTAL OF BOTH APPROACHES— VEHICLES PER HOUR {VPH) 'Note: 100 vph applies as the lower threshold voiurne Ipr a minor -street approach w](h Iwo or more lanes and 75 vph applies as the Lower threshold volume for a minor -street approach with one lane_ Source: Revised from NCHRP Report 457 per MUTCD 2009 Traffic Signal Warrant Summary City: Albemarle County Analysis Date: Condition: 2024 No Build Engineer: Major Street 5th Street Lanes 2 Critical Approach Speed Minor Street Old Lynchburg Road Lanes 1 3/15/2019 Bill Wuensch, P.E. 45 mph ........................................................................................... Volume Level Criteria 1. Is the critical speed of major street traffic > 40 mph? Yes ■ No ❑ 2. Is the intersection in a built-up area of isolated community of <10,000 population? Yes ❑ No ■ If Question 1 or 2 above is answered "Yes", then use "70%" volume level 70% ■ 100% ❑ WARRANT 2 - FOUR-HOUR VEHICULAR VOLUME If all four points lie above the appropriate line, then the warrant is satisfied. Four Highest Hours Volumes Major Street Minor Street 7AM-8AM 1342 238 8AM-9AM 1372 333 4PM-5PM 1172 304 5PM-6PM 1608 278 500 400 MINOR STREET a00 HIGHER - VOLUME APPROACH- 200 VFH 100 Applicable Yes ■ No ❑ Satisfied Yes ■ No ❑ Figure 4C-1. Warrant 2, Four -Hour Vehicular Volume ■��OI 1 No I A LAINE& IILAN�--Em LWr NNNEWN 0190-0 ■■■■■ ■0—■■■ ns• ao• 300 400 500 WO 700 800 BOP 1000 1100 12W 1a00 1400 MAJOR STREET —TOTAL OF BOTH APPROACHES — VEHICLES PER HOUR (VPH) 'Nate; 115 vph applies as the lower threshold volume for a minor-sinwrl approach wilh Iwo or more lanes and 8p vph applon as the lower threshold volume bra minor street approach vith One lane. Figure 40-2_ Warrant 2, Four -Hour Vehicular Volume (70% Factor} (COMMUNITY LESS THAN 10,W POPULATION OS ABOVE40 MPH ON MAJOR STREET) 400 300 MINOR STREET HIGHER- 200 VOLUME APPROACH- VPH 100 2 OR MORE LANES A 2 OR MORE LANES 208 MORE LANES & t LANE 2W 300 400 500 BOU 700 BOO 900 Sum MAJOR STREET —TOTAL OF BOTH APPROACHES — VEHICLES PER HOUR �VPH) -Nola: BQ vph applies as the lower threshold volume for a rninor•slreet approach with Iwo or more lanes and 60 vph applies as the IOwer threshold vdltrrhB tor a minOr•stF691 approach vAth one lane. Source: Revised from NCHRP Report 457 per MUTCD 2009 Traffic Signal Warrant Summary City: Albemarle County Analysis Date: Condition: 2024 No Build Engineer: 3/15/2019 Bill Wuensch, P.E. Major Street 5th Street Lanes 2 Critical Approach Speed 45 mph Minor Street Old Lynchburg Road Lanes 1 Volume Level Criteria 1. Is the critical speed of major street traffic > 40 mph? Yes ■ No ❑ 2. Is the intersection in a built-up area of isolated community of <10,000 population? Yes ❑ No ■ If Question 1 or 2 above is answered "Yes", then use "70%" volume level 70% ■ 100% ❑ WARRANT 3 - PEAK HOUR Applicable Yes ■ No ❑ This signal warrant shall be applied only in unusual cases, such as office complexes, Satisfied Yes ■ No ❑ manufacturing plants, industrial complexes, or high -occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time. Unusual condition justifying use of warrant: Figure 4G3. Warrant 3, Peak Hour Large numbers of vehicles over 6W the peak hours 5W Record hour when criteria are fulfilled and the corresponding delay or volume in boxes provided. Peak Hour future 1454 334 Criteria If all three criteria are fullfilled or the plotted point lies above the appropriate line, then the warrant is satisfed. 