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01-21 One Logistics Park Winchester Traffic Impact Study, Signal Warrant Study - Backfile
Millwood Pike/Coverstone Drive/lnverlee 1 1 I 1 1 1 SIGNAL WARRANT STUDY ONE. LOGISTICS PARK WINCHESTER MILLWOOD PIKE @ COVERSTONE DRIVE/INVERLEE WAY FREDERICK COUNTY, VA Submitted by: Pennoni 13880 Dulles Corner Lane, Suite 100 Herndon, Virginia 20171 AF5 Doi GL S R. KENNEI -o Lie. No. '11450 Submitted for: Wickshire Industrial, LLC 2318 Riviera Drive Vienna, Virginia 22181 Millwood Pike/Coverstone Drive/Inverlee Way Signal Warrant Study One Logistics Park Winchester -r ecer`ck Counts. TABLE OF CONTENTS Fade TABLEOF CONTENTS.....................................................................................................................................................................I LISTOF FIGURES...........................................................................................................................................................................II LISTOF TABLES.............................................................................................................................................................................II APPENDICES.................................................................................................................................................................................II SUMMARY....................................................................................................................................................................................1 VERVIEW........................................................................................................................................................................................1 OVERVIEW__. ...... ............ * ......... ......... * ....... *'** ......... ...... * ........ * ........... PROPOSEDLAND USE ACTIVITIES.............................................................................................................................................................1 **'*"* ......... ** ....... *'*'*'* ....... *'*"**'*""' SITETRIP GENERATION...........................................................................................................................................................................2 PROJECTEDTRAFFIC VOLUMES................................................................................................................................................................3 Short-term Traffic Volumes..........................................................................................................................................................3 Short-term Traffic Operations......................................................................................................................................................3 Multi -Hour Traffic Volumes.........................................................................................................................................................3 ' PROPOSED IMPROVEMENTS_ ............ **,*, '* ... * .... * ....... * .......................................... * ....... * ... * ....... MUTCDWARRANTS.............................................................................................................................................................................6 _ ........ * .... **,,* ....... _ * ... * ... * ........... * * ... * .... 4 WarrantStudy and TIA Variances...............................................................................................................................................8 AccessSpacing..............................................................................................................................................................................8 ' Alternative Design Considerations...............................................................................................................................................9 INTRODUCTION............................................................................................................................................................................9 ' METHODOLOGY..................................................................................................................................................................................11 RoadwayContext........................................................................................................................................................................11 ComprehensivePlan...................................................................................................................................................................12 VDOTFunctional Road Plan.......................................................................................................................................................13 Multi -Modal Access....................................................................................................................................................................14 1 Future Transportation Improvements.......................................................................................................................................14 EXISTINGCONDITIONS...............................................................................................................................................................14 PROPOSEDSITE TRAFFIC............................................................................................................................................................15 Pass -By Trips...............................................................................................................................................................................17 1 Heavy Vehicle Trips.....................................................................................................................................................................17 SHORT-TERM CONDITIONS........................................................................................................................................................17 PROJECTED SHORT-TERM CONDITIONS WITH SITE......................................................................................................................17 AmbientGrowth.........................................................................................................................................................................17 OtherDevelopment Traffic........................................................................................................................................................18 SiteAssignments.........................................................................................................................................................................18 ' Land Use Diurnal Curves............................................................................................................................................................19 Diversions.................................................................................................................................................................................... 22 Phase A Site Assignments at Coverstone Drive Extended.........................................................................................................22 SHORT-TERM 2024 VOLUMES WITH PROPOSED SITE...................................................................................................................23 Short -Traffic Study Comparisons...............................................................................................................................................23 Coverstone Drive/Inverlee Drive Operations.............................................................................................................................24 SHORT-TERM 2024 WARRANTS WITH PROPOSED PHASE A SITE.................................................................................................25 ' MUTCD Volume Warrants.........................................................................................................................................................25 ITEDaily Warrants......................................................................................................................................................................28 Multi -Hour Warrant Check........................................................................................................................................................29 ' CONCLUSIONS............................................................................................................................................................................30 P11.1. Millwood Pike/Coverstone Drive/Inverlee Way Signal Warrant Study One Logistics Park Winchester LIST OF FIGURES Figure 1: Short -Term 2021 Tiaflic• !'ol:unes• and Operations............................._.......................................................................3 Figure 2: !'DOT innovative Intersection Through -Cut Coi1c•ept................................................................................................. 5 1 Figure 3: Existing iiltersection .Spacing.................................................................................................... .......................... 10 Figure4A: Frederick CotirltY Road Plan.................................................................................................................................. 12 Figure4B: !'DOT Functional Plan........................................................................................................................................... 13 Figure 5: alillivood Pike Inverlee Way Coverstone Dive I'olunle Comparisons .......................................................................2-1 Figure 6: Route 17 50 at Coverstone Drive Concept 11ifigation Gchibit.................................................................................. 24 Figure 7: fUilArood Pike Inverlee Way Coverstone Drive Four -How- I'ehicle Volume Warrant S:1177177ari..............................26 r Figure 8: ilfilllvood Pike4tiverlee Wav Coverstone Drive Peak How- I ehicle ohime U"arrant Suinman...............................2/ LIST OF TABLES TABLE 1: PROPOSED SITE DENSITIES FOR ONE LOGISTICS PARK WINCHESTER SHORT-TERAI WARRANT REVIEli'................... 2 TABLE 2: PROPOSED PHASEA SITE TRIP GENERATION.............................................................................................................. 2 TABLE 3: PROPOSED MULTI -HOUR TRAFFIC FFIC VOLUMES WITH ONE LOGISTICS PARK PHASE A .................................................. 4 TABLE 4: SUGGESTED INTERSECTION IMPROVEMENTS............................................................................................................... 5 ' TABLE5: SIGNAL W.ARRANTSUMAIAR3........................................................................................................................................ 6 TABLE 6: FUTURE CONDITIONS 2024 SIGNAL WARRANTS WITH 85% NB RTOR........................................................................ 7 TABLE 7. MILL WOOD PIKE INTERSECTION SPA CING................................................................................................................... TABLE 8: 13-HOUR TRAFFIC 2017 VOLUMES BY MOVEMENT AT MILL WOOD PIKE/INVERLEE WAY' ......................................... 9 15 TABLE 9: PHASEA SITE TRIP GENERATION.............................................................................................................................. 16 TABLE 10: 13-HOUR 2024 TRAFFIC VOLUMES WITH GROWTH AT MILL WOOD PIKE/INVERLEE WAY ....................................... 18 TABLE 11: ONE LOGISTICS PARK SITE TRIP DISTRIBUTIONS................................................................................................... 18 1 TABLE 12: COVERSTONE DRIVE ExTENDED SITE TRIP DISTRIBUTIONS................................................................................... 19 TABLE 13A: GENERAL INDUSTRIAL USES (LUC 110) HOURLY PERCENTAGES......................................................................... 20 TABLE 13B: SUPER COA'VENIENCEIYIARKET/G.ISSTATION USES (LUC 960) HOURLYPERCENT.AGES....................................21 TABLE 13C. TRUCK STOP USES (LUC 950) HOURLY PERCENTAGES .............................................. TABLE 14: 13-HOUR 2024 SITE TRAFFIC VOL UAIESAT MILL WOOD PIKEIINI'ERLEE W.AY/COI'ERSTO:VEDRI VE................... 23 TABLE 15: 13-HOUR 2024SHORT-TERAI TRAFFIC VOL UMESAT MILL WOOD PIKE/LVVERLEE W.AY/COI ERSTONE DRIVE...... 23 TABLE16: MUTCD VOLUME CRITERIA.................................................................................................................................... TABLE 17. INTERSECTION CRASH SUAIALARY................................................................................................................ 25 TABLE 18: I TE DAIL Y W.ARRANT SUMMAR Y.............................................................................................................................. 29 APPENDICES Appendix A: Traffic Counts r Appendix B: Short -Term Synchro LOS outputs Appendix C: Alternative Warrant Summaries The analysis was prepared by Pennon ' 13880 Dulles Comer Lane, Suite 100 Hemdon, VA 20171 (703) 449-6700 Pennoni Associates Inc.: Mr. Douglas R. Kennedy, P.E. Mr. Wan Chong, P.E., PTOE r Pe�F ii r I Millwood Pike/Coverstone Drive/Inverlee Way Signal Warrant Study One Logistics Park Winchester SUMMARY Overview The One Logistics Park ErA10 Winchester project will be served by a transportation network designed and constructed to accommodate automobile and truck traffic safely and efficiently. The roadway �+ network incorporates the general route location to extend Coverstone Drive as a collector road from Millwood Pike to the w existing road adjacent to the Sheriffs east of Prince Frederick Drive. The 277- acre One Logistics site is shown in the aerial view AERIAIOVERVIEW ON( LOGSTKSVNuwiNCNESTER wl . : coda+ from the Master rezoning plan. The application is proposed to convert the existing zoning associated with the A!- °'' Governors Hill project from residential, commercial and office uses as approved to industrial s c uses with the M-1 zoning , and a land bay of commercial uses at the future Coverstone Drive/Millwood Pike intersection. This warrant study summarizes the short-term volume derivation to justify the subject improvements proposed at the public street site entrance at Coverstone Drive Extended at Millwood Pike (US Route 50-17) opposite Inverlee Way (Va. Route 1S20). The traffic forecasts used for the warrant study are derived from the Pennoni "Traffic Impact Study for One Logistics Park Winchester, dated September 2020. While the rezoning traffic study is under revision to address VDOT and County comments, the forecasts at the subject intersection at Millwood Pike are unchanged with the revisions. ' The warrant analysis justifies the installation of a new signal with the initial phase of development associated with the One Logistics Park Winchester rezoning. The signal is justified with the proposed land use in Phase A, to include up to 1,464,600 sf of industrial uses proposed in land bays 1 , 2 and 4, and a commercial use up to 27,000 sf in land ' bay 3. The commercial use is proposed as a 24 fueling position convenience market/gas station (with up to 8 fueling positions for truck activities). Evaluation of the alternative intersection configuration, access spacing, and roadway context are included in the signal Short-term traffic conditions forecasts justification study. To assess the short-term traffic conditions at with One Logistics Park Winchester the subject intersection, the warrant study was prepared justify initial installation of Coverstone consistent with VDOT guidelines in IIM-TE-387.1 as revised through November 2019 Drive signal, warranted based on MUTCD volume Warrants 1B, C (8 hour) Proposed Land Use Activities and Warrant 2 (4 hour) forecasts with Based on the submitted land use plan, the site densities reflect side street volumes the short-term land use activities adjacent to the proposed i 1 7 F1 I A r� Millwood Pike/Coverstone Drive/Inverlee Way Signal Warrant Study One Logistics Park Winchester Fr cer c `our.:,. Coverstone Drive corridor, as summarized in Table 1. These uses are a portion of the proposed 2,995,600 sf for the entire site. TABLE 1: PROPOSED SITE DENSITIES FOR ONE LOGISTICS PARK WINCHESTER SHORT-TERM WARRANT REVIEW Land Use/Location (1) Densities General Industrial West of Coverstone 1,368,000 gsf Drive Ancillary Commercial southeast of US 50/17 & Coverstone Drive 27,000 gsf General Industrial East of Coverstone Drive 96,600 gsf Total One Logistics Park Winchester 1,491,600 gsf Phase A Uses along Coverstone Drive (1) See Gordon Associates Concept Development Plan. Site Trip Generation A summary of the peak hour and Daily trip generation from the subject rezoning application is shown by land use in Table 2, with the site trips updated to reflect the emphasis on general industrial uses as allowed under the proposed M1 and 132 zoning. The uses reflect only the phase A activities on Coverstone Drive and not the planed industrial uses on Pendleton Drive. In addition to employment uses proposed on the 277 acres, the site does include an ancillary commercial component with one land bay at the southeast quadrant of the future Millwood Pike/Coverstone Drive connection that is designated a 24 fuel pump super convenience market/gas station. TABLE 2: PROPOSED PHASE A SITE TRIP GENERATION AM Peak Hour PM Peak Hour Density Use In Out Total In Out Total Daily 1,464,600 sf General Light 388 52 440 44 288 332 5,779 Industrial 27,000 sf (24 fueling Super Convenience 337 337 674 276 275 551 5,532 positions) Market/Gas Station One Logistics Park Winchester Total (1) 715 389 1,104 320 563 883 11,311 (1) Only Phase A site activities for warrant analysis. No Land Bays shown on Pendleton Urive. For the warrant analysis, the methodology follows the general outline of the September 2020 traffic study but expands the analysis from the peak hour and daily projections to review multi -hour volumes. Variations from the traffic study assumptions are outlined in the methodology section. The warrant study is shown to justify the subject proffers and not for capacity analysis purposes. Pew ni 2 Millwood Pike/Coverstone Drive/Inverlee Way Signal Warrant Study One Logistics Park Winchester `dc Ic1< Cou^cy. '.. Projected Traffic Volumes From the September 2020 traffic study, the short-term and long-term volumes in the immediate vicinity of the site at Millwood Pike showed adequate capacity with a new 4-legged intersection with signal control. The review of LOS and turn lane warrants suggest that to serve the site dual left turn lanes are required inbound on westbound Route 50-17 and outbound on Coverstone Drive. A 4-lane divided section on Coverstone Drive Extended is recommended between Millwood Pike and Land Bay 3 super convenience market/gas station primary entrance to provide adequate capacity for the site build -out as proposed. c "tom: 2,"—._G-'-<:� 'Joi::h,C-S The peak hour and Daily traffic volumes for short-term phase A development from the September 2020 Traffic study are shown in Figure 1A on the left. Link Volumes on Coverstone Drive are estimated at less thabn10,000 VPD >� south of Millwood Pike. The projected total Daily traffic is estimated at 11,300 VPD, with 48% of the Daily trips associated with the ancillary commercial use. 111 2,34U A-16 (63) T ; -I&r 523 (1522) c rs N111:�voc Piles N'ilhvc� d 1)6 ;c -. �/ 424 (13S) LK er; 9,9_ d i�ifP`fy PEAX HOUR VOLUME FADTJ AVERAGL DAILY TrZAFF�C H1CNI Rite D (C) M P B (c '-1illwood Pike "lilhvood Pike D (D) x WIWI IF A (A) 'J D (D) LANE GEOMETRY LOS ANI (PNI) MOVEMENT 4 EXISTING APPROACH 1 PROPOSED OVERALL Figure 1: Short -Term 2024 Traffic Volumes and Operations .- -- —. :L v'.J`: Gi:l.. The peak hour operations for the intersection with the Short-term Phase A traffic is summarized in Figure 1 on the right side. LOS is shown for the AM and (PM) peak hours and overall with proposed improvements as proffers with LOS based on Synchro LOS outputs as an isolated intersection. - - ;. I Based on the volume adjustments outlined in the methodology section below, Pennoni developed turning movement volumes for a 13-hour weekday period with One Logistics Park Winchester Phase A development. The volumes by movement are summarized in Table 3, and include reductions for the following movements: • NB right turns on Coverstone Drive to EB Millwood Pike at a right turn on red (RTOR) volume reduction of 85 percent, and • SB right turns on Inverlee Way to WB Millwood Pike at a RTOR reduction of 50 percent. 3 Pei 1 [I H Millwood Pike/Coverstone Drive/Inverlee Way Signal Warrant Study One Logistics Park Winchester rrecerick Co ,r The adjusted volumes were compared to the volume thresholds from Chapter 4 of the Manual on Uniform Traffic Control Device (MUTCD). TABLE 3: PROPOSED MULTI -HOUR TRAFFIC VOLUMES WITH ONE LOGISTICS PARK PHASE A m_i nr.in llTLJCDC/WING DCI hAIC .JN. DTnD SBL SBT SBR Inwlee Way Total NBL NBT NBR Total EBL EBT EBR Millwood Pike Total WBL WBT WBR Total Intersection Total 6:00 7:00 AM 0 0 0 0 83 0 11 94 0 0 180 180 88 0 0 88 362 7:00 8:00 AM 28 0 32 60 108 0 13 121 15 786 239 1040 112 497 26 635 1856 8:00 9:00 AM 25 0 29 54 118 0 14 132 19 708 265 992 123 584 30 737 1915 9:00 10:00 AM 20 0 22 42 152 0 15 167. 15 543 189 747 95 475 24 594 1550 10:00 11:00 AM 17 0 19 36 167 0 15 182 17 478 182 677 90 521 27 638 1533 11:00 12:00 PM 19 0 21 40 181 0 16 197 18 545 199 762 100 573 30 703 1702 12:00 1:00 PM 20 0 23 43 232 0 20 252 19 564 236 819 116 594 30 740 1854 1:00 PM 2:00 PM 21 0 24 45 153 0 15 168 17 596 206 819 104 535 27 666 1698 2:00 PM 3:00 PM 22 0 25 47 203 0 18 221 21 606 191 818 100 675 34 809 1895 3:00 PM 4:00 PM 23 0 27 50 233 0 19 252 30 663 174 867 97 887 46 1030 2199 4:00 PM 5:00 PM 26 0 30 56 250 0 20 270 36 737 118 891 81 1114 58 1253 2470 5:00 PM 6:00 PM 23 0 26 49 234 0 19 253 32 643 109 784 78 924 48 1050 2136 6:00 PM 7:00 PM 16 0 18 34 1 125 0 14 139 17 423 96 536 1 73 570 28 671 1380 SBR 50°.o RTOR NBR 8b°ia KIUK LIJK U-c KIUK VVOK U-c mium ADJ ADJ ADJ. ADJ. 5.3 Proposed Improvements The submitted proffers for the subject application were updated from the 2008 approved proffers to maintain signalization, when warranted by VDOT. The updated language for the intersection and its south leg are subject to review by Frederick County and approval by the County Board of Supervisors, are as follows: PROFFER 2.2 PHASE 1 rPhase 1 shall consist of the full four -lane divided collector road section. including a ten -foot shared -use asphalt trail. from Millwood Pike to the primary access for Land Bay 3, as depicted on the GDP. Said roadway shall be constructed to base asphalt prior to issuance of a certificate of occupancy for any commercial building within Land Bay 3. Phase I improvements shall consist of all necessary improvements. including signalization if or when warranted by VDOT. to create a four way intersection. or alternative intersection. subject to VDOT approval, at the existing intersection of Inverlee Way and Millwood Pike as shown on the GDP. Additionally, the Owner shall close the existing Millwood Pike crossover previously used for access to the golf course concurrent with Phase I improvements. As part of the traffic study and short-term analyses, the following improvements were identified in Table 4 for the subject intersection. These turn lane improvements have been included in the updated proffers. Final configuration and improvements are subject to VDOT review and approval as part of the site plan review. 12 I u Millwood Pike/Coverstone Drive/Inverlee Way Signal Warrant Study One Logistics Park Winchester TABLE 4: SUGGESTED INTERSECTION IMPROVEMENTS • Add Traffic Signal with Phase 1 activities, • Provide dual lefts on WB Rte. 50-17 to Coverstone Drive Extended; • Provide EB right from Rte. 50-17 to Coverstone Drive Extended, • With signalization, restrict through trips to Inverlee Way with signing; • With signalization, restripe SB approach for separate right on Inverlee Way, • Construct dual lefts on Coverstone Drive to WB Rte. 50-17, • Construct 4 lane divided section on Coverstone Drive extended to initial median cross -over for Commercial land bay 3; Source: Pennoni TIA September 2020, Table 13 The restriction of through trips on the side streets was noted in the traffic study as a potential mitigation for the ' reduction in Millwood Pike mainline green time with signalization. The configuration as a 'through -cut' from the VDOT Innovative Intersection Toolbox was presented in the analysis model. The striping for the southbound leg of Inverlee Way to two (2) lanes can be accommodated with the existing pavement section and the provision of a ' raised island for Coverstone Drive to prohibit throughs can be include in the roadway design of Coverstone Drive, subject to VDOT site plan review. The through- cut concept layout is shown in Figure 2. ♦ Motorists on the side street may not go straight through the intersection D"*ndinq on their level of comfort, 1 Depending on the location of the thru-cut motornts will edhe• (yclsts may navigate thr ntefWKIK)n Win right or left onto the mats strKt and make a usrg vehicle or pedestnar paths record turn at an adjacent we street OR 2 turn right onto the ma" vrK/ make a u turn at a I l median open-ng and turn right onto the side street J # Pedestrians use marked ' cro%swaks to safely cross the intersection - , ' ^•R 1 f f rtxn lh! ma" Street 1 I navigate the intersection Woe I r at a conventional ntefwtion ' Y f/(rTl th! SKIe street, turn right and left Woe air a c onvent Krsal ,Merse< t ion f*- OPP." rd1. fWow.w..4. •ortr• Figure 2: VDOT innovative Intersection Through -Cut Concept i 5 t Millwood Pike/Coverstone Drive/Inverlee Way Signal Warrant Study One Logistics Park Winchester MUTCD Warrants For intersections with major road 85`h percentile speed of 45 MPH or greater, the MUTCD warrants allow the volume threshold to be reduced to 70% of the standard. Millwood Pike is posted at 45 MPH east of Prince Frederick Drive and is posted 55 MPH to the east of the subject intersection. The standard volume criteria (at less than 45 MPH speed limit for the major road) was used, to be conservative and to assess the sensitivity of the warrant review. With COVID-19 schedule impact from schools and businesses no new data was collected, so our assumption was to use older counts and test warrant thresholds with the standard MUTCD volume defaults. The 85% percentile speed was not verified for Millwood Pike. The summary of the MUTCD warrants is included in Table 5, with the analysis volumes shown previously in Table 3. TABLE S: SIGNAL WARRANT SUMMARY MUTCD Signal Warrants Warrant Satisfied? Notes / Summary Side streets considered as two-lane approach for Coverstone; Right Turns at 85% of volume for RTOR+left turns applied. 70% Warrant 1: Eight -Hour Vehicular Volume ® Yes ❑ No ❑ N/A thresholds NOT applied, Warrant B satisfied and combination warrant met at over 8 hours each for Condition A and Condition B. Warrant 1: VDOT ADT Option' © Yes ❑ No ❑ N/A Satisfied for side street lefts Satisfied for future volumes on site Warrant 2: Four -Hour Vehicular Volume ® Yes O No ❑ N/A street Warrant 3: Peak Hour ® Yes ❑ No ❑ N/A Peak hour volumes checked No pedestrian facilities at Warrant 4: Pedestrian Volume ❑ Yes ❑ No Z N/A intersection Warrant 5: School Crossing ❑ Yes ❑ No Zx, N/A There are no schools in close proximity to the study intersection. Warrant 6: Coordinated Signal System ❑ Yes ® No ❑ N/A Spacing > 1000 ft. not grid 6 total incidents/crashes since 2017 Warrant 7: Crash Experience ❑ Yes ® No ❑ N/A with property damage only Warrant 8: Roadway Network ❑ Yes Z No ❑ N/A Warrant 9: Intersection Near a Grade ❑ Yes ❑ No :Z, N/A Crossing The unadjusted volumes for the 2024 analysis are summarized in Table 6, with comparisons to MUTCD Warrants 1A, 113, 1C, Warrant 2, and Warrant 3 volume thresholds/criteria. Pee 6 0 5 a 0 0 13 HOUR WEEKDAY SIGNAL WARRANT ANALYSIS SCENARIO: INTERSECTION: JURISDICTION: EVEN HOURS Time Period Future 2024 Traffic with Phase 1 Site Millwood Pikennvedee Way/Coverstone Dr. Frederick County. Virginia Hourly Volumes BY Approach i—,inv." wte dP,,e cw,w+ nr SB WB NB North East South Approach Approach Approach N:,00ar,r. EB West Approach Ad 'ust d Major Street (Both Directions) E/WApproaches North Approach RTOR Percentage SB 5055 WEI Oro NEI 8595 EB OSJ Minor Street South Approach Max VOLUME ADJUSTMENT GROWTH 2024 OTHERS 13 Hour Volume Warrants Eight Hour Eight Hour Eight Hour Vehicular Continuous Crash Combination Volume Traffic of Warrants Warrant IA Warrant IB Warrant WarrantiC Yes BASE YEAR 2017 Yes 6.355 EFFECTIVE GROWTH Four Hour Peak Hour Volume Volume Warrant 2 Warrant 6 00-7 00 AM 0 88 94 180 268 0 94 94 NO NO NA NO r10 r10 7 00-8 00 AM 60 635 12l 1040 1675 60 121 121 NO YES NA NO DES NO 800-900 AM 54 737 132 992 1729 54 132 132 NO YES NA NO YES 1!0 9 00-10 00 AM 42 594 167 747 1341 42 167 167 NO YES NA YES YES 'J0 10 00-11 00 AM 36 638 182 677 1315 36 182 182 NO YES NA YES YES NO 11 00-12 00 PM 40 703 197 762 1465 40 197 197 NO YES NA YES YES NO 12 00-1 00 PM 43 740 252 819 1559 43 252 252 YES YES NA YES YES YES 1 00-2 00 PM 45 666 168 819 1485 45 168 168 NO YES NA YES YES NO 2 00-3 00 PM 47 809 221 818 1627 47 221 221 YES YES NA YES ', ES ', ES 3 00-0 00 PM 50 1030 252 867 1897 50 252 252 YES YES NA YES YES NO 4 00-5 00 PM 56 1253 270 891 2144 56 270 270 YES YES NA YES 1ES YES 5 00.6 00 PM 49 1050 253 784 1834 49 253 253 YES YES NA YES YES YES 6 00-7 00 PM 34 671 139 536 1207 34 139 139 NO YES NA NO YE. S 110 Number of Hours Warrant Satisfied 5 12 NA 9 12 4 Is Warrant Satisfied NO YES NO YES YES YES Mator Street Warrant Vol 600 900 720 Graph 4C-1 Graph 4C-3 Minor Street Warrant Vol 2UU 1 UU WARRANTS BASED ON: NUMBER OF LANES Built up area within MAIN STREET Number of North Approach 1 isolated community (N/S=1 or E(W=2) 2 Accidents South Approach 2 with population of less correctable East Approach 2 than 10,000 Major Street by Signal West Approach 2 ('Yes=1 or r4o=2) 2 Speed Limit (MPH) 40 Control 0 160 Graph 4C-1 Graph 4C-3 AM ::3 _ rD = I— < O C U4 C r-h � ttA 7 -0 n v r 7C� c G n n C (D r fi C fD —t v I 1�, Millwood Pike/Coverstone Drive/Inverlee Way Signal Warrant Study One Logistics Park Winchester cCic."ici< Court The projected volumes differ slightly from the short-term forecasts in the September 2020 traffic study, as outlined in the methodology section. The warrant review included the following variances from the traffic study: 1. Right Turn Volume Reductions — The right turn volumes on Coverstone Drive was reduced by 85% to account for right turn on red and potential overlap signal phasing, with the Millwood Pike westbound double lefts to Coverstone Drive southbound. Since the road is not built, Pennoni applied a relatively higher RTOR reduction to be conservative. 2. Right Turn Volume Reductions — For the southbound direction, Inverlee Way right volumes were reduced by 50%. 3. Diversions — Not included in multi -hour assignments. See turning volume analysis details for sensitivity. 4. Pass -By trips - Not separated in the multi -hour assignments since they reduce mainline throughs. Link volumes on the Millwood Pike are substantially over the MUTCD thresholds. Pass -by volumes have been accounted for in trip distributions in the warrant analysis to approximate the peak hour trips. 5. Aggregate Site Assignments — For the traffic study, trips assigned for individual land bays to the regional roadway network. For the warrant study, the short-term assignments for Phase A activities were checked by total land use and assigned to the Millwood pike intersection This approach assigned trips as general industrial uses (for land bays 1, 2, and 4), convenience center/gas station (portion of land bay 3), and as a truck stop (portion of Land bay 3). The AM and PM peak hour trips percentage for the three uses were determined at the Coverstone Drive/Millwood Pike intersection as a weighted average of the AM and PM assignments from the traffic study. Additionally, the warrant study Appendix included the sensitivity for: • Millwood Pike Speeds —Volumes shown at speeds above 4S MPH. Multi -hour signal warrants are satisfied if the 85% percentile speed is greater than 45 MPH. • Land Use Sensitivity -Pennoni tested an option without the commercial land bay 3 activities for future conditions, the traffic volumes were 'zeroed out' for the super gas station and truck stop trips to see if the general indusial justified signalization. The multi -hour volume multi -hour volume warrants are satisfied, but only at the higher S5 MPH speed on Millwood Pike. • ITE Daily Warrants - Since Coverstone Drive Extended is a new road, the option to review the link ADT was tested based on the VDOT MUTCD supplement guidelines from Table 4C-V1. The link volumes on Coverstone Drive were compared to the Daily volume thresholds, with the results showing the future Phase ' A site volumes would satisfy the Daily volume thresholds. �.cCeSS S .zc The proposed signal at Inverlee Way and the future Coverstone Drive extended intersection would satisfy VDOT Access Management spacing for a 45 MPH Minor Arterial Road, as summarized in Table 7. Therefore, waivers of the VDOT Access Management standards are not required with signalization. Note that Millwood Pike (US Route 50-17) is not designated as a VDOT Corridor of Statewide Significance (CoSS). Pe�ee 8 I 1 r Millwood Pike/Coverstone Drive/Inverlee Way Signal Warrant Study One Logistics Park Winchester --eeler Ci: CoL:n TABLE 7• MILLWOOD PIKE INTERSECTION SPACING Access/Crossover Spacing ft Proposed Signal Spacing ft. From Prince Frederick Drive to Stanley Drive 1240 Carpers Valley Golf Club Entrance median crossover (2) 460 (Crossover) Inverlee Way (Va. Rte. 1520) 575 (Crossover) 2,275 Driveway North (Private residences) 470 Mulch Area 1539-41 Millwood Pike 150 Fred Co. Sanitary Authority Access South 150 1600 Millwood Pike Driveway (Private Residence) 480 Electric Substation Driveway (North) 490 Sulphur Springs Road (Va. Rte. 655) 860 (Crossover) 2,600 (1) All Dimensions are to centerline, app. rrom i-reaericK �_ounry tji�,. (2) Crossover to be closed with Coverstone Drive Extended The proposed signal spacings, as shown in Figure 3, to the existing signals at Prince Frederick Dive and Sulphur Springs Road do satisfy the VDCT Minor Arterial spacing minimum of 1,320 feet for a 55 MPH speed limit. SGil V2 ✓LSv i, Sri": i a`70 i-:S The Signal Justification Report includes evaluation of alternative intersection configurations for the subject location, including attachments for the evaluation of capacity and conflicting movements. Based on reviews by Pennoni, the alternatives do not provide the access flexibility or improvement in through traffic progression provided by the proposed conventional signal operations. However, the incorporating 'through -cut' operation for the side streets would reduce vehicle conflict points at the subject intersection. Based on analysis of the traffic operations for the short-term and long-term, the intersection operations would be enhanced with the elimination of the side street through movements. This prohibition would improve signal efficiency by removing the need for separate phases or additional green time to serve conflicting side street movements. INTRODUCTION Wickshire Industrial, LLC has proposed to develop the site into approximately 3 million SF of industrial and/or distribution center/warehouse uses. The site parcels are identified by Frederick County PIN #'s 64-A-83,64-A-83A, 64-A-84, 64-A-85, 64-A-86, and 64-A-87 totaling 277.22 acres. The site is proposed for M1 (light industrial district) for 264.72 acres and B2 (General Business) for 12.5 acres The subject signal warrant analysis was prepared to document that the proffered signal at the Coverstone Drive Extended intersection at Millwood Pike is applicable and suggested with initial phase if industrial development at the site. The site location is shown with adjacent intersection spacing on Millwood Pike in Figure 3. Pee E F11 CITY OF WINCHESTER mm000l / FAIRFlELU INN 6 522 i I 10 TRAFFIC IMPACT FIGURE 3 Pennon) ANALYSIS OFF -SITE STUDY INTERSECTIONS iiAI liu�l�llt�l'VI:1. A\IAI IIItiIIK I Millwood Pike/Coverstone Drive/Inverlee Way Signal Warrant Study One Logistics Park Winchester=-ecerici: Ceu t , Methodology The proposed signal proffers include language for installation by the applicant, when warranted by VDOT. To provide the technical support to satisfy the proffer, Pennoni utilize the following resources to develop the multi- color traffic forecasts for VDOT review. While the methodology follows the VDOT guidance for traffic analyses, the following technical assumptions were included in the subsequent analysis: • Existing conditions LOS assessment not included as Coverstone Drive Extended is not constructed. • Existing volumes are based on factored 2017 turning movement counts at the Millwood Pike/Sulphur Springs Road intersection and factored for through link volumes at Inverlee Way, • Link volumes are oriented to the full hour times for the warrant analysis, even though peak times on Millwood pike vary at 7:30-8:30 and 4:15 to 5:15 PM. This simplifies the review of future volume forecasts. • Turning volumes at Inverlee Way were calculated as a percentage of link volumes on eastbound and westbound Millwood Pike, to develop multi -hour link volumes, since new counts were not collected and the most recent available turning volume were from 2008, • Future year volume included 1.0% growth on Millwood Pike approaches. No individual assignments for other development were included in the link volumes -- such as occupancy for the FBI site or the Navy Federal Credit Union campuses east of the subject site. This conservatively reduced through volumes on US Route 50-17 for the warrant review. • Diversions for Coverstone Drive construction to the southwest to connect to the sheriff's office, as proffered — were noy included in the multi -hour volume assignments. Additional turning traffic would increase side street volumes, but were not included in this assessment, • Site trips for the Phase A development are extrapolated from the peak hour volumes from the TIA to reflect the hourly percentage diurnal curve from ITE for each use. The trips for the Daily conditions were factored for the individual hours based on the ITE hourly percentages by land use between 6 AM and 7 PM weekdays and assigned based on the traffic study trip distributions. For the warrant study, the percentage trips by hour in the ITE 'diurnal curves' were reduced to better approximate the peak hour trips for the AM and PM peak. Total site trips per the 13-hour assignments are generally less than the Daily trips allocated over the 13-hour period. • Per the ITE and VDOT guidance, the daily traffic volumes were checked for warrant thresholds, but recommendations are derived from the 8-hour volume review. • Crash history was evaluated, but the warrant recommendations are derived primarily from the projected volumes. A detail crash report review was not initiated. • 8S% speed conditions were not verified for the 55 MPH posted speed limit on Millwood Pike. However, the higher volume thresholds in the MUTCD are used. ROadv",ay CCC: _`X,L The public street network in the vicinity of the site is summarized below, with the existing characteristics and road functional classifications (same for VDOT and County): • U.S. Route 50 (Millwood Pike) is a median -divided 4-lane minor arterial with an east -west orientation and a 55 MPH posted speed limit east of Prince Frederick Drive and decreasing speed limit of 35-45 MPH towards 1-81 exit 313, with sections of gravel and/or paved shoulder and curb & gutter. There is commercial development as well as residences on both sides. There is no sidewalk on either side of the roadway. The VDOT AAWDT was 19,000 VPD in 2019, based on published data. Pei 11 Millwood Pike/Coverstone Drive/Inverlee Way Signal Warrant Study One Logistics Park Winchester Coverstone Drive is a partially completed 4-lane median -divided local road, ultimately envisioned as a major collector to extend in the west to a future minor arterial, west of Prince Frederick Dr, connecting Routes 522 and 50, and in the east, to Route 50. The existing section is along the frontage of the County Public Safety Center, providing access to the Center via Prince Frederick Dr. VDOT volume data was not available for this roadway. • Inverlee Way (Va. Route 1520) is a two-lane local street with approximately 36-foot width unstriped serving the Ravens residential community north of Millwood Pike. The residential neighborhoods also are accessed by Custer Avenue opposite the Prince Frederick Drive signal, Tulane Drive, Purdue Drive, and Stanley Drive ' north of Millwood Pike. Inverlee Way is an open section with a ditch section for drainage without a posted speed limit signed. There is an asphalt path east of Inverlee Way on a separate alignment starting approximately 250 feet north of Millwood Pike. The initial residential street, Kmcross Drive, is approximately 800 feet north of Millwood Pike and the road section has curb and gutter. VDOT published ADT is 670 VPD from 2008. The Land Use Plan in the County 2035 Comprehensive Plan, adopted January 25, 2017, envisions the site parcels as 132/133 land uses west of Coverstone Drive, and high density residential to the east of Coverstone Drive, consistent with the existing zoning. As part of the Comprehensive Plan, the Frederick County Road Plan envisions Coverstone Dr to be extended to the east, then to the north to Route 50, as a new major collector. The existing Frederick County Road Plan designations are shown in Figure 4A in the study area. The 2035 plan includes the local roadway network with Coverstone Drive as a new major collector. ty of :hes' Figure 4A: Frederick County Road Plan 1ri ^r u/hI Eastern Road Plan Cross Sections ON-* R4D ti U2 ^I U4D ^i U6D Millwood Pike/Coverstone Drive/Inverlee Way Signal Warrant Study One Logistics Park Winchester Eastern Road Plan - Nov 2016 • \�• Yew Mates Arter.al ►mprnvtd I+a)cr Arenai • ♦ • %ow M+ror Arter Al In.yrvvvd Mo" Arena ��• 4vw MA)ot cWet)a I m proved MA)or co w to• •���. 14ow MIrw cnMPrtnr ON/ Irrprovfd M nor ldlerto• Ramp Rrn ndann- t • - iralif ,%. Future RI ]7 sYp.0 •s'•urbw ueve�oprnen' Area &*wer and Aster Servlre Area `� RurA1 cn'nm,x+RY CeMrr /�.��•� IK- A/o•YC Nw.r• ! S Jul ' i VDOT Functional Road Plan The VDOT Functional Plan for this portion of Frederick County is excerpted in Figure 4B, which shows Routes 522 and 50 as "Minor Arterials" in the study area vicinity as green links, east of 1-81. Costello Dr, Prince Frederick Dr, Inverlee Way, and Coverstone Dr are not identified as collectors. The functional plan designation establishes the VDOT Access Management requirements for median crossovers and traffic control. For this study, the Frederick County Road functions are utilized for review. Figure 4B: VDOT Functional Plan Millwood Pike/Coverstone Drive/Inverlee Way Signal Warrant Study One Logistics Park Winchester - c r C:< Cou n At the subject intersection, no pedestrian access is provided. Bike lanes are not included in the existing roadway sections. No programmed improvements are envisioned at this location, except for the planned improvements associated with the subject rezoning application. EXISTING CONDITIONS Due to the current COVID19 conditions and scoping during the summer of 2020, existing traffic counts were not updated for the study area. However, base line traffic was derived from past studies and counts. Previous traffic counts were collected for Pennoni on Thursday, April 5, 2018 during the AM peak periods from 6:00 to 9.00 AM and for the PM peak period from 4:00 to 7:00 PM west of the subject location. Additionally, 12 hour cous east of the location, at the Millwood Pike/Sulphur Spring Road junction, were provided by VDOT as part of the traffic study scoping. The Millwood Pike counts at Route 655 were used to derive Route 50 eastbound and westbound traffic volumes at Inverlee Way. The traffic counts are included in Appendix A to this warrant study. Pennoni reviewed the traffic data resources, including 2008 counts/forecasts counts at Inverlee Way and Millwood Pike, and balance the location traffic volumes by link to establish an existing conditions count. For the turns at Inverlee Way, the VDOT publishes traffic count in 2008 was 670 VPD. However. based on the 2008 counts used for the Governors Hill rezoning the link volume with a K vale of 0.10 were approximately 1,700 VPD, so the turning peak hour counts were used as the base to factor the 13-hour 'base' volume at Inverlee Way for the side street . Based on the 2008 peak hour turning volumes, Pennoni calculated hourly volumes at Inverlee Way as: • Southbound left to Inverlee Way to eastbound Millwood Pike calculated as 3.7percent of the total eastbound trips by 15-minute period. This equates to 29 turns in the AM peak (7:15 to 8:15) and 26 in the PM peak (4:00-5:00 PM) vs. the 34 and 22 from the 2008 counts; • Southbound right on Inverlee Way are shown at 225% of the southbound lefts, or 65 AM and 59 PM vehicles. The 2008 counts had 84 and 22 rights in the AM and PM peaks, respectively,- * Westbound rights from Millwood Pike to Inverlee Way at 4.9%percent of the westbound throughs. This equates to 26 and 54 trips for the AM and PM peak, approximating the 2008 counts at 16 and 63. ' Eastbound lefts at 63% of the westbound right turns or 16 AM and 34 PM vehicles. The 2008 counts had 11 and 39 lefts in the AM and PM peaks, respectively; and • Through trips balanced with link volumes at Sulphur Spring Road. The link volumes as derived are conservative in that they are less than the 2018 count to the west from the April ' 2018 at Prince Frederick Drive/Custer Avenue/Millwood Pike signal The hourly volumes as derived are summarize in Table 8: Pei 14 Millwood Pike/Coverstone Drive/Inverlee Way Signal Warrant Study One Logistics Park Winchester TABLE $; 1 j-HOUR TRAFFIC 2017 VOLUMES BY MOVEMENT AT MILLWOOD PIKE/INVERLEE WAY ' 2011 UNADJUSTED VOLUMES 0 0 0 0 0 0 0 0 0 EOR 0 0 Nihaood Pike I 0 0 T 0 WOR C Total 0 IntersecC T 0 6:00 7:OdM 7:00 8:00 AM 28 0 ' 64 92 0 0 0 0 14 733 0 747 0 464 24 488 1327 8:00 9 00 AM 25 0 ' 58 83 0 0 0 0 18 660 0 678 0 545 28 573 1334 9:00 10:00 AM 20 ' 0 ' 44 64 01 0 0 0 14 506 0 520 0 443 22 465 1049 10:00 11:00 AM 17 0 ' 38 55 0 0 0 0 16 446 0 462 0 486 ' 25 511 1028 11:00 12:00 PM 19 0 r 42 61 0 0 0 0 17 508 ' 0 525 0 534 28 562 1148 12:00 1:00 PM 20 0 ' 45 65 0 0 0 0 18 526 0 544 0 554 28 582 1191 ' 1.00 PM 2 00 PM 21 0 r 47 68 0 0 0 0 16 556 0 572 0 499 25 524 1164 2:00 PM 3:00 PM 22 0' 49 71 or 0 1 0 0 ' 20 ' 565 0 585 0 630 r 32 662 1318 3:00 PM 4:00 PM 23 ' 0 ' 53 76 0 0 0 0 ' 28' 618 0 646 0 827 43 870 1592 4:00 PM 5:00 PM 26 0 ' 60 86 0 0 r 0 0 34 687 0 721 0 1039 54 1093 1900 ' SIX PM 6:00 PM 23 0 52 75 0 01 0 0 30 600 r 0 630 0 862 45 907 1612 16 0 36 52 0 0 0 0 16 395 r 0 411 0 532 26 558 1021 ILink volumes on Inverlee Way approximate 1500 VPD north of Millwood Pike between 7:00 AM and 7 PM. PROPOSED SITE TRAFFIC The site rezoning is proposed to �► allow for employment uses in the —V M1 Light Industrial district, with a� proposed B2 District in the southeast quadrant of the future ;,- Millwood Pike/Coverstone Drive intersection. The illustrative plan' allocates activities in 8 land bays 9 O With general industrial and �_ 0 warehousing activities. For this warrant study, the land use plan ;k includes the Phase A land bays, �'�'< which generally include the 4 t —y '== ''` O land bays adjacent to Coverstone IL Drive Drive extended, or the western L, portion of the site. These uses accommodate iLLU5TRATiVE PLAN ONE LOGISTICS PARK WINCHESTER C,d�+ 1,491,600 sf feet of industrial activities, including a 27,000 sf super convenience ILLUSTRATIVE PLAN market/gas station with 24 fueling positions. The ,N primary development activity is a 1,008,000 sf industrial budding in land bay 2. The use is shown as general industrial but may be developed as a high -cube warehouse/distribution center, subject to market conditions. Trip are summarized in Table 9, based on the equation and averages in the ITE Trip Generation Manual Handbook, 10" Edition (2017). Millwood Pike/Coverstone Drive/Inverlee Way Signal Warrant Study One Logistics Park Winchester TABLE 9: PHASE A SITE TRIP GENERATION 1TE Land Use (!•-) AM AEA HOUR R1f PEA HOUR D:11LY I CODE DENSITY I uriahle iLsf IN OUT TOTAL IN OUT TOTAL (2-»•ay) :II_L TIZ/P;ARE I'FHICI_FTRIPS Phase A Land Buvs I and ? : as General Lit hi Industrial Uses 110 ,.n, 360.000 ksf General I.whi Industrial 4a 360.000 sf 101 14 115 12 77 89 1.422 110 in a: 1008.000 ksf General Light Industrial'rr 1.008,000 sf 217 30 247 24 158 182 � 33,878 1368.000 ksf 318 44 362 36 235 271 5.300 Lund Bav 3 : Super C 0171'. Or Gus Stati017 960 24 F.POs Super ComcnienccMarket/Gas Station 337 337 674 276 275 551 5.5J7 total Ntnlhvnod Pike 337 337 674 276 275 DD 1 5.5')7 Land Bat, -l: as General Lielrt Industrial Uses 110 96.600 ksf General Light Industrial 60 8 68 8 53 61 479 96.600 ksf total cast Concrstone Dr 60 8 68 8 53 61 479 Proposed 1491.600 ksf Phase :A (5) 1 715 389 1,104 1 320 563 883 1 11,311 1491.600 ksf Total "Grips for VDOT 527 Threshold No internal/Pass-by Trips 11,311 Number of Studies AMIPM(Daily) AM Peak Hour PM Peak Hour Dail Weekday ) at Effective /T1/) lZufPS 2-wayg Inbound 2-way)g Inbound 2-way) 45 44 (40) 110 General Light Industrial 4r 360,000 sl' ksf 0 32 88°° 0 _5 I3°° 3 95 45 44 (40) 110 General Light Industrial 4r 1008.000 sl' ksf 0 25 SS°° 0 IS I3°° 3 S: 34 47 (29) 150 11'arehous1ng ksi 0 17 771° 0 19 _. ° 1 74 39 48 (14) 960 Super Com emence Markei'Gas Station F Pos '_s Os 501° 22 96 50°° 230 >0 45 44 (40) 110 General LaFht Industrial ksi 0 70 SS°° 0 63 G°° 4 96 31 32(27) 130 Industrial Park ksf 040 SI°° 040 21°° -, 1 1 5 (24) 760 R &- D Cir ksf 0 42 . - ° 049 15°° 11 26 35 32 (66) 710 General Office Building ksi 116 86°° 1 15 16°° 974 (1) Trip Generation Manual (10th Edition), Institute of Transportation Engineers (ITE), 2017 and 10th Edition Supplement (Feb 2020), Average trip rates used, unless noted with "e', then equations used (2) ITE Land Use Code shown as the first 3 digits. Decimal shown for internal use by Pennoni for lookup table for trip rate variable. (3) Effective trip rates calculated by land use For average rates = (Density) x (ave. trip rate) = 2-way Trips ; x (inbound percentage) for Trips In For I I b equations, *a- noted = (Densty) x ( trip equation) = 2-way I rips ; x (inbound percentage) for I rips In Pei 16 I Millwood Pike/Coverstone Drive/Inverlee Way Signal Warrant Study One Logistics Park Winchester Frederick Count;,'%A. !ECG �G Pass -by trips are trips that use the site but would be on the road network anyway. The Institute of Transportation Engineers (ITE) Trip Generation Manual Handbook, 10"" Edition (2017), is the standard publication used to determine anticipated pass -by trips generated by a proposed site. Pass -by trip percentages were derived only for the super convenience center/gas station, with between 55 and 62% assigned as pass -by trips. For the commercial use, this results in change from existing throughs to turns at the Millwood Pike/Coverstone Drive/Inverlee Way intersection only, and reduces the trips assigned to the external roadway network. For the warrant analysis, the pass -by trips were not assigned separately. Given the proposed industrial uses, trucks were assumed to comprise a significant portion of the site traffic, which have different impacts on the study intersections than passenger vehicles. Given that the most likely development for the site is general industrial or a High -Cube Transload & Short -Term Storage Warehouse, truck percentages from the ITE Trip Generation 10th Edition Supplement (February 2020) and the ITE study, "High -Cube Warehouse Vehicle Trip Generation Analysis" (October 2016), were reviewed and applied for the TIS. To recognize the different purpose of truck trips (generally non -local) versus passenger vehicle trips (generally local, such as employees), different distributions were assumed for each. For the warrant analysis, the truck traffic is included in the total assignments. However, the 8 furling position truck stop traffic was assigned with separate hourly percentages per the ITE Truck stop percentages for the 13-hour assignments. SHORT-TERM CONDITIONS The traffic study as previously submitted included a review of regional roadways beyond the subject intersection. For the warrant analysis, the volumes turning only at the subject location were evaluated. PROJECTED SHORT-TERM CONDITIONS WITH SITE ' Future 2024 base traffic volumes represent the future traffic in the study area, to reflect: • Local through growth, ' Site Trips for Lands Bay 1,2, and 4 as Industrial Uses, • Land Bay 3 as a super convenience market/gas station as an effective 16 fueling positions, and • Land Bay 3 heavy vehicles, which approximates a truck stop uses as 8 fueling positions. r�ciein 2-iq An annual growth percentage of 1.0% for US. Rte. 50/17 was applied to the 2017 derived volumes. Hourly volumes are summarized in Table 10. With the modified growth, the overall intersection volume are at 0.9% annual growth between 2017 and 2024 without the subject rezoning. 17 Pei I Millwood Pike/Coverstone Drive/Inverlee Way Signal Warrant Study One Logistics Park Winchester -reelercK Coun y, TABLE 10: 13-HOUR 2024 TRAFFIC VOLUMES WITH GROWTH AT MILLWOOD PIKE/INVERLEE WAY rpnvUna NIS W/E 0 0% 10% SBL SBT SBR 1nwlee Way Total NBL NBT NBR Total EBL EBT EBR PAK%ood Pike Total WBL WBT WBR Total Intersection Total 6:00 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 8:00 AM 28 0 64 92 0 0 0 0 15 786 0 801 0 497 26 523 1416 8:00 9:00 AM 25 0 58 83 0 0 0 0 19 708 0 727 0 584 30 614 1424 9:00 10:00 AM 20 0 44 64: 0 0 0 0 15 543 0 558 0 475 24 499 1121 10:00 11:00 AM 17 0 38 55 - 0 0 0 0 17 478 0 495 0 521 27 548 1098 11:00 12:00 PM 19 0 42 61 0 0 0 0 18 545 0 563 0 573 30 603 1227 12:00 1:00 PM 20 0 45 65 0 0 0 0 19 564 0 583 0 594 30 624 1272 1:00 PM 2:00 PM 21 0 47 68' 0 0 0 0 17 596 0 613 0 535 27 562 1243 2:00 PM 3:00 PM 22 0 49 71 0 0 0 0 21 606 0 627 0 675 34 709 1407 3:00 PM 4:00 PM 23 0 53 76 0 0 0 0 30 663 0 693 0 887 46 933 1702 4:00 PM 5:00 PM 26 0 60 86 0 0 0 0 36 737 0 773 0 1114 58 1172 2031 5:00 PM 6:00 PM 23 0 52 75 0 0 0 0 32 643 0 675 0 924 48 972 1722 6:00 PM 7:00 PMJ 16 0 36 52 0 0 0 0 17 423 0 440 0 570 28 598 1090 Vc Not included in warrant review, which reduces mainline Millwood Pike though volume forecasts. Based on the forecasted link volumes (total of both approaches), the volumes are above the minimum thresholds in the MUTCD ' for the mainline throughs in the multi -hour conditions, so the focus is on the side street volumes. �1L`, SS'-21, c ' The short-term conditions add the initial site activities for the One Logistics Park Winchester site with the background conditions without the site. Trip distributions are summarized in Table 11, as developed for the traffic study. The primary truck access was assigned to/from 1-81 and individual routings are shown to Route 522/Costello Drive and Route 50//17(Millwood Pike)/ Coverstone Drive. Industrial distributions reflect VDOT input and local industrial park distribution In Frederick County, with increased orientation to 1-81. For the warrant study, the volume for the phase A site uses were assigned to the subject intersection at Coverstone Drive base one the following weighted AM/PM distributions, as summarized in Table 12. The volumes reflect the impacts of individual assignments for land bays, heavy vehicles assignment and pass -by trips for the commercial land bays. Pass -by trips vary by direction on Millwood Pike, so AM and PM distributions vary. TABLE 11: ONE LOGISTICS PARK SITE TRIP DISTRIBUTIONS Direction Commercial (Super Conv.) Employment (P(Passenger Car Employment Trucks North 1-81 20% 35% 40% West US 17/50/522 10% 20% 5% South 1-81 20% 20% 25% South US 522 10% 10% 15% East US 17/50 30% 5% 15% East Sulphur Springs Rd 10% 10% 0% Total 100% 100% 100% Pei 18 Millwood Pike/Coverstone Drive/Inverlee Way Signal Warrant Study One Logistics Park Winchesterrecer�ck TABLE 17 - COVERSTONE DRIVE EXTENDED SITE TRIP DISTRIBUTIONS Direction Commercial (Super Conv.) Commercial (Trucks Employment (Total Cars + Trucks Inbound to/from west 54% 60% 57% Inbound to/from east 44% 40% 16% outbound to/from west 48% 60% 57% outbound to/from east 50% 40% 16% _ r . ' For the warrant study, the peak hour trips from the traffic study for the site were distributed to the subject intersection as turns, based on the distributions noted above. The hourly volumes were calculated for each use based on the ITE Trip Generation diurnal curves for each land use, which estimates the percentage trips by hour as a percentage of the Daily inbound and outbound traffic. The percentages are shown in Tables 13A through13C for the phase A land uses at One Logistics Park Winchester. Note that the percentages are reduced, as highlighted in yellow to the right of the raw ITE data to approximate the trip generation from the traffic study for the AM and PM peaks. The reduction in percentage for the diurnal curves reduces side street trips and the effective volume assigned to Coverstone Drive are slightly reduced. Percentage were adjusted down to 'smooth out' % by hour for ' times adjacent to the peak hours. The application of the revised in/out percentages to the use Daily traffic volume provide hourly volumes for the site trips between 6:00 AM and 7:00 PM for the average weekday conditions. 1 The effective AM Peak (8-9 AM) and PM (4-5 PM) trips by use for inbound and outbound were compared to the land use totals from the traffic study in the % hourly distribution, with the general industrial trips outbound at 6 AM trip higher and 1 PM trip higher than the Table 9 trip generation. Inbound trips were lower with the % adjustments for the Daily trips for Land Use Code (LUC) 110 General Industrial. The Super Convenience center/gas station trips outbound were the most significant reduction, with 153 less AM trips and 97 less PM trips. For the heavy vehicle component for land bay 3, the warrant study volumes were estimated at 12 less AM trips outbound and 6 less PM trips. Fei 19 Millwood Pike/Coverstone Drive/Inverlee Way Signal Warrant Study One Logistics Park Winchester TABLE 13A; GENERAL INDUSTRIAL USES (LUC 11o) HOURLY PERCENTAGES Hourly Distribution of Entering and Exiting Vehicle Trips by Land Use Source: ITE Trip Generation Manual, loth Edition Land Use Code 110 Land Use General Light Industrial Setting General Urban/Suburban Time Period Weekday Trip Type Vehicle # Data Sites 29 % of 24-Hour Traffic Time Entering Exiting 12-1 AM 0 0 1-2 AM 0 0.1 2-3 AM 0 0.1 3-4 AM 0.1 0 4-5 AM 0.7 0 5-6 AM 5.0 0.4 6-7 AM 10.6 1.2 7-8 AM 17.3 2.7 8-9 AM 10.4 4.2 9-10 AM 6.7 6.8 10-11 AM 7.3 7.9 11-12 PM 6.8 8.4 12-1 PM 9.4 10.6 1-2 PM 8.1 6.5 2-3 PM 7.1 9.3 3-4 PM 5.8 12.8 4-5 PM 3.4 10.1 5-6 PM 1.1 15.2 6-7 PM 0.4 2.6 7-8 PM 0 0.1 8-9 PM 0 0 9-10 PM 0 1.0 10-11 PM 0 0 11-12 AM 0 0 General Light Source% Indust 110 DAILY Inbound Outboun 6.6% 1 2% 9.3% 1.8% 10.4% 2.0% 6.7% 4.8% 6.3% 5.9% 6.8% 6.4% 8.4% 8.6% 7.1% 4.5% 6.1% 7.3% 4.8% 9.0% 1.4% 10.0% 1 1% 9.2% 0 4% 2 6% 75.40% 73 30% Change FROM ITE % DAILY 5779 EFFECTIVE TRIPS InbOUnd joutboun4 301 58 vs ITE TRIP GEN 378 52 cliff AM Peak -77 6 40 289 vs ITE TRIP GEN 44 288 cliff PM Peak -4 1 Hour 6-7 AM 7-8 AM 8-9 AM 9-10 AM 10-11 AM 11-12 AM 12-1 PM 1-2 PM 2-3 PM 3-4 PM 4-5 PM 5-6 PM 6-7 PM Total 20 Millwood Pike/Coverstone Drive/Inverlee Way Signal Warrant Study One Logistics Park Winchester TABLE 1313: SUPER CONVENIENCE MARKET/GAS STATION USES (LUC 960) HOURLY PERCENTAGES 1 Hourly Distribution of Entering and Exiting Vehicle Trips by Land Use Source. ITE Trip Generation Manual, 10th Edition ' Land Use Code 960 Land Use Super Convenience Market/Gas Station Setting General Urban/Suburban ' Time Period Weekday Trip Type Vehicle # Data Sites 10 ' Time % of 24-Hour Traffic Entering Exiting 12-1 AM 1.2 1.3 1-2 AM 0.8 0.8 2-3 AM 0.5 0.5 ' 3-4 AM 0.7 0.7 Commercial Convi 960 DAILY 4758 4-5 AM 1.2 1.3 Source% DAILY EFFECTIVE TRIPS 5-6 AM 2.5 2.5 Hour I Inbound putboun LLbound utboun ' 6-7 AM 4.7 4.5 6-7 AM 4 7% 4.5% 7-8 AM 5.7 5.7 7-8 AM 5 7% 5 7% 8-9 AM 6.4 6.3 8-9 AM 6 4% 6.3% 152 150 9-10 AM SA 5.5 9-10 AM 5 4% 5.5% vs ITE TRIP GEN ' 10-11 AM 5.2 5.2 10-11 AM 5.2% 5.2% 303 303 11-12 PM 5.6 5.4 11-12 AM 5.6% 5.4% cliff AM Peak 12-1 PM 6.3 6.3 12-1 PM 6 3% 6 3% -151 -153 ' 1-2 PM 5.8 5.7 1-2 PM 5 8% 5.7% 2-3 PM 6.0 6.0 2-3 PM 6 0% 6.0% 3-4 PM 6.3 6.2 3-4 PM 6.3% 6 2% 4-5 PM 6.3 6.3 4-5 PM 6 3% 6 3% 150 150 ' 5-6 PM 6.6 6.5 5-6 PM 6.0% 6.0% vs ITE TRIP GEN 6-7 PM 6.0 6.1 6-7 PM 6 0% 6 1 % 248 247 7-8 PM 5.0 5.1 Total 75 70% 75 20% cliff PM Peak ' 8-9 PM 4.0 4.1 Change FROM ITE % -98 -97 9-10PM 3.4 3.4 10-11 PM 2.5 2.5 ' 11-12 AM 2.0 2.1 1 21 ,Penno+il) Millwood Pike/Coverstone Drive/Inverlee Way Signal Warrant Study One Logistics Park Winchester TABLE 13C: TRUCK STOP USES (LUC 950) HOURLY PERCENTAGES Hourly Distribution of Entering and Exiting Vehicle Trips by Land Use Source: ITE Trip Generation Manual, loth Edition Land Use Code 960 ' Land Use Super Convenience Market/Gas Station Setting General Urban/Suburban Time Period Weekday Trip Type Vehicle ' # Data Sites 10 Com Truck Stop 950 DAILY 774 %of 24-Hour Traffic Source% DAILY EFFECTIVE TRIPS ' Time 12-1 AM Entering Exiting 1.2 1.3 Hour 6-7 AM I Inbound putboun4 4 9% 5 2% I Inbound Putboun4 1-2 AM 0.8 0.8 7-8 AM 5 5% 5.8% 2-3 AM 0.5 0.5 8-9 AM 5 0% 5 6% 19 22 3-4 AM 0.7 0.7 9-10 AM 4 3% 4 5% vs ITE TRIP GEN 4-5 AM 1.2 1.3 10-11 AM 4 8% 4.7% 34 34 5-6 AM 2.5 2.5 11-12 AM 6 5% 6.2% cliff AM Peak 6-7 AM 4.7 4.5 12-1 PM 7 4% 7.6% -15 -12 ' 7-8 AM S.7 5.7 1-2 PM 6.2% 6.1% 8-9 AM 6.4 6.3 2-3 PM 6 1 % 6.0% 9-10 AM 5.4 5.5 3-4 PM 5 9% 5.9% 10-11 AM 5.2 5.2 1 4-5 PM 1 6 1 % 5 8% 24 22 ' 5.4 5-6 PM 6.2% 5.6% vs ITE TRIP GEN 11-12 PM 5.6 6-7 PM 5.2% 5.2% 28 28 12-1 PM 6.3 6.3 Total 74 10% 74 20% cliff PM Peak 1-2 PM 5.8 5.7 ' 2-3 PM 6.0 6.0 Change FROM ITE % -4 -6 3-4 PM 6.3 6.2 4-5 PM 6.3 6.3 S-6 PM 6.6 6.5 ' 6-7 PM 6.0 6.1 7-8 PM 5.0 5.1 8-9 PM 4.0 4.1 ' 9-10 PM 3.4 3.4 10-11 PM 2.5 2.5 11-12 AM 2.0 2.1 Diversions ' With the opening of Coverstone Drive to Millwood Pike at Inverlee Way, a portion of the existing traffic on Prince Frederick Drive and Costello Drive could use the new collector road link. For the warrant analysis, no diversions were reassigned to add traffic to Coverstone Drive Extended. ' PhAse A Site Assicynments at Coverstone Drive Extended The site traffic by hour for the weekday conditions with the One Logistics Park Phase A activities are summarized ' by movement in Table 14. Pennon 22 I Millwood Pike/Coverstone Drive/Inverlee Way Signal Warrant Study One Logistics Park Winchester TABLE 14: 13-HOUR 2024 SITE TRAFFIC VOLUMES AT MILLWOOD PIKE/INVERLEEWAY /COVERSTONE DRIVE iCi (V7 17— i QI= . %A11r) r)I VF7DQt(11JC SBL SBT 58R Irnerlee Way T T NOR Total ESL T EBR MliMood Pike Total WBL WOT WBR Total Intersection Total 600 1 00 AM 0 0 83 0 68 0 :80 I80 88 C 88 419 700 8 OO AM 0 0 0 0 108 0 85 193 0 0 239 239 112 0 0 112 544 800 9 00 AM 0 0 0 0 118 0 93 211 0 0 265 265 123 0 0 123 599 9:00 10:00 AM 0 0 0 0 152 0 94 246 0 0 189 189 95 0 0 95 530 10 00 11:00 AM 0 0 0 0 167 0 96 263 0 0 182 182 90 0 0 90 535 11:00 12:00 PM 0 0 0 0 181 0 104 285 0 0 199 199 100 0 0 100 584 12:00 1:00 PM 0 0 0 0 232 0 127 3S9 0 0 236 236 116 0 0 116 711 1:00 PM 2:00 PM 0 0 0 0 153 0 98 251 0 0 206 206 104 0 0 104 561 2:00 PM 3:00 PM 0 0 0 0 203 0 114 317 0 0 191 191 100 0 0 100 608 3:00 PM 4:00 PM 0 0 0 0 233 0 125 358 0 0 174 174 97 0 0 97 629 4:00 PM 5:00 PM 0 0 0 0 250 0 130 380 0 0 118 118 81 0 0 81 579 5:00 PM 6:00 PM 0 0 0 0 234 0 123 357 0 0 109 109 78 0 0 78 544 6:00 PM 7:00 PMJ 0 0 0 01 125 0 93 218 0 0 96 96 73 0 0 73 387 SHORT-TERM 2024 VOLUMES WITH PROPOSED SITE The Short-term 2024 turning volumes are summarized in Table 15 by hour, with growth and site volumes for the warrant review. Volumes are unadjusted for Right Turn on Red reductions. TABLE 15: 13-HOUR 2024 SHORT-TERM TRAFFIC VOLUMES AT MILLWOOD PIKE/INVERLEE WAY /COVERSTONE DRIVE 2024 UNADJUSTED VOLUMES tooth GROWTH AND OTHERS/DI VI 1" ' 11" OTHERS wg Way MiWwood Pike & W/E SBL SBT SBR NBL NBT NBR Total EBL EBT EBR Total WBL WBT T `6:00 700AM 0 O 0 0 83 U 68 ,L37 i8U 180 rib U 0 88 419 7:00 B:00AM 28 0 64 92 108 0 85 1 786 239 1010 112 497 26 635 1960 8:00 9:00 AM 25 0 S8 83 118 0 93 2 708 265 992 123 584 30 737 2023 ' 9OO1000AM 20 0 44 64 152 0 94 2 543 189 747 95 475 14 594 1651 10:00 11:00 AM 17 0 38 55 167 0 96 2 478 182 677 90 521 27 638 1633 11:00 12:00 PM 19 0 42 61 181 0 104 2 545 199 762 100 573 30 703 1811 12:00 1:00PM 20 0 45 65 232 0 127 3 564 236 819 116 594 30 740 1983 1 00PM 2:00 PM 21 0 47 68 153 0 98 2 596 206 819 104 535 27 666 1804 2:00 PM 3:00 PM 22 0 49 71 203 0 114 3 606 191 818 100 675 34 809 2015 3:00 PM 4:00 PM 23 0 53 76 233 0 125 3 663 174 867 97 887 46 1030 2331 40OPM S 00PM 26 0 60 86 250 0 130 3 737 118 891 81 1114 58 1253 2610 PM 6:00 PM 23 0 52 75 234 0 123 3 643 109 784 78 924 48 1050 2266 PM 7:00 16 0 36 52 125 0 93 2 423 96 536 73 570 28 671 1477 7230 ' The link volumes on Coverstone Drive (Northbound approach plus EB rights, WB lefts and SB throughs) are shown at 7230 vehicles for the 13-hour weekday period. The traffic study had estimated 9950 VPD on Coverstone Drive Extended. Peak hour volumes for the Phase A condition with the site are shown below In Figure 5. For Coverstone ' Drive Extended, as a side street, the northbound volumes for the signal warrant analysis for AM peak are 166 less than the traffic study forecasts, and 138 vehicles less than in the PM peak. This reduction Is 44 and 27 percent respectively, for the peaks and reflect that warrant study times do not exactly match up with the peak hours. For volume thresholds, the lesser volumes are used to be conservative. Link volume on Millwood Piker are also reduced for the warrant evaluation, in relation to the submitted traffic study 23 1 Millwood Pike/Coverstone Drive/Inverlee Way Signal Warrant Study One Logistics Park Winchester TOTAL TRAFFIC VOLLN& COWARSIONS TO TIS Peak Hour VOLUMES for LOS 2024 wl she Ph 1 w/ Dlvwslans Figure 19A Approach Totals Approach Totals A roach Totals 118 (64 27 102 748 2 300 N 30 710 E (1771) Inverlee Way 1525 84 - 34 i421 ,22i 16 WOR 52? wBT - wBL 974 Millwood Pike 11 (39) -,MaNOT NOR 1.276 1770i 162 215 424 i1381 (335) (182) 1711 AM ;23.0�7O PM Daft 948 9.950 S 769 6 377 518 1900 Coverstone Drive TOTAL TRAFFIC VOLL" CONPARSIONS TO TIS FROM WARRANT STUDY Peak Hour VOLUMES for warrant check 2024 1 wl site Ph 1 w/o Diversions SJR App IS I Approach Totals Aporoach Totals A h Totals 83 86) 49 : 1941 737 N E (1253) Inverlee Way $26 30 58r 25 584 1 1141 (26) 123 8U 893 Millwood Pike 361 l7371 118 - 93 1181 2501 - 130) 4388 992 Pu Da 891) yy S 780 199 2111 3801 1424 Coverstone Drive Figure 5: Millwood Pike/Inverlee Way/Coverstone Dive Volume Comparisons Coverstone Drive Drive Opei,itions The LOS by movement with signal control are shown graphically in Figure 1, as derived from the September 2020 traffic analysis for the short-term operations with the updated Synchro analysis, attached as Appendix B. The overall geometry is show in Figure 6 based on the Figure 30 concept plan from the September traffic study. Turn lanes summarized in Table 4. The LOS is updated to reflect stand- alone signal operations from the Synchro outputs with 130 seconds as AM cycle length and 1122 cycle of 160 seconds for the PM cycle length. The Millwood Pike corridor optimization from the revised traffic study showed half cycle length of 80 seconds in the PM at this location. Figure 6: Route 17/5o at Coverstone Drive Concept Mitigation Exhibit Short -Term 2024 Conditions with site with signalization: Overall LOS at" B/C" conditions with signal; Mainline approaches at LOS "C" or better with 12o/8o sec. cycle lengths; Northbound left at LOS "D" with a dual lanes to WB Rte. 50-17; Inverlee Way at LOS "D/C" approach with separate right turn striped Through trips on Side Street not included to reduce side street green time; 24 Millwood Pike/Coverstone Drive/Inverlee Way Signal Warrant Study ' One Logistics Park Winchester -edcrick Coon:}.';,,. SHORT-TERM 2024 WARRANTS WITH PROPOSED PHASE A SITE The intersection volumes by hour for the warrant review is summarized in Table 3, with RTOR volumes adjusted from the total volumes in Table 15. �.