1. Delay on Minor Approach *(vehicle -hours) Approach Lanes 1 2 Delay Criteria* 4.0 5.0 Delay* 52.2 Fullfilled? Yes ■ No ❑ MINOR STREET 4ao HIGHER - VOLUME 300 APPFIOACH - VPH 200 i0o ■■■a �. ■ No ME ■■■■■■■■■■M0■■ 15W 100- 4W 9V11 aw FPO aw 8w 11AM 11VV lew 1W0 11{" low Im" 1PM law MAJOR STREET —TOTAL OF BOTH APPROACHES — VEHICLES PER HDUR iVPH) "tote: 150 Vph dpki $8 ds hhe longer tnreei qid vplun 910r d rr.h }r•#beel approach with two of more lanes and 100 vph app" as the lower Threshold volurrle for a rmna.-street approach with one late. Figure 4C-4. Warrant 3, Peak Hour (70% Factor) (COMMUNITY LESSTHAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) to MINOR STREET 2. Volume on Minor Approach HIGHER- aw*(vehicles per hour) VOLUME Approach Lanes 1 2 APPROAHPH zoo Volume Criteria* 100 150 Volume* 334 Fullfilled? Yes ■ No ❑ 3. Total Entering Volume *(vehicles per hour) No. of Approaches 3 4 Volume Criteria* 650 800 Volume* 1788 Fullfilled? Yes ■ No ❑ 100 2 OR MORE LANES & 2 OR MORE L ,2 OR MORE LANES 8 I LANE & 1 LANE 3W 400 RO 800 700 800 900 1000 1100 1200 1M MAJOR STREET —TOTAL OF BOTH APPROACHES— VEHICLES PER HOUR {VPH) 'Note: 100 vph applies as the lower threshold voiurne Ipr a minor -street approach w](h Iwo or more lanes and 76 vph applies as the Lower threshold volume for a minor -street approach with one lane_ 0 Source: Revised from NCHRP Report 457 per MUTCD 2009 Traffic Signal Warrant Summary City: Albemarle County Analysis Date: Condition: 2024 Build Engineer: Major Street 5th Street Lanes 2 Critical Approach Speed Minor Street Old Lynchburg Road Lanes 1 3/15/2019 Bill Wuensch, P.E. 45 mph ........................................................................................... Volume Level Criteria 1. Is the critical speed of major street traffic > 40 mph? Yes ■ No ❑ 2. Is the intersection in a built-up area of isolated community of <10,000 population? Yes ❑ No ■ If Question 1 or 2 above is answered "Yes", then use "70%" volume level 70% ■ 100% ❑ WARRANT 2 - FOUR-HOUR VEHICULAR VOLUME If all four points lie above the appropriate line, then the warrant is satisfied. Four Highest Hours Volumes Major Street Minor Street 7AM-8AM 1383 259 8AM-9AM 1413 363 4PM-5PM 1219 332 5PM-6PM 1672 303 500 400 MINOR STREET a00 HIGHER - VOLUME APPROACH- 200 VFH 100 Applicable Yes ■ No ❑ Satisfied Yes ■ No ❑ Figure 4C-1. Warrant 2, Four -Hour Vehicular Volume ■��OI 1 No I A LAINE& IILAN�--Em LWr NNNEWN 0190-0 ■■■■■ ■0—■■■ ns• go-• 300 400 500 WO 700 800 BOP 1000 1100 12W 1a00 1400 MAJOR STREET —TOTAL OF BOTH APPROACHES — VEHICLES PER HOUR (VPH) 'Nate; 115 vph applies as the lower threshold volume for a minor-sinwrl approach wilh Iwo or more lanes and 8p vph applon as the lower threshold volume bra minor street approach vith One lane. Figure 40-2_ Warrant 2, Four -Hour Vehicular Volume (70% Factor} (COMMUNITY