�IJ `✓ `,� ✓i�.-:i its'.. ;�,rG l GtEdS The MUTCD volume warrants are compared based on the number of vehicles per hour for the side street (in this case Coverstone Drive) and the total number of trips on the mainline (Millwood Pike) volumes and compared to minimum thresholds. The Table 16 below summarizes the volume thresholds and the hours satisfied of volume thresholds for the 8-hour, 4-hour, and peak hour warrants. The volume from Table 3 for the 13 hours of weekday data are compared to the MUTCD thresholds for 3 8 hour, one 4 hour, and one peak hour threshold. Peak hour ' delay was not checked. The volume thresholds are repeated from the overall summary Table 6 for legibility. TABLE 16: MUTCD VOLUME CRITERIA Scenario Warrant #1 A Warrant #1 B Warrant #1 Warrant #2 Warrant #3 Min. Veh. Vol. Inrpt of Flow Combo A+B 4 hours 1 Hour 8 hours 8 hours 8 hours MUTCD Vol. 600 900 720 1300 Min. 1675 min. Threshold At Side Street At Side Street Mainline (2-way) volume of volume of MUTCD Vol. 200 100 160 115 150 Threshold (Peak One -Way) Hours satisfied 0 hrs 12 hrs 9 hrs 12 hrs 4 hrs NO YES I YES YES N/A * • * Peak hour delay nor reviewed by hour for volumes without signalization. Volume threshold Only - Warrants based on 40 MPH mainline speed • Warrant #2 and Warrant #3 are based on curves per number of lanes, assume 2 each MUTCD Warrant 1, Eight -Hour Vehicle Volume: Sotis ied. The subject intersection was evaluated in accordance with the guidance provided in MUTCD, Section 4C.02. Thresholds established for "2 or more" lanes of moving traffic on the Major Street and for one on Minor Street were applied. Hourly volumes for Millwood Pike were compared to ' the 100% thresholds established by MUTCD guidance based on approach geometries. Posted speed at 55 MPH would qualify for a reduction, but an 85% speed analysis was not performed. For the stand-alone warrant under Condition A (Minimum Vehicular Volume), zero (0) analysis hours satisfies the criteria. For the stand-alone warrant ' under Condition B (Interruption of Continuous Traffic), 12 analysis hours satisfy the criteria. The warrant is met when either warrant condition is satisfied. Either warrant condition is met when eight (8) analysis hours satisfy the criteria. Further evaluation under this warrant allows for consideration of Condition A and Condition B in combination at a 20% reduction in volume thresholds. When analyzed under these criteria, nine (9) analysis hours satisfies the combination of Condition A or Condition B and should only be used after adequate trial of other remediation measures. MUTCD Warrant 2, Four -Hour Vehicle Volume: Sotis ied. The subject intersection was evaluated in accordance with the guidance provided in MUTCD, Section 4C.03. 12 analysis hours satisfy the criteria. The warrant condition is met when four (4) analysis hours satisfy the criteria. For the Future Year 2024 conditions with the Site Phase A activities, the four-hour warrants are summarized in Figure 7 for the subject intersection. Pei 25 Millwood Pike/Coverstone Drive/Inverlee Way Signal Warrant Study One Logistics Park Winchester = ederic'< County. , Millwood Pike/lnverlee Way/Coverstone Dr. Figure 4C-1. Warrant 2, Four -Hour Vehicular Volume s� 2 c (Applicable Curve) OR I.IOR_ '� I 2 OR brORE LAP:ES 8 1 Lf+l¢E MINOR STREET 300 HIGHER- II VOLUL'E APPROACH. .00 ! VPH ENO' 410 500 6010 100 830 :O0 1000 1100 1200 :300 I -DO MAJOR STREET —TOTAL OF BOTH APPROACHES — VEHICLES PER HOUR (VPH) ' •Note 1 :5 vph applies as tree lovrer trlresne:d volume for a —nor-since: approach %wth hve or more taro. and 80 vph a0p=1r = the 1_ •. r thrc�nold volume for a minor-stroel a=reaen vvl•.h one L'r c Future 2024 Traffic with Phase 1 Site WARRANT SATISFIED ' Traffic Situation No Adjustment 70% for posted speed at 45 MPH Max Side Street Peak Hour(s): 2nd Peak: 3rd Peak: 4th Peak: 4-5 PM TIME 5-6 PM 3-4 PM 12-1 Phi Major Street Total of Both Approaches: 2,144 VPH 1,834 VPH 1,897 VPH 1,559 VPH Minor Street 85% NS RTOR 85`.a 85,$ 851.E Higher Volume Approach: 270 VPH 253 VPH 252 VPH 252 VPH YES YES YES YES Sourw MUTCO Signal Warrants - Warrant 2 - Frguro 4C-1 Analvs , Penn= Figure 7: Millwood Pike/Inverlee Way Coverstone Drive Four -Hour Vehicle Volume Warrant Summary MUTCD Warrant 3, Peak Hour: Sotis ied. The subject intersection was evaluated in accordance with the guidance ' provided in MUTCD, Section 4C.04. This guidance states that the peak conditions are only applicable for installations in unusual cases that attract or discharge large numbers of vehicles over a short time. Four (4) analysis hours out of the 13 available satisfy the criteria. The warrant condition Is met when one (1) analysis hour satisfies ' the either category: Category A. Stopped delay a volumes (all 3 conditions met) • Total stopped time delay for minor street exceeds 4 vehicle hours on a single lane approach or 5 vehicle hours for a two-lane approach; • Volume on the minor street exceeds 100 vehicles per hour on a one -lane approach or 140 vph for two - lanes; • Total entering volumes exceed 650 vph for the 3-legged or 800 vph for 4-legged approach; or Category B. Volumes • Volumes exceed applicable curve from MUTCD Figure 4C-3. For the Future Year 2024 conditions with the Site Phase A activities, the peak -hour warrants are summarized in ' Figure 8 for the subject intersection for the 4 busiest hours in terms of volumes for the second category. Warrants satisfied based on volumes. Pe� 26 i L I Millwood Pike/Coverstone Drive/Inverlee Way Signal Warrant Study One Logistics Park Winchester Frederick Millwood Pike/inverlee Way/Coverstone Dr. coo sW MINOR »00 STREET HIGHER - VOLUME aW APPROACH- VPH 2x ,oc Figure 4C-3. Warrant 3, Peak Hour (Applicable Curve) 2 OR MORE LANES & 2 OR M^RE Li NES; I I I I 2 OR MORE LANES a 1 LANE 1 LANE 3LANE ` 400 t.W 6M -W boJ 400 1' C 1100 1200 1300 14W IiXA ltW 1:W iSJO MAJOR STREET —TOTAL OF BOTH APPROACHES — VEHICLES PER HOUR (VPH) -No:e ! 50 vph :,ppl.r, ay the 1OW , Inn:.hotd w7.:me; for a mircr^�:ree: aopmacn ,•.nth N.O or more lame. ano 100 \Vn apal-- a;'Me io-0, ;!;remold volume !✓ a minor-st,o l app!oach l rh 0n_ tanC Future 2024 Traffic with Phase 1 Site WARRANT SATISFIED Traffic Situation No Adjustment 70% for posted speed at 45 MPH Ma. S.do street Peak Hour(s): 2nd Peak: 3rd Peak: 4th Peak: 4-5 Ph1 TIh:E 5-6 PM 3-4 Phl 12-1 PM Major Street Total of Both Approaches: 2,144 VPH 1,834 VPH 1,897 VPH 1,559 VPH Minor Street 85 % NR RTOR 95% 85% 85% Higher Volume Approach: 270 VPH 253 VPH 252 VPH 252 VPH YES YES NO YES Source MUTCD Signal Warr=5 - Warrant 3 - Ftgtuc 4C-3 Analy m Pcnnom Figure 8: Millwood Pike/Inverlee Way Coverstone Drive Peak Hour Vehicle Volume Warrant Summary MUTCD Warrant #4, Pedestrian Volume: Not satisfied. Pedestrian activity is anticipated to be minimal at the intersection with no pedestrian linkages immediately north in the Ravens community or along the Millwood Pike corridor. Therefore, since pedestrian volumes need to satisfy 107 total crossings per hour for four hours, or 33 crossings in a peak hour (without the 70% speed reduction), the pedestrian activities will not satisfy MUTCD thresholds. The warrant is also not applicable within 300 feet of alternative crossing, which is not applicable on Millwood Pike. MUTCD Warrant #5, School Crossing: Not applicable since the nearest schools, Greenwood Mill Elementary north ' of Millwood Pike and Evandale Elementary, south of the airport near Paper Mill Road/Front Royal Pike, are both more than 2miles away (and further by car). The proposed zoning removes residential uses as previously approved. MUTCD Warrant #6, Coordinated Signal System: Not applicable since resultant spacing between adjacent traffic ' signal at Millwood Pike is not less than 1,000 feet. The MUTCD warrant is proposed as threshold, subject to engineering study, to maintain proper platooning of vehicles. The future signal is anticipated to be coordinated with the existing signals on US Route 50-17. MUTCD Warrant #7, Crash Experience: Not applicable. Review of the Virginia Crash Data maps by Jurisdiction and by route note the following summary by year for the last 3+ years. Incidents at Inverlee Way at Millwood Pike were reported as property Impacts only, with no injuries or fatalities, to suggest that signalization is warranted to potentially reduce crash frequency. Crash data is summarized in Table 17, which shows that the there are not 5 or more crashes annually of the type susceptible to correction by traffic signal control. Alternative intersection options and enforcement are suggested first to verify if crash frequency can be reduced. Pei 27 i Fi Millwood Pike/Coverstone Drive/Inverlee Way Signal Warrant Study One Logistics Park Winchester=reuerick C ounty, V TABLE 17: INTERSECTION CRASH SUMMARY Year Total Reported Crashes Injuries Fatalities Notes 2020 0 0 0 Partial Year 2019 2 0 0 2018 4 0 0 3 adjacent to intersection at Millwood Pike, including at golf course 2017 0 0 0 MUTCD Warrant #8, Roadway Network: Not Satisfied because the location does not meet the following criteria for two or more major routes meeting: • The 2024 existing peak hour entering volume hour is projected to be above the 1,000 vehicles per hour threshold within the next S years, • The existing off peak weekend volumes were not checked in this analysis, • Meets warrants #1 and #2 for 2024 future conditions, and • While Millwood Pike is a major route in the signal warrant review, not as a principal roadway, but as rural/suburban highway outside/entering/or traversing a city and appears in an urban area plan. While Coverstone Drive is classified as a major collector by the County, the short-term function for though trips on Coverstone Drive is diminished without a long-term connection to the west to the Route 522 corridor. MUTCD Warrant #9, Intersection Near A Grade Crossing: Not applicable, since no railroad crossings within 140 feet of the intersection and volumes/distance combination plots from MUTCD 4C-9 /4C-10 not achieved. vc` V .li ia; i 2--CS Based on Virginia Supplement to the MUTCD, the application of the Institute of Transportation Engineers' (ITE) Manual of Traffic Signal Design, Daily warrant was checked for the future conditions for a new road. Pennoni has evaluated the average daily traffic link volumes from the September 2020 traffic study and included the following calculations: • Used Urban conditions, no adjustment for speeds on Millwood Pike over 45 MPH, • Millwood Pike ADT calculated as the approach ADT on east and west legs, divided by 2 (for direction) and added together • Shown only the daily Volumes on Coverstone Drive Extended at 54 percent of the daily trips and divided by 2 for one-way volumes northbound. The 54 percent accounts for the traffic turning lefts on Coverstone Drive to WB Millwood Pike. • Since the applicant is proposing double lefts, the side street shown as 2 lanes The results are included in Table 18, which show that the continuous daily warrant B (warrant 2) and the ' combination of warrants A and B at 8o% (Warrant 3) are satisfied. The Daily volume threshold of Coverstone Drive (from 9,9S0 VPD results in 2,687 VPD for the northbound left). ' In term of site phasing, the estimated Daily volume warrants are satisfied with the mainline throughs for Millwood Pike. The 'back of the envelope' ADT thresholds could be satisfied on Coverstone Drive for combination warrant 3 at with the side street thresholds are satisfied at the 80% combination volume of 1,280 VPD. Assume this one direction ADT is approximately 25% of the land bay ADT, the site trip generation of 5,120 VPD (or 4 x 1,280) would ' trigger the Daily Volume warrant. Based on the Phase A land bays uses, that ADT would equate to development Pe 28 1 J Millwood Pike/Coverstone Drive/Inverlee Way Signal Warrant Study One Logistics Park Winchester only the commercial uses in Land Bay 3 as proposed (5,500 VPD), or the industrial uses in Land Bays 1 and 2 (5,300 VPD). TABLE 18: ITE DAILY WARRANT SUMMARY (Based on Estimated Average Daily Traffic) Intersection Name: Millwood Pike/Coverstone Drive/Inverlee Way EADT Major EADT Minor 26890 v d 2687 v d Side street ADT at 54% for NB lefts/for 1 direction 0.54 Urban: Yes Rural: No Minimum Reguirements EADT Vehicles per day on major Vehicles per day on higher Speeds <45 MPH 1. Minimum Vehicular Warrant Not Satisfied street (total of both approaches) volume minor street (one direction only) Number of lanes for moving traffic on each approach .11o/orS/rrel 1Lnor.S/rrel f r, p. K;n.; !'rh.rr. R;n.:. 1 1 8.000 5,600 2,400 1.680 2 or more 1 9,600 6,720 2.400 1,680 2 or more Yes 2 or more No 9,600 6,720 3,200 2,240 1 2 or more 8.000 5,600 3,200 2.240 2. Interruption of Continuous Vehicles per day on major Vehicles per day on higher Traffic Warrant Satisfied/ street (total of both approaches) volume minor street (one direction only) Number of lanes for moving traffic on each approach 1 rlarr; 1Zur;/ [ "r ulr 1 1 12,000 8,400 1.200 850 2 or more 1 14,400 10,080 1.200 850 2 or more Yes 2 or more Yes 14,400 10,080 1,600 1,120 1 2 or more 12,000 8.400 1.600 1.120 3. Combination Satisfied/ 2 Warrants 2 Warrants No one warrant satisfied but following warrants fulfilled 80% or more i W 2 7,680 2,560 Note: 1. Left turn movements from the major street may be included with minor street volumes if separate signal phase is to be provided for the left -turn movements 2. To be used only for NEW INTERSECTIONS or other locations where actual traffic volumes cannot be counted. Source: ITE Manual of Traffic Signal Design and VUU i 5uppiement to the mu i uu i aoie 4U-V i Calculations by Pennoni for Short-term 2024 forecasts with Urban Design Critera at < 45 MPH Mainline Calculations by Pennoni for Short-term 2024 forecasts with One Logistics Park Phase 1 (Sept 2020) NIL,iti Hour '�V,H I dolt Lhe(k In reviewing the Daily volume sensitivity, the MUTCD multi -hour volume warrants were also checked with a 55 MPH speed for 2 scenarios: • Without NB rights, (or with 100% RTOR), With only the general industrial traffic, without the ancillary commercial in land bay 3. ' The results are included in Appendix C, which shows the sensitivity with lesser volumes on the side street can achieve multi -hour warrant, if the mainline speed is greater than 45 MPH. This should allow flexibility to install the warranty with initial One Logistics Park Winchester development through VDOT site plan review. 1 29 1 Millwood Pike/Coverstone Drive/Inverlee Way Signal Warrant Study One Logistics Park Winchester Frederick County, VA CONCLUSIONS This warrant study has been prepared to supplement the Signal Justification Report (SJR) for the proposed Coverstone Drive extended intersection with Millwood Pike opposite Inverlee Way. The analysis reviews the multi - hour traffic volumes with the short-term development of One Logistics Park Winchester rezoning Phase A development. Based on the forecasts, proposed geometry, operating conditions, the future conditions satisfy signalization, based on the MUTCD warrants. Review of these warrants show that the future traffic conditions with proposed lane geometry satisfies the signal installation guidelines at subject intersection, based on projected multi - hour volumes for both Millwood Pike and Coverstone Drive Extended. The proposed proffers include the installation of the signal when warranted at this location, as part of the One Logistics Park development. We recommend that this analysis demonstrates that the volume warrants are satisfied in the short-term conditions and signalization should be pursued with the initial design of Coverstone Drive Extended south of Millwood Pike. U:\Accounts\WICKG\WICKG20001 - One Logistics Park - Winchester\DOC PREP\SIGNAL JUSTIFICATION\Pennoni_1Logistics Park —Signal Warrant Summary_Coverstone5017_Fred Co_20201209.doa pe o� 30 Appendix A 1 Traffic Counts ' One Logistics Park Winchester 1 Signal Warrant Study 1 Frederick County, Virginia 1 1 WICKG20001 December 2020 L IJ a Ci TOTALS TURNING MOVEMENT COUNT - SUMMARY Counted by: VCU Intersection of: Route 655 Sulphur Springs Road Date: December 06, 2017 Wednesday T716. and: US 17-50 Weather: Clear, Cool ("/�//fin Location: Frederick County, Virginia Entered by: CK Star Rating: 4 TRAFFIC FROM NORTH TRAFFIC FROM SOUTH TRAFFIC FROh1 EAST - - TFROMFFIC FROM WEST TOTAL on: Route 655 Sulphur Spring, Road on: on: US 17150 on: US 17150 N . S TIME RIGHT THRU LEFT U-TN TOTAL - RIGHT THRU _ LEFT U-TN TOTAL RIGHT _ THRU LEFT U-TN TOTAL RIGHT THRU LEFT U-TN TOTAL E - W AM 7 00 - 7 15 15 0 40 0 55 0 0 0 0 0 12 82 0 0 94 0 135 22 0 157 306 7 15 - 7 30 26 0 53 0 79 0 0 0 0 0 8 80 0 0 88 0 198 21 0 219 386 7 30 - 7 45 31 0 55 0 86 0 0 0 0 0 17 107 0 1 125 0 151 14 0 165 376 7 45 - 8 00 47 0 40 0 87 0 0 0 0 0 19 100 0 1 120 0 205 15 0 220 427 8 00 - 8 15 38 0 43 0 81 0 0 0 0 0 13 105 0 0 118 0 169 16 0 185 384 8 15 - 8 30 37 0 42 0 79 0 0 0 0 0 9 87 0 1 97 0 141 26 3 170 346 8 30 - 8 45 30 0 44 0 74 0 0 0 0 0 16 151 0 0 167 0 137 25 0 162 403 8 45 - 9 00 27 0 33 0 60 0 0 0 0 0 18 94 0 0 112 0 160 11 1 172 344 9 00 - 9 15 29 0 18 0 47 0 0 0 0 0 15 97 0 0 112 0 95 30 0 126 285 9 15 - 9 30 36 0 24 0 60 0 0 0 0 0 13 76 0 0 89 0 112 19 0 131 280 9 30 - 9 45 28 0 28 0 56 0 0 0 0 0 12 77 0 0 89 0 114 21 1 136 281 9 45 - 1000 28 0 15 0 43 0 0 0 0 0 8 93 0 0 101 0 107 27 0 134 278 10 00-10 15 46 0 19 0 65 0 0 0 0 0 17 85 0 0 102 0 99 19 1 119 286 1015-10 30 38 0 21 0 59 0 0 0 0 0 10 97 0 0 107 0 100 25 0 125 291 10 30 - 1045 38 0 17 0 55 0 0 0 0 0 15 74 0 0 89 0 85 27 2 114 258 1045-1100 39 0 15 0 54 0 0 0 0 0 19 90 0 0 109 0 91 17 1 109 272 11 00- 11 15 33 0 17 0 50 0 0 0 0 0 13 89 0 0 102 0 104 33 0 137 289 11 15. 11 30 32 0 13 0 45 0 0 0 0 0 15 101 0 0 116 0 73 47 0 120 281 11 30- 11 45 53 0 12 0 65 0 0 0 0 0 15 112 0 0 127 0 93 30 1 124 316 11 45 - 12 00 42 0 13 0 55 0 0 0 0 0 11 98 0 0 109 0 105 42 1 148 312 • 12 00-12 15 36 0 21 0 57 0 0 0 0 0 23 124 0 0 147 0 108 34 3 145 349 12 15- 12 30 27 0 20 0 47 0 0 0 0 0 15 97 0 1 113 0 129 27 0 156 316 12 30 - 12 45 40 0 16 0 56 0 0 0 0 0 18 127 0 0 145 0 87 28 2 117 318 12 45 - 1 00 31 0 27 0 58 0 0 0 0 0 12 95 0 0 107 0 89 44 0 133 298 100-115 43 0 12 0 55 0 0 0 0 0 23 107 0 0 130 0 104 35 141 326 1 15- 1 30 30 0 17 0 47 0 0 0 0 0 17 98 0 0 115 0 110 26 0 136 298 130-145 33 0 24 0 57 0 0 0 0 0 13 89 0 0 102 0 121 37 0 t58 317 1 45 - 2 00 34 0 25 0 59 0 0 0 0 0 19 88 0 0 107 0 108 35 1 144 310 2 00 - 2 15 33 0 19 0 52 0 0 0 0 0 30 104 0 0 134 0 96 29 2 127 313 2 15-2 30 36 0 21 0 57 1 0 0 0 0 0 24 128 0 0 152 0 106 40 0 146 355 2 30-2 45 36 0 23 0 59 0 0 0 0 0 33 153 0 1 187 0 91 46 138 384 2 45 - 3 00 38 0 26 0 64 0 0 0 0 0 23 130 0 0 153 0 138 41 1 180 397 3 00 - 3 15 34 0 24 0 58 0 0 0 0 0 36 171 0 0 207 0 112 33 0 1-5 410 3 15 - 3 30 46 0 31 0 77 0 0 0 0 0 41 140 0 0 181 0 140 33 2 175 433 3 30 - 3 45 39 0 21 0 60 0 0 0 0 0 35 197 0 0 232 0 121 48 2 171 463 3 45-4 00 47 0 26 0 73 0 0 0 0 0 44 192 0 0 236 0 109 45 0 154 463 4 00-4 15 53 0 22 0 75 0 0 0 0 0 42 243 0 0 285 0 129 41 1 171 531 4 15-4 30 42 0 30 0 72 0 0 0 0 0 44 210 0 0 254 0 142 53 0 195 521 4 30-4 45 43 0 26 0 69 0 0 0 0 0 69 238 0 0 307 0 139 50 1 190 566 4 45 - 5 00 50 0 27 0 77 0 0 0 0 0 41 212 0 0 253 0 123 36 0 159 489 5 00 - 5 15 27 0 22 0 49 0 0 0 0 0 48 213 0 0 261 0 98 50 0 148 458 5 15 - 5 30 29 0 25 0 54 0 0 0 0 0 56 217 0 0 273 0 123 51 1 175 502 5 30 - 5 45 36 0 19 0 55 0 0 0 0 0 56 200 0 0 256 0 140 37 0 177 488 5 45 - 6 00 27 0 20 0 47 0 0 0 0 0 37 156 0 0 193 0 90 34 1 125 365 6 00-6 15 24 0 12 0 36 0 0 0 0 0 43 147 0 0 190 0 81 23 0 104 330 6 15 - 6 30 31 0 15 0 46 0 0 0 0 0 15 99 0 0 114 0 69 30 0 99 259 6 30 - 6 45 16 0 13 0 29 0 0 0 0 0 27 131 0 0 158 0 71 26 1 98 285 6 45 - 7 00 20 0 19 0 39 0 0 0 0 0 22 89 0 0 111 0 90 21 0 111 261 12 Hr Totals 1674 0 1165 0 2839 0 0 0 0 0 1181 6090 0 5 7276 0 5539 1521 31 7091 17205 A-1 TOTALS TURNING MOVEMENT COUNT - SUMMARY Counted by: U VCcember MY,({ Intersection of: Route 655 Sulphur Springs Road Date: December 06, 2017 Wednesday � lfl ' and: US 17-50 Weather: Clear, Cool (ai/up Location: Frederick County, Virginia Entered by: CK Star Rating: 4 TRAFFIC FROM NORTH TRAFFIC FROM SOUTH TRAFFIC FROM EAST TRAFFIC FROM WEST TOTAL on: Route 655 Sulphur Springs Road on: on: US 17150 on: US 17150 N+S TIME + ' RIGHT THRU LEFT U-TN TOTAL RIGHT THRU LEFT U-TN TOTAL � RIGHT THRU LEFT U-TN TOTAL RIGHT THRU LEFT U-TN TOTAL E+W '. 1 Hr Totals 7 00-8 00 119 0 188 0 307 0 0 0 0 0 56 369 0 2 427 0 689 72 0 761 1495 7 15-8 15 142 0 191 0 333 0 0 0 0 0 57 392 0 2 451 0 723 66 0 789 1573 7 30-8 30 153 0 180 0 333 0 0 0 0 0 58 399 0 3 460 0 666 71 3 740 1533 7 45-8 45 152 0 169 0 321 0 0 0 0 0 57 443 0 2 502 0 652 82 3 737 1560 8 00-9 00 132 0 162 0 294 0 0 0 0 0 56 437 0 t 494 0 607 78 4 689 1477 8 15-9 15 123 0 137 0 260 0 0 0 0 0 58 429 0 1 488 0 534 92 4 630 1378 8 30-9 30 122 0 119 0 241 0 0 0 0 0 62 418 0 0 480 0 505 85 t 591 1312 ' 8 45-9 45 120 0 103 0 223 0 0 0 0 0 58 344 0 0 402 0 482 81 2 565 1190 900-10 00 121 0 85 0 206 0 0 0 0 0 48 343 0 0 391 0 429 97 1 527 112a 9 15-10 15 138 0 86 0 224 0 0 0 0 0 50 331 0 0 381 0 432 85 2 520 1125 9 30-10 30 140 0 83 0 223 0 0 0 0 0 47 352 0 0 399 0 420 92 2 514 1136 19 45-1045 150 0 72 0 222 0 0 0 0 0 50 349 0 0 399 0 391 98 3 492 1113 10 00-11 00 161 0 72 0 233 0 0 0 0 0 61 346 0 0 407 0 375 88 4 467 1107 10 15-11 15 148 0 70 0 218 0 0 0 0 0 57 350 0 0 407 0 380 102 3 485 1110 10 30-11 30 142 0 62 0 204 0 0 0 0 0 62 354 0 0 416 0 353 124 3 480 1100 10 45-11 45 157 0 57 0 214 0 0 0 0 0 62 392 0 0 454 0 361 127 2 490 1158 ' 1100-12 00 160 0 55 0 215 0 0 0 0 0 54 400 0 0 454 0 375 152 2 529 1198 11 15-12 15 163 0 59 0 222 0 0 0 0 0 64 435 0 0 499 0 379 153 5 537 1258 11 30- 1230 158 0 66 0 224 0 0 0 0 0 64 431 0 1 495 0 435 133 5 573 1293 11 45-1245 145 0 70 0 215 0 0 0 0 0 67 446 0 1 514 0 429 131 6 566 1295 12 00-100 134 0 84 0 218 0 0 0 0 0 68 443 0 1 512 0 413 133 5 551 1281 12 15-1 15 141 0 75 0 216 0 0 0 0 0 i 68 426 0 1 495 0 409 135 3 547 1258 12 30-130 144 0 72 0 216 0 0 0 0 0 70 427 0 0 497 0 390 134 3 527 1240 12 45-145 137 0 80 0 217 0 0 0 0 0 65 389 0 0 454 0 424 143 1 568 1239 1 00-2 00 140 0 78 0 218 0 0 0 0 0 72 382 0 0 454 0 443 134 2 579 1251 1 15-2 15 130 0 85 0 215 0 0 0 0 0 79 379 0 0 458 0 435 127 3 565 1238 1 30-2 30 136 0 89 0 225 0 0 0 0 0 86 409 0 0 495 0 431 141 3 575 1295 145-2 45 139 0 88 0 227 0 0 0 0 0 106 473 0 1 580 0 401 150 4 555 1362 2 00-3 00 143 0 89 0 232 0 0 0 0 0 110 515 0 1 626 0 431 158 4 591 1449 2 15-3 15 144 0 94 0 238 0 0 0 0 0 1 116 582 0 1 699 0 447 160 2 609 1546 2 30-3 30 154 0 104 0 258 0 0 0 0 0 133 594 0 1 728 0 481 153 4 638 1624 2 45-3 45 157 0 102 0 259 0 0 0 0 0 135 638 0 0 773 0 511 155 5 671 1703 1 3 00-4 00 166 0 102 0 268 0 0 0 0 0 156 700 0 0 856 0 482 159 4 645 1769 3 15-4 15 185 0 100 0 285 0 0 0 0 0 162 772 0 0 934 0 499 167 5 671 1890 3 30-4 30 181 0 99 0 280 0 0 0 0 0 165 842 0 0 1007 0 501 187 3 691 1978 345-4 45 185 0 104 0 289 0 0 0 0 0 199 883 0 0 1082 0 519 189 2 710 2031 4 00-5 00 188 0 105 0 293 0 0 0 0 0 196 903 0 0 1099 0 533 180 2 715 2107 4 15-5 15 162 0 105 0 267 0 0 0 0 0 202 873 0 0 1075 0 502 189 1 692 2034 ' 4 30-5 30 149 0 100 0 249 0 0 0 0 0 214 880 0 0 1094 0 483 187 2 672 2015 4 45-5 45 142 0 93 0 235 0 0 0 0 0 201 842 0 0 1043 0 484 174 t 659 1937 5 00-6 00 119 0 86 0 205 0 0 0 0 0 197 786 0 0 983 0 451 172 2 625 1813 5 15-6 15 116 0 76 0 192 0 0 0 0 0 192 720 0 0 912 0 434 145 2 581 1685 ' 5 30 - 6 30 118 0 66 0 184 0 0 0 0 0 151 602 0 0 753 0 380 124 1 505 1442 545-6 45 98 0 60 0 158 0 0 0 0 0 122 533 0 0 655 0 311 113 2 426 1239 6 00-7 00 91 0 59 0 150 0 0 0 0 0 107 466 0 0 573 0 311 100 t 412 1135 PEAK HOUR 7:15-8:15 142 0 191 0 333 0 0 0 0 0 57 392 0 2 451 0 723 66 0 789 1573 4:00-5:00 188 0 105 0 293 0 0 0 0 0 196 903 0 0 1099 0 533 180 2 715 2107 A-2 L TOTALS TTOTALS TURNING MOVEMENT COUNT -CALCULATIONS IMILLWOOD PIKE INVERLEE WAY LINK VOLUMES Calculation; by Pennon, LINK VIOLUMES O% 50 :7 V2ST OF RTE 655 WICKG20001 ADJUST :7 20 TIMEE E:STBOU 1'lESTBO 3 71 96 31. +. 225 Dv, 4 9% 1 95 i% 63 31 ' AM iE-tbound Wrvtbouvd SBL EBT so WBR WBT EBI 7 GO. 7 15 1 157 97 6 :5: .- 5 92 3 7 15- 730 21. 106 8 2:: 15 5 10: 3 7 30- 745 165 138 6 .4 7 131 7 45- 800 220 147 :59 e s 7 ` :40 8 00- 815 :85 1-3 7 1.79 :6 7 :36 8 15 - 830 167 127 6 :6: .- u 12'. 4 830-845 162 181 6 ',1'.- 9 172 6 8 45- 900 17: 122 6 165 0 1:6 9 00 - 915 126 126 5 :2: 6 120 9 15- 930 131 112 5 :26 .. 5 107 3 9 30- 945 135 106 5 :30 .. 5 :0: 3 945-1000 134 121 5 .: 6 :IS 4 10 00 - 10 15 118 132 :29 9 6 126 10 15 . 1030 125 135 5 :20 .. 7 :28 - 10 30 - 1045 112 114 4:ca9 6 :cs 10 45 - 11 00 c8 130 4 C 9 6 124 1 11 00. 11 15 137 127 5 :32 6 ::6 11 15- 11 30 120 133 116 9 7 126 11 30. 11 45 123 166 5 ::N .. 8 :58 5 11 45- 12 00 14 141 5 7 134 4 12 00- 12 15 342 163 137 -- 5 :37 fi 155 5 12 15- 12 30 15e 124 6 '.So6 118 12 30- 12 45 115 169 ::: 9 8 161 5 12 45 - 1 00 133 126 5 129 _. 6 :20 - 100-115 140 151 5 :3S 7 -- 1 15 - 1 30 130 128 5 :3: 6 :22 1 30- 1 4$ 15s 122 6 :52 .- 6 ::b - 1 45- 2 00 143 123 5 :38 .. 6 :17 - 2 DO- 2 15 125 139 5 :20 .. 7 132 4 2 15 - 2 30 14b 164 5 .4: 8 156 5 230-245 137 190 .. 5 :32 9 181 6 2 45 - 3 00 17v 169 7 :72 :6 8 161 5 3 00 - 3 15 145 205 5 :40 .. :0 195 6 3 15 - 3 30 173 188 6 :67 9 :79 6 3 30- 345 169 238 -- 6 :63 12 226 8 3 45 - 4 00 154 239 6 .-c ._ ._ 227 6 4 DO- 4 15 170 297 6 :64 .- :5 282 9 4 15- 4 30 195 252 7 :88 12 240 s 4 30- 4 45 18v 282 :6 7 :82 :6 268 9 4 45- 500 159 262 6 :53 13 249 8 5 00 - 5 15 148 240 5 :43 .. :2 228 e 5 15- 530 174 247 6 :68 12 235 8 5 30 - 5 45 77 211 .4 7 :70 :6 224 1 5 45 - 600 124 184 5 ::9 9 175 6 600-615 104 171 - :Do 9 5 :63 5 6 15- 630 99 130 - 95 6 :24 - 6 30- 645 97 :41 93 9 ] .4: < ' 6 45 - 700 111 109 i :07 9 5 :04 3 12 Hf TOMS 7060 7795 261 6799 557 352 742 242 RAW u TOTALS T TOTALS TURNING MOVEMENT COUNT - CALCULATIONS IMILLWOOD PIKE INVERLEE WAY LINK VOLUMES WK8G20001 TIME WEST8013N0 +'.:1 63 3% 1 HI Totals 700 800.•- 7 15.8 15 x 534 29 760 65 16 508 16 7 30 830 71' 5S', 27 710 e. 17 528 17 745 845 i14 598 77 707 6: 29 569 i8 8 00 900 6xt 573 IS 660 56 28 545 i8 8 15 915 62e 556 23 601 51 17 S29 17 8 30 9 30 59[` 541 II 568 sc 27 514 17 845 945 '.61 466 21 S42 47 23 43 15 9 00 - 10 00 S76 465 19 S07 43 11 u2 is 9 15- 1015 51x 471 19 4" 41 11 "a is 9 30 - 1030 S 12 494 19 493 41 24 470 IS 9 45 - 1045 4x4 502 is 471 41 15 477 16 1000 11 00 461 511 17 M6 33 25 496 16 1015 11 15 4.2 501 is 464 41 15 476 16 1030 - 11 30 41, 4" is 459 41 24 475 is 1045 1145 4xx ssl is 470 41 17 524 17 11 00 - 1200 S2' 562 19 SOs 43 Is 534 is 1115. 1215 512 601 20 512 4S 30 573 19 11 30 - 12 30 S68 594 11 547 47 19 565 Is 11 45 - 1245 S6a S97 11 539 47 29 568 18 1200 100 San 582 10 S26 45 19 $53 18 12 15 1 15 S44 S70 IO 524 45 29 S42 is 1230 1 30 124 574 19 SOS 41 28 S46 18 1245 145 S61 527 21 S46 47 16 Sol 16 1 00 200 S77 S24 21 556 41 26 4" 16 1 15 2 15 S62 512 11 54: 47 15 487 16 1 30 2 30 ',71 "a 21 551 47 17 S21 17 1 45 245 V, 616 10 511 45 30 596 19 2 00 3 00 187 662 12 $65 Sc 32 630 20 2 15 3 15 6a` 728 I2 SSS Sc 36 692 23 2 30 3 30 63a 752 13 611 52 37 715 23 2 45 345 bbe 000 15 643 56 39 761 15 300 400 641 070 24 617 S4 43 827 17 3 15 - 4 15 666 %1 2S 641 56 47 915 30 3 30 4 30 68A 1026 15 663 s6 s0 976 31 345 - 445 70x 1070 26 682 59 S1 1019 33 400 500 1:1 1091 4 15 5 15 69: 1036 16 665 S9 51 98S 32 4 30 5 30 671: 1031 25 64s S6 51 980 12 4 45 - 545 65x 985 14 614 S4 48 937 3c 500 600 621 907 13 600 52 Y 863 18 5 15 6 15 57N 938 11 Sss 47 41 797 26 5 30 6 30 S. 721 19 485 41 35 686 22 545 645 424 613 16 406 16 11 602 2c 600 700 4., 558 i5 3% u 27 531 . PEAK HOUR 4c1114: C-N•5 eau 7:15-8:is S14 314 4138 84 16 MI 11 - 4:00 - 5: DO .. a 1093 A-4 T,, o M nnnL, hn,,r h—nn rcnnrlorl inlorcPrllnn PPak Method for determinino oeak hour Total Entering Volume LOCATION: Custer Ave -- Millwood Pike CITY/STATE: Winchester, VA QC JOB #: 14600307 DATE: Thu. Apr 05 2018 i63 49 ♦ • 0' 43 13 Peak -Hour: 7:15 AM - 8:15 AM Peak 15 Min: 7:45 AM -- 8:00 AM ♦ • 623 025 548 1 0, 0 3 j 00 0 82 788 0.87 41�fl 86 • • 87 522 0, 0° � • d* - FQuality � Counts 78 ♦ 10 ,, • rr 380 87 4 ♦ • ♦ •'� 30 9: l�- �o 0 - . O -T _ ,, � • r NA r �� • r� 15-Min Count Custer Ave Period (Northbound) Custer Ave (Southbound) Milhvood Pike (Eastbound) Millwood Pike Total Hourly (Westbound) Totals B Innin At L2ft Thry Right Thru RightThru Right ThEM R' h 6 00 AM 0 0 4 0 5 1 5 0 3 106 14 0 3 60 0 0 201 6 15 AM 1 2 2 0 6 30 AM 1 2 5 0 4 5 8 16 0 8 18 0 4 3 143 193 t0 0 15 1 5 3 49 0 0 2" 69 0 0 323 6 45 AM 1 2 3 0 7 00 AM 4 2 7 0_ 2 3 7 12 0 11 18 0 3 5 176 151 20 1 14 1 7 8 69 0 0 303 1071 84 0 0 _ 308 1178 -- 7 15 AM B- 8- -- 4— 0 Tao AM 2 8 4 0 —7.45 _ 2 2 13 29 0 1! 31 0 6 S 169 172 22 1 29 0 10 14 119 0 1 387 1321 114 0 0 396 1393 AM _ 8.00 AM 4 -- 0 8 15 AM 3 3 4 0 4 1 Q_ - _ 23 __0- 7 21 0 12 _ 7 M 155 23 —_1- — 20 1 11 15 1w_ 0 1694 130 0 0 367 1674 8 30 AM 4 5 5 0 8 45 AM 4 3 5 0 3 5 20 24 0 5 19 0 3 5 149 141 14 0 9 0 10 15 125 0 1 363 1642 102 0 0 313 1470 Peak 15-Min Northbound Flowrotes LQft Thru Right Southbound Th Right ThEy Eastbound Righl U Left Westbound ThEW Right Q To I All Vehicles 28 24 32 0 Heavy Trucks 4 0 8 20 4 32 96 0 0 0 20 4 988 84 124 0 0 64 4 512 0 0 1940 40 0 148 Pedestrians 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad StopDed Buses Comrne ': Report generated on 4/12/2018 8 53 AM SOURCE Duality Counts. LLC (http://www qualltycounts net) i-tsi t-tiou-znz A-5 Ej I ...- -f ... 6 Y .. Ke — -n - / Infnrenrlinn Prim, MBthnd fnr deterRlinino peak hour Total Enterina Volume LOCATION: Custer Ave -- Millwood Pike CITY/STATE: Winchester. VA QC JOB it: 14600308 DATE: Thu Apr 05 2018 13f, 13A f 82 45 8 Peak -Hour: 4:15 PM -- 5:15 PM Peak 15 Min: 4:30 PM -- 4:45 PM • f 4 .+ • �. 29 •. �_ _. �♦ 0.96 •' 43 ♦ • 3a:• a Quality Counts 39*48 1 . f 0 NA y 7 4r ♦ l f 1 f f 15-Min Count Custer Ave Period (Northbound) Custer Ave (Souhbound) Millwood Pike (Eastbound) Millwood Pike Total Hourly (Westbound) Totals Beginning At Left Thru Right Thru Right ThEy Right Lqft Thry Right 4 oC PV 40 18 22 0 1 7 16 0 19 145 5 3 21 206 0 0 503 4 15 PM 16 11 18 OF 4-30 PM -7 13_ 3 19 22 0 20 177 3 1 13 218 3 0 518 4 45 PM 17 15 38 0 5 00 PM i 2 e---4-- 4 — 1 7 17 0 Q _17_ -_Q -- 22 a- 187 5 2 150 7_ - � 13 - 13 237 4 1 569 2163 263 1 0 -i- 544 2204 _ _ 5 15 PM 10 17 33 0 5 30 PM 11 12 19 0 0 2 12 28 0 4 17 0 18 18 147 3 3 138 2 2 16 17 220 3 0 510 2196 258 0 1 501 2124 5 45 PM 12 14 16 0 6 00 PM 9 4 16 0 1 0 9 25 0 7 17 0 18 20 116 0 2 122 3 1 10 15 199 6 0 428 1983 203 5 0 422 1861 6 15 PM 9 7 13 0 630 PM 6 5 8 0 2 0 8 11 0 3 26 0 21 15 102 7 1 123 2 3 13 6 185 2 0 381 1732 192 2 0 391 1622 6 45 PM 9 6 10 0 1 5 17 0 12 91 4 1 8 119 1 0 284 1478 Peak 15-Min Northbound Flowrates L Thr Ri h Southbound ThEM Right Eastbound Th Right Left Westbound Thru Right U Total All Vehicles 64 28 52 0 Heavy Trucks 0 0 0 0 0 72 104 0 0 0 76 0 636 24 12 32 4 56 0 1168 0 0 2292 28 0 64 Pedestrians 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad StopDed Buses Gornnlec!s Report generated on 4/12/2018 8 53 AM SOURCE Quality Counts. LLC (rlttp nwww qualitycounts net) 1-ut i-eau-« iL A-6 I Appendix B I I 1 One Logistics Park Winchester 1 Signal Warrant Study Frederick County, Virginia 1 1 Synchro Short -Term LOS Outputs - 2024 Peak Conditions with Phase A IWICKG20001 December 2020 1 HCM 6th TWSC 2024 No -Build AM 100: Millwood Pike & Inverlee Wy 12/08/2020 Intersection Int Delay, s/veh Movement 0.9 EBL EBT WBT WBR SBL SBR Lane Configurations ) tt Tt r Yj'r Traffic Vol, veh/h 11 1432 624 16 34 84 Future Vol, veh/h 11 1432 624 16 34 84 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 330 - - 300 0 Veh in Median Storage, # - 0 0 - 2 - Grade, % - -2 -1 - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 6 8 0 2 2 Mvmt Flow 12 1557 678 17 37 91 Major/Minor Nfai6d Major2 Minor2 Conflicting Flow All 695 0 0 1481 339 Stage 1 - - - - 678 - Stage 2 - - - 803 - Critical Hdwy 4.1 - - - 6.84 6.94 Critical Hdwy Stg 1 - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy 2.2 3.52 3.32 Pot Cap-1 Maneuver 910 - - - 116 657 Stage 1 - - 466 - Stage 2 - - - - 401 - Platoon blocked, % Mov Cap-1 Maneuver 910 - - - 114 657 Mov Cap-2 Maneuver - 306 - Stage 1 - - - - 460 - Stage 2 401 - Approach EB WB SB HCM Control Delay, s 0.1 0 14.8 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 910 - - - 494 HCM Lane V/C Ratio 0.013 - - - 0.26 HCM Control Delay (s) 9 - - - 14.8 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 1 One Logistics Park - Winchester 09/19/2020 2024 No -Build AM Synchro 10 Report Pennoni B-am1 1 HCM 6th TWSC 2024 No -Build PM 100: Millwood Pike & Inverlee VVy 12/08/2020 Intersection Int Delay, s/veh 1.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ) tt tt r Y Traffic Vol, veh/h 39 860 1653 63 22 42 Future Vol, veh/h 39 860 1653 63 22 42 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 330 - - 300 0 Veh in Median Storage, # - 0 0 - 2 - Grade, % - -2 -1 - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 4 3 0 2 2 Mvmt Flow 42 935 1797 68 24 46 Major/Minor Maj0r1 Major2 Minor2 Conflicting Flow All 1865 0 0 2349 899 Stage 1 - - - - 1797 - Stage 2 - - - 552 - Critical Hdwy 4.1 - - - 6.84 6.94 Critical Hdwy Stg 1 - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy 2.2 - 3.52 3.32 Pot Cap-1 Maneuver 328 - - - 30 282 Stage 1 - - 118 - Stage 2 - - - - 541 - Platoon blocked, % Mov Cap-1 Maneuver 328 - - - 26 282 Mov Cap-2 Maneuver - - 96 - Stage 1 - - - - 103 - Stage 2 - 541 - Approach EB WB SB ' HCM Control Delay, s 0.8 0 40.4 HCM LOS E Minor Lane/Major Mvmt EBL EBT W_ _ BT WBR SBLn1 Capacity (veh/h) 328 - - - 169 HCM Lane V/C Ratio 0.129 - - - 0.412 ' HCM Control Delay (s) 17.6 40.4 HCM Lane LOS C _ _ _ E HCM 95th %tile Q(veh) 0.4 - - - 1.8 F�l One Logistics Park - Winchester 09/19/2020 2024 No -Build PM Synchro 10 Report Pennoni B-pm1 HCM Signalized Intersection Capacity Analysis 2024 Build AM g P tY Y 100: Coverstone Dr/Inverlee Wy & Millwood Pike 12/08/2020 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR - SBL SBT SBR Lane Configurations Traffic Volume (vph) 11 tt 1276 r 424 210 fit 523 r'i 16 162 r 0 215 34 0 r 84 Future Volume (vph) 11 1276 424 210 523 16 162 0 215 34 0 84 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 11 12 12 11 10 12 12 12 12 12 12 Grade (%) -2% -1% 0% 0% Total Lost time (s) 9.3 6.6 6.6 9.8 6.6 6.6 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 0.97 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 0.85 Fit Protected Satd. Flow (prot) 0.95 1823 1.00 3325 1.00 1553 0.95 3320 1.00 3247 1.00 1515 0.95 3183 1.00 1495 0.95 1770 1.00 1583 Fit Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (oerm) 1823 3325 1553 3320 3247 1515 3183 1495 1770 1583 Peak -hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Heavy Vehicles (%) 0.92 12 0 12 0% 0.92 1387 0 1387 6% 0.92 461 187 274 5% 0.92 228 0 228 6% 0.92 568 0 568 8% 0.92 17 5 12 0% 0.92 176 0 176 10% 0.92 0 0 0 0% 0.92 234 211 23 8% 0.92 37 0 37 2% 0.92 0 0 0 0% 0.92 91 82 9 2% Turn Type Prot NA Perm Prot NA Perm Prot Perm Prot Perm Protected Phases 5 2 1 6 3 7 Permitted Phases 2 6 3 7 Actuated Green, G (s) 2.0 71.3 71.3 13.4 83.2 83.2 11.9 11.9 11.9 11.9 Effective Green, g (s) 2.0 71.3 71.3 13.4 83.2 83.2 11.9 11.9 11.9 11.9 Actuated g/C Ratio 0.02 0.59 0.59 0.11 0.69 0.69 0.10 0.10 0.10 0.10 Clearance Time (s) 9.3 6.6 6.6 9.8 6.6 6.6 7.0 7.0 7.0 7.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 30 1975 922 370 2251 1050 315 148 175 156 ' v/s Ratio Prot 0.01 c0.42 c0.07 0.17 c0.06 0.02 v/s Ratio Perm 0.18 0.01 0.02 0.01 v/c Ratio 0.40 0.70 0.30 0.62 0.25 0.01 0.56 0.16 0.21 0.06 Uniform Delay, dl 58.4 17.0 12.0 50.8 6.8 5.7 51.5 49.5 49.7 49.0 Progression Factor 0.62 0.11 0.25 0.67 0.98 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.1 1.3 0.5 2.8 0.3 0.0 2.1 0.5 0.6 0.2 Delay (s) 41.3 3.1 3.5 37.1 7.0 5.7 53.7 50.0 50.3 49.1 Level of Service D A A D A A D D D D Approach Delay (s) 3.4 15.4 51.6 49.5 Approach LOS A B D D - m Intersection Sumary HCM 2000 Control Delay 14.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 23.4 Intersection Capacity Utilization 66.6% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group One Logistics Park - Winchester 09/20/2020 2024 Build AM Synchro 10 Report Pennoni B-am2 1 r 1 1 11 Timings 2024 Build AM 100: Coverstone Dr/Inverlee Wy & Millwood Pike 12/08/2020 Lane Group EBL EBT EBR WBL WBT WBR NBL NBR SBL SBR Lane Configurations tt r tt r r Traffic Volume (vph) 11 1276 424 210 523 16 162 215 34 84 Future Volume (vph) 11 1276 424 210 523 16 162 215 34 84 Turn Type Prot NA Perm Prot NA Perm Prot Perm Prot Perm Protected Phases 5 2 1 6 3 7 Permitted Phases 2 6 3 7 Detector Phase 5 2 2 1 6 6 3 3 7 7 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 14.3 11.6 11.6 14.8 11.6 11.6 12.0 12.0 12.0 12.0 Total Split (s) 14.3 71.0 71.0 24.0 80.7 80.7 25.0 25.0 25.0 25.0 Total Split (%) 11.9% 59.2% 59.2% 20.0% 67.3% 67.3% 20.8% 20.8% 20.8% 20.8% Maximum Green (s) 5.0 64.4 64.4 14.2 74.1 74.1 18.0 18.0 18.0 18.0 Yellow Time (s) 4.7 5.6 5.6 4.7 5.6 5.6 3.2 3.2 3.2 3.2 All -Red Time (s) 4.6 1.0 1.0 5.1 1.0 1.0 3.8 3.8 3.8 3.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 9.3 6.6 6.6 9.8 6.6 6.6 7.0 7.0 7.0 7.0 Lead/Lag Lag Lag Lag Lead Lead Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None C-Max C-Max None C-Max C-Max None None None None Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 115 (96%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 65 Control Type: Actuated -Coordinated Q14o 1 Phxc ion. ('.nvcrcfnnc nr/lnvPrlee Wv R Millwnnrl Pike ,"'01 =--002 (R) 03 s Iis s 4- 06 R ri f 05 437 One Logistics Park - Winchester 09/20/2020 2024 Build AM Synchro 10 Report Pennoni B-am3 Queues 2024 Build AM 100- Coverstone Dr/Inverlee Wy & Millwood Pike 12/08/2020 -► �- '� Lane Group En EBT EBR WBL WBT WBR NBL NBR SBL SBR Lane Group Flow (vph) 12 1387 461 228 568 17 176 234 37 91 v/c Ratio 0.16 0.70 0.42 0.61 0.24 0.01 0.56 0.65 0.21 0.27 Control Delay 37.3 3.2 1.0 40.9 6.2 0.1 58.0 15.3 51.5 1.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.3 3.2 1.0 40.9 6.2 0.1 58.0 15.3 51.5 1.9 Queue Length 50th (ft) 9 200 21 88 151 0 68 0 27 0 Queue Length 95th (ft) m11 4 m0 97 162 m1 102 77 60 0 Internal Link Dist (ft) 886 2533 Turn Bay Length (ft) 330 300 350 300 300 Base Capacity (vph) 75 1974 1109 411 2401 1152 477 423 265 412 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.16 0.70 0.42 0.55 0.24 0.01 0.37 0.55 0.14 0.22 Intersection Summary _ m Volume for 95th percentile queue is metered by upstream signal. One Logistics Park - Winchester 09/20/2020 2024 Build AM Synchro 10 Report Pennoni B-am4 HCM Signalized Intersection Capacity Analysis 2024 Build PM 9 P tY Y 100: Coverstone Dr/Inverlee Wy & Millwood Pike 12/08/2020 Movement EBL EBT EBR WBL ' WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt if tt if Vi if Traffic Volume (vph) 39 770 138 186 1522 63 335 0 182 22 0 42 Future Volume (vph) 39 770 138 186 1522 63 335 0 182 22 0 42 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 11 12 12 11 10 12 12 12 12 12 12 Grade (%) -2% -1% 0% 0% Total Lost time (s) 9.3 6.6 6.6 9.8 6.6 6.6 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 0.97 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 0.85 Fit Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Said. Flow (prot) 1823 3389 1483 3320 3405 1515 3367 1553 1770 1583 Fit Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (oerm) 1823 3389 1483 3320 3405 1515 3367 1553 1770 1583 1 Peak -hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Heavy Vehicles (%) 0.92 42 0 42 0% 0.92 837 0 837 4% 0.92 150 85 65 10% 0.92 202 0 202 6% 0.92 1654 0 1654 3% 0.92 68 30 38 0% 0.92 364 0 364 4% 0.92 0 0 0 0% 0.92 198 174 24 4% 0.92 24 0 24 2% 0.92 0 0 0 0% 0.92 46 41 5 2% Turn Type Prot NA Perm Prot NA Perm Prot Perm Prot Perm Protected Phases 5 2 1 6 3 7 Permitted Phases 2 6 3 7 ' Actuated Green, G (s) 3.0 34.5 34.5 12.6 44.6 44.6 9.5 9.5 9.5 9.5 Effective Green, g (s) 3.0 34.5 34.5 12.6 44.6 44.6 9.5 9.5 9.5 9.5 Actuated g/C Ratio 0.04 0.43 0.43 0.16 0.56 0.56 0.12 0.12 0.12 0.12 Clearance Time (s) 9.3 6.6 6.6 9.8 6.6 6.6 7.0 7.0 7.0 7.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 68 1461 639 522 1898 844 399 184 210 187 v/s Ratio Prot 0.02 0.25 c0.06 c0.49 c0.11 0.01 v/s Ratio Perm 0.04 0.03 0.02 0.00 v/c Ratio 0.62 0.57 0.10 0.39 0.87 0.04 0.91 0.13 0.11 0.03 Uniform Delay, d1 37.9 17.2 13.5 30.2 15.2 8.0 34.8 31.5 31.5 31.2 ' Progression Factor 0.93 0.22 0.38 1.02 1.12 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.7 1.5 0.3 0.2 3.1 0.1 24.7 0.3 0.2 0.1 Delay (s) 50.0 5.4 5.4 31.1 20.2 8.1 59.5 31.9 31.7 31.2 Level of Service D A A C C A E C C C Approach Delay (s) 7.2 20.9 49.8 31.4 Approach LOS A C D C Intersection Summary HCM 2000 Control Delay 21.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.87 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.4 Intersection Capacity Utilization 74.9% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group One Logistics Park - Winchester 09/20/2020 2024 Build PM Synchro 10 Report Pennoni B-pm2 Timings 2024 Build PM 100: Coverstone Dr/Inverlee Wy & Millwood Pike 12/08/2020 Lane Group EBL EBT EBR WBL WBT VW NBL NBR SBL SBR ' Lane Configurations ++ r ++ r r r Traffic Volume (vph) 39 770 138 186 1522 63 335 182 22 42 Future Volume (vph) 39 770 138 186 1522 63 335 182 22 42 Turn Type Prot NA Perm Prot NA Perm Prot Perm Prot Perm Protected Phases 5 2 1 6 3 7 Permitted Phases 2 6 3 7 Detector Phase 5 2 2 1 6 6 3 3 7 7 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 14.3 11.6 11.6 14.8 11.6 11.6 12.0 12.0 12.0 12.0 ' Total Split (s) 14.3 44.9 44.9 191 49.7 49.7 16.0 16.0 16.0 16.0 Total Split (%) 17.9% 56.1% 56.1% 23.9% 62.1% 62.1% 20.0% 20.0% 20.0% 20.0% Maximum Green (s) 5.0 38.3 38.3 9.3 43.1 43 1 9.0 9.0 9.0 9.0 Yellow Time (s) 4.7 5.6 5.6 4.7 5.6 5.6 3.2 3.2 3.2 3.2 All -Red Time (s) 4.6 1.0 1.0 5.1 10 1.0 3.8 3.8 3.8 3.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 9.3 6.6 6.6 9.8 6.6 66 7.0 TO 7.0 7.0 Lead/Lag Lag Lead Lead Lag Lead Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3 0 3.0 3.0 3.0 30 3.0 3.0 3.0 3.0 3.0 ' Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 00 0.0 00 00 0.0 0.0 0.0 0.0 ' Recall Mode Walk Time (s) None C-Max C-Max None C-Max C-Max None None None None Flash Dont Walk (s) Pedestrian Calls (#/hr) ' 1151MIMNIY Cycle Length 80 Actuated Cycle Length: 80 Offset: 1 (1%). Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 80 Control Type: Actuated -Coordinated 1 Splits and Phases: 100: Coverstone Dr/Inverlee VVy & Millwood Pike I -k ? R) I 4N 03 1 06 R' 05 1 07 One Logistics Park - Winchester 09/20/2020 2024 Build PM Synchro 10 Report Pennoni B-pm3 Queues 2024 Build PM 100: Coverstone Dr/Inverlee Wy & Millwood Pike 12/08/2020 Lane Group EBL EBT EBR WBL WBT WBR NBL NBR SBL SBR Lane Group Flow (vph) 42 837 150 202 1654 68 364 198 24 46 v/c Ratio 0.37 0.52 0.19 0.55 0.80 0.07 0.92 0.55 0.14 0.15 Control Delay 42.4 4.4 0.7 37.5 17.2 0.2 65.8 11.9 34.3 1.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.4 4.4 0.7 37.5 17.2 0.2 65.8 11.9 34.3 1.0 Queue Length 50th (ft) 23 17 0 63 425 0 94 0 11 0 Queue Length 95th (ft) 55 35 0 m67 531 m0 #178 59 33 0 Internal Link Dist (ft) 886 2533 Turn Bay Length (ft) 330 300 350 300 300 Base Capacity(vph) 113 1622 807 385 2058 989 397 358 199 340 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.37 0.52 0.19 0.52 0.80 0.07 0.92 0.55 0.12 0.14 intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. One Logistics Park - Winchester 09/20/2020 2024 Build PM Synchro 10 Report Pennoni B-pm4 1 I Appendix C 1 One Logistics Park Winchester 1 Signal Warrant Study Frederick County, Virginia 1 Alternative 'vVarrant Summaries IWICKG20001 December 2020 Oner Logistics Park TABLE C1 Millwood Pike llnverlee Way?Coverstone Drive Warrant Study ALT Future Conditions 2024 Signal Warrants w/ 100% NB RTOR at 55 MPH December 2020 1.3 NUUK Wtt KUAT NUNAL WANNAN I ANALTWI SCENARIO: ALT Future 2024 Traffic with Phase A Site with 10011. RTOR @ 55 MPH VOLUME ADJUSTMENT ! _ - GROWTH Yes BASE YEAR RTOR Percentage 2024 2017 INTERSECTION: Millwood Pike/Inverfee Way/Coverstone Dr. SB 50S'o OTHERS Yes 6.3% JURISDICTION: Frederick County, Virginia WB 075 EFFECTIVE GROWTH Hourly Volumes By Approach Adiusted NB 100;1. 13 Hour Volume Warrants EVEN HOURS u w ,j Rkr—$. .. L),, u r-J PAe Major Street EB 01",, Eight Hour Eight Hour Eight Hour Time Period SB North Approach WB East Approach NB South Approach EB West Approach (Both Directions) E/W Approaches North Approach MinorSlreet South Approach Max 6 00.7 00 AM 0 88 83 180 268 0 83 83 7 00-8 00 AM 60 635 108 1040 1675 60 108 108 8 00-9 00 AM 54 737 118 992 1729 54 118 I l a 9 00-10 00 AM 42 594 152 747 1341 42 152 152 10 00-11 00 AM 36 638 167 677 1315 36 167 167 1100-1200 PM 40 703 tat 762 1465 40 181 tat 12 00-1 00 PM 43 740 232 819 1559 43 232 232 1 00-2 00 PM 45 666 153 819 1485 45 153 153 2 00-3 00 PM 47 809 203 818 1627 47 203 203 3 00-4 00 PM 50 1030 233 867 1897 50 233 233 4 00-5 00 PM 56 1253 250 891 2144 56 250 250 5 00.6 00 PM 49 1050 234 784 1834 49 234 234 6 00-7 00 PM 34 671 125 536 1207 34 125 125 Number of Hours Warrant Satisfied Is Wanant Satisfied Major Street Warrant Vol Vehicular Continuous Crash Combination Four Hour Peak Hour Volume Traffic of Warrants Volume Volume Warrant 1A Warrant 18 Warrant 7 Warrant IC Warrant 2 Warrant 3 NO NO NA NO NO NO NO YES NA NO NO NO NO YES NA YES YES NO YES YES NA YES YES 110 YES YES NA YES YES NO YES YES NA YES YES NO YES YES NA YES YES DES YES YES NA YES YES NO YES YES NA YES YES YES YES YES NA YES YES YES YES YES NA YES YES YES YES YES NA YES YES YES NO YES NA YES YES NO 9 1 12 1 NA I 11 1 11 1 6 YES I YES NO I YES I YES I YES 420 630 504 Graph 4C-1 Graph 4C.3 Minor Street Warrant Vol 140 70 WARRANTS BASED ON: NUMBER OF LANES Built up area within MAIN STREET Number of North Approach I isolated community (NIS=1 or E/W=2) Accidents South Approach 2 with population of less correctable East Approach 2 than 10,000 Major Street by Signal West Approach 2 ('Yes=1 or No=2) 2 Speed Limit (MPH) 55 Control 0 112 Graph 4C-1 Graph 4C-3 No speed adjustment Pennorli WICKG20001 ALT MUTCDnwltihrs_Warrmlt_Covorslono Summary_55 MPH wI00RTOR i M M = = M M= M M r M M M M M ■i■ M Oner Logistics Park TABLE C2 December 2020 Millwood Pike./Inverlee Way7Coverstone Drive Warrant Study ALT Future Conditions 2024 Signal Warrants w/ 100% NB RTOR w.o Comm Land Bay 3 13 HOUR WEEKDAY SIGNAL WARRANT ANALYSIS SCENARIO: INTERSECTION: JURISDICTION: EVEN HOURS Time Period ALT 2024 Traffic with Phase A Site w/o Commercial Millwood Pike/Inverlee Way/Coverslone Dr. Frederick County, Virginia Hourly Volumes By Approach In —Ile W. Wl-d Rl u, u rooen,r SB WB NB EB North East South West Approach Approach Approach Approach Adiusted MajorSlreel (Both Directions) EAWApproaches North Approach RTOR Percentage Se 50% We 095 NB 100% EB 0% Minor Street South Approach Max VOLUME ADJUSTMENT Eight Hour Eight Hour Vehicular Continuous Volume Traffic Warrant 1A Warrant 1B - GROWTH 2024 OTHERS 13 Hour Volume Warrants Eight Hour Crash Combination of Warrants Warrant 7 Warrant 1C Yes BASE YEAR 2017 Yes 2.6% EFFECTIVE GROWTH Four Hour Peak Hour Volume Volume Warrant 2 Warrant 3 6 00-7 00 AM 0 29 19 105 134 0 19 19 NO NO NA NO NO NO 7 00-8 00 AM 67 528 28 895 1423 67 28 67 NO NO NA NO UO Ho B 00-9 00 AM 60 618 31 843 1461 60 31 60 NO NO NA NO NO NO 9 00-10 00 AM 47 494 75 626 1120 47 75 75 NO YES NA NO NO 110 1000.1100 AM 40 535 92 562 1100 40 92 92 NO YES NA NO NO NO 11 00-12 00 Phi 45 591 100 633 1224 45 100 100 NO YES NA NO NO NO 12 00-1 00 PM 47 618 134 677 1295 47 134 134 NO YES NA YES i ES 110 1 00-2 00 PM 49 555 70 685 1240 49 70 70 NO NO NA NO NO NO 2 00-3 00 PM 51 688 114 682 1370 51 114 114 NO YES NA YES rj0 NO 3 00-4 00 Phi 56 891 140 722 1613 56 140 140 NO YES NA YES YES Ho 4 00-5 00 PM 63 1099 156 743 1842 63 156 156 YES YES NA YES YES 'iES 5 00-6 00 PM 55 912 144 647 1559 55 144 144 YES YES NA YES YES NO 6 00-7 00 PM 38 560 41 417 977 38 41 41 NO NO NA NO NO NO Number of Hours Warrant Satisfied 2 8 NA 5 4 1 Is Warrant Satisfied NO YES NO NO YES YES Maier Street Warrant Vol 420 630 504 Graph 4C-1 Graph 4C-3 Minor Street Warrant Vol 140 70 WARRANTS BASED ON: NUMBER OF LANES Built up area within MAIN STREET Number of North Approachh t isolated community (N/S=1 or E7W=2) Accidents South Approach 2 with population of less correctable East Approach 2 than 10.000 Major Street by Signal West Approach 2 ('Yes=1 or No=2) 2 Speed Limit (MPH) 55 Control 0 112 Graph 4C-I Graph 4C-3 No Speed Adjustment Perinoni WICKG20001 MUTCDnurlldhrs_Warrant_Coverslone Summary_55 MPII_PhaseAwowmm I Q 1 1k. Rnvicnrl Trn#ir imnmr+ C+iiriv Submitted for: Wickshire Industrial, LLC 2318 Riviera Drive Vienna, Virginia 22181 1 .; DOUGLAS R. KENNEDY -:� Lie. No. 21450 � o� 12/15/2020 S"SIGN AL ��� Douglas R. Kennedy, PE VA 021450 WICKG2OOO1 Revised December 2020 Submitted by: Pennoni 13880 Dulles Corner Lane, Suite 100 Herndon, Virginia 20171 1 Revised Traffic Impact Study One Logistics Park Winchester =r dcric': ° oun ✓; ','r. TABLE OF CONTENTS Pale 1 LIST OF FIGURES..........................................................................................................................................................................IV LISTOF TABLES.............................................................................................................................................................................V APPENDICES................................................................................................................................................................................VI SUMMARY....................................................................................................................................................................................1 OVERVIEW............................................................................................................................................................................................1 PREVIOUSZONING.................................................................................................................................................................................1 PROPOSEDLAND USE ACTIVITIES.............................................................................................................................................................2 SITETRIP GENERATION...........................................................................................................................................................................3 HeavyVehicle Components..........................................................................................................................................................3 Comparisons to Previous Zoning4 PROPOSEDROADWAY IMPROVEMENTS.....................................................................................................................................................4 ' Coverstone Drive Design Criteria.................................................................................................................................................5 CoverstoneDrive Turn Lanes.......................................................................................................................................................5 SUMMARYOF FINDINGS.........................................................................................................................................................................E Short-term Traffic Operations...................................................................................................................................................... 6 Long-term Traffic Operations...................................................................................................................................................... 6 MillwoodPike Access.................................................................................................................................................................10 SiteImpacts................................................................................................................................................................................12 INTRODUCTION..........................................................................................................................................................................15 METHODOLOGY..................................................................................................................................................................................15 Resources.................................................................................................................................................................................... Scoping........................................................................................................................................................................................20 20 IntersectionLevel of Service Criteria..........................................................................................................................................20 STUDYAREA.......................................................................................................................................................................................20 RoadwayContext........................................................................................................................................................................20 ComprehensivePlan...................................................................................................................................................................21 VDOTFunctional Road Plan.......................................................................................................................................................23 MultiModal Access....................................................................................................................................................................23 FutureTransportationImprovements.......................................................................................................................................23 PROPOSEDSITE TRAFFIC............................................................................................................................................................25 LandUse Plan............................................................................................................................................................................ 25 Phasing................................................................ 25 SITETRIP GENERATION...................................................................................................................................................................25 AlternativeTrip Generation.......................................................................................................................................................29 Pass -By Trips...............................................................................................................................................................................32 HeavyVehicle Trips.....................................................................................................................................................................32 By -Right Trip Generation............................................................................................................................................................37 EXISTINGCONDITIONS...............................................................................................................................................................39 ExistingTraffic Volumes.............................................................................................................................................................39 ExistingTraffic Operations.........................................................................................................................................................39 SHORT-TERM CONDITIONS........................................................................................................................................................45 ANALYSIS OF FUTURE CONDITIONS WITHOUT PROPOSED DEVELOPMENT................................................................................45 ' Ambient Growth.........................................................................................................................................................................45 i Fj Revised Traffic Impact Study One Logistics Park Winchester Frederick Count�., ASP. PROJECTED SHORT-TERM CONDITIONS WITHOUT SITE...............................................................................................................45 BaseTraffic Volumes with Growth............................................................................................................................................45 OtherDevelopment Traffic........................................................................................................................................................45 Short -Term 2024 Traffic Volumes without the Site..................................................................................................................48 Short -Term 2024 Operations without the Site..........................................................................................................................48 PROJECTED SHORT-TERM CONDITIONS WITH SITE......................................................................................................................54 ProposedPhase 1 Trips..............................................................................................................................................................54 SiteAssignments.........................................................................................................................................................................54 Diversions.................................................................................................................................................................................... 62 SHORT-TERM 2024 CONDITIONS WITH PROPOSED SITE..............................................................................................................64 Short -Term Traffic Operations...................................................................................................................................................64 Short -Term 2024 Traffic Operations with Site Improvements.................................................................................................72 LONG-TERM CONDITIONS..........................................................................................................................................................74 LONG-TERM 2028 CONDITIONS WITHOUT PROPOSED SITE........................................................................................................74 OtherDevelopment....................................................................................................................................................................74 Long -Term Background Traffic Volumes...................................................................................................................................74 Long -Term 2028 Traffic Operations without Site.....................................................................................................................78 LONG-TERM 2028 CONDITIONS WITH PROPOSED SITE................................................................................................................83 Long -Term 2028 Site Traffic Volumes.......................................................................................................................................83 SiteAssignments 2028 Long-Term............................................................................................................................................83 Diversions.................................................................................................................................................................................... 