LESS THAN 10,W POPULATION OS ABOVE40 MPH ON MAJOR STREET) 400 300 MINOR STREET HIGHER- 200 VOLUME APPROACH- VPH 100 2 OR MORE LANES A 2 OR MORE LANES 208 MORE LANES & t LANE 2W 300 400 500 BOU 700 BOO 900 Sum MAJOR STREET —TOTAL OF BOTH APPROACHES — VEHICLES PER HOUR �VPH) -Nola: BQ vph applies as the lower threshold volume for a rninor•slreet approach with Iwo or more lanes and 60 vph applies as the IOwer threshold vdltrrhB tor a minOr•stF691 approach vAth one lane. Source: Revised from NCHRP Report 457 per MUTCD 2009 Traffic Signal Warrant Summary City: Albemarle County Analysis Date: Condition: 2024 Build Engineer: 3/15/2019 Bill Wuensch, P.E. Major Street 5th Street Lanes 2 Critical Approach Speed 45 mph Minor Street Old Lynchburg Road Lanes 1 Volume Level Criteria 1. Is the critical speed of major street traffic > 40 mph? Yes ■ No ❑ 2. Is the intersection in a built-up area of isolated community of <10,000 population? Yes ❑ No ■ If Question 1 or 2 above is answered "Yes", then use "70%" volume level 70% ■ 100% ❑ WARRANT 3 - PEAK HOUR Applicable Yes ■ No ❑ This signal warrant shall be applied only in unusual cases, such as office complexes, Satisfied Yes ■ No ❑ manufacturing plants, industrial complexes, or high -occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time. Unusual condition justifying use of warrant: Figure 4G3. Warrant 3, Peak Hour Large numbers of vehicles over 6W the peak hours 5W Record hour when criteria are fulfilled and the corresponding delay or volume in boxes provided. Peak Hour future 1491 364 Criteria If all three criteria are fullfilled or the plotted point lies above the appropriate line, then the warrant is satisfed. 1. Delay on Minor Approach *(vehicle -hours) Approach Lanes 1 2 Delay Criteria* 4.0 5.0 Delay* 73.4 Fullfilled? Yes ■ No ❑ MINOR STREET 4ao HIGHER - VOLUME 300 APPFIOACH - VPH 200 i0o ■■■a �. ■ No ME ■■■■■■■■■■M0■■ 15W 100- 4W 9V11 aw FPO aw 8w 11AM 11VV lew 1W0 11{" low Im" 1PM law MAJOR STREET —TOTAL OF BOTH APPROACHES — VEHICLES PER HDUR iVPH) "tote: 150 Vph dpki $8 ds hhe longer tnreei qid vplun 910r d rr.h }r•#beel approach with two of more lanes and 100 vph app" as the lower Threshold volurrle for a rmna.-street approach with one late. Figure 4C-4. Warrant 3, Peak Hour (70% Factor) (COMMUNITY LESSTHAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) to MINOR STREET 2. Volume on Minor Approach HIGHER- aw*(vehicles per hour) VOLUME Approach Lanes 1 2 APPROAHPH zoo Volume Criteria* 100 150 Volume* 364 Fullfilled? Yes ■ No ❑ 3. Total Entering Volume *(vehicles per hour) No. of Approaches 3 4 Volume Criteria* 650 800 Volume* 1855 Fullfilled? Yes ■ No ❑ 100 2 OR MORE LANES & 2 OR MORE L ,2 OR MORE LANES 8 I LANE & 1 LANE 3W 400 RO 800 700 800 900 1000 1100 1200 1M MAJOR STREET —TOTAL OF BOTH APPROACHES— VEHICLES PER HOUR {VPH) 'Note: 100 vph applies as the lower threshold voiurne Ipr a minor -street approach w](h Iwo or more lanes and 76 vph applies as the Lower threshold volume for a minor -street approach with one lane_ Source: Revised from NCHRP Report 457 per MUTCD 2009 EPMEPR, P,C. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST UNIT 101, CHARLOTTESVILLE, VA 22902 Appendix E Roundabout Mitigation Results LEVEL OF SERVICE SUMMARY Site: New Site - 1 Build 2024 AM Roundabout 5th Street I I I I O r I I I Sth St South East North West Intersection LOS B C A B A Level of Service (LOS) Method: Delay (HCM 2000). Roundabout LOS Method: Same as Signalised Intersections. Lane LOS values are based on average delay per lane. Intersection and Approach LOS values are based on average delay for all lanes. SIDRA Standard Delay Model used. a U E O C 0 U Processed: Monday, March 18, 2019 11:48:51 AM Copyright © 2000-2011 Akcelik and Associates Pty Ltd SIDRA SIDRA INTERSECTION 5.1.13.2093 www.sidrasolutions.com INTERSECTION Project: C:\Users\Kids\Documents\SIDRA\OLR at 5th St Ext\2024 build AM.sip 8001288, EPR, SINGLE QUEUE Largest 95% Back of Queue for any lane used by movement (vehicles) Build 2024 AM Roundabout a r 5th Street �9.B1 9.+6 � �7 zth St South East North West Intersection Queue 1 9.6 0.1 1.6 2.4 9.6 Colour code based on Queue Storage Ratio [<0.6] [0.6-0.7] [0.7-0.8] [0.8-0.9] [0.9-1.0] [> 1.01 Continuous Site: New Site - 1 Processed: Monday, March 18, 2019 11:48:51 AM Copyright © 2000-2011 Akcelik and Associates Pty Ltd S I D R A SIDRA INTERSECTION 5.1.13.2093 www.sidrasolutions.com INTERSECTION Project: C:\Users\Kids\Documents\SIDRA\OLR at 5th St Ext\2024 build AM.sip 8001288, EPR, SINGLE 5th Street u 5th St LEVEL OF SERVICE SUMMARY Site: New Site - 1 Build 2024 PM Roundabout 5th Street I I I I a U I I Sth St South East North West Intersection LOS I A B A B A Level of Service (LOS) Method: Delay (HCM 2000). Roundabout LOS Method: Same as Signalised Intersections. Lane LOS values are based on average delay per lane. Intersection and Approach LOS values are based on average delay for all lanes. SIDRA Standard Delay Model used. Processed: Monday, March 18, 2019 11:59:52 AM Copyright © 2000-2011 Akcelik and Associates Pty Ltd SIDRA SIDRA INTERSECTION 5.1.13.2093 www.sidrasolutions.com INTERSECTION Project: C:\Users\Kids\Documents\SIDRA\OLR at 5th St Ext\2024 build pm.sip 8001288, EPR, SINGLE QUEUE Largest 95% Back of Queue for any lane used by movement (vehicles) Build 2024 PM Roundabout 5th Street � JC 0ff -77� O � G �3.11 31 3�7 nth 5t South East North West Intersection Queue 1 3.1 0.5 3.6 4.4 4.4 Colour code based on Queue Storage Ratio [<0.6] [0.6-0.7] [0.7-0.8] [0.8-0.9] [0.9-1.0] [> 1.01 Continuous 0 C 0 V Site: New Site - 1 Processed: Monday, March 18, 2019 11:59:52 AM Copyright © 2000-2011 Akcelik and Associates Pty Ltd S I D R A SIDRA INTERSECTION 5.1.13.2093 www.sidrasolutions.com INTERSECTION Project: C:\Users\Kids\Documents\SIDRA\OLR at 5th St Ext\2024 build pm.sip 8001288, EPR, SINGLE 5th Street u 5th St EPMEPR, P,C. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST UNIT 101, CHARLOTTESVILLE, VA 22902 Appendix F Turn Lane Warrant Warrant for Right -Turn Storage Lanes on Two -Lane Highway Project: Royal Fern Development Intersection: Site 1 West Entrance/Old Lynchburg Road Approach Direction: NorthBound Peak Hour: AM PHV Approach Total: 413 vph PHV Right Turns: 35 vph Conclusion: Tapers Required. 