90 Long -Term 2028 Traffic Volumes with Build-Out.....................................................................................................................90 Long -Term 2028 Traffic Operations with Build-Out.................................................................................................................95 Long -Term 2028 Traffic Operations with Site Improvements............................................................................................... 102 ALT. SHORT-TERM CONDITIONS WITHOUT COVERSTONE DR..................................................................................................104 PROJECTED ALT. SHORT-TERM CONDITIONS WITH PRE -PHASE A SITE.................................................................................... 104 ProposedPre -Phase A Trips.................................................................................................................................................... 104 SiteAssignments...................................................................................................................................................................... 105 ALT. SHORT-TERM 2024 CONDITIONS WITH PRE -PHASE A SITE................................................................................................ 105 Alternative Short -Term Traffic Operations with Pre -Phase A................................................................................................ 109 TRAFFICEVALUATION..............................................................................................................................................................114 PROPOSEDREZONING BENCHMARKS........................................................................................................................................ 114 TripGeneration........................................................................................................................................................................ 114 CoverstoneDrive Doily Traffic................................................................................................................................................. 114 TurnLane Warrants................................................................................................................................................................ 115 Coverstone Drive/Inverlee Drive Operations.......................................................................................................................... 116 PreviousOff -Site Improvements............................................................................................................................................. 116 Levelof Service Changes......................................................................................................................................................... 117 SiteImpacts............................................................................................................................................................................. 119 CONCLUSIONS..........................................................................................................................................................................121 Pei I L9 I Revised Traffic Impact Study One Logistics Park Winchester LIST OF FIGURES FigureEI: Short -teem LOS s)onlnary......................................................................................................................................... 7 FigureL2: Long -Tenn LOS Sununal y......................................................................................................................................... 8 Figure F_3: Coverstone Drive LOSSilnlnar}...............................................................................................................................9 Figure E4. Short -Term Pre -Phase . -I LOS Sunzn)ury................................................................................................................ I I Figure1: Regional Alap......................................................................................................................................................... 16 Figure2: Concept Plan............................................................................................................................................................. 17 Figure3: Of Stzrdi' intersections ........................................................................................................................................ 18 Figure4: On -Site Study Intersections ....................................................................................................................................... 19 Figure5A: Frederick County Road Plan................................................................................................................................... 22 Figure5B. ['DOT Functional Plan..........................................................................................................................................23 Figure5C: 1-81 Improvements.................................................................................................................................................. 24 Figure6: Existing 2020 Taffie 1"ofun)es................................................................................................................................... 40 Figure 7: Existing 2020 Truffle Conditions...............................................................................................................................41 Figure 8: Base 2024 Ti crffie 1 'olumes• with Growth ................................................................................................................. _ 46 Figure 9: Other Development Ti uffie 1 'olunzes without Site ...................................................................................................... 4 Figure 10: 2021 Background Tiaffe Volumes 11,7thou[ Site...................................................................................................49 Figure l l: 2021 Background Ti affie Operations• Without Site .................................................................................................. 50 Figure12: Site Distributions ...................................................... ......................................................... ...................................... >j Figure 13:1: Phase 1 Site IrndusU;al Traffic• 1 "o/zones• (Cars)..................................................................................................... 56 Figure 13/3: Phase 1 Site /ndusp iu! Traffic 1 "o/runes (%rucks)................................................................................................. 3 Figure /3C: PhGS'c' I Site Commercial Tl'u fc 1 Olzmles (Cars) 58 Figure 131): Phase 1 Site Conunerc;al Traffic• [•olzunes (Trucks) .............................................................................................59 Figure 13E: Phase J Site Pass -By Commercial Traffic• 1 •olun)es (Cars)................................................................................... 60 Figure I J: Phase I Site, Total Traffic• 1"ofzlnze.s•.......................................................................................................................... 61 Figure 1 5: COverstone Drive Diversions................................................................................................................................. 63 Figure 16.9: 2021 Total T ruf c 1 'ohunes Off-Site..................................................................................................................... 65 Figure 16B. 2024 Total Traffic Volumes On-Site......................................................................................................................66 Figure 17: 2024 Total Traffic Operations...............................................................................................................................67 Figure 19: 2028 Base Traffic 1 •olzrnzes with Growth ................................................................................................................ 75 Figure20: 2028 Other Ti uffie 1 'ohunes.................................................................................................................................... 76 Figure 21: 2028 Background Traffic• 1 •olzunes without Site ....................... ................ ............. ................._.............................. -- Figure 22: 2028 Background Tiaf_fie Operations without Site.................................................................................................. 79 Figure 23.1: Phase 2 Site Off -Site Traffic• Volumes (Cars) ............... ...._................................................................................... 84 Figure 23B: Phase 2 Site On -Site TruJfic• 1 'olzunes (Cars)........................................................................................................ 83 Figure 23C: Phase 2 Site oJf-Slle Tr'GJfie 1 'Ol1(rnes (Trucks) .............. ..................................................................................... 86 Figure 23D: Phase 2 Site On -Site Traffic• 1'o/I(mes(Trueks).....................................................................................................8- Figure 24.4: Total Site On -Site T ruffic• 1'ohnnes...................................................................................................................... 88 Figure 21/3: Total Site Off Site Traffic 1'olzunes...................................................................................................................... 89 Figure 23.1: 2028:1irport Trufffc with Coverstone Diversions OfSltc'...................................................................................91 Figure 258: 2028 Airport Traffic with Coverstone Diversions On -Site ................................................................................92 Figure26A: 2028 Total Trufffc• with Site ................................................................................................................................. 93 Figure 26B. 2028 Total Tra f c with Site (On-site).................................................................................................................. 94 Figure 27A. 2028 Total Operations with Site (off-Site)............................................................................................................ 96 Figure 27B. 2028 Total Operations with Site (On-sire).......................................................................................................... 97 Figure 28: Route 17 50 at Coverstone Drive Concept Improvement Exhibit ............................................ ........... ... .............. 103 Figure 29.1: Pre-Phase.-1 Site Industrial Traffic 1 ohmnes• (Cars)......................................................................................... 106 Figure 29I3: Pre-Phase.l Site Industrial Tiufe 1 olzunes (%ruc•ks)...................................................................................... 107 Figure 30::1lternut;ve 2021 Total Traffic 1 olzunes Off -Site with Pre -Phase :1..................................................................... 108 Figure 31::111. Pre -Phase . -I 2021 Total Iruffie Operations ................................................................................................. 110 iv Revised Traffic Impact Study One Logistics Park Winchester LIST OF TABLES "rederick Counter, �. TABLE El: PROPOSED SITE DENSITIES FOR ONE LOGISTICS PARK WINCHESTER..................................................................... TABLE E2: APPROVED SITE DENSITIES FOR GOVERNORS HILL.................................................................................................. TABLE E3: PROPOSED SITE TRIP GENERATION..................................... ......... ........................................ ............ ......................... 3 TABLE E4: PROPOSED SITE TRIP GENERATION WITH PASS-BYAND HV TRIPS FOR ANCILLARY COMMERCIAL .......................... TABLE E5: PROPOSED SITE TRIP GENERATION WITH PASS-BYAND HV TRIPS FOR EivPLOYMENT USES ................................... 4 TABLE E6: PROPOSED SITE TRIP GENERATION COMPARISONS WITH PROPOSED REZONING...................................................... 4 TABLE E7., COVERSTONE DRIVE DESIGN ST.4NDARDS................................................................................................................ 5 TABLEE8: SIGNAL WARRANT SUMMARY................................................................................................... ................................. 10 TABLEE9: 1-81 INTERCHANGE IMPACTS .........................................................................................................................I......... 12 TABLEEIO: MILLWOOD PIKE IMPACTS..................................................................................................................................... 12 TABLEE71: FRONT ROYAL PIKE IMPACTS................................................................................................................................ 1 TABLEE12: PRE -PHASE A SITE IAIP.ACTS................................................................................................................................. 13 TABLE E13: ONE LOGISTICS PARK WINCHESTER OFF -SITE IMPRO tEMENTS......................................................................... 13 TABLE E14: ONE LOGISTICS PARK WINCHESTER ON -SITE IMPROVEMENTS............................................................................ 1-4 TABLE 1: ONELOGISTICSPARK WINCHESTER TRAFFIC STUDY LAND USES............................................................................. 26 TABLE2: SITE TRIP GENERATION...........................................................................................................................................- 27 TABLE 3A: PHASE 1 SITE TRIP GENERATION RANGES.............................................................................................................. 30 TABLE 3B: PHASE 2 SITE TRIP GENERATION RANGES.............................................................................................................. 31 TABLE 4: SITE TRIP GENERATION WITH PASS -BY TRIPS........................................................................................................... 33 TABLE 5A: PHASE 1 SITE TRIP GENERATION WITH HEAVY VEHICLE TRAFFIC BY USE................................................................................ 34 TABLE 5B: PHASE2 SITE TRIP GENERATION fVITH HEAVY VEHICLE TRAFFIC BY USE............................................................. 35 TABLE 5C: HEAVY VEHICLE PERCENTAGE TRAFFIC BY USE.................................................................................................... 36 TABLE 6: GOVERNORS HILL APPROVED TRIP GENERATION...................................................................................................... 37 TABLE 7A: TRIP GENERATION BY -RIGHT FOR SITE.................................................................................................................. 38 TABLE 7B: SHORT-TERM BY RIGHT TRIP ASSUMPTION SENSITIVITY FOR GOVERNORS HILL .................................................. 38 TABLE 7C: SHORT-TERM INCREMENTAL TRIP CHANGES WITH PROPOSED REZONING TO GOVERNORS HILL .......................... 38 TABLE 7D: SHORT-TERM PRE -PHASE A INCREMENTAL TRIP CHANGES ff /O CO f'ERSTONE DRIVE TO GOVERNORS HILL ....... 39 TABLE 8A: EXISTING 20201-81 LOS, DELAYAND QUEUE LENGTHS........................................................................................ 42 TABLE 8B: EXISTING 2020 FRONT ROYAL PIKE LOS, DELAYAND QUEUE LENGTHS............................................................... 43 TABLE 8C. EXISTING 2020 MILLWOOD PIKE (EAST) LOS, DELAYAND QUEUE LENGTHS...... ............ ............ .......................... 44 TABLE IOA: SHORT-TERM BACKGROUND 20241-81 LOS, DELAYAND QUEUES ff7THOUT SITE .............................................. 51 TABLE IOC: SHORT-TERM BACKGROUND 2024 MILLWOOD PIKE (EAST) LOS, DELAYAND QUEUES ff7THOUT SITE .............. 53 TABLE17: SITE TRIP DISTRIBUTIONS........................................................................................................................................ 54 TABLE 12A: SHORT-TERM 20241-81 LOS, DELAYAND BACK OFQUEUE 1f7THSITE.............................................................. 68 TABLE 12B: SHORT-TERM 2024 FRONT ROYAL PIKE LOS, DELAYAND BACK OF QUEUE WITH SITE ..................................... 69 TABLE 12D: SHORT-TERM 2024 MILLWOOD PIKE (EAST) LOS, DELAYAND BACK OF QUEUE ff7TH SITE ............................... 71 TABLE 13: PRINCE FREDERICK DRIVE VOLUME IMPACTS WITH PHASE A ONE LOGISTICS PARK WINCHESTER..................... 7 2 TABLE 14: SHORT-TERM 2024 MILLWOOD PIKEIPRINCE FREDERICK DRI fE/CUSTER AVENUE SIGNAL SENSITIf IT) .............. 73 TABLE 15A: LONG-TERM 2028 BACKGROUND 1-81 LOS, DELAYAND BACK OF QUEUES J17THOUT SITE ................................. 80 TABLE 15B: LONG-TERM 2028 BACKGROUND FRONT ROYAL PIKE LOS, DELAYAND BACK OFOUEUES ff7THOUT SITE........ 81 TABLE 15C. LONG-TERM 2028 BACKGROUND MILLWOOD PIKE (EAST) LOS, DELAYAND BACK OF OUEUES ff7THOUT SITE. 82 TABLE 16: PHASE 2 SITE TRIP GENERATION............................................................................................................................. 83 TABLE 17A: LONG-TERA12028 TOTAL CONDITIONS 1-81 LOS/DELAY'S/QUEUES..................................................................... 98 TABLE 17B: LONG-TERAf 2028 TOTAL CONDITIONS FRONT ROYAL PIKE LOSTDELAYS/QUEUES............................................ 99 TABLE 17C: LONG-TERAf 2028 TOTAL CONDITIONS COSTELLO DRIVE LOS/DELAYS/OUEUES.............................................. 100 TABLE 17D: LONG-TERM 2028 TOTAL CONDITIONS MILL WOOD PIKE (EAST) I-81 LOS/DELAYSIOUEUES ........................... 101 TABLE 18: LONG-TERM 2028 INTERSECTION IMPROVEMENTS............................................................................................... 102 TABLE 19: PRE-PHASEA SITE TRIP GENERATION.................................................................................................................. 104 TABLE 20A: ALT. SHORT-TERM PRE -PHASE A 2024 1-81 LOS, DELAYAND BACK OF QUEUE WITH SITE .............................. 111 TABLE 20B: ALT. SHORT-TERM PRE -PHASE A 2024 MILLWOOD PIKE WEST & FRONT ROYAL PIKE LOS, DELAYAND BACK OF QUEUEWITH SITE.................................................................................................................................................................... 11 TABLE 20C. ALT. SHORT-TERM PRE -PHASE A 2024 MILLWOOD PIKEAND COSTELLO DRIVE LOS, DELAYAND BACK OF WITH SITE.................................................................................................................................................................... 113 _QUEUE TABLE 21 A: ON -SITE TURN LANE SUMAIYRY'.......................................................................................................................... 115 TABLE 21 B: OFF -SITE TURN LANE SUMAIARY......................................................................................................................... 116 Pei I I 1 Revised Traffic Impact Study One Logistics Park Winchester TABLE 22A: SHORT-TERM 2024 LOS CHANGES It'ITH ONE LOGISTICS PARK WI:\'CHESTER................................................... 118 TABLE 22B: LONG-TERM 2028 LOS CHANGES WITH ONE LOGISTICS PARK JVINCHESTER.................................................... 118 TABLE 23A: SHORT-TERM SITE IMP.9CTS WITH PHASE A..................................................................................................... 119 TABLE 23B: LONG-TERM SITE IMPACTS WITH SITE PHASESA AND B.................................................................................... 120 TABLE 23C: ALT. SHORT-TERM SITE IMPACTS {i'ITH PRE -PHASE A....................................................................................... 120 APPENDICES Appendix A: Scoping Document Appendix B: Level of Service Criteria Appendix C: Traffic Counts Appendix D: Synch ro/SimTraffic Analysis Output — 2020 Existing Conditions Appendix E: Other Development Traffic Appendix F: Synchro /SimTraffic Analysis Output — 2024 Background Conditions Appendix G: Synchro /SimTraffic Analysis Output — 2024 Total Conditions Appendix H: Omitted in Revised TIS Appendix I: Synchro/SimTraffic Analysis Output — 2028 Background Conditions Appendix J: Synchro /SimTraffic Analysis Output — 2028 Total Conditions Appendix K: Synchro /SimTraffic Analysis Output — 2024 Total Conditions with Pre -Phase A site without Coverstone Drive Appendix L: Turn Lane Warrants The analysis was prepared by Pennoni 13880 Dulles Corner Lane, Suite 100 Hemdon, VA 20171 (703) 449-6700 Pennoni Associates Inc.: Mr. Douglas R. Kennedy, P.E. Mr. Wan Chong, P.E., PTOE Pe�f vi 1 I Revised Traffic Impact Study One Logistics Park Winchester SUMMARY Overview The One Logistics Park Winchester project will be served by a transportation network designed and constructed to accommodate automobile and truck traffic safely and efficiently. The roadway network incorporates the general route location to extend Coverstone Drive as a collector road from Millwood Pike to the existing road adjacent to the Sheriffs east of Prince Frederick Drive. The exiernai roan sysEeni AERIAL OVERVIEW ONE iOUStKS PARK MnNCHESiEp� serving the site is comprised of Millwood Pike (Route 50/17 East), Prince Frederick Drive (Route 781), Coverstone Drive, and Pendleton A;: „_ 0 Drive. Millwood Pike is a four -lane minor arterial roadway, Coverstone Drive is proposed as s a two-lane major collector and Prince Frederick Drive is a local street. Pendleton Drive is a two-lane local roadway connecting to the east which provides alternative access to Arbor Court and Victory Road (Va. Rte. 728). ' To assess the roadway conditions and capacity of the existing and proposed public street roadway network, the traffic impact study (TIS) was prepared following VDOT guidelines. The technical analysis reviews future traffic conditions with and without the site to determine roadway operations and possible infrastructure requirements. ' The improvements are identified for future improvements and regional roadway enhancements. Final improvement commitments are subject to agency review and coordinating, noting that the site impacts are measured per VDOT guidelines by proposed activities versus the no -build scenario, and not to the existing zoning for the subject site. The proposed industrial orientation of the site with the subject rezoning will reduce site traffic on Millwood Pike. This reduction in trips and the proposed commitment with Proposed rezoning reduces site the updated proffers to provide the ultimate R-O-W and development traffic from approved construct Coverstone Drive from US Route 50/17 (Millwood Governors Hill rezoning from 46,o85 Pike) to the existing segment of Coverstone Drive east of Prince VPD weekday to 17,6o6 VPD with Frederick Derive (Va. Route 781) and build 2 lanes with turns is ' shown to support subject site activities. The traffic study is industrial uses, or a reduction of over revise based on agency comments from the September 2020 60 0 submission ' Provides initial construction of Previous Zoning Coverstone Drive to support site traffic The Applicant, Wickshire Industrial, LLC, is providing a rezoning ' as two-lane collector road. plan with proposed land use activities that significantly reduce peak hour and Daily traffic in relation to the currently approved land use plan for the former Governors Hill site (RZ10-08 and amended through October 2014 as #03-14). Based on the submitted land use plan, the site densities are reduced � 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 Revised Traffic Impact Study One Logistics Park Winchester redCriCk Loon: to an overall 0.25 FAR and the residential component for the site is removed from the plan, consistent with the County Comprehensive Plan for the immediate vicinity adjacent to the Airport. Proposed Land Use Activities Based on the submitted land use plan, the site densities are reduced to an overall 0.25 FAR and the residential component for the site is removed from the plan, consistent with the County Comprehensive Plan for the immediate vicinity adjacent to the Airport. The proposed land use and a comparison of the previous zoning density are included in Tables E1 and E2. TABLE Fir PROPOSED SITE DENSITIES FOR ONE LOGISTICS PARK WINCHESTER Land Use/Location (1) Densities General Industrial West of 1,368,000 gsf Coverstone Drive Ancillary Commercial southeast of US 50/17 Coverstone Drive 27,000 gsf General Industrial East of Coverstone Drive 96,600 gsf General Industrial North of Pendleton Drive 1,273,000 gsf Flex Ind ustrial(office/warehouse) South of Pendleton Drive 231,000 gsf Total One Logistics Park Winchester 2,995,600 gsf (1) See Gordon Associates Concept Development Plan. Densities in Scoping Corm as I able i TABLE F,)- APPROVED SITE DENSITIES FOR GOVERNORS HILL Land Use/Location (1) Densities Office Uses West of Coverstone 385,000 gsf Drive Commercial (Shopping Center) Uses 900,000 gsf West of Coverstone Drive Residential (Apartments) East of Coverstone Drive 128 DU Res. Residential (Townhouse/Condo) East of Coverstone Drive 422 DU Res. (1) PHR+A, A Traffic ImpactAnolysis of Governors Hill Development, August 14, 2008. See original zoning plan for location Ira JI I 11, I Revised Traffic Impact Study One Logistics Park Winchester ..c2riCi< `0"!1 Site Trip Generation A summary of the trip generation with the subject application is shown by land use in Table E3, with the site trips updated to reflect the emphasis on general industrial uses as allowed under the proposed B1 zoning. In addition to employment uses proposed on the 277 acres, the site does include a commercial component with one land bay at the southeast quadrant of the future Millwood Pike/Coverstone Drive connection is designated for ancillary commercial uses with a 24-fuel pump super convenience gas station. TABLE Fz• PROPOSED SITE TRIP GENERATION Density Use(s) AM Peak Hour In Out Total PM Peak Hour In Out Total Daily 2,737,600 sf General Light 719 98 817 83 546 629 10,778 Industrial Flex/office/ 112 20 132 24 113 137 1,296 231,000 sf Warehouse Uses 24,000 sf 24 fueling Super Convenience 337 337 674 276 275 551 5,532 Market/Gas Station positions) One Logistics Park Winchester Total (1) 1168 455 1,623 383 934 1,317 17,606 (1) See Table 3 in scoping. No discounts for pass -by Trips. Ranges of alternative densities oumned in scoping as 1 awes 2B and 2C. Since these commercial uses include a pass -by elements -- not all trips are new traffic to the roadway -- and the employment activities have a heavy vehicle component, the future traffic forecasts account for the truck impacts. A summary of the heavy vehicle trips and pass -by trip as proposed are included in Table E4 for land Bay 3 and in Table E5 for the remainder of the employment uses in Land Bays 1 and 2 and Land Bays 4 through 8. TABLE E4: PROPOSED SITE TRIP GENERATION WITH PASS -BY AND HV TRIPS FOR ANCILLARY COMMERCIAL AM Peak Hour Trips PM Peak Hour Trips Weekday Daily Trips Total Proposed Trips '1' 1,623 1,317 17.606 Land Bay 3 Gas Trips 674 551 5,532 Pass -by Trips -418 -308 -3,043 Internal Trips -0 -0 -0 Ext. Trips Land Bay 3 256 243 2,489 Ext. Heavy Vehicle Trips 26 24 348 External Passenger. Trips 230 218 2,141 Pass -By HV Trips 42 32 426 Pass -By Passenger Trips 376 276 2,617 (1) See Table 3 in scoping. Heavy Vehicle % outlined in scoping as Table 4A. 3 17, h, Revised Traffic Impact Study One Logistics Park Winchester reerici: Cour , TABLE E5: PROPOSED SITE TRIP GENERATION WITH PASS -BY AND HV TRIPS FOR EMPLOYMENT USES AM Peak Hour Trips PM Peak Hour Trips Weekday Daily Trips Total Proposed Trips"' 1,623 1,317 17.606 Land Bay 1,2,4 Trips 430 332 5,779 Ext. Heavy Vehicle Trips 16 15 462 Ext. Passenger. Trips 414 317 5317 Land Bays 5-8 Trips 519 434 6,295 Ext. Heavy Vehicle Trips 20 22 543 Ext. Passenger. Trips 499 412 5,752 ('-) Heavy Vehicle % outlined in scoping as Table 4A for land Bays 1-4 and in Table 4B for land bays 5-8 SC,;S G ram:-e c iG .s The comparisons to the approved Governors Hill peak and Daily traffic volumes are shown in Table E6, which demonstrates a slight reduction in trips in the AM peak at 8 percent, with an increase in inbound trips. However, the PM and Daily traffic are reduced by between 60 and 80 percent from the approved uses for Governors Hill. TABLE E6: PROPOSED SITE TRIP GENERATION COMPARISONS WITH PROPOSED REZONING Scenario AM Peak Hour PM Peak Hour Daily Existing Zoning 1113/645 1758 1940/2309 4249 46,085 Proposed Zoning (-) 1169/455 1623 383/934 1317 17,60 Difference 55/-190 -135 -1557/-1375 -2932 -28,479 % Change 4.9%/-29.5% 7. 7% -80.3%/59.5% -69.0% -61.8°0 Legend: Inbound/Outbound Total (2-way) Trips ' (1) PHR+A, A Traffic Impact Analysis of Governors Hill Development, August 14, 2008. Trips based on Table 8 weekday, based on trip rates from the ITE Trip Generation Manual 7th Edition. No discounts for internal or pass -by trips. (2) See Table El and E3 for trips. No discount for pass -by trips. J Proposed Roadway Improvements The proposed rezoning plan includes two public street roadway links, with Coverstone Drive dedicated for the ultimate R-O-W consistent with the County Comprehensive Transportation Plan for a 4-lane divided roadway. The zoning plan also includes the extension of Pendleton Drive though the site as a two-lane local street to serve the Phase B site activities. M I I Revised Traffic Impact Study One Logistics Park Winchester "-ederick Count; The primary change in the site development infrastructure plans from the approved Governors Hill proffers, is to reduce the roadway section for Coverstone Drive, based on the change in site traffic. The future peak hour and Daily traffic volumes are shown in Table E7, which shows that two-lane section daily traffic significantly is reduced south of the proposed land Bay 3 commercial use. The ability to reduce the road section from a four -lane divided section at Millwood Pike to a two-lane section adjacent to the industrial lots would support the build -out of the site, with growth and diversions. The road section as a two-lane section would require turn lanes at selected site entrances, to be reviewed at site plan. The revised GDP increases the R-O-W to match existing dedication to the west and commits to a shared use path within the dedicated R-O-W, subject to future site plan review. The reduction in roadway construction south of Land bay 3 (One Logistics Park Winchester commercial ancillary pad site with B2 zoning) provides the ability to provide the entire road initially to connect with the existing section of Coverstone Drive with initial construction. Previous proffers included a phased construction of Coverstone Drive. The applicant has maintained a phased segment description of Coverstone Drive in the revised proffers for this rezoning to be consistent with the geographic construction to service the individual land bays. However consistent with the previous approved proffers (#15.2, in Appendix A scoping), a short -term phase was added to this analysis to show to scenario for the Phase A development prior to the completion of Coverstone Drive to Millwood Pike opposite Inverlee Way. This scenario is shown as Pre -Phase A development and assumes up to 500,000 sf of industrial uses. In this scenario, the existing section of Coverstone Drive to the west would provide site access to Prince Frederick Drive. The approved proffers for the site allow up to 300,000 sf of office to be developed without the Coverstone Drive connection to Millwood Pike. The applicant envisions the initial development to be oriented to Coverstone Drive opposite Inverlee Way, but have included the scenario to maintain the access option. TABLE E7: COVERSTONE DRIVE DESIGN STANDARDS Coverstone Drive Frederick County, VA Design Classification: VDOT GS-7 Urban Major Collector Road South of Route 50/17: N/A ADT (2020) S of Pendleton Drive: 420 ( gc, Sheriffs) South of Route 50117: 15,280 ADT (2040) North of Pendleton @ Gas (lot 3): 9,970 S of Pendleton Dr: 5.350 S. of Route 50/17: 1.938 vph (AM) 1240 (PM DHV (2040) N. of Pendl. @ Gas: 1.347vph (AM) 709 PM S of Pendleton Dr.: 596 v h (AM) 387 (PM) D (%) 56% SB (AM) T (%) 4-5% HV V (MPH) 74ODesign Speed (35 Posted Speed Limit) ..Cvc-rSL`Cr` �Fiv-c T urn _F_nes The site build -out shows left turn lanes are required on Coverstone Drive north of Pendleton Drive. Right turns are warranted based on the VDOT Road Design Manual criteria. Separate right turn lanes are required for the land bay 2 east entrance on westbound Coverstone Drive, and for right turn from Coverstone Drive to Pendleton Drive. No additional turn lanes are recommended on Pendleton Drive, except for a separate right to turn from Pendleton Drive to Coverstone Drive northbound and an eastbound right from Pendleton Drive to Land Bay 5 west entrance. The intersection peak hour operations also do not justify additional turn lanes. Pe�! 5 Revised Traffic Impact Study One Logistics Park Winchester Separate turn lanes are warranted at the off -site location at Prince Frederick Drive/Costello Drive intersection. This ' location was reviewed, since previous proffers included turn lanes with Coverstone Drive connected as a through street. iSummary of Findings Overall, the proposed employment uses with the general industrial orientation can be accommodated with the existing and proposed localized roadway network for the short-term and long-term. The provision of Coverstone Drive on -site as a four- lane divided collector at Millwood Pike with a transition to a two-lane collector provides adequate capacity for site traffic at build -out. The regional roadway network supports the site traffic, except for ' the 1-81 junction. The planned 1-81 Exit 313 interchange improvements are required to address future conditions with and without the site. The interchange improvements include in the revised study reflect the VDOT programmed improvements which realigns the Millwood Pike bridge location and provides an additional lane in the ' westbound direction. For this study, the impacts of the by -right commercial zoning on the property was not included. The peak hour conditions at Exit 313 exceed the capacity, and the increase in weaving trips in proximity to the Route 50-17/522 signal on the east side exacerbate the proposed geometry. ' In the immediate vicinity of the site, the review of LOS and turn lane warrants suggest that dual left turn lanes are required into the site on westbound Route 50-17 to serve the site, with dual lefts outbound on Coverstone Drive. The two-lane section on Coverstone Drive after the lot 3 super convenience center entrance will provided adequate capacity for the site build -out as proposed. Shic-- 'Le rr s cir The peak hour operations for the regional intersections are summarized in Figure El, with the short-term site traffic, which includes 4 land bays with 1,464,600 sf of industrial uses and 27,000 sf of a super convenience market/gas station. The traffic study references this scenario as Phase 1 of site activities. The revised GDP references this development area as Phase A. The projected total Daily traffic is estimated at 11,300 VPD, with 48% of the Daily trips associated with the ancillary commercial use. LOS is shown overall with potential mitigation options. I �.i i f I i i ..�. l� �i.ie�~G:C�I s The peak hour operations for the regional intersections are summarized in Figure E2, with the long-term site traffic, which includes 8 land bays with 2,968,600 sf of industrial uses and 27,000 sf of a super convenience market/gas station. The projected total Daily traffic is estimated at 17,600 VPD, with 31% of the Daily trips associated with the ancillary commercial use. The long-term operations include the full build -out with emphasis of development with industrial uses under the proposed zoning classification. This includes the full site development of Phase A (land bays on Coverstone Drive to the west) and Phase B (land bays to the east on Pendleton Drive). If alternative land use plans with high -cube warehouse activities occur under the proposed zoning, the Daily trips would be reduced to a total of 12,800 VPD, or a 27 percent reduction with the same 2.996 million square footage built at One Logistics Park Winchester. AM peak hour trips would also be reduced by 15 percent. The LOS in the summary is shown ' overall with potential mitigation options. Figure E3 summarizes the overall on -site intersection operations with the site build -out with the emphasis on general industrial site activities. Alternative scenarios at the 1-81 interchange signals may vary with the future VDOT bridge improvements, but this revised study only includes committed ' improvements. It does not include a review of the VDOT alternative intersection options previously developed internally for VDOT in February 2020, and provided in late September 2020, since it was not included in the scoping agreement. Pen 6 I �I �_ 1 o C(E> o F o o = 9Q �� _ d A (D) „ B(B) c -�- _ �C(D)� F (F)Lm �F (F) (C �r l EB WEAVE C (C) .. .. I _ �U B(C) A(A). E ( r �E(F) \ FIC) = = A (A) r\ = G a U LEGEND O STUDY INTERSECTION 1 f PROPOSED IMPROVEMENT EXIST LANE GEOMETRY LANE/MOVEMENT I SIGNALIZED "1;PN LOS INTERSECTION 1N iPN APPROACH LOS • STOP CONTROL .y OVERALL •' �i,jj SITE BOUNDARY INTERSECTION LO: ,7r� it)F O g(B t ee p Dill ` II s�'B' - - r / a' 0 ( (D) i <11)) l r Ue IA(A). - - - �A(A) -- e .r = A( A(A A(F) mom ^rI -4:' _ B (C) < A (E �< A(C) A(A)` s_ A (A) D (D N - y A (B)a s D (E) (T) ` u C (F lfl �9: ® UO �B(F I - �F:(F)aj �= B (F F i( Wiwi r A(.Ai.% o u (E --(F) A(ff C (E) < I u,,, a PiAc B (E m B (A) - - - A(A) �mm E (E TRAFFIC IMPACT FIGURE E1 Pennonl l ANALYSIS SHORT-TERM LOS SUMMARY (D foT G s A (A) nn m E (D) x C (C Mdlw<xnl '�. f E A (D) , - r < A (A) C �l z - I: (D A (B) l� m C n < c n n F,. t tD)© ( ID) D (D) F DFB- '(F - - F( O A(B^d� U (E) - E (F) I lutcl Ln' E (E) (A) `v F.B WF.AN'F LOS D (c) �B(E)U8 s d6 x D (D) L� F(F.) F - F (F) �FIF F - - - (D) 4(A). ,+( i LEGEND O STUDY INTERSECTION PROPOSED IYPROVEYEN! EXIST LANE GEOMETRY LANEAIOVEMENT SIGNALIZED AM I►MI LOS 10 INTERSECTION ME APPROACHLOS • STOP CONTROL (y OVERALL SITE BOUNDARY MTEWCTN N LOS (D E) J 1 1 ( 1� A (A ( ,.,Icllo Ih i w A (A) O O � CIDI It)©— ctc) III �< B(C) A(A)� x A(A)� - -v (3J <a - _ - A (D) D(F) (E ,,.. - III B( 4. : L A (F) bf C 1 = A (F) �E(F) B (F .. B (B) B (A) _ - - o m O D(F a9: r tl < 7. B(F �BIBI - _ _ \1A1 y m F (F TRAFFIC IMPACT FIGURE E2 oonnonl� ANALYSIS LONG-TERM LOS SUMMARY 11AI IIn�I�III�I'\KID „����II•IIIt I I:I III I:II 6. 1111 � I 1 \ Ihl �I�I I x A 1.41 OA(A \ LA I m< B(B) s �A(A �7 X (A). I)' R(BI I B(BI x m _ 5 m GA(A A(A _m 3 m E Q B(B) A(A) I) F(A) O A (A A (A) A (A) .A (A) `v - m m R(C) '�\ / •III LEGEND O STUDY INTERSECTION LANE OEOMFiRY • STOP CONTROL SITE BOUNDARY LANEIMOVEAIENT \11,PMI LOS \N ISM APPROACH LOS OVERALL ICU LOS 9 TRAFFIC IMPACT COVERSTONE DRIVE LOS FIGURE E3 PB►lnonl ANALYSIS ()Ni- PARK - \\ I\1 III � 111, SUMMARY FRFI)FRICK C01IN I) \ IRc l\I \ Revised Traffic Impact Study One Logistics Park Winchester encount� To address the Pre -Phase A scenario as outlined in the proffers without Coverstone Dive extended to Millwood Pike, the LOS operations without Coverstone Drive are shown in Figure E4. The operations assume up to 500,000 sf of industrial uses in the M-1 zoning district in one of the western land bays in Phase A with access to Coverstone Drive to the wet to Prince Frederick Drive only. �ai...•.wCOCi '_C� .�.���cc A separate Signal Justification Report has been submitted for the Coverstone Drive/Inverlee Way/Millwood Pike junction separately, along with a signal warrant study to support signalization at the site access to Millwood Pike. Based on the review of the short-term traffic forecasts, as updated in Table E8, the signal is warranted based on the multi -hour and peak hour volume guidance from the MUTCD with the One Logistics Park Phase A (Phase 1) activities. TART F FR• SIGNAL WARRANT SUMMARY MUTCD Signal Warrants Warrant Satisfied? Notes / Summary Side streets considered as two-lane approach for Coverstone; Right Turns at 85% of volume for RTOR+left turns applied. 70% Warrant 1: Eight -Hour Vehicular Volume ® Yes ❑ No ❑ N/A thresholds NOT applied, Warrant B satisfied and combination warrant met at over 8 hours each for Condition A and Condition B. Warrant 1: VDOT ADT Option' ® Yes ❑ No ❑ N/A Satisfied for side street lefts Satisfied for future volumes on site Warrant 2: Four -Hour Vehicular Volume ® Yes ❑ No ❑ N/A street Warrant 3: Peak Hour ED Yes ❑ No ❑ N/A Peak hour volumes checked No pedestrian facilities at Warrant 4: Pedestrian Volume ❑ Yes ❑ No EZ N/A intersection Warrant 5: School Crossing ❑ Yes ❑ No Zx, N/A There are no schools in close proximity to the study intersection. Warrant 6: Coordinated Signal System [I Yes ❑x No ❑ N/A Spacing > 1000 ft. not grid 6 total incidents/crashes since 2017 Warrant 7: Crash Experience ❑ Yes Z No ❑ N/A with property damage only Warrant 8: Roadway Network ❑ Yes © No ❑ N/A Warrant 9: Intersection Near a Grade ❑ Yes ❑ No E] N/A Crossing Pe� ".6 10 is l � I 0 (D B cB) m �A(D) A D (D) Lcj A(l I1� ('I:vn U (DI D (D) m B (A) _ = VA(D (1 p (B) :1 (B) C (C) u I I, •,. I D (D) (D) B (B) - A (B EB WEAVE L C (C) 0 DID 9Qe m y C(D) F (D) D (E `I �DM _ ^ D (C) \ = D (F1 LEGEND O STUDY INTERSECTION 11 r PROPOSED IMPROVEMENT M EXIST LANE GEOETRY LANEIYOVEMENT SIGNALIZED �M,PMI LOS INTERSECTION M IM APPROACH LOS • STOP CONTROL \y OVERALLSITE BOUNDARY INTERSECTION LOS A (C) -_- A(D)IoI B (AI < I� I < AICI �A(A) - A (A) -, y D (D) m C - A(B) D (C) B (T lu DIET o� m = A(B)� AIR) A (A 1 if i __- (C), B (C) D (C) °C B (C m B(A) A (A) ems D (L) TRAFFIC IMPACT SHORT-TERM PRE -PHASE A LOS FIGURE E4 ANALYSIS ON'LI« (x11, I II, s I' \ I `.1 I I I, I I k SUMMARY FRF.DFRICK('OI I1 If ICI lJ Revised Traffic Impact Study ' One Logistics Park Winchester Frederick County, VA The site impacts of the proposed development on the signalized intersections in the study area are presented in ' Tables E9 through E11 in the summary for key locations, based on the change of site traffic as industrial uses versus the future conditions without the subject site. TABLE E9: 1-81 INTERCHANGE IMPACTS ' 'term 2024 at 1-81 SB Long -Term 2028 at 1-81 SB `. Ramps/Millwood Pike Ramps/Millwood Pike Background Site Impact Background Site Impact AM 4183 304 7.30/0 4399 577 13.1 % PNV 4911 211 4.3% 116 391 7.6% Short -Term 2024 at 1-81 NB Long -Term 2028 at 1-81 NB Ramps/US 522/Millwood Pike Ramps/US 522/Millwood Pike Background Site ImM& Background Site Itgact AM 4675 467 10.0% 4965 858 17.300 5708 386 6.8% 6028 712 11.8% Site impacts = (Site Trips)/(No-Build). ' TABLE E1o: MILLWOOD PIKE IMPACTS - 2024 at Rte.50/1 ng-Term 20LO Prince Frederick Dr/Custer Ave. Frederick Dr/Custer Ave. Background Site Impact Background Site Impact - - -811 AM - 4 )" 16.7"0 2665T 10.4% PM 2975 5 1 1 1.8° i 3099 659 21.3% Short -Term 2024 at Rte.50/ 17 / Sulphur Springs Rd Background Site Impact AM 2456 167 6.80/0 M 3000 147 4.9% I1 Long -Term 2028 at Rte.50/1711 Sulphur Springs Rd Background Site Impac 2544 230 9.0% 3107 187 6.0% Site impacts = (Site Trips)/(No-Build). Background volume do not include diversions for Coverstone Drive, but do include other trips, growth. TABLE E11: FRONT ROYAL PIKE IMPACTS Short -Term 2024 at Rte.522 /Delco Plaza/Travel Lodge Background Site Impact 1908 61 3.2% 2512 51 2.0% /Costello Ave. Background Site Impact AM 1766 102 5.8% 2343 82 3.5% Long -Term 2028 at-t ltt_e�522 / NTco Plaza/Travel Lodge Ba- . ,ound Site Impact 2033 66 2650 72 2.7% Ave. Background Site Impact 1931 158 8.2% 2528 145 5.7% Site impacts = (Site Trips)/(No-Budd). Background volume do not include diversions for Coverstone Drive, but do include other trips, growth. 12 Revised Traffic Impact Study One Logistics Park Winchester 1-roderick County, VA For the 1-81 interchange junction, the future volumes without the site include growth and other development. Based on the 2017 traffic counts, used by VDOT for the 1-81 bridge improvement project, the future forecasts in this analysis without the subject rezoning include an effective growth rate between 2017 and 2024 at between 2.9 and 3.4 percent annually. The 2028 scenarios without the subject site include an effective growth per year of 2.4 to 2.7 percent for the Background conditions without the site. For the scenario prior to Phase A (or phase 1) completion of Coverstone Drive, the site impacts for a 500,000 sf industrial development is summarized in Table E12 at the 1-81 NB exit at US Rte. 511 and at Prince Frederick Drive. For comparison, the short-term volumes are maintained with the 2024 background assignment scenario. TABLE E12: PRE -PHASE A SITE IMPACTS Short -Term 2024 at I-81 NB Short -Term 2024 at Rte. 50/17/Prince Ramps/Millwood [like Frederick Dr/Custer Ave. i Background Site Impact Background Site Impact AM 4675 110 2.4% 2542 114 4.5% PM 5708 84 1.5% 2975 86 2.9% Site impacts = (Site Trips Pre -Phase A)/(No-Build +Site). Under short-term (2024) volume forecast conditions, the regional roads deteriorate in performance with the initial phases of the One Logistics Park Winchester with the existing road geometries, signal optimization, and site frontage improvements. For the build -out of the site by 2028, the existing roadway network does not accommodate the increase in trips with the implementation of the 1-81 at Millwood Pike interchange improvements under development by VDOT. For the 1-81 junction, the alternative improvements were previously studied to address the potential change in traffic with the subject site. However, since the original zoning did not study the I- 81 signal operations, and the site impacts are decreased in relation to the approved Governors Hill site, the off -site improvements are not proposed for implementation by the subject site. Corridor operations are a function of growth and site trips at the 1-81 junction, which negatively impacts the adjoining signals within the study area. Alternative configurations at 1-81 may have potential to enhance the junction in concert with the bridge improvements to consider full displaced (DLT) left turns with grade separation, an echelon interchange (with partial flyovers for either direction of the Millwood Pike east and west through lanes), a partial Michigan Left with U-turns in the south and east quadrants, or a quadrant roadway as originally envisioned in the Route 522 relocated alignment in the County Transportation Plan. The alternatives at 1-81 were not evaluated with this study, since they are a regional enhancement and require additional coordination with the on -going VDOT 1-81 corridor projects. The list of improvements considered in the revised analysis is included in Table E13 for the regional locations and Table E14 for the on -site infrastructure, from the proposed proffers. Signal optimization is included in all the scenarios. TABLE E13: ONE LOGISTICS PARK WINCHESTER OFF -SITE IMPROVEMENTS Int. # Intersection General Improvement Dese. Prince Frederick Drive Add NB 100 ft. right turn on Prince Frederick Dr to Costello Dr. for 7 @ Costello Drive long-term conditions; 13 Revised Traffic Impact Study One Logistics Parl< Winchester I-recleri(k Cotmo 1, VA TABLE E14: ONE LOGISTICS PARK WINCHESTER ON -SITE IMPROVEMENTS Int. # Intersection General Improvement Dese. • Add Traffic Signal with Phase 1 activities; • Provide dual lefts on WB Rte. 50-17 to Coverstone Drive Extended; 10 Provide EB right from Rte. 50-17 to Coverstone Drive Extended,- Rte. 50-17/Inverlee With signalization, restrict through trips to Inverlee Way with signing; Way/Coverstone Drive With signalization, restripe SB approach for separate right on Inverlee Way; • Construct dual lefts on Coverstone Drive to WB Rte. SO-17; • Construct 4 lane divided section on Coverstone Drive extended to initial median cross -over for Commercial land bay 3; • Transition with separate left turn lanes for turns to gas facility, Coverstone Drive @ Provide 200 ft. left turn entrance for passenger cars 12 Land Bay 3 • Sign for Heavy vehicle access to south portion of site with separate Commercial turn lanes; • Provide 2SO ft. SB left turn lane for truck access to commercial. 13 Coverstone Drive @ • Provide SB 100 ft left turn lane into site Land Bay 4 Industrial 14 Coverstone Drive @ Provide SB 150 ft left turn lane to Pendleton Drive; Pendleton Drive Provide NB 100 ft right turn lane to Pendleton Drive; • Stripe WB 100 ft right turn from Pendleton to NB Coverstone Dr. 15 Coverstone Drive @ • Provide WB 100 ft right turn lane into site Land Bay 2 Industrial E 19 Pendleton Drive @ Land Bay 5/6 Provide EB 100 ft right turn lane into Land Bay 5; Peen 14 1 Revised Traffic Impact Study One Logistics Park Winchester Frederi( k County, VA INTRODUCTION This TIS has been prepared to identify transportation improvements that would be required for the development of the 171-acre One Logistics Park Winchester site in eastern Frederick County, Virginia. The site is located on the south side of Route 50 (Millwood Pike), approximately 1 mile east of the City of Winchester and the 1-81 interchange at Route 50 (Exit It313). Figure 1 shows the location of the property in relation to the City of Winchester, 1-81, Route 522, and Route 50. The proposed illustrative land use plan from Gordon is included as Figure 2. The off -site intersections are identified in Figure 3 while the proposed on -site intersections are summarized in Figure 4. Note that the on -site locations are identified for traffic assignment purposes and may vary with final site plan. Shown to identify initial road and access requirements to support the proposed on -site road improvements. Wickshire Industrial, LLC has proposed to develop the site into approximately 3 million SF of industrial and/or distribution center/warehouse uses. The site parcels are identified by Frederick County PIN It's 64-A-83,64-A-83A, 64-A-84, 64-A-85, 64-A-86, and 64-A-87 totaling 277.22 acres. The site is proposed for M1 (light industrial district) for 264.72 acres and B2 (General Business) for 12.5 acres Two (2) transportation phases are anticipated and assumed for this study. The first phase is assumed to be in 2024, with up to 1.491 million SF of General Light Industrial uses, ' including a super convenience center/gas station in the B2 district. Previous rezoning approval in 2oo8- Phase 1 in the traffic study is shown as Phase A in the revised GDP and proposed proffers. The second phase (Phase B in the GDP) is zo14, with subject site as office & assumed to build -out the site by 2028, with an additional at 1.504 commercial uses and residential as million SF of uses along Pendleton Drive extended. A added phase Governors Hill; (Pre -Phase A) is included in the short-term without Coverstone Drive connected at Millwood Pike and partial site access to the Scope for reduced site land activities west via Coverstone Drive to Prince Frederick Drive. w/ emphasis on industrial uses with M-1 The most likely use for both phases is a distribution zoning; actual trips may be reduced center/warehouse; however, General Light Industrial, which has a with high -cube warehouse uses; higher trip rate, was assumed for this TIS to be conservative per VDOT guidance, as well as provide the owner with some flexibility Verify operation with modified section ' in the choice of tenants in the outset. on Coverstone Drive; Methodology The proposed site plan for the site requires a traffic study for Include 1-81 interchange operations; coordinating access requirements for the property. To quantify the impacts, the traffic operations study was performed. The analysis includes: • 2020 existing conditions assessment based on factored 2017-2018 turning movement counts, ' Development of a Synchro/SimTraffic model for the study area to project existing and future traffic conditions, with an extension of the VDOT modeling files of the 1-81 interchange, Development of future forecasts with growth and others for a phased analysis of local traffic operations, • Estimation of AM peak hour, PM peak hour, and daily trips generated by the proposed project, based on the employee and heavy vehicle activities for the assumed General Light Industrial and ancillary commercial (gas station) use, and Review of peak hour traffic conditions using Synchro (version 10) /SimTraffic analysis following the VDOT ' TOSAM for the existing conditions, short-term 2024, and long-term 2028 forecasts. o;,-1) 15 lE TRAFFIC IMPACT FIGURE 1 / Pennon l ANALYSIS SITE LOCATION , I Rl DI Itll K l (A N I l \ IKI.I\'I \ au�u i.ov Revised Traffic Impact Study One Logistics Park Winchester Figure z: Concept Plan �I w Pennune CITY OF WINCHESTER — 1705`0 FIRE It ED szz (k '4K, I�S 1R E SIB \.\\ ((N( E]GhIfFRS i FREDERI, C(H'NT) SHERIFFS OFFICE ` SITE F \ WINCHESTER REGIONAL AIRPORT \ LEGEND STUDY INTERSECTION - - - SITE BOUNDARY 18 TRAFFIC IMPACT FIGURE 3 f!Tont> ANALYSIS OFF -SITE STUDY INTERSECTIONS l,vl; Luc;isl IC I�nRh - \\ i\l i I I i i is FREDERICKCOUN'l) \lR(.I\I ........I'II'.. I I 7 n \N !O O� CRC` CF�pt / \ US ARMY /^\ \ 17 50 \\ COGIRP OF � /-• �• IiNNIiIiKS 0. COUNTY SlrlazlFF1s \ 18 0 Cl: y Lo"r 1 SITE 17 �% 'Z�. \ � LU'I' 3 16 12D \ SP:\('ING IS POR CONCF:P"F / 13 I'I,AN DESIGN AND SI*BJI:("I. "I"O REVISIONS WI1,11 LOT 4 Sll'I; PLAN FOR 15 `zoo -/ _. 14 \ SITE 19 LOI 6 WINCHESTER REGIONAL \ \ AIRPORT \ �\ Lo"r s > ' \ i \ \ yo, \ NATIONAL oo �� GUARD LOT 7 Snl IU SC All \ 2 LEGEND v. STUDY INTERSECTION BUILDERS — — — — FI SITE BOUNDARY RST ' ARI3�R CT SOURCE 19 TRAFFIC IMPACT FIGURE 4 Pennonl ANALYSIS ON -SITE STUDY INTERSECTIONS ONE LOGISTICS PARK - WINCI11-S FR r,„„•,r: nu't"c, 000i FREDERICK COUNTY, VIRGINIA Augim 2020 Revised Traffic Impact Study One Logistics Parl< Winchester i rederi( k ( miiity, VA Resources The following reports, obtained from VDOT, were used to derive the annual growth rate, background development trips, and distributions for this analysis: • PHR+A, A Traffic Impact Analysis of Governors Hill Development, August 14, 2008 • Cardino, Traffic Impact Study — F81 Central Records Complex, September 2015 • Wells + Associates, Navy Federol Credit Union Traffic Impact Study, April 2018 • Pennoni, Hines Carper Valley Traffic Impact Study, Industrial Rezoning Revision, July 2018 Scopin"� A VDOT Chapter 527/870 traffic study was scoped with several iterations and input from VDOT and the County between July and August 2020, including conference calls on Tuesday, July 14 and Tuesday, August 11 to review. Pennoni received VDOT approval of the scope via email on September 2, 2020. A copy of Pennoni's final scoping document, submitted on August 26, 2020, is included in Appendix A. Intersection Level of Service Criteria Based on the Highway Capacity Manual methodologies for intersection and roadways, Pennoni utilized the Level of Service (LOS) grades for intersection to measure the performance of the transportation facilities. LOS is a measure ' of vehicle operator delay with the overall driving experience through a particular facility. Performance is quantified with designations of LOS 'A' through T' based on the average control delay (given in seconds per vehicle) per lane group and the overall intersection. These LOS designations describe the performance of the intersection from the motorist's perspective, with LOS 'A' representing free flowing conditions and LOS 'F' representing congested conditions. Delay is the additional travel time experienced by a driver, passenger, or pedestrian. Control delay results when a traffic control device (such as a traffic signal) causes a lane group to reduce speed or to stop; it is measured in comparison with an uncontrolled condition. A summary of the LOS criteria for signalized and unsignalized intersections is included as Appendix B. For this analysis, Pennoni verified LOS grades from the HCM outputs for the deterministic operations, but defaulted to the ' VDOT TOSAM guidance for traffic operations and back of queues. Based on the VDOT TOSAM guidance, the Level of Service grade is not the only criteria, but the improvement of the overall intersection efficiency was reviewed. Pennoni reviewed the simulations and performed at least 10 runs for each traffic scenario, to review future ' conditions operations. The VDOT sample size determination worksheets for the number of SimTraffic runs are included with its corresponding scenario's SimTraffic outputs in the Appendices. The operations were evaluated based on the maximum queue lengths, signal failures, and changes in operations. 1 Study Area The One Logistics Park Winchester project will be served by a transportation network designed and constructed to accommodate automobile and truck traffic safely and efficiently. The roadway network incorporates the general route location to extend Coverstone Drive as a collector road from Millwood Pike to the existing road adjacent to the Sheriff's east of Prince Frederick Drive. The external road system serving the site is comprised of Millwood Pike (Route 50/17 East), Prince Frederick Drive (Route 781), Coverstone Drive, and Pendleton Drive. Millwood Pike is a four -lane minor arterial roadway, Coverstone Drive is proposed as a two-lane major collector and Prince Frederick Drive is a two-lane minor collector road. Pendleton Drive is a two-lane local roadway connecting to the east which provides alternative access to Arbor Court and Victory Road (Va. Rte. 728). Roadway Context The public street network in the vicinity of the site is summarized below, with the existing characteristics and road functional classifications (same for VDOT and County): Pew 1 20 Revised Traffic Impact Study One Logistics Park Winchester I rederirk Comity, VA U.S. Route 50 (Millwood Pike) is a median -divided 4-lane minor arterial with an east -west orientation and a 55 MPH posted speed limit east of Prince Frederick Drive and decreasing speed limit of 35-45 MPH towards 1-81 exit 313, with sections of gravel and/or paved shoulder and curb & gutter. There is commercial development as well as residences on both sides. There is no sidewalk on either side of the roadway. The VDOT AAWDT was 19,000 VPD in 2019, based on published data. • U.S. Route 522 (Front Royal Pike) is a 5-lane (center lane is two-way turn lane) minor arterial with a north - south orientation, east of 1-81, with a 35 MPH posted speed limit, curb & gutter, and commercial development on both sides. It combines with Route 50 at the 1-81 interchange, and heads towards downtown Winchester to the northwest. A sidewalk is present on both sides of the roadway from Garber Ln (approximately 600 ft south of Costello Dr) to Route 50. The VDOT AAWDT was 15,000 VPD in 2019, based on published data. Costello Drive (County Route 1367) is an approximately 3,000 ft long local road that connects Route 522 and Prince Frederick Dr. It has a two-way center turn lane, with the western half segment as a 5-lane section and the eastern half segment as a 3-lane section. The entire length has a 35 MPH posted speed limit. A sidewalk and curb & gutter are present on both sides of the roadway in the commercially built-up area along the western 5-lane section but are not present in the eastern 3-lane section. The VDOT AADT was 2,900 VPD in 2017, based on published data. VDOT AAWDT data was not available. Prince Frederick Drive (County Route 781) is an approximately 2,300 ft long local road, with a 35 MPH posted speed limit, that connects Route 50 with Coverstone Dr. The road has a 4-lane section with curb & gutter, but no sidewalk, from Route 50 and for 500 ft to the south. The remainder of the road, to Coverstone Dr, has a 2-1ane section and neither sidewalk nor curb & gutter are present. The VDOT AADT was 3,200 VPD between Route 50 and Costello Dr and 730 VPD between Costello Dr and Coverstone Dr. VDOT AAWDT data was not available. Coverstone Drive is a partially completed 4-lane median -divided local road, ultimately envisioned as a major collector to extend in the west to a future minor arterial, west of Prince Frederick Dr, connecting Routes 522 and 50, and in the east, to Route 50. The existing section is along the frontage of the County Public Safety Center, providing access to the Center via Prince Frederick Dr. VDOT volume data was not available for this roadway. Inverlee Way (Va. Route 1520) is a two-lane local street with approximately 36-foot width unstriped serving the Ravens residential community north of Millwood Pike. The residential neighborhoods also are accessed by Custer Avenue opposite the Prince Frederick Drive signal, Tulane Drive, Purdue Drive, and Stanley Drive north of Millwood Pike. Inverlee Way is an open section with a ditch section for drainage without a posted speed limit signed. There is an asphalt path east of Inverlee Way on a separate alignment starting ' approximately 250 feet north of Millwood Pike. The initial residential street, Kincross Drive, is approximately 800 feet north of Millwood Pike and the road section has curb and gutter. VDOT published ADT is 670 VPD from 2008. (Or"npre{ ensiVe Plan The Land Use Plan in the County 2035 Comprehensive Plan, adopted January 25, 2017, envisions the site parcels as 132/133 land uses west of Coverstone Drive, and high density residential to the east of Coverstone Drive, consistent with the existing zoning. As part of the Comprehensive Plan, the Frederick County Road Plan envisions Coverstone Dr to be extended to the ' east, then to the north to Route 50, as a new major collector. The existing Frederick County Road Plan designations are shown in Figure 5A in the study area. The 2035 plan includes the local roadway network with Coverstone Drive as a new major collector. Pennon 21 Revised Traffic Impact Study One Logistics Park Winchester Figure 5A: Frederick County Road Plan t. ' City of Iam Winchester. .....