100 w fL OU q U w 60 a 20 PHV APPROACH TOTAL, VEHICLES PER HKKFI Warrant for Right -Turn Storage Lanes on Two -Lane Highway Project: Royal Fern Development Intersection: Site 1 West Entrance/Old Lynchburg Road Approach Direction: NorthBound Peak Hour: PM PHV Approach Total: 497 vph PHV Right Turns: 13 vph Conclusion: No Turn Lane or Tapers Required. 100 w fL OU q U w 60 a 20 PHV APPROACH TOTAL, VEHICLES PER HKKFI Warrant for Right -Turn Storage Lanes on Two -Lane Highway Project: Royal Fern Development Intersection: Site 2 East Entrance/Country Green Road Approach Direction: WestBound Peak Hour: AM PHV Approach Total: 67 vph PHV Right Turns: 8 vph Conclusion: No Turn Lane or Tapers Required. 100 w fL OU q U w 60 a 20 PHV APPROACH TOTAL, VEHICLES PER HKKFI Warrant for Right -Turn Storage Lanes on Two -Lane Highway Project: Royal Fern Development Intersection: Site 2 East Entrance/Country Green Road Approach Direction: WestBound Peak Hour: PM PHV Approach Total: 193 vph PHV Right Turns: 24 vph Conclusion: No Turn Lane or Tapers Required. 100 w fL OU q U w 60 a 20 PHV APPROACH TOTAL, VEHICLES PER HKKFI Warrant for Right -Turn Storage Lanes on Two -Lane Highway Project: Royal Fern Development Intersection: Site 2 West Entrance/Country Green Road Approach Direction: WestBound Peak Hour: AM PHV Approach Total: 59 vph PHV Right Turns: 6 vph Conclusion: No Turn Lane or Tapers Required. 100 w fL OU q U w 60 a 20 PHV APPROACH TOTAL, VEHICLES PER HKKFI Warrant for Right -Turn Storage Lanes on Two -Lane Highway Project: Royal Fern Development Intersection: Site 2 West Entrance/Country Green Road Approach Direction: WestBound Peak Hour: PM PHV Approach Total: 169 vph PHV Right Turns: 16 vph Conclusion: No Turn Lane or Tapers Required. 100 w fL OU q U w i60 40 iR EL 20 PHV APPROACH TOTAL, VEHICLES PER HKKFI EPMEPR, P,C. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST UNIT 101, CHARLOTTESVILLE, VA 22902 Appendix G Traffic Count Data (51" Street/Wahoo Way and Old Lynchburg Road/Country Green Road) Data Collection Group LSmith@DataCollectionGroup.net File Name : 5th and Wahoo Site Code : 00025222 Start Date : 2/5/2019 Page No : 1 (:rminc Prin4orl. Pacconnor Voh . Tme-kc 5th Wahoo From North From East From South From West Start Time Right Thru I Left Peds FApp. Total Right Thru Left I Peds FApp. Total Right Thru I Left I Peds FApp. Total Right Thru I Left I Peds App. Total Int. Total 07:00 AM 3 65 0 0 68 0 0 0 0 0 0 0 0 0 0 6 0 0 0 6 74 07:15 AM 7 74 0 0 81 0 0 0 0 0 0 0 0 0 0 7 0 0 0 7 88 07:30 AM 4 78 0 0 82 0 0 0 0 0 0 0 0 0 0 6 0 0 0 6 88 07:45 AM 3 114 0 0 117 0 0 0 0 0 0 0 0 0 0 5 0 0 0 5 122 Total 17 331 0 0 348 0 0 0 0 0 0 0 0 0 0 24 0 0 0 24 372 08:00 AM 5 113 0 0 118 0 0 0 0 0 0 0 0 0 0 7 0 0 0 7 125 08:15 AM 6 112 0 0 118 0 0 0 0 0 0 0 0 0 0 7 0 0 0 7 125 08:30 AM 3 98 0 0 101 0 0 0 0 0 0 0 0 0 0 7 0 0 0 7 108 08:45 AM 5 85 0 0 90 0 0 0 0 0 0 0 0 0 0 6 0 0 0 6 96 Total 19 408 0 0 427 0 0 0 0 0 0 0 0 0 0 27 0 0 0 27 454 *** BREAK *** 04:00 PM 8 149 0 0 157 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 158 04:15 PM 8 193 0 0 201 0 0 0 0 0 0 0 0 0 0 8 0 0 0 8 209 04:30 PM 12 183 0 0 195 0 0 0 0 0 0 