--- 31D = • � v _. _ Eastern Road Plan Eastern Road Plan - Nov 2016 Cross Sections '�\�� Yer. Meld Ard•et �V R4D O`/ Improved Major Artenal I ^IU2 ' • ��/ U4D Now Herat A'ter�•l 0"%.i U6D �`� Inyruveal M:: Ar,rn.l L- - •���• Yew Napo coirttor Improved Major ('.oJkKtar Improved M-nor collocLDr Ramp • • Vent _ '.. rr.tL.'e Rc 1T sypast / r • •UrOan UeveoDman! Area � 45Sewer nod hare, e.ervre kr►a t') Rural Co-nmun tv Center ►ac,rbn r...,r. Revised Traffic Impact Study One Logistics Park Winchester V DO T f t;rc t i m-d Ro id flan The VDOT Functional Plan for this portion of Frederick County is excerpted in Figure 513, which shows Routes 522 and 50 as "Minor Arterials" in the study area vicinity as green links, east of 1-81. Costello Dr, Prince Frederick Dr, ' and Coverstone Dr are not identified as collectors. The functional plan designation establishes the VDOT Access Management requirements for median crossovers and traffic control. For this study, the Frederick County Road functions are utilized for review. Figure 513: VDOT Functional Plan tMulti Modal Access The existing roadway network does not include continuous pedestrian access. Bike lanes are not included in the ' existing roadway sections. f utur ( ranspot tation Iinprovements The County Transportation Plan envisions improvements to the west of the site in the vicinity of the 1-81/Route 50/17 interchange to improve local operations and allow for a realignment of new minor arterial in the Prince Frederick Drive/Ryco Road vicinity. However, no active project or planning is currently programmed, so network changes are not included in this analysis. Two VDOT projects are programmed in the study area and are added to the regional roadway network: • Sulphur Springs/Millwood Pike intersection - Improvements included (as completed) to add additional turn lane stacking area and new improvements to Sulphur Springs Road. • 1-81/Route 50/17/522 interchange - improvements to relocate and rebuild the interchange bridge north of the existing location. The generalized concept plan is included in Figure SC from Mall Boulevard to the 23 P� Revised Traffic Impact Study One Logistics Park Winchester Frederick County, VA Route S22 signal. Improvement to the west to East Jubal Early Drive signal at the Mall were not included in Winchester, per the scoping, but are under review. Said improvements would improve turn spacing to ' Mall Boulevard and access to the 1-81 SB ramps. CONCEPTUAL 1-81 EXIT 313 PHASE 1 ALT DESIGN PLAN Figure 5C: 1-81 Improvements UPC111632 APRIL 2019 SOURCE: VDOT As outlined in the introduction, the extension of Coverstone Drive on -site is included in this analysis, as improvements as a two-lane road with turns, and 4 lanes adjacent to Millwood Pike. 1 1 24 1 11 1 Revised Traffic Impact Study One Logistics Park Winchester PROPOSED SITE TRAFFIC I he site rezoning is proposed to allow for employment uses in the N M-1 Light Industrial district, with _ a proposed B-2 District in the southeast quadrant of the future Millwood Pike/Coverstone Drive: intersection. The illustrative plan allocates activities in 8 land bays. With general industrial and warehousing activities. The proposed land use plan - _ ➢ - _ submitted with the subject rezoning application provides for 8 lots with all access to a►+4z1111140114"FURKW y.. Coverstone Drive and Pendleton ILLUSTRATIVE PLAN Drive. Most of the uses are proposed with an emphasis on general industrial use. The site densities for the subject traffic study are summarized in Table 1. ONE LOGISTICS PARK WNCHESTER C. cada, ILLUSTRATIVE PLAN S,",F.E:G'r[) )N The site phasing is generally anticipated to be associated with market absorption for the employment uses, but initial activities envision the construction of Coverstone Drive through the site to service the land bays 1 through 4 (as Phase A in the GDP) and connect to the existing Coverstone Drive construction east of Price Frederick Drive. The phase 2 activities (or Phase B in the GDP) are generally shown on the eastern portion of the site to support buildings in land bays 5 through 8 with access to Pendleton Drive. The traffic study assumes two traffic years, with build -out of the uses by 2028. A Pre -Phase A scenario is added to the revised traffic study to address site trips and impacts for up to 500,000 sf industrial without the completion of Coverstone Drive to Millwood Pike. The added scenario is shown to be consistent with the Governors Hill proffers with allowed up to 300,00 sf without new access to Millwood Pike. SITE TRIP GENERATION Trip generation for the site was based on the Institute of Transportation Engineers' (ITE) Trip Generation Manual, 10`h Edition. ITE's "General Light Industrial" trip generation rates were used for this TIS since they were most conservative (i.e., generates more trips) than the other possible uses. The density used, 2,995,600 SF, was based on the site layout for the property with 8 land bays and includes B2 commercial uses at Millwood Pike. For the traffic study, the high peak period traffic activities with a super convenience market/gas station were included for the B2 zoning and assigned to the land bay 3. Based on land uses in Table 1 the peak hour and daily traffic volumes were computed for both phases, as summarized in Table 2. 25 C J F I l 1 L� I Revised Traffic Impact Study One Logistics Park Winchester Frederick County, VA The trip generation for the large -lot warehouse used the ITE General Industrial activities as Land Use Code (LUC) 110 to maximize trips. For land bay 5 adjacent to the airport, the building was checked with an effective 55% warehouse/45% office mix to verify if the 231,000 sf would generate trips as a flex -office warehouse use with a blended rate. The Land Bay 3 activities were shown as a super Convenience market/gas station (LUC 960) with 24 fueling positions. Total site trips for the traffic study assume 1623 AM trips, 1317 PM peak hour trips, and 17,606 Daily Trips. Allocations for pas -by trips, heavy vehicles are outlined below. TABLE 1: ONE LOGISTICS PARK WINCHESTER TRAFFIC STUDY LAND USES l.n/At.r Pn4kI.Mi.x VIR .I'd I..d I'—,.' II' V., I'(E. Ito 1,9,ii r Xe"J . . a .r E. _ Aw.0 Mn xl.w Ana _'Lk QL Ldd- SL La fait: fall fiat: QL 4' L One Logistics Park lVinchester Revised Land Uses 21 32 ae Gat Indu,t... I LUC 110 eq 0 0 360,000 019 0 0 360,000 0 0 2 \\ ,d..........+ 83111, a—, 6- lodo,tnal LUC 110 eq 0 0 1,008,000 0 28 0 0 1,008,000 0 0 3 1 „! t .,,.,.1,., 12 20 ,1„c, hiding cane, 'I,l slop as 24 III, LUC 960 0 0 17,000 O (15 0 0 0 0 27,000 4 I,nl,,.,,.o...- 629 ntn•, Gcn Indo,tn.d LUC 110eq 0 0 96,600 Olt 0 0 96,600 0 0 Ur\•„ \n�,r rhr.< 1 34 1? uc,c, Open Sp.tco 0 0 0 0 OO 0 0 0 0 0 , ""1I.1,.,< 1 157.04 ..... Intttl,,, 1%,1 0 — 1,491,600 0.22 0 _ 0 — 1,464,600 0 27,000 Gcn Ind. ;: of 1.1.1 Enap. 93% fold Gn, Indu,triul n/ 111,— 1 1,368,000 5 . 14 42 ocm, If,, In I-mal 555. ware/45% off 0 0 231,000 O 17 0 0 231,000 0 0 6 31,42 a.n. 6cn Indu,tnal LUC 110eq 0 0 580,000 (134 0 0 580,000 0 0 7 2- 26 acre, Gcn Indu,t—I LUC 110 eq 0 0 420,000 0 35 0 0 420,000 0 0 8 13 21 a L1 G., Indo,Oul LUC 110 eq 0 0 273,000 O 4' 0 0 273,000 0 0 25 87 u—, open Spn„ 0 0 0 O INI 0 0 0 0 0 120.18 acre, I otal „t 1'ha.c 2 0 1,504,000 0.29 0 0 1,504,000 0 0 Gcn Ind. •: of total f.,np. 66% lotnl (:cncr:d ludo,trial „' 111—c 2 1,000,000 t.-111:,.1„. r"+( \t'r'A .;<r 277.22 arrr, I ola1 0 — 2,995,600 0.25 0 — 0 _ 2,968,600 0 27,000 (kit Ind. 9, of Intact 1:mp. 80% 2.995,600,f 2,368,000 1'cra nnagc ]L, of L ,c, 0% 0% 99% 0% 1% Res Empl Comm. 0% 99% 1% r„•.+e t..,, ... U,u lt:..,—,111 277.22 ncrr, 1 otal ,.>... 550 2,047,400 0.17 162,a00 385.000 0 900,000 0 I I1 1.\8 1,,rt \, av 8�u.�, l �•n.,.u,rJ a. h��IJin<.v<J. W.J h, l..ul 4w u<� 1v<.�: rni.fcn•,il .h.•..n �. e:i; ct.•!Jcr �:c I:hl_. .If �nJ 2l Iry ton �r�c,+u.�r >.,,.ln rl, L.: Ihch-1 �hc \\ v<lnu.< 1 1„1—di C�nJ.�.,r hw .�Ic 1»v>t ,.�t.x,ln 1,., rn'nl,�. 1—, II, `"0 Ill 1111, III„„c ,%. 1.\8 by ,c>xl.,,tu: u,<, h,t>c,f .v vclu;c >vc I.v 12• III ivJ 4:2.\, u,uncnt> !"' .<�mNn.'x'a Nq`+•>cl .al, \.Iw: rc.lJ;nllr! 8t -; 1•nn cJ n , , PeC_ n�l 26 Revised Traffic Impact Study One Logistics Park Winchester TABLE 2: SITE TRIP GENERATION I rode it k ( minty, VA ITF.LundU.rea"! Abl1'F.AKHOUR RNPF,1KHOUR DAILY CODE IMWSITY Varlahle U ill, hV OUT TOM IN OUT TOTAL (1-wlg) ALL 7'1t//'S;U21i 1 •lilll('!.h lRlP.S, FOR TRIP RIiI)li('TIOAW Phase I Lots I and 2 : as General Llellt IlHhr. 11-iol I �seY 110 n,.n 360 000 ksf General Light Industn;d of 360.000 sf 101 14 1 1 5 12 77 89 1,422 110 u.,.r. 1008 000 ksf General Light Industrial to 1.009,000: 217 30 247 24 158 182 3,878 36 235 271 5,300 1368 000 ksf 318 44 362 Lol 3 : .Sty)er Uonr. Co- Gas Slalion 960 24 F Pus sulviConscntelice \lalkeUGassrouor 337 337 674 276 275 551 5,532 total Ahlhwod Pike 337 337 674 276 275 551 5,532 Lof d: as General Lhzllt lndlisfilal I'srs 110 u. a 96 600 ksr General Licht Industrial 60 8 68 8 53 61 479 96 600 ks f total east CO\l'rstoile Dr 60 8 68 8 53 61 479 Phase 2 Lot i as Fier hldustrial with 55% u•al•ehouse 45% office Uses 150 127100 ksf W-wehousinc 17 5 22 6 18 24 221 710 i . , 103 900 Ls 1' General Grace Buildingw' 231.000 st 95 15 110 18 95 113 1.075 231.000 ,uhrnlu/lot 5rlr'iullhr 112 20 132 24 113 137 1,296 112 20 132 24 113 137 1,296 231 000 ksr toad south Pendleton Lots 6-8 as General Light lnduso•ial Uses 110 „ .. 580 000 Ls 1' Genera Lrgln Indnsnial a 580.000 sf 144 20 164 16 108 124 2,256 110 a :rs •120 000 ksl General Light Indusnial w .120,000 sf 114 15 129 13 86 99 1.650 110 u -rr 273 000 ksf General Liglu Industrial ri 273.1100 sf 83 11 94 10 64 74 J 1273 000 ksr loud nosh Pendleton 341 46 387 39 258 297 4,999 P1'01)ose(I 1491.600 ksf Phase 1 (5) 715 389 1,104 320 563 883 1 1 111,311 1504.000 ksf Phase 2 (5) 453 66 519 63 371 434 6,295 2995.600 ksf 'Total Trips for N'UOT 527 Threshold No internal/Pass-by Trips 1 7,606 (1) Trio Generation Manual (101h Edition) Institute of Transportation Engineers (ITE) 2017 and loth Edition Supplement (Feb 2020) Average trip rates used unless noted with "e" then equatons used (2) ITE Land Use Code shcron as the first 3 digits Dec imal shown for internal use by Pennom for lookup table for trip rate variable (3) Effective trip rates c alculated by land use Fa- average rates = (Density) x (ave. tap rate) = 2-way Trips ; x (inbound percentage) for Trips In For ITE equations, "e" noted = (Density) x ( trip equation) = 2-way Trips ; x (inbound percentage) fa- Trips In (4) range of uses shown for site in Tables 2B and 2C (5) See Table 2D for internal (pass -by trip calculations See trip rates on following page Pen 27 Revised Traffic Impact Study One Logistics Park Winchester Number of Studies AM/PM(Daily) AM Peak Hour /."'Yeolve Trip Rules i' (I-Wayl %In6nun d .15/ 44 (40) 110 General Light Industnal (u 360.000 sf ksf 0 32 Sft",, 45. 4.1 (110) 110 General Lighl Indus0lal 9t I,008000 a ksf 0 25 8Ro„ 3.1/.17(29) 150 Warehousing ksf 017 77".. 39/ 48 ( I4) 960 Sulxr Comcnience Market/Oas Suomi h Pos 28 08 50o„ -15/ 44 (4()) 110 Gl'11Cn1I I_ighl 11id(iSIM11 ksf (1 70 9810 31/ 32 (27) 130 Industrial Park ksf 0 -10 9100 II/5(2.1) 760 RfiDCu ksf 042 750,� .15, .1.1 (.1()) 110 General Light Indusmal it 580.000 sf ksf 0 28 HP. •15; .1.1 00) 1 10 General Light Indusmal 'ri •120.000 sf ksf 0 31 980, .15/.1-1 (40) 1 W General Light Industnal la 273,000 sf ksf 0 3.1 Ho 11 35. 32 (66) 710 General Office Bnllding ksf 1 16 96". 710 Gencial Office Building la 231,000 sf ksf 1 06 96% subtotal lot 5 Ile\ oflice ksf 0 57 85o. Pei I I edefi('k County, VA PM Peak Hour Dlf1y Weekday (%,iY� ti In6nnnd (1.�ay� 0 25 13 3 95 ()18 1311, 385 fl I9 27",� 1 74 2296 Silo„ 230 50 063 130,. •196 0.10 2loo 3 37 0 49 15o, 11 26 0 21 13o, 3 99 02.1 13on 393 0 27 I,lo(, .1 00 I IS la"„ 1)7.1 1 09 1600 10 35 ( 1 5,) Is.. 5 61 IM 1 F1 Revised Traffic Impact Study One Logistics Park Winchester Lredej ick Comity, VA AlLernaiive Trip Genercllion As part of the scoping with VDOT, alternative land use activities were originally recommended to reflect the proposed market activities for One Logistics Park Winchester. The range of the site trip generation vary with employment industrial uses, and in the application of warehouse -high -cube distribution activities, will result in lower trips to reflect current trip trends with large warehouse -distribution facilities that are under construction or open in the 1-81 corridor. To understand the range of trips, the proposed land bays were checked for an alternative trip generation assuming the full build -out of the One Logistics Park land bays. To calculate site trip generation, Pennoni utilized the Institute of Transportation Engineers (ITE) Trip Generation (10th Edition) Manual trip rates based on building square footage, as the building footprint is typically the most reliable trip variable for employment uses. Since the site tenants are not determined, Pennoni reviewed the trip ranges for large footprint warehouse uses (as generally defined by ITE as greater than 400,000 sf. With updated trip rates from the most current rates published in the ITE Trip Generation (Supplement from February 2020), the option for high -cube warehouse traffic would reduce peak hour site trips based on the proposed building areas with the subject zoning and land plan. Previous studies for the subject site included review of the large distribution center trips in 5 land use groupings from the ITE October 2016 Study "High -Cube Warehouse Vehicle Trip Generation Analysis. The ITE Trip Generation 101h Edition Supplement include warehouse use trip data and four categories of high cube warehouse uses, combining transload facilities and short-term storage. The ITE Supplement increased data sizes and samples for ITE Land Use Code 155 (Fulfillment Centers) and LUC 156 (Parcel Hubs), as well as providing truck data for over 50 land uses. For the One Logistics Park Winchester uses, the Parcel Hub High -Cube warehouse was not envisioned, since the site was proposed oriented to 1-81 corridor for truck access and the sample size for LUC 156 was less than 4 studies. Additionally, Cold storage uses (LUC 157) was not considered due to small sample size (5 studies) and activities as a specialty warehouse function. The sensitivity of the site trip generation was checked as part of the project scoping and is surnmarized in Table 3A for the Phase 1 (Phase A) activities, and in Table 3B for the Phase 2 (Phase B from the GDP) uses. The relevant findings: • Trip generation based on the ITE General Industrial uses equations (LUC 110) provides the highest peak hour and daily trips for the large lot in land bay 1 and 2, except for the peak hour trips as an industrial park (LUC 130). Industrial Park was not recommended since the data set does not have large building sizes in the ITE data base. • Land Bay 4 was envisioned as mini -warehouse uses, but the trips for general industrial increase trips from 10-16 to approximately 65 two-way peak hour trips. The higher use as LUC 110 was included in the TIS. • For the B2 use, the application of the site as a truck stop would generate the most trips; However, the use of the site as all truck uses is not envisioned due to the distance from 1-81. However, the option as super convenience market use (LUC 960) and allocating 8 of the proposed 24 fueling position pumps for heavy vehicle use would provide higher trip flexibility for future users. The LUC 960 accommodates uses for fast food, convenience, and gas and has a trip rate based on the number of fueling positions. • For the Phase 2 employment uses, the office warehouse uses had higher trips for the Lot 5 in comparison the general industrial equation for the building. • For the lots north of Pendleton Drive, the general industrial uses by building had higher AM and Daily trips versus the high -cube warehouse fulfillment center for lots 5,7 and a flex warehoused/office use on lot 8. PM trips were slightly lower, but since the Daily estimates was highest with the industrial emphasis scenario, the application of LUC 110 was applied. Pennoni 29 Revised Traffic Impact Study One Logistics Park Winchester TABLE 3A; PHASE 1 SITE TRIP GENERATION RANGES I-rederi( k County, VA ITE Land Use (112) AAI IIEAK HOUR 1'M /'hAK HOUR DAILY CODE DENSITY Variable USE IN OUT 7'07AI, 4\' OU7' 7*07AI. (2-nw)) I"1i11/('1.1i77Z/PS.SE1-, l.-IBLli 21)FOR TRIPRIMIX-77C),\'S Phase I Lots I and 2 : as Illgh i idle Tronsload Short -Term Dist.(Uption A) 10 26 36 504 154 „ 0 360000 ksf' Iltgh-Cube Irnsloadandshun=Venn. 22 7 29 154 u, 1008000 ksl' Ihgh-Culx'frmsloadnndShort- l'crnu. 62 19 81 28 73 101 1,411 84 26 110 38 99 137 1,915 Lots 1 and 2 : (is 11hzh-Cube Fidllill» lent Center (177i .Supplrmentl, (option B) 155 360 000 ksf Iligh-Cube Fulfillment ('u Waich - Nc 44 10 54 23 35 58 652 155 1008 000 ksf Ilugh-Culw Fulfillment ('lu \� areh - Xr 122 29 1 5 1 63 98 161 1,824 2,476 1368 000 Lsf 166 39 205 86 133 2 1 9 Lots 1 and 2 : as Warehouse Uses with 177: Equations (Option C) 150 360 000 ksf Wanehousme ld-100,000 sf 51 15 66 18 so 68 6 1 0 150 a 1008 000 Lsf Warehousme vt 1.190.700 sf 109 33 142 39 106 145 1,631 1369 000 Lsf 160 48 208 57 156 2 1 3 2,241 Lots I and 2 : as General Industrial Uses with ITE Equations (LIIGHEST USE) 110 m;n 360.000 ksf General Light Industrial a 360,000 sf 101 14 115 12 77 89 1,422 110 nen; 1008.000 Lsf General Light Industrial @1 1,008,000. 217 30 247 24 158 182 3,878 1368.000 Lsf 318 44 362 36 235 271 5,300 Lots l rind 2 : tis Industrial Park Uses with 17'E:Ivelwgc (option C) 130 n u 1368 000 Lsf Industnal Pall, 443 104 547 115 432 547 4,610 " LUC 130 not used for AM/PM peaks, ITE data set no R2 or formulas for larger size buildinf Lot 3 : Truck stop with 177- (Options J-D) 950 „,u 10000 k-sf l'nuckStop 133 132 265 120 107 227 4,556 950 u. 27000 k-sf 1'ruckStop "' 358 357 715 325 289 614 12,302 950 „ a, 24 F Pos (ruck Stop (4) 88 84 172 99 103 202 0 950 24 P Fos lYuck Stop(D:ulp Demcd) (4) 88 84 172 99 103 202 4,037 "• Truck stop higher trips not used, since land bay is not ALL used for heavy veh truck fueling Lot 3 : Super Conv. Or Gas Station (LIIGHESD 960 vco ro 24 F. Pos Super Conwriience Market/Gas Station 337 337 674 276 275 551 5,532 total Millwood Pike 337 337 674 276 275 551 5,532 Lot 4 as Alini-11'arehouse Use (Option A) 151 uui 96 600 Lsf \-Imi-Warehouse 6 4 10 8 8 16 146 Lot 4 as General Industrial Uses llve.(1IIGHEST) 110 u, nu 96.600 ksf General Light Industrial 60 8 68 8 53 61 479 Lot 4 as General Ind. Uses Equations (Option B) 110 w ;a. 96.600 ksf General I-tght Industrial a 96,600 sl' 38 5 43 5 31 36 424 1491.600 ksf Emphasis on Ili -Cube Ware. 509 380 889 370 42 786 8,154 1491.600 ksf Emphasis on Gen Industrial 715 389 1,104 320 563 883 11,311 Pe<—nt�l 30 Revised Traffic Impact Study One Logistics Park Winchester Frederick County, VA TABLE iB: PHASE 2 SITE TRIP GENERATION RANGES IT Lund Usetr'Tl All PPAA HOUR P,11 Pls'AKHOUR DAILY CODE DENSITY Ilarlable U1'F. IN OUT 7707A1. IN OUT T07AL (1-w ) JLL T1?M'':IR1-' 17-,//1C'/.li 77t11'R..4F.1f E,IB1.1: 2D FOR Phase 2 Lot 5 as Industrial Park use (Option :I) 130 231 000 ksf Industrial Pail. 75 17 92 19 73 92 778 Lot 5 as (I'en. lnchrsirial use it, Eq. (Option 13) 110 a 2., 231 000 ksf General Light Indusuud 4P 231.000 sf 73 10 83 9 57 66 933 Lot 5 as Flex with 55%warehouseI45%office User (HIGHER) 150 nn n 127.100 ksf M"Vel,ousing 17 5 22 6 18 24 221 710 rn no 103.900 Ls General office Building (j 231,000 st 95 15 110 18 95 113 1,075 231.000 sithrowl for S flew office 112 10 132 14 113 137 1,296 112 20 132 24 113 137 1,296 231.000 Lsf tnrid south Pendleton Lols 6-8 as lots 6.7 as Dr:rtr(hution C7r and lot 8 as hid. Park (Option :II 35 11 46 154 „ n 580 000 ksf I hgh-Cube I'misload mid short -Tenn . 16 42 58 8 1 2 154 r,rn 420000 ksf Ihgh-CubeTrisload;mdShort-Tenn. 26 8 34 12 30 42 588 130 „ 273 000 ksf Industrial Pahl. 88 21 109 23 86 109 920 149 40 189 51 158 209 2.320 1273 000 ksf tot:J north Pendleton Lots 6-8 as general Industrial 1t/ Eg.(HIGHEST) 110 iron, 580.000 ksf General Light Industrial On 580,000 sf 144 20 164 16 108 124 2,256 110 m— 420.000 Lsf General Light Industrial a 120,000 sf 114 15 129 13 86 99 1,650 110 ❑o ur 273.000 ksr General Light Industrial a 273,000 sf 83 11 94 10 64 74 1,093 341 46 387 39 258 297 4,999 1273.000 Lsf totaLnorthPendleton Lots 6-8 lot 6,7 as Fulfillment curd lot 8 as Flex irith 55%warehouse 45%office Uses (Option C) 155 i -, 580 000 ks f Ihgh-Cutx rulfillinem C it \s;ueh - \d 70 17 87 36 57 93 1,050 155 - r,.. 420 000 ksf Ihgh-C'ube Fit Itlllnient C'n \\'fficIt - Xd 51 12 63 26 41 67 760 150 150 200 Ls Warehousuhg 20 6 26 8 21 29 261 710 a 122 800 Lsf General Office Balding id 273, e 109 18 127 21 112 133 1,264 273,000 suhrurallo/S/le.,ulpn• 129 14 153 29 133 162 1,525 250 53 303 91 231 322 3,335 1273 000 Ls tout north Pendleton Lots 5-8 cis Gen. Industrial use w Ecl.. (Option D) 110 It, uo 1504 000 ksf General Light Industrial a 1.504.000. 292 40 332 31 208 239 5,758 1504.000 ksf Emphasis on Ili -Cube Ware. 362 73 435 115 344 459 4,631 1504.000 ksf Emphasis on Gen Industrial 453 66 519 63 371 434 6,295 i Pennon,) 31 Revised Traffic Impact Study One Logistics Park Winchester Frederick County, Vie Pass -By Trips Pass -by trips are trips that use the site but would be on the road network anyway. The Institute of Transportation Engineers (ITE) Trip Generation Manual Handbook, 10"' Edition (2017), is the standard publication used to determine anticipated pass -by trips generated by a proposed site. Pass -by trip percentages were derived only for the super convenience center/gas station, with between 55 and 62% assigned as pass -by trips. Th daily trips are assigned as 45% external and 55% pass -by trips, with all trips assigned to the driveways for land bay 3. For the commercial use, this results in change from existing throughs to turns at the Millwood Pike/Coverstone Drive/Inverlee Way intersection only, and reduces the trips assigned to the external roadway network. For the subject site, the pass -by trips would reduce the total traffic by approximately 24 percent in the peak periods and 17 percent in the daily site trip generation. Total external trips for the build -out result in 14,563 ADT. The pass -by reductions are shown in Table 4, in the middle of the page for land bay 3. The trips are shown separately in the assignments so that the total turns at the site entrances reflect the total site trip generation. Note that internal trips between the subject industrial uses to the commercial B-2 zoning was not assumed for the traffic study, to be conservative, in assessing Coverstone Drive forecasts. Heavy Vehicle Trips Given the proposed industrial uses, trucks were assumed to comprise a significant portion of the site traffic, which have different impacts on the study intersections than passenger vehicles. Given that the most likely development for the site is general industrial or a High -Cube Transload & Short -Term Storage Warehouse, truck percentages from the ITE Trip Generation 10th Edition Supplement (February 2020) and the ITE study, "High -Cube Warehouse Vehicle Trip Generation Analysis" (October 2016), were reviewed and applied for this TIS. To recognize the different purpose of truck trips (generally non -local) versus passenger vehicle trips (generally local, such as employees), different distributions were assumed for each. The trip generation was segregated with passenger car and heavy vehicle traffic components, to calculate heavy vehicle trips components for the Level of Service evaluations. For each land bay, the heavy vehicle percentages were calculated by time period and adjusted to reflect the highest peak percentages as calculated as an average of the heavy vehicle trip rates divided by the total vehicle trip rates. The ITE 101h Edition Supplement also included an Appendix C which calculated a weighted average of heavy vehicle trips as a percentage of total trips. The range of heavy vehicles for the employment and commercial uses were calculated by phase, and the results were compared to the actual heavy vehicle percentages for use from the ITE Supplement. For phase 1 the industrial and commercial warehouses are summarized in Table 5A. For Phase 1 (phase A of the GDP), the heavy vehicle trips are between 7 and 11 percent of the total site trip generation. The Phase 2 (Phase B of the GDP) heavy vehicle trips are between 4 and 8 percent of the total trips assigned to Pendleton Drive, as summarized in Table 5B. The resources and calculation of the ITE data by various land uses are summarized in the weighted averages a sample sizes for industrial use (ITE code 110 and 130) warehouses (LUC 150) and the new hi -cube warehouse data LUC 154 through 157 in Table 5C. The higher values of individual uses were applied to the total trips for the One Logistics Park Winchester for heavy vehicle components to reflect the larger -than -average heavy vehicle component. Pei 32 Revised Traffic Impact Study One Logistics Park Winchester Fre'del i( k ( mility, VA TABLE 4: SITE TRIP GENERATION WITH PASS -By TRIPS I77;.'1.aeJ Ura (l')l AS!l EAR/H)UR !M!!'B1KHOURI DAll.i' COPE DETl1'I'I)' 1 arlahte U�'E IN OUT %Y)7Ah IN OUT 707Al. (1-wsa)) u-ith (access to Coverslone Drive lixtende(l Lot / 2 & 4 with linlphasison General Industrial Uses (svi/h Lund Bay 3 as Comm.) 12 77 89 1,4222 110 n., 360.000 Lsf General l.tglnlndnstnal ,,360.0005f 101 14 115 110 n .+. 1008.000 Li IF General Ligln Induatnal w, 1008.000, 217 30 247 24 158 182 3,878 110 n w 96.600 ksf General Ltgin Ind,m," 60 8 68 8 53 61 479 1,16.1.600 Ls IF Subic" 378 s2 430 44 r 288 332 5,779 960 , .., 24 F. Pos Sulzer Concruence %Iwkcr/Gu Staid 337 337 674 276 275 551 5,532 715 389 1,104 320 563 893 1 1 ,3 1 1 1491,600 'Total 'trips sv/ 27,000 Lsflot 3 "h(/se 2 ,,,th mvess'to Pendlelan Urn'e 1."mended 150 127.100 leaf Warehousing 17 710 103.900 ksf G.neral Office Iluddmg'n. 231.001) sf 95 231.000 501"1"1 lol 3 Art offi-- 112 231.000 ksf total scud, Pendleton 112 uses 5 22 6 18 24 221 is 110 18 95 113 1,075 20 132 24 113 137 1,296 20 132 24 113 137 1 1,296 110 a .,r 580.000 110 a .+. 420 000 110 n ., 273.000 1273.000 ksf ksf ksf ksf Goneral Light Industrial 'al 580.0005f General L,glu Industnal 'a.420,000 sf General Lion Industrial a 273.000 sf total north Pendleton 144 114 83 20 15 11 I b4 129 94 16 13 10 108 86 64 124 99 74 L,2Jb 1,650 1,093 341 46 387 39 258 297 4,999 150-1.000 ksf Total Tnlu to Pendleton 453 66 519 63 371 434 6,295 .Subtotal by Use 2737 600 La Grncr:l Light lnJtnin:J 719 98 917 83 546 629 10,778 231000 Ls 11e.Off— N%-1onse 112 20 132 24 113 137 1,296 27 0()0 Ls Sulk, ('omemencc \IarArt G. Stsuo, 337 337 674 276 275 151 5,532 2995 600 ksf Subtotal 1,168 455 1.623 383 934 1.3 17 17,606 :AI /'.1I lap:IJPnann f, Putt-ltrinln -209 -209 -418 -154 .154 -308 -3,043 62% 56%' Peok/Dad), 55%' (4) -209 .209 -41S -154 -154 -JnS -3 (143 Lxtel'11111 T1.11)' Phase I 110 1464.600 ksf General Ul tIndustrial 378 52 430 44 288 332 5,779 960 24 fp Super Convenience Alarket/Gas . 128 128 256 122 121 243 2,489 506 180 686 166 409 575 8,268 subtotal Phase 2 110 231.000 ksf total south Pendleton 112 20 132 24 113 137 1,296 110 1273.000 ksf total north Pendleton 341 46 387 39 258 297 4,999 453 66 519 63 371 434 6,295 subtotal 24 1464.600 Lsf Phase 1 (8) 506 180 686 166 409 575 8,268 1504.000 w Phase 2 (a) 453 66 519 63 371 434 6,295 Pass-lls• (rips front'I'olal -25.8'%, -23.4'% -17.3'% lidental/Transit Tri r Reduction 0.II1% 0.01Z. 0.O'. Z Tn olal Exteutl Trips With Internal/Pass-by/Transit Trip Reductions 14,563 Pe` n= 33 Revised Traffic Impact Study One Logistics Park Winchester Broderick County, VA TABLE SA: PHASE 1 SITE TRIP GENERATION WITH HEAVY VEHICLE TRAFFIC BY USE ITE' Lund Use (1'2) A3f PFAA' /1OUR PSI PPAK 11OUR DA/LY CODE I1FAWITY Variahle USE LV OUT TOTi11, /N OUT' TOTiI/. (2-ns1,t) -ILL TRIPSARIi 17-,711CLF. TRII',S li Rl. hV -.1 Phase 1 (3) with access 10 ('oyeiSfone Drive )..)Mended 110 n u 1368 000 L5f GeneiA Light Indwsuml 318 44 362 36 235 271 5,300 Per-nta,¢eHeavi 1'ehich,0) Adju5tedJrorn3"cto 4tYo Adjusted/ramTSbto 5.0% 8 Ileass Vehicles 9 5 14 9 5 14 424 Passenger C:us 309 39 348 27 230 257 4,876 Ali. cheek 1II' o tp.s based on butldtne .rice T/7i Supp. (5) 110 1368 000 ksf Gcnctal Liitht Industrial T HV 9 5 1_4 7 7 14 342� ,h,,k III'h, ^;, lib UA' nK nA' 110 a i. 96 600 ksI Genci;d Light Indw uml 60 8 68 8 53 61 479 l'rni nn{1i It ai_i Ile, (4) 3.0% 2.0d%i 8.0% i, r I lrus \'chicics 1 1 2 1 0 1 38 llmselwer Cxs 59 7 66 7 53 60 441 :Ili. check Ill'utps basecl on bathhn�,, size 17ESupp. (5) 110 m i 96 600 ksf General Liyu Industrial l HV 1 0 1 1 0 1 4 Jrcrl ftl'hi 96 HI'rnnmllF OK 0A' 0A' 960 .,.n 24 F Pos Super Conwriience\larket'GuStauoi 337 337 674 276 275 551 5,532 Percentage Ileum I'ehule, (6) 10% 10% 14% Hemy Vehicles 34 34 68 28 28 56 774 Passenger Cxs 303 303 606 248 247 495 4,758 Ili. chec-k /II'n'tps hasedon butichni'.rtce ITF. Supp. (5) 27 000 ksf Suixr Com \larked Gas III\') HV 8 13 21 2 2 4 180 .hn1//1'hr ':.� Ili "inn in l/b OK OK 0A' 111 "nuns allocated ha.re(l pass -biz F_.yerllal.splts See hdde2/)I'a—H) 62%i 56% 55% IlemyVehicles 21 21 42 16 16 32 426 I'assciserC:vs 188 188 376 138 138 276 2,617 See lidde 21) E,wrnu1 38% 44% 45% Ilemy Vehicles 13 13 26 12 12 24 348 Passenger Cars 115 115 230 110 109 219 2,141 Phase I Ilemy Vehicles 44 40 84 38 33 711 1,236 Passenger Cars 671 349 1,020 282 530 812 10,075 Percentage HV 7.6% 8.0% 10.9% Total Trips 715 389 1,104 320 563 883 1 1 ,3 11 (1) Tnp Generation Manual (10th Edition), Institute of Transportation Engineers (ITE); 2017 and 10th Edition Supplement (Feb 2020). Average trip rates used, unless noted with "e", then equations used. (2) ITE Land Use Code shown as the first 3 digits. Decimal shown for internal use by Pennoni for lookup table for trip rate variable. (3) Heavy vehicle calculations based on percentage of HV applied to total trips. See Table 5C for ranges of percentages. (4) Heavy Vehicle trips as highest of LUC % based on either weighted average from ITE 10th Edition Supplement Appendix C " Truck Trips as Percent of Total Vehicle Trips" or comparision of trip rates for HV vs. total trips per 1,000. (5) Heavy Vehicle trips checked based on truck trip rate per 1,000 sf and compared to computed truck trips. (6) Heavy Vehicle trip % adjusted to 15-20 peak hour truck transactions, based on Frederick Co., VA site data provided to Pennoni 7-20 from user. Daily estimated trucks for fueling center at app. 650-750 VPD for portion of site. . HV % from ITE 10th Edition Supplement Appendix C " Truck Trips as Percent of Total Vehicle Trips" at 2% AM, 0% PM, and 1% Daily for LUC 960 increaesd to app. potential HV use for 1/3 of the conv. ceter fueling pumps Truck rates based on sf in ITE. 34 Revised Traffic Impact Study One Logistics Park Winchester Frederick County, VA TABLE 5B: PHASE2 SITE TRIP GENERATION WITH HEAVY VEHICLE TRAFFIC BY USE 1TE'Land Uri (1'2) AM PEAK HOUR 1'.H PEAK HOUR 1)A/L)' CODE DENSITY Varlahle USE, liS' OUT TOTAL 1N OUT TOTAI. (1-%w)) ALL TRIPSARI: 17i1//f Lh TRIPS (I11' TRIP R/l011'N IX I1XI)1iRLI.V1:1 Phase 2 (3) with access to Pendleton Ih•ivc 1a'lendcd 110 n u 1273 000 ksl' General Light Indusulal 341 46 387 39 258 297 4,999 Pern.anlage l/rui.i I'eluJei NJ Adlustedlrom Y,, to 4rYo Adjusted froni 24S to 5.0% 8% Ileasv Vehicles 9 6 15 9 6 15 400 Passenger (';its 332 40 372 30 252 282 4,599 Ili. check Ill' ours bused on bullc/nig see 17T Supp. (5) 110 1273 000 ksI' Genclal Lntlu lnrhlsulal'I' IN 8 5 13 7 6 13 318 ,h-A 111'N .„ 1ll'rnt, in 111 nl,' OK OK 150 231000 ksl' FIc\Office'll'arehuusc 112 20 132 24 113 137 1,296 Perwwu,Ce lhvri 1'ehuh, Nl 1 2% 15.8% 34.5% Percentage 11'orehnaie ur 011ne iripi 16 8% 17 7% 17 1 % ',.l11'11'urrhicrur)ffi-Adlto"„111' 30.0% 32.0% 32.0% llcasv Vehicles 3 2 5 4 3 7 143 Passeneer (:Us 109 18 127 20 110 130 1.153 Ah. check 111'rr'Ins based oii bmlchng see ITE Sapp. (51 150 „ 231 000 ksf WUehousus T HV 3 2 5 4 3 7 139 ,/—A 111"M °! 111'vmin 11F OK OK L)K Please 2 f levy Vehicles 12 8 20 13 9 22 543 PassengcrCUs 441 58 499 50 362 412 5,752 Percentage 111 3. 9% 5.1 % 8. 6% Total Trips 453 66 519 63 371 434 6,295 (1) Trip Generation Manual (10th Edition), Institute of Transportation Engineers (ITE), 2017 and 10th Edition Supplement (Feb 2020); Average trip rates used, unless noted with "e", then equations used. (2) ITE Land Use Code shown as the first 3 digits Decimal shown for internal use by Pennoni for lookup table for trip rate variable (3) Heavy vehicle calculations based on percentage of H/ applied to total trips. See Table 5C for ranges of percentages. (4) Heavy Vehicle trips as highest of LUC % based on either weighted average from ITE 10th Edition Supplement Appendix C " Truck Trips as Percent of Total Vehicle Trips" or comparision of trip rates for HV vs. total trips per 1,000. (5) Heavy Vehicle trips checked based on truck trip rate per 1,000 sf and compared to computed truck trips `Pen 35 � I 91 I I I I I I L I IL Revised Traffic Impact Study One Logistics Park Winchester TABLE 5C: HEAVY VEHICLE PERCENTAGE TRAFFIC BY USE tmr(l r^7 AMPLIM (" MMA-1(I) AMAG MXW MWAvi a LT MWA /M (i* Am (7aT. Am Cw.Ara CV" valdalk !s . .,.aw � sa ...a...y . ., ,!�•A. as ..r1o.y . «i..,. as Aaaa7...y R'eirhted A3•e. 111' Trips/ Total Trips (t) of slurs r. 1 taut l llur\,fn liar vu n3.\ /,\ r .\tf l(!l,\l.r lI! :uiL lA,�h-( nhr II .7rrhrn, ,r >2,rJl 30 8% 2/ 32 _ 110 isf (krcral 1.f'M Irdulrw 0 50% 12% 3% 27 0 20% e% 2% 27 0 291, 8% 8% I'rn.m•,er If—, Irh,1r•,4, I l 4% / 8111, i O, M., AcM,k, Rrc nT 5,gT3 27 28 007 O 01 27 28 002 0 0I 28 27 0 3: 025 InW % h R., IT1 45 73 065 0.70 44 67 068 0 55 40 49 4 20 4110 130 isf Lid. —I Park 1 1013% :% 12% 3 3 iV. 5% 100/0 3 :016% 3% 15% /'r..rne,e, If-- lily.,., ,,, 10.0% 10 011-„ 16.9% 11cm.\ chi, Ics RAc fit Stain 1 260 002 0.04 3 260 003 004 1 260 002 057 L,W %ch Rac ITI 1: 276 017 040 32 720 04: 0 40 7/ 762 260 1 37 ISO ts( UrcM.,e,np 7: 011% 22% 13% 21 087% 20% 15% .. 06S♦ 2:% 27% I•r..r r.rerIf-- Irh„r.," // S% 15.8% 34.5% 11cr, %ctu.ks gall; En Stool 109 005 002 23 log 0 03 11 11 i ::5 0 86 060 1r,W \ch Rat, rn 14 4S: 002 0 17 47 4D0 0:8 0 19 295 : 55 1 74 151 1sf Sluu-\\ rct.— S 0 0% o% 0% 6 0 011 0% 0% 6 0.8% 3% 6% lrh:...•, 10.0% 5.9% 2600 Hca„\cM:ks Rac.Suod 6 50 002 0.01 6 50 Do: ()()I 6 50 005 004 ToW \ch Rac M .. 