0 0 0 0 5 0 0 0 5 200 04:45 PM 15 156 0 0 171 0 0 0 0 0 0 0 0 0 0 5 0 0 0 5 176 Total 43 681 0 0 724 0 0 0 0 0 0 0 0 0 0 19 0 0 0 19 743 05:00 PM 10 193 0 0 203 0 0 0 0 0 0 0 0 0 0 6 0 0 0 6 209 05:15 PM 16 206 0 0 222 0 0 0 0 0 0 0 0 0 0 6 0 0 0 6 228 05:30 PM 13 216 0 0 229 0 0 0 0 0 0 0 0 0 0 5 0 0 0 5 234 05:45 PM 13 207 0 0 220 0 0 0 0 0 0 0 0 0 0 10 0 0 0 10 230 Total 52 822 0 0 874 0 0 0 0 0 0 0 0 0 0 27 0 0 0 27 901 Grand Total 131 2242 0 0 2373 0 0 0 0 0 0 0 0 0 0 97 0 0 0 97 2470 Apprch % 5.5 94.5 0 0 0 0 0 0 0 0 0 0 100 0 0 0 Total % 5.3 90.8 0 0 96.1 0 0 0 0 0 0 0 0 0 0 3.9 0 0 0 3.9 Passenger Veh 119 2177 0 0 2296 0 0 0 0 0 0 0 0 0 0 96 0 0 0 96 2392 Passenger Veh 90.8 97.1 0 0 96.8 0 0 0 0 0 0 0 0 0 0 99 0 0 0 99 96.8 Trucks 12 65 0 0 77 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 78 % Trucks 9.2 2.9 0 0 3.2 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 3.2 Data Collection Group LSmith@DataCollectionGroup.net File Name : 5th and Wahoo Site Code : 00025222 Start Date : 2/5/2019 Page No : 2 5th From North From East From South Wahoo From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right LThru Left Peds App. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Beqins at 07:45 AM Int. Total 07:45 AM 3 114 0 0 117 0 0 0 0 0 0 0 0 0 0 5 0 0 0 5 122 08:00 AM 5 113 0 0 118 0 0 0 0 0 0 0 0 0 0 7 0 0 0 7 125 08:15 AM 6 112 0 0 118 0 0 0 0 0 0 0 0 0 0 7 0 0 0 7 125 08:30 AM 3 98 0 0 101 0 0 0 0 0 0 0 0 0 0 7 0 0 0 7 108 Total Volume 17 437 0 0 454 0 0 0 0 0 0 0 0 0 0 26 0 0 0 26 480 % App. Total 3.7 96.3 0 0 0 0 0 0 0 0 0 0 100 0 0 0 PHF .708 .958 .000 .000 .962 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .929 .000 .000 .000 .929 .960 Passenger Veh 13 415 0 0 428 0 0 0 0 0 0 0 0 0 0 26 0 0 0 26 454 % Passenger Veh 76.5 95.0 0 0 94.3 0 0 0 0 0 0 0 0 0 0 100 0 0 0 100 94.6 Trucks 4 22 0 0 26 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 26 % Trucks 23.5 5.0 0 0 5.7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5.4 Data Collection Group LSmith@DataCollectionGroup.net File Name : 5th and Wahoo Site Code : 00025222 Start Date : 2/5/2019 Page No : 3 Out In Total 428 426 0 26 26 0 4 4 454 13 415 0 0 4 22 0 0 171 4371 0 0 Right Thru Left Peds Peak Hour Data OM 7 MM O O O � zo 000 2 2 c N 0 N Peak Hour Begins at 07:45 AM 3 0 0 0 (O O N (O . N ' tom Passenger Veh Trucks �000 O O O j + O O O O y N d 0 O_ a o00 000°— F+ Left Thru Ri ht Peds 0 0 0 0 0 0 0 0 01 0 01 0 0 In [4633 Total [44 463 Out Data Collection Group LSmith@DataCollectionGroup.net File Name : 5th and Wahoo Site Code : 00025222 Start Date : 2/5/2019 Page No : 4 5th From North From East From South Wahoo From West Start Time Right I Thru I Left Peds I App. Total Right Thru Left Peds I App. Total Right Thru Left Peds App. Total Right Thru Left Peds I App. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Beqins at 05:00 PM Int. Total 05:00 PM 10 193 0 0 203 0 0 0 0 0 0 0 0 0 0 6 0 0 0 6 209 05:15 PM 16 206 0 0 222 0 0 0 0 0 0 0 0 0 0 6 0 0 0 6 228 05:30 PM 13 216 0 0 229 0 0 0 0 0 0 0 0 0 0 5 0 0 0 5 234 05:45 PM 13 207 0 0 220 0 0 0 0 0 0 0 0 0 0 10 0 0 0 10 230 Total Volume 52 822 0 0 874 0 0 0 0 0 0 0 0 0 0 27 0 0 0 27 901 % App. Total 5.9 94.1 0 0 0 0 0 0 0 0 0 0 100 0 0 0 PHF .813 .951 .000 .000 .954 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .675 .000 .000 .000 .675 .963 Passenger Veh 51 815 0 0 866 0 0 0 0 0 0 0 0 0 0 27 0 0 0 27 893 % Passenger Veh 98.1 99.1 0 0 99.1 0 0 0 0 0 0 0 0 0 0 100 0 0 0 100 99.1 Trucks 1 7 0 0 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 % Trucks 1.9 0.9 0 0 0.9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.9 Data Collection Group LSmith@DataCollectionGroup.net File Name : 5th and Wahoo Site Code : 00025222 Start Date : 2/5/2019 Page No : 5 Out In Total 0 866 L24 0 8 0 74 51 815 0 0 1 7 0 0 521 8221 0 0 Right Thru Left Peds Peak Hour Data �ano�w 000� } N - 000zo � 2 Fiz c N o N Peak Hour Begins at 05:00 PM 3 2 o 0 0 C o cv n . N t Passenger Veh Trucks �000 j + O O O O N � CD 0 O_ IDp_ d N F+ Left Thru Ri ht Peds 0 0 0 0 0 0 0 0 01 0 01 0 0 0 In 849 Total 7 F849 Out Data Collection Group LSmith@DataCollectionGroup.net File Name : Old Lynchburg and Country Green Site Code : 00008888 Start Date : 2/5/2019 Page No : 1 Groups Printed- Passenger Veh - Trucks Old Lynchburg Old Lynchburg Country Green 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 2 34 0 0 36 0 0 0 0 0 0 25 1 0 26 7 0 7 0 14 76 07:15 AM 0 47 0 0 47 0 0 0 0 0 0 37 8 0 45 6 0 7 0 13 105 07:30 AM 2 53 0 0 55 0 0 0 0 0 0 39 4 0 43 14 0 9 0 23 121 07:45 AM 1 42 0 0 43 0 0 0 0 0 0 55 7 0 62 14 0 16 0 30 135 Total 5 176 0 0 181 0 0 0 0 0 0 156 20 0 176 41 0 39 0 80 437 08:00 AM 3 40 0 0 43 0 0 0 0 0 0 40 11 0 51 7 0 10 0 17 111 08:15 AM 5 53 0 0 58 0 0 0 0 0 0 50 6 0 56 13 0 19 0 32 146 08:30 AM 4 46 0 0 50 0 0 0 0 0 0 44 7 0 51 14 0 9 0 23 124 08:45 AM 2 45 0 0 47 0 0 0 0 0 0 30 2 0 32 8 0 10 0 18 97 Total 14 184 0 0 198 0 0 0 0 0 0 164 26 0 190 42 0 48 0 90 478 — BREAK — 04:00 PM 11 52 0 0 63 0 0 0 0 0 0 33 11 0 44 8 0 4 0 12 119 04:15 PM 9 44 0 0 53 0 0 0 0 0 0 66 22 0 88 8 0 3 0 11 152 04:30 PM 6 55 0 0 61 0 0 0 0 0 0 45 23 0 68 6 0 7 0 13 142 04:45 PM 15 49 0 0 64 0 0 0 0 0 0 43 15 0 58 14 0 3 0 17 139 Total 41 200 0 0 241 0 0 0 0 0 0 187 71 0 258 36 0 17 0 53 552 05:00 PM 8 63 0 0 71 0 0 0 0 0 0 58 18 0 76 5 0 4 0 9 156 05:15 PM 15 65 0 0 80 0 0 0 0 0 0 59 24 0 83 10 0 3 0 13 176 05:30 PM 18 57 0 0 75 0 0 0 0 0 0 75 23 0 98 10 0 4 0 14 187 05:45 PM 15 49 0 0 64 0 0 0 0 0 0 67 19 0 86 12 0 5 0 17 167 Total 56 234 0 0 290 0 0 0 0 0 0 259 84 0 343 37 0 16 0 53 686 Grand Total 116 794 0 0 910 0 0 0 0 0 0 766 201 0 967 156 0 120 0 276 2153 Apprch % 12.7 87.3 0 0 0 0 0 0 0 79.2 20.8 0 56.5 0 43.5 0 Total % 5.4 36.9 0 0 42.3 0 0 0 0 0 0 35.6 9.3 0 44.9 7.2 0 5.6 0 12.8 Passenger Veh 116 790 0 0 906 0 0 0 0 0 0 749 187 0 936 139 0 120 0 259 2101 % Passenger Veh 100 99.5 0 0 99.6 0 0 0 0 0 0 97.8 93 0 96.8 89.1 0 100 0 93.8 97.6 Trucks 0 4 0 0 4 0 0 0 0 0 0 17 14 0 31 17 0 0 0 17 52 % Trucks 0 0.5 0 0 0.4 0 0 0 0 0 0 2.2 7 0 3.2 10.9 0 0 0 6.2 2.4 Data Collection Group LSmith@DataCollectionGroup.net File Name Site Code Start Date Page No Old Lynchburg 00008888 2/5/2019 2 and Country Green Old Lynchburg From North From East Old Lynchburg From South Country Green From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right LThru Left Peds App. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Beqins at 07:45 AM Int. Total 07:45 AM 1 42 0 0 43 0 0 0 0 0 0 55 7 0 62 14 0 16 0 30 135 08:00 AM 3 40 0 0 43 0 0 0 0 0 0 40 11 0 51 7 0 10 0 17 111 08:15 AM 5 53 0 0 58 0 0 0 0 0 0 50 6 0 56 13 0 19 0 32 146 08:30 AM 4 46 0 0 50 0 0 0 0 0 0 44 7 0 51 14 0 9 0 23 124 Total Volume 13 181 0 0 194 0 0 0 0 0 0 189 31 0 220 48 0 54 0 102 516 % App. Total 6.7 93.3 0 0 0 0 0 0 0 85.9 14.1 0 47.1 0 52.9 0 PHF .650 .854 .000 .000 .836 .000 .000 .000 .000 .000 .000 .859 .705 .000 .887 .857 .000 .711 .000 .797 .884 Passenger Veh 13 181 0 0 194 0 0 0 0 0 0 182 28 0 210 40 0 54 0 94 498 % Passenger Veh 100 100 0 0 100 0 0 0 0 0 0 96.3 90.3 0 95.5 83.3 0 100 0 92.2 96.5 Trucks 0 0 0 0 0 0 0 0 0 0 0 7 3 0 10 8 0 0 0 8 18 % Trucks 0 0 0 0 0 0 0 0 0 0 0 3.7 9.7 0 4.5 16.7 0 0 0 7.8 3.5 Data Collection Group LSmith@DataCollectionGroup.net File Name : Old Lynchburg and Country Green Site Code : 00008888 Start Date : 2/5/2019 Page No : 3 Out In Total 236 ;104 430 7L L7243 437 13 181 0 0 0 0 0 0 13 181 0 0 Right Thru Left Peds Peak Hour Data o l[) v In � O F J -='" 000 00 o North 000� 2 2 3 o Peak Hour Begins at 07:45 AM o o O o CO CO . Passenger Veh Trucks 0 0 0 + O OO O N n O IDdd N F+ Left Thru Ri ht Peds 28 182 0 0 3 7 0 0 311 1891 01 0 221 8 [ 2100 431 229 220 449 Out In Total Data Collection Group LSmith@DataCollectionGroup.net File Name : Old Lynchburg and Country Green Site Code : 00008888 Start Date : 2/5/2019 Page No : 4 Old Lynchburg From North From East Old Lynchburg From South Country Green From West Start Time Right I Thru Left Peds I App. Total Right Thru Left Peds App. Total Right Thru Left I Peds App. Total Right Thru Left Peds App. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM Int. Total 05:00 PM 8 63 0 0 71 0 0 0 0 0 0 58 18 0 76 5 0 4 0 9 156 05:15 PM 15 65 0 0 80 0 0 0 0 0 0 59 24 0 83 10 0 3 0 13 176 05:30 PM 18 57 0 0 75 0 0 0 0 0 0 75 23 0 98 10 0 4 0 14 187 05:45 PM 15 49 0 0 64 0 0 0 0 0 0 67 19 0 86 12 0 5 0 17 167 Total Volume 56 234 0 0 290 0 0 0 0 0 0 259 84 0 343 37 0 16 0 53 686 % App. Total 19.3 80.7 0 0 0 0 0 0 0 75.5 24.5 0 69.8 0 30.2 0 PHF .778 .900 .000 .000 .906 .000 .000 .000 .000 .000 .000 .863 .875 .000 .875 .771 .000 .800 .000 .779 .917 Passenger Veh 56 234 0 0 290 0 0 0 0 0 0 259 83 0 342 36 0 16 0 52 684 % Passenger Veh 100 100 0 0 100 0 0 0 0 0 0 100 98.8 0 99.7 97.3 0 100 0 98.1 99.7 Trucks 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 0 0 0 1 2 % Trucks 0 0 0 0 0 0 0 0 0 0 0 0 1.2 0 0.3 2.7 0 0 0 1.9 0.3 Data Collection Group LSmith@DataCollectionGroup.net File Name : Old Lynchburg and Country Green Site Code : 00008888 Start Date : 2/5/2019 Page No : 5 Out In Total 275 290 565 0 0 0 275 2 565 56 234 0 0 0 0 0 0 561 2341 0 0 Right Thru Left Peds Peak Hour Data f60N� o (00 [O� } m � 000zo o � CD CD O NOrtn 2 2 3 C 2 Peak Hour Begins at 05:00 PM O O o coffin.. Cl) Cl)'�o� Passenger Veh Trucks � �000 0 0 0 j + O� O O O N CD O_ IDd d N 0 0 0 F+ Left Thru Ri ht Peds 83 259 0 0 1 0 0 0 84 259 0 0 2711 2 771 343 16134 Out In Total