65 0 05 () 110 :6 54 0 :4 0 17 :5 52 D 95 1 154 . ksf H,.('ubc T—load 6 5A Tcrm 1-rag: 90 0 90% 21% 20% 9: 0 65% :7% 10`/0 57 3 52% ::% 16% I'rnrnruer ffr,n, Irh:.:r•,�, 25.0% 15 'o'o Hca„ \clucks Rac r1t Sued 90 9:2 0 0: 0.02 9: 807 0 0: 0 111 57 992 0 :6 0.22 1,,W \ch R., M 102 $46 0 05 0.08 103 940 036 0 (11 9: 799 086 1 40 155 Isf H,.(-Whc fullf,ll—('u \lath (51 .. 49% :8% 9% .. 2 :00% 3:♦ 7% rr.,r�,•7e,H—r I,h,.;-- 13.3% 6 300 /2 7% 11— \cMcics Rac fR Suayl 2: 792 0 02 002 2: 782 0 0: 001 :0 886 0 20 l) _'. I.,W \ch Rat, m 22 783 0 :5 0 1 i 22 783 0 :5 0 16 10 886 0 76 1 I'll 156 Lat MAuMPr.cIHuhUacM.usc S:A %/A Saba SiA %/A 1% ... ... 9wo I'r •. r.,r•,er If—, i rh,.lr • 4' 12.9% 9.4% - .- H— cc Mck, Rac ra Suool 2 4:4 %/A 009 2 d:d %/A 006 11 e. x l TnW \ch Rat M 4 329 0 2: 0 70 4 329 0 27 064 8 543 a - 157 ksf It,-(-ulx ( old 1-ir li- Urc1— 5 18 46% :3% 27% 5 0 45% :6% 23% - 32 394 1% 35% I'r..r r,.erIf.lr,11.h,.,..,.. 27.3% 25.0% 3i a°n ti— \clu,Ics Rac r1l Suool 5 569 0 02 0 00 5 569 0 D: () 03 _ 638 0 25 075 I.+W \ ch Ratc rIl 5 569 0 04 0 11 1 5 569 0 04 0 12 569 0 73 2 12 (I1 Trio Generation Manual [loth Edmoni Institute of Transportation Engineers (ITE) 2017 and tpth Ed,bon Supplem" (Feb 2020) Average trip rates used unless noted wrM a Men eoua,ons used ITE Land UU Code shown as the first 3 digits Decimal shorn for internal use by Pemora for lookup table for trip rate variable (2) a = %niber of sanples Ave Sze Average building size S D = Standard Devsabon WapMad Ma. r From App. C. Cory Ala. • Co 4xM awaga from rates rate 1 D00 sf = trip rate per 1000 It used if higner than we,gnted awage (3) ITE sh!avy sefacles `t as weighed awage See Appendix C" Truck Trips as Percent of Total Vehicle Trips in Supplement (4) 1-leavy Vehicle trip ='= calculated as truck rate per 1000 sf diwded by Iola) senicle rate Per 1 000 sf Calculations by Pennoni (5) No data for LUC 155 use sort facility for Daily ( I sanple) Revised Traffic Impact Study One Logistics Park Winchester fly -Right Trip Generation I-rc'Cl<'riCk Cl)unty, VA The site activities associated with the subject rezoning reduce site trip generation in relation to the existing zoning. The proposed zoning activities are anticipated to reduce peak hour and Daily trips. While the VDOT technical traffic analysis procedures for the Chapter 527 review does not account for by -right trips, the comparisons are outlined below to emphasize that the proposed activities are a 'down -zoning', which effectively reduce future site trips by significantly reducing the commercial activities of the property and eliminating the residential component as approved for the site. The excerpt from the previous traffic study with the approved trip generation for the Governors Hill rezoning is summarized in Table 6. As noted in the summary, the site trip generation as proposed is reduced the AM peak by approximately 8 percent, while the PM and Daily trips are significantly reduced by 60-69% in relation to the by right development potential. ITABLE 6; GOVERNORS HILL APPROVED TRIP GENERATION TABLE 6 Trip Generation for PHASE 2 — TRIP GENERATION Approved Uses, Governors Hill Source: PHRA August 2008 Using the 701 Edition of the Institute of Transportation Engineers' (ITE) Ihri ) Generation Report, PI-IR+A has prepared Table 8 to sununarize the trip generation for the proposed Phase 2 Governors hill development. Tilhlr 8 Propowd Dv%clopnunt: Gmemors 11111 Dviclopnunl Phase 2 - 21115'rrip Gcncrnlion Sununan I 11 'I �J 1 CM, land V- Allmunl .\\I i'ral. Iluur In (lul lolal 1'M NA (lour In Oul I"IM AD %.1I Pr A (lour In Out lulal AD 220 ,\1un,ncnl 1-'h una, II S1 AA S7 11 sh '!_(I i(, It, - 711) 2lo I ,, nhou,r('o,:,lo 122 mm, 4'1 IAI 211 176 I(h) 27% 2,751 IJh I I S 217 1 71,'7 7111 (li lur Iht.M0SI 4h5 (a. SSI h7 121 SI(1 1,7n7 5., SI 110 hi_ h.0 tihuppml•Collet '11YI.(MIo sl SAS IAj )27 LAV/ 1.755 1175 Is.61A `, 126 :.117 1. 171 41•9ii 5uh lolul 1.113 e.4 1,758 I,940 2101) 4,2411 46,I185 2.54'/ "147 4;Al2 47,351 ha n,J I np R, nnn 1 t 3': 1 S'i 1 2.11 2h SA S5 SS I 1, 17h 17 17 7S 1 1 15 R,rwII%—h, hq,h',dwwu,Ima,2V;I 114 11.1 J-'h 417 117 hlt q•521 SSS S5S 1.111) 11,111 total'\•w'IOn," 971 5(13 1,474 I4tV IX%7 IMI4 13ws.; 1957 1751, 3717 171Ylt Is-, ('h�lv., 5:7 1I,\,c�ul.mm�, 1.) \ 11(11 S': In', , d I S', "m „ul (,i1, 1„hi, n,m. —'1•rh"I to ,.•.oA nu.n ,\\I 1'.. 1, houl. I'M 1'•al I—, x.d 21 h,.u, In", nv q-II„•I, Since the traffic data for the site is over 10 years old, the trip generation was rechecked with the current VDOT guidance, to test the sensitivity if the site was developed by -right. Table 7A compute the trips using the current trip generation methodology. The overall trips are similar to the total peak hour trips but the pass -by opportunities are revised to reflect current VDOT guidance of approximately 34% for PM retail, and default to 25% for AM/Daily pass -by. Note that the by -right trip analysis was not scoped with VDOT and an analysis of the weekend traffic was not considered with the proposed industrial activities. Site traffic for Saturday would be significantly reduced in relation to the approved rezoning. When accounting for internal trips using the NCHRP 684 report for retail, residential, and office, the external impacts of the by -right Governors Hill site would increase AM, PM and Daily trips than proposed subject zoning for the regional roadway network. The approved zoning was phased to Coverstone Drive with the residential uses, and an option for an office building without Coverstone Drive to Route 50 connection. Assuming the residential uses were developed, with the proposed 385,000 office and 1/3 of the commercial uses developed (300,000 sf as shopping center) commensurate Pn J�, 1) 37 I 1 Revised Traffic Impact Study One Logistics Park Winchester l-roderi( k County, VA with the proposed phase 1 land bay 1 and 2 general location, the short-term site trips under the by -right scenario show a significant decrease in external trips at 20-60 percent with the proposed initial site activities at One Logistics Park Winchester. The computation for the short-term by -right uses are summarized in Table 713 with the comparisons of external trips in the short-term between by right and proposed included in Table 7C. The proposed use does a significant commercial trip component for land bay 3 as a super convenience market/gas station, but the external impacts to Millwood Pike/Front Royal Pike, and the 1-81 interchange are reduced. TABLE ]A: TRIP GENERATION BY -RIGHT FOR SITE Phase Use AM Peak Hour PM Peak Hour Daily In Out Total In Out Total Total 839 546 1385 1773 2078 3851 38,545 By -Right Residential 69 225 294 235 140 375 4,07S Office 334 54 388 66 3,14 410 3,923 30,547 Retail 436 )67 703 1412 1594 3066 Residential as LUC 220 (low rise res Mr) and LUC 221 (mid -rise res), with 809; of the Townhomes at the VDOT Staunton default rate, office as LUC 710 equations, retail at LUC 820 for a 300,000 sf center and the incremental 600,000 sf at a 900,000 sf shopping center, No internal trips or pass -by included TABLE 713: SHORT-TERM BY RIGHT TRIP ASSUMPTION SENSITIVITY FOR GOVERNORS HILL Phase Trip Type AM Peak Hour PM Peak Hour Daily In Out I Total In Out I Total External with pass- 537 339 876 627 765 1392 15,524 Phase 1 by/Internal Gov Hill Internal -36 -36 -72 -174 -174 -348 2,728 Pass -By -63 -63 -126 -459 _459 -918 -7,369 Internal trips based on NCHRP Report 684 rnatnx by use for AM and PM peak, with no internal direction for use greater than 25% Daily calculated as half of AM and PM average Pass -by trips assumed per ITE at 3496 for shopping center as pass -by trips for PM peak, after internal trips reduced TABLE 7C: SHORT-TERM INCREMENTAL TRIP CHANGES WITH PROPOSED REZONING TO GOVERNORS HILL Phase Trip Type AM Peak Hour PM Peak Hour Daily In Out I Total In Out I Total Ph 1 506 180 686 166 409 575 8,268 Proposed Phase 1 Reduction -31 -159 -190 -461 -356 -817 -7,256 reduction from by -right 6% 47% 22% 74% 47% 59% -49% External Trips for Phase 1 from Table 4, with pass -by removed from land bay 3. No internal trips included for One Logistics Park Winchester. The approved zoning for Governors Hill included a scenario with up to 300,000 sf of office with aces via Coverstone Drive to Prince Frederick Drive. For the updated rezoning application, the proffer sequence maintains a scenario with access to the west. The trip generation of the Pre -Phase A with up to 500,000 gsf of industrial uses in relation to the 'by -right' office s summarized in Table 7D. The trips for the proposed rezoning with industrial trips reduce the peak hour and Daily trips, include a reduction of approximately 1,000 Daily trips. The applicant anticipates the initial construction of Coverstone Drive at Millwood Pike would be initiated with the Phase A activities for marketing, but the scenario is included subject to the regional employment absorption. Penn � 38 1 1 Revised Traffic Impact Study One Logistics Park Winchester Frederick County, VA TABLE 7D; SHORT-TERM PRE -PHASE A INCREMENTAL TRIP CHANGES WIO COVERSTONE DRIVE TO GOVERNORS HILL Phase Trip Type AM Peak Hour PM Peak Hour Daily In Out I Total In Out Total Ph A 129 18 147 15 97 112 1,953 Proposed Pre- Phase A office n 300k 265 43 308 52 271 323 3080 i 257 Reduction -136 -25 -161 -37 174 -211 %reduction 52% -65% -37% from by -right EXISTING CONDITIONS Due to the current COVID19 conditions and scoping during the summer of 2020, existing traffic counts were not updated for the study area. However, base line traffic was derived from past studies and counts. rr• Exisf ink Trarric \�ol�-Imes Previous traffic counts were collected for Pennoni on Thursday, April 5, 2018 during the AM peak periods from 6:00 to 9.00 AM and for the PM peak period from 4:00 to 7:00 PM. These counts were used for Prince Frederick Drive locations. VDOT -- as part the 1-81 analysis at Exit 313 -- provided traffic data from 2017 for the signals adjacent to the Route 50-17/522 junction, as well as counts at the Millwood Pike/Sulphur Spring Road junction. The traffic counts are included in Appendix C. The 2018 counts had a general peak time at 7:15 to 8:15 AM and between 4:00 and 5:00 PM for the PM peak. The 2017 VDOT counts peaked at 7:30-8:30 ASM and between 4:45 and 5:45 PM. Pennoni reviewed the traffic data resources, including 2008 counts at Inverlee Way and Millwood Pike, and balanced the effective traffic volumes by link to establish a balanced 'existing conditions' count . Data was adjusted at the generalized historical growth rate of 1% on Route 50 and 1.5% on Rout 522 to a year 2020 scenario. Based on field review in August 2020, the existing condition also include the site traffic projections for the Navy Federal Credit Union complex to the east of the site, as the occupancy of the site appears to be complete. For security reasons, an on -site assessment was not performed. However, the trips for the NFCU site were added to the roadway network based on the previous traffic study (see other development text for details). Existing; ._l- raffic Operations The existing turning movement data during the AM and PM peak hours factored for the 2020 conditions, with the volumes summarized in Figure 6. VDOT provided the signal timing files for the subject locations and Pennoni evaluated peak hour operations with the 2020 adjusted volumes. Cycle lengths for existing reflect the VDOT defaults as provided; however, phasing was optimized as the existing Millwood Pike corridor is operating as a coordinated signal system. The LOS by movement, approach, and overall grade is summarized in Figure 7. The tabular operation from the SimTraffic and Synchro and maximum back of queue values for each of the study ' intersections for the weekday AM and PM peak hours for the existing conditions is shown on Tables 8A-8D for the study area intersections. The improvements at Sulphur Springs Road per the VDOT intersection project were included in the LOS. The Synchro model was not calibrated for back of queues due to unique field conditions for the summer of 2020. However, the model inputs from the 1-81 interchange locations were updated by Pennoni based on VDOT TOSAM guidance and defaults. The 1-8 operations were adjusted from the VDOT files to reflect the ramp operation and lane factors. Multiple runs were performed for the SimTraffic analyses. ' LOS delay ranges are from the HCM, but the delays are calculated from SimTraffic. Queues are shown as maximum of back of queue from the SimTraffic. All delays and queues are based on an average of ten (10) 1-hour SimTraffic runs. The SimTraffic calculation worksheets are in Appendix D. HCM delay was not used since signal are over saturated. P�ennnni 39 i a C',-� a;; ° uq$ s U4a(I��q� N s Zan 841) N N J = ��9(fs) �IW�Cig� r 143 z4`) o J l k f �yo r o TN) o J ilk f Ir 2(-L&) �I,II�� od A, c NI'di'v-0 P 4., "t,lh'—d hk, N1,IId Arc It* Millwood Pn,i M,Il,i rnul I'd,. I v tr' I 0 o LEGEND 1 `\ I STUDY INTERSECTION S�R`r 1 TURNING MOVEMENTSv ANI(I'M) PEAK HOUR VOLUME 1 • :1U'T AVERAGE DAILY TRAFFIC 17 50 �r '• � � — - - — PROPERTY LINE -,, C, u u� %W (g �� •� 4I Il.v xi !hle t� C •� / SITE Fj /1 0 1 0 1 '7 501 SITE i� llclro Pia.,:, � . ••�•• '� �' � idhvnnd PiLc c-- do 4— i 1 -101" [h ..ra,i„n� h, �ulphw Sprlags Nd 11u49 Gw.,nr, 1 c a•hllr Iu At f IL ° 01 ° T o A,NO 40 TRAFFIC IMPACT FIGURE 6 Penrwni ANALYSIS EXISTING 2020 TRAFFIC VOLUMES ONI1,06ISTICS 11,mKk - WIN( I[ESTFTZ I KLDI.R.ICI< COUNTY. \ IRGINIA 11 I f�l O yQ I. 5 g s IA(D) U"x A(A) p Ii (A)� C(D) A mfdld a �,A(8) m (F) m ... :: &7-I- F(E)E`B(B)/C I , •,,: I l4„I \\I I ,,.lw,.rl Pile A (BI 1 / , �l �t.��",kx, P�kc \ill", t AU) �D(D)� _ v BI( LEGEND O STUDY INTERSECTION PROPOSED I 1 F IMPROVEMENT EXIST LANE GEOMETRY LANEJMOVEMENT �N iPNi SIGNALIZED LOS INTERSECTION N ITN APPROACH LOS • STOP CONTROL lY ti OVERALL SITE BOUNDARY INTERSECTION LOS <x> h A (C o (D A(A) O (-1 O E «v - A(B) « - Q- (-) rJaI- -- = E(E)C(C)JB Costello Ur A �A �B 'o%erstone Di ALlh�a�d Pd.e Dead End 4B 11�-(C) t �o,cll,, DI A A = \hllwtx d Pike (C):A(A) �1 C(C) B(A)�l �pc< A( A(A) _ C(E a TRAFFIC IMPACT EXISTING 2020 TRAFFIC FIGURE 7 P�11 nl ANALYSIS ONE LOGIS"IICS PAR - WINCIII::S I'll CONDITIONS ('r„le r N7i'AY;20001 FREDERICK COUNTY. VIRGINI \ Septonher 20210 Revised Traffic Impact Study ' One Logistics Park Winchester TABLE $A: EXISTING 2020 I-81 LOS, DELAY AND QUEUE LENGTHS 11 11 2020 EXISTING a Intervection 7 raffic Control Lane Group) AW'Wch Storage Lengths (ft.) AM Peak Hour PN1 Peak Hour LOS Delay (sec.) Back of Queue (ft.) UP 53 rr LOS I)eby (sec.) Back of Qthe ue (ft.) 170 QP 42. w Full- Taper EF4E(' TI�'E 1-81 SB Ramps `k Millwood Ave (US 50) Coordinated Signal We ICnf4hs \M 135 sec PM 170 sec Eli 1-1 A 5 5 100 A 691-'0 142 923 EBR 310 A 17 0 A A 18 5.7 EllLOS A 4.9 WB 1. 550 60 580 1: 68 4 261 F 242 3 558 44 WN 1-1 1030 1030 li 11 5 366 A 8 s 2210 a118 2287 N B LOS B 17.4 D 44.7 NB H 1 140 1 140 A 0 6 n A 04 0 NO LOS A 0.6 A 0.4 ,,B RR I_Ju 1240 D 35 6 315 E 346 "1 57 8 500 500 300 SB LOS D 35.6 B 12.2 - C 23.- I-81 SB Ramps & Millwood Ave - IUS 50) Weave EB US 50 SB 1-81 On -Ramp EB US 50 to SB US 522 ne - LOS Density (pc/m1/ Average Speed LOS Density (pc/mw Average Speed SB 1-81 Off. EB US 50 SB 1-81 On -Ramp Ramp to SB US 5" C 20.3 35.8 C 22.6 35.8 1.81 NB Ramps/ Front Royal Pike (US 522) & Millwood Ave/ Millwood Pike (LIS 50/ 17) Coordinated Sums) Cycle LenERla AM 135 sec PM 170 sec EB 11. 350 2W 450 D 168 166 D 51 R 396 0 186 40t, 1 EB 11 1150 - 1150 C '_3 a 419 C 21 481 435 392 EB R 8'U 870 A 1 5 6 0 A 62 0 EB LOS B 19.7 (' 24.4 N'B L. 265 50 2911 F: 59 - 196 0 E 188 290 0 WB-FT 810 - 810 C 27 5 21, 1) 42 1337 322 1499 HiB R 210 50 235 A 93 235 1 D 51 9 235 144 WB LOS (' 25.3 - D 48.0 - NB 1-L. 322 108 376 D 51 0 220 f: 64 I 334 2 540 - 540 „1 381 9 NB TT D 496 261 D 509 402 266 388 NB R 250 100 300 B 179 187 0 B 149 275 0 NO LOS D 46.2 D 54.8 - SB L 100 100 150 E 673 145 33 F 895 139 4 SB TT E 570 149 40 E 75 1 148 1200 - 1200 all 190 SB�R 550 550 A 17 245 0 A 12 0 SB LOS c 26.0 - D 33.1 C 26.1 - D 1 38.6 - 42 11 7 1 Revised Traffic Impact Study One Logistics Park Winchester TABLE $B: EXISTING 2020 FRONT ROYAL PIKE LOS, DELAY AND QUEUE LENGTHS 2020 EXISTING a Intenection Iraffic(ontml Lanr(:n'uN Approach Stora Rr I engths (ft.) AM Peak Hour P%l Peak [lour LOS Isec.l Backof Queur IfLI . QP 53 3 LOS Delas (sec.) Back of Q.. Ift.l 170 QP 42 u Fu1L kidth Taper k;F7EC' TI�-E Millwood P. 1 US 50 17) & Tulanc Dr IklcoPlaza •. From Royal Pike (US 522) & fravelodge (n Delco Plaza Coixdtnated S11=1 'dol 1101s \\1 135 sec 1",1 170sec EB I u B 11 a 146 C ,; v 52 Eli TT 7% "r<i A 1 78 A 6 I 06 91 206 I'.B R 27(i 270 A 0 5 1 \ 1 4 24 Ell LOS A 1.3 A 6.2 NB (_ 1040 1040 B IR 3 17 B 119 21'- \1B TT 1010 1010 A 2 3 98 B 186 607 124 659 WB'R 465 503 NBIOS A 16 4 :\ R (1 204 0 A 2.3 - B 18.4 �11 I - NBTR 190 190 F 72 cl 84 E 5 x 194 51 E 715 ,1 B 163 B 123 NB LOS D 49.7 - 6 SL9 SB LTR 480 480 E: 74 1 88 F 81 1 121 E '4 3 F 80 1 B 11 3 C_3 9 SB LOS C 28.5 - C 34.6 - andutu d Sipial l\dcltrighs \\1 I35 sec :cc EB LT 200 200 A E 2.7 62 1 - 62 B 16.1 E 794 - I SS D 54 5 F 802 EB R 210 210 B 11 5 98 B 118 109 Ell LOS B 19.6 - D 39.7 NB L4 80 80 F 68 6 63 199 D 46 1 E 67 9 \1'BR 90 90 \ 85 95 C 289 214 NB LOS B 1 15.0 D 45.6 NB I 3(xl TN I "I 300 1 78 7 55 F 92 7 93 NB TL 76() - 76(t 1 1 1 128 B I[l 7 471 84 472 NB -IR A 26 126 A 77 540 NB LOS A 5.0 B 11.6 SB L 100 100 150 E 762 18 F 99 5 54 SBTT %0 560 A 89 113 B I50 204 149 -61 SB R 490 490 A 60 27 A 66 106 SB LOS A 9.3 B 14.9 - A 8.4 - B 17.9 - 6 I rora Royal Pike (US 522) & Costello Dr,' h hotel Entrance Coordinated Siptal \ciclengths A\1 135 sec I'M 170 sec EB LT 140 - 140 EBR F 680 50 F 85 3 73 - - F 1000 \ 97 31 B 140 27 EB LOS D 44.0 F 82.3 - \CB L 120 TWLT 120 E 61 4 93 0 1 E 67 1 120 0 \\'B LT 440 440 F 929 117 205 WB R 450 450 A 5 5 54 B 176 221 NB LOS D 46.0 - D 37.2 - NB 1. 100 TV11,1 100 D 177 15 E 65 7 32 NB "FI' 850 R50 A 62 126 C 23 2 7 45 145 284 NB"1'R 760 1411 R10 A 46 188 C 201 328 NB LOS A 6.1 C 22.9 - SB 1 195 1AVI-I 195 E 62 3 118 F 659 195 71 SB T 700 700 `\ 28 141 A 46 513 SB T"R A 0 1 145 A 4 1 384 "111011 A 6.5 - C 24.4 - OveraY A 8.9 - (' 26.6 - 43 1 I n L Revised Traffic Impact Study One Logistics Park Winchester TABLE 8C: EXISTING 2020 MILLWOOD PIKE (EAST) LOS, DELAY AND QUEUE LENGTHS 2020 EXISTING ■ Inte-tion Traffic Control Lone Gr9W AppooeY _ Storage lengths (R.) AM Peak now PM Peak Hot LOS Dery Isec.) Beck of Queue (ft.) QP i LOS Dery ) Bock of Qoelte (R.) 170 Fi& Width iaptr EF7EC TI�'E Frederick Dr Costello Dr nslpllmd ra 2 9 2.4 \ I H R Nxx)• - 2(XXI• Ell LOS ,\ 3 1 27 A 3.4 XB LI I60 160 26 2Prince 34 \ 20 06 44 A VB LOS rA 0.7 - A 1.1 - SBTR 1440 1440 14 06 A 19 07 13 A SBLIDS 1.1 A 0.7 - AE234 A 2.4 9 Millwood Pike lLS 50A7) B Pnrce Frederick Dr Custer Ace t �xrduuled Slpu1 ,IcIenglhs - ` sec .I �< sec FBL7. 'X) 120 1'o H149 11 1 �< 0EB'TT 890 8% C A 6u 1"s 70 FB R 2W - 200 B200 A , 7 44 EB LOS C - A 8.0 NB l l 280 17c A 6 5 91 C „ 0 „I 0 C NBT 2000- 7� B IU2 175 C'_99 478 \kBTR 192 C „), 506 NB LOS B T 11.3 - C 29.6 - \B I 142s - 1425 D .6 1 81 38 Q F I IS ,cn 86 D F XB R 475 1 140 545 ,\ 88 _ c 1 \ E `) < 00 63.3 - 1B LOS C 28.4 - - -- SBITR 2`N� - ,_90 D 428 40 1 21s 21" 1 1 "1 4 <u8 D C 1) C 27.9 - E 99.3 - Ove C 20.4 C 26.1 lu \ftllwoodPike (US 50/17) & Inverlee was 'nl,l'NIIIZed Eli -10 2W 130 A A 48 u 14 u (' 1`) a 8u u u 1.8 - - FBTT NO). 2000- EB LOS A 1.5 A N'BTT taxi• 2WO- A 52 0 H 12u 0 II 0 NBR 21u I I80 3U0 A 55 8 B 132 I" NB LOS A 5.3 B 12.1 SBTR 7(X) - 700 D 26 6 126 F 56 5 IU" SB LOS B 14.2 E 3U A 3.4 .A 9.2 ( \ Il wood U'% 50/ Pike l5 0/17) Sdphla Springs Rd Uncoordinated Signal NB L 300 1 300 1 450 C 298 248 C 32 2 163 N'B R 2000- 2000- A 5 1 101 B 14 4 152 N'B LOS C 20.6 - C 20.7 KB LT 7000• 2000- C 33 7 158 1008 KB "'1- B 178 159 IF741 1043 NB R 225 130 290 A 3 5 71 D 41 3 290 9 %B LOS B 16.1 - E 68.7 - SB UL 350 160 430 170 1) 52 8 207 D 422 1) 37 1 SB 20W , - 2000 • B 136 265 \ 8 7 148 269 158 SB LOS B 15.2 - B 15.3 - B 16.4 D 46.9 44 F Revised Traffic Impact Study One Logistics Park Winchester SHORT-TERM CONDITIONS [-Irederic k Comity, VA The future year scenario for 2024 is shown to assess impacts with initial site access. The short-term scenario is included without the 1-81 interchange improvements, which are programmed for construction in the next 4-6 years. To be conservative, the 2024 forecasts do not include the programmed improvements. Mitigation is shown should these projects be delayed. Note that the short-term conditions do include the Coverstone Drive extended with the build conditions in the short-term. ANALYSIS OF FUTURE CONDITIONS WITHOUT PROPOSED DEVELOPMENT Future 2024 and 2028 base traffic volumes represent the future traffic in the study area, to reflect land uses and growth with and without the subject One Logistics Park Winchester zoning plan. A Background scenario is included in the short-term and long-term, for comparisons of the plan impacts. Note that the background conditions do not include the site this for the existing zoning, which would increase future year trips on the regional network. AnnbienL Growth An annual growth percentage of 1.0% for US. Rte. 50/17 and a 1.5% growth on US. Rte. 522, which is revise from the scoping, The historical trends for US Route 50 was included in the scoping documents with no annual growth in the published ADT (19,000 VPD) from 2015 through 2019. PROJECTED SHORT-TERM CONDITIONS WITHOUT SITE The 2024 background conditions are used as a 'baseline' for comparison with the build -out analysis with the site. Case Ti-allic Volumes \,vitli Gro\,vth Traffic volumes are summarized in Figure 8 for the 2024 conditions with ambient growth only. Odie,r DevelopmenL Ti-aiiic The other background development in the site vicinity was identified as the Route 50 employment uses east of the site as identified in the scoping. The two major developments are the FBI site and the Navy Federal Credit Union building activities, located north of Route 50 and south of Commerce Drive, respectively. Both sites are shown at full employment uses with access east of Sulphur Springs Road. Additionally, previous studies at the Prince Frederick Drive intersection identified approved commercial uses on Custer Drive north of Millwood Pike. The site trips for the other development are shown in Table 9, for the peak periods, based on the driveway assignments from the individual reports. The site trips for other development do not include any phasing and are also added to the 2024 roadway network. Worksheets for others are included in Appendix E with intersection assignments for each use. The other development trips — excluding the NFCU trips which were added to the existing volumes-- are shown in Figure 9 as they impact the study area intersections. TABLE 9; OTHER DEVELOPMENT TRIP GENERATION Use AM PM Daily In Out In Out Two -Way FBI 337 48 56 304 2,682 NFCU 549 16 33 549 2,682 Custer Com. 72/34* 36/34* 49/50* 49/50* 1236/1188* * Pass -by trips Peen if 45 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i� E I?'I(14) �' `� E vi1.24��((G4$ Q� IS) m 140 (252) ,� j �, r 4,c � i j k Millwood Ace Millwood Pikc Millwood Pike Millwood M `t 2(1 ,� Nilhvnod Nix 2l i3(faia) I.li� L �� � Le( Mdhrnnd Pik 3 N750 XG�3'v� 05079) a 4 c 4(7S) a 0 0 Mor 0 LEGEND 0!1 STUDY INTERSECTION TURNING MOVEMENTS AM(PM) PEAK HOUR VOLUME ADT AVERAGE DAILY TRAFFIC ` — - • — PROPERTY LINE S A \ SITE J ; `I C !r r •a\ •.l (5 0 r \; SITE C �CZI(W � 1 1 I e1gcqe) ►1 �� Deico Plaza - Trrw:I,�dl•c Ln yV I V a O ° A/ � (�1� ✓i T •M �SqX f4u) i \Lllwwd I'Ikc Millwood Pikc Li, apJ� a � t � I 0 Comullo Dr U, Sulµi m Sgnngs Kill Flulc I Lnu ancc Cusk•Ilu UI j, � N �` �; ` to 2' - CA o �l 46 TRAFFIC IMPACT BASE 2024 TRAFFIC VOLUMES FIGURE 8 Peflnonl ANALYSIS ONE LOGISTICS PARK - WINCHESTER WITH GROWTH 11'+1rcrY If'/CKG Or10/ FRL•DERICK COUNTY. VIRGINIA s'ru�,nn.•, �rn_p 1 1 E � of,� � ��s� �� _ � 1 �► � �II,��L,. sMlllwood A%v , PikeMillWrood V1,11 d A,c f O N1,11won i I", Po- t C c ve .0 ■ 0 LEGEND j STUDY INTERSECTION 1 r TURNING MOVEMENTS AM(Pp9) PEAK HOUR VOLUME 1DT ' AVERAGE DAILY TRAFFIC — - - — PROPERTY LINE I , o of ilk- will Dcicp Plaza Tiaveiodg, La L C n 6 o LA o ilk r Castello DI I1w,IInual— =itr m L r u y 0 1Llluocd Plka 1�� ■ t 0 - ii N1,11 wd Pike Millwood I'd . .0 0 rzg(s) ti,ill,Iiltl l,,l �111.. Ittl 0 _ rJ L^ � 47 TRAFFIC IMPACT OTHER DEVELOPMENT FIGURE 9 Pennon! ANALYSIS TRAFFIC VOLUMES ONE LOGISTICS PARK - WINC:HESTER WITHOUT SITE FREDERICK COUNTY. VIRGINIA Revised Traffic Impact Study One Logistics Park Winchester k County, VA 'Dhort-Term 202z} I riiiic Volumes vvithoul the Siie The 2024 conditions are used as a baseline for comparison with the site plan scenario. The background 2024 forecasts for the public streets are summarized in Figure 10 for the AM and PM peaks. `short Icri�� 202/1 Ol)e1_<dti011s without the '-,iie The 2024 conditions were evaluated for peak hour intersection capacity with the existing lane operations and signal timing, as summarized in Figure 11 and are used as a baseline for comparison with the proposed rezoning plan analysis scenario. Existing peak hour factors (minimum 0.92 and not exceeding 0.95) were utilized for the analysis. Heavy vehicle percentages were taken from existing counts. SimTraffic outputs are included in Appendix F. Cycle lengths are shown in the tables. Levels of service/delay greater than "D" and queue failures are highlighted in yellow and orange, with orange indicating those that were not present in the No -Build scenario. Queues were considered as exceeding the failure ' threshold when the queue penalty ("QP" in tables) exceeded 2 or more vehicles per cycle. The analysis of the 2024 background conditions indicates increases in delay and back of queues with the short-term forecasts with growth and other development. LOS summaries, delays by approach and movement are shown in Tables 10A through 10D. Overall LOS is shown for the intersections in Figure 11. J t pen 48 1.1) 73 ° ° - ('+ ° Millwood Arr, Mdhvnod Pik, Pike Mill,vuud Ave 101'7(13� i� � � o Mdlx•ood Plk, Z� c�i(GIJ�,► � � �� c Mdhvuud I'i6c 1 �2'�) � - � � � o 405) v.� a h C I 0 rr N - 0 LEGEND i STUDY INTERSECTION I \ TURNING MOVEMENTS N� C AM(PM) PEAK HOUR VOLUME i v - Aw I AVERAGE DAILY TRAFFIC 1750 c � — PROPERTY LINE 9 ' �� !1 �: /'•� �'p�A \tdlw.xxl Pike 12> SITE r /r ,,\ Mo(•(1�1 LL I- �n C�• `v wn.. �- l 0 ° �. 0 17 50 SITE � Dckn Plaza ��r,Iovnl �'� I � \ldlw.wxl Pd.c TlavcloJFc Ln `��i Millwood Pike \< Fo - 1 f o) -- z R. �.Cc�►y �?� - R6154(204J r jr = c ~ l kit rzxt jr�I) 1 1 C m,dM UI covdfAlunc UI Sulphul SlnmEa Rd Flulcl L-'nUuncc Co��.:ll;Di all tj 40) r-0 ..� 0 v 0 T jr 49 TRAFFIC IMPACT 2024 BACKGROUND FIGURE 10 Pennonl ANALYSIS TRAFFIC VOLUMES ONE LOGISTICS PARK - WINCHESTER WITHOUT SITE ^I^'' a rrrc nc±Dnur FREDERICK COUNTY. VIRGINIA I u B (A)© D(F) lC �,dL. x t •�" FIrl A (c) f f < A (A) < x y, < A (A E:B R'E:AVE LOS: B (c) s ;t. A(E) 19 F (D) — CI P, kk n �D (F) oz A (A)' = o m V LEGEND O STUDY INTERSECTION PROPOSED 1 1 f IMPROVEMENT EXIST LANE GEOMETRY LANEAWOVEMENT SIGNALIZED �N iPNi LOS INTERSECTION �N IPN APPROACH LOS • STOP CONTROL 1V v OVERALL SITE BOUNDARY NTERSECTION LOS SITE: / O4(B <m'c p A (C C (D) D D m B (A) ' - z - m = A (C m -- A(C)� A (B FJA)A = x A (A)' X U N ') A (C)� D (C) m �t B (D) m �B(A) _ A (A) =+Imm U v S mC L.AIB) %1,11... W Mel A (C) �A(A) II A(B A(A► Oui O © f ► B� _ «c. A(B) C O� A (B) _ _ C (C) U - (Zc: - U S B (C) � .,��loD!! B -I-Im I L•• ! nu an.c(h U B(B)U T-� (h(I `, U LI j�j A(B) AIAI o! - BIEl 50 TRAFFIC IMPACT2024 BACKGROUND TRAFFIC FIGURE 11 Pennonl ANALYSIS ONE 1.0011, TICS PARK - WING ii � i I is OPERATIONS WITHOUT SITE FRI N-RICR COUNTY. VIRGINIA I I 1� ,,I Revised Traffic Impact Study One Logistics Park Winchester TABLE 10A: SHORT-TERM BACKGROUND 2024 I-81 LOS, DELAY AND QUEUES WITHOUT SITE 2024 NO -BUILD laletseeliun 7 rrffic (;omn�l _ IAne GmuN Ikppmach Storage Lengdh (ft.) AN Peak Hour (30SIM Runs) 1'M Pcal. (lour (16 S1N1 Rum) LDS )eta' Isec.) Rack of Queue (ft.) 120 QP 60. 121. IAti Delay Uec.) Rack of Queue (ft.) 130 QP 55. I n Full-- `�." Taper EFFEC- TISE Caxdrtated I-81 ISB Ramps _ S4ma1 & C\ck Ic2ERhS oMillwoodd Ao AM 120 %cc l5)0PM 130 Sec 1$R 310 EB 1 [)1, _x 3187 140 3202 A 18 0 A 21 20 A 7.3 C 20.8 \1"B1. is, 60 580 1) 402 3h F 1413 5;9 2 NB I 1030 1030 ; In I A 22216765 3;nSs� NB IA% B 13.5 - ( 32.0 NB R 1140 1 140 A (19 0 A 1 9 142 - N'B WS A 0.9 - A L9 SBRR 1240 1240 C --79 288 1) 41 i 1 5lN( _ 50(1 271 SB I.OS (' 27.9 D 43.5 B 10.4 - C 24.3 1-81 SB Ramps Mrlwood Ave (US 50) 11 ta2�l' I ('S 50 SB 1-81 On Ramp LB US 50 to SB US 5" Weave Wem ' LOS Demih (pdmd Aye S LOS C Dewily (pr/oal 24.3 Average Speed 35.2 SB I-81 ()ff- EB VS 50 SB I-81 OrRamp Ramp to SB US 522 B 23.6 34.6 1-81 NB Ramps/ From Ro\al Pike (US 522) g MlLwood Arc/ Miwood Pike (US50/17) Cavdreu;,: SLL=1 C\ck Lend*% AM 120 Sec PM 130 S" IBLI. 35u 21x1 450 D 371 _206 F 2518 446 67 321 0 450 198 1BTT 1150 115(I C 316 524 C "4 4348 610 4197 I B R 870 870 \ 1 7 I I A h l EB l Oti (' 23.7 E 76.7 V1"B 1 265 50 290 F 673 188 a 1) 1 51 6 -18� n 1B'I 1113 I: eln 810 l' 25 9 237 1) 37 3 1459 253 1588 _ l0 i0 23i \ h u 207 o E Si 5 235 207 NB LOS (' 24.7 D 45.3 NB 1, 3" 1 108 376 I) 40 I '(x) D 50 7 299 0 NB 1. 140 - 540 384 1068 Nl;ll f. 705 491 F 1572 1119 451 1137 NB R 250 1W 300 C 24 3 162 0 I) 52 3 3(x) I B IDS D 511.3 - F 99 8 - SBL llxl I00 I50 F 82 5 145 74 F 105 5 143 21 SBT E 651 150 89 E 675 148 22 12W 1200 826 1 315 SBR 55(1 min A 94 350 - A 53 88 0 tiB LOS D 39.6 - D 40.9 ONcrall C 31.1 1 E 68.7 51 1 I Revised Traffic Impact Study One Logistics Park Winchester TABLE 10B: SHORT-TERM BACKGROUND 2024 FRONT ROYAL PIKE LOS, DELAY AND QUEUES WITHOUT SITE 1 2024 NO -BUILD M Intene,non I AT. l ont-I I�tne Gn,u1v \Ignorch Storage Icrgfls (ft.) - FttU- Taper EF7'E('- WirIY 77v[ AM leak 30 SIM Rtsa How %I Peak How 16 SIM Russ) LOS 11 Delay (sec.) 1 i' I Back of 1211 UP (?tkw 60. (f) $e 84 1 LOS Back of "0 Delay UP (sec.) f?trw 5S, l (ft•)AL to J 3 139 156 t l r.,Fdmtcd WWood Pike S4mJ (LIS 50117) & .-nfgM Tttise Dr/ 1 '0 ,cc rkt<oPhza !'\I 13u,ec FKI 370 370 FxTr 790 7911 AI J A 103 EBR 270 27(1 A 06 2 A 11 23 EB MIS A 1.4 - ,\ 4.5 - N'B1. 11141) - 1040 9 15 0 12 B 111) 0 %wri Iu1 lulls A 20 'S ( 2-8 681 103 '94 WKR 40 5 50: A I I : B 12 222 u N'B L.O% A 2.0 - (' 27.5 N Bl 1% 1% E 636 12E 56 1 115 N-IR - - 5 2 D 510 12') 80 (' 21 1 B \B IDS D 48.4 - D 41.5 - Slit IR 480 - 480 E 580 95 E 61 4 652 1"4 95 E 703 E B 125 B SB LOS C 23.2 - C 25.8 - :� 2.4 B 19.9 - ! 5 Frow Royal Pike (US 522) & I Tmdlre ebln✓ Debopy= ,t,rdrutcd S ww t-stile Lerg hs \\1 bu ,ec 1'\t ('5 sec FA LT 2181 _ 200 C11 5 0 c 1)40 2106 D 465 D 184 EH 21u 21u B 103 82 \ 98 40 EB 1.OS B 13.9 C 22.0 - N B LT 80 80 ( 6 <2 C ; : 6 129 D ;"4 %B R % - wt \ 90 91 B I _ 9 149 N B LOS B 10.5 _ ( 24.5 - NBl M lU I T 300 l ;4 ? 44 D 41 9 114 0 'tdi a 'i 143 -'S, 521 1,12 <55 NBTR A 26 121, B 184 581 No LOS A 4.5 - C 24.0 - SRl- I 100 150 E 556 31 D 44 5 51 0 SBTT 5Mt - 560 A 9 I;s B 15 1.6 152 163 SB R 490 490 A 6 5 36 SB LOS A 9.7 - B 14.7 - OvenY A 7.8 (' 20.6 6 From Royal Pke (US 522) & Costello DO Hotel Ezaarxe Coordnated sww c E Lengths vI 1,0 sec I'M 65 sec LB 1 14- 140 D :c 5 48 D 75 5 53 A 00 D 420 EBR B 11'_ B 106 231 EB LOS C 27.0 C 34.4 N B 1 120 TN'LT 120 C 31 3 63 0 C 30 7 108 u \� li I 1 440 - 440 C 29 3 89 - - 132 N B R 4<0 450 A 58 55 B 11 8 168 N"B LOS C 24.2 - B 19.5 - Nlit I TWLT 100 (' 301 12 D 374 33 NKIT 850 - 1 850 A 5 8 119 B 16 1 180 143 2-04 NBrIR 760 140 830 A 39 165 B 120 220 No LOS A 5.6 - B 15.6 - SBA. 195 T\\'LT 195 C 31 5 99 C 272 194 6 SB:TR \ 1 7 159 \ 2 2 153 SB IDS :A 4.9 - B 11.0 - A 6.5 - B 14.6 - 52 I 17, I Revised Traffic Impact Study One Logistics Park Winchester TABLE IOC: SHORT-TERM BACKGROUND 2024 MILLWOOD PIKE (EAST) LOS, DELAY AND QUEUES WITHOUT SITE 2024 NO -BUILD Intcnccteln Tryffic (untml lane Gnlul► ikpf�mach Storige lcngths(ft.) AM Peak flour (30SIM Rum) PNI Peak Hour 116S[M Ruin Id)ti Delay (sec.) Rack of Queue 120 uP 60, LOS UclaS Iscc-) Rack of Ouetw Ift.l 1341 QP S5, Ini Full- NML NIth Taper F.FFf:(- IIN f Mtlwood Pic (US 50,17) & Prrrce Frederick Custer .Ave l'laadrutcd Spul l %ci I.cnj* AM 120 sct I'M 130 sec FAIT 230 IINI 28u 173 0 189 B I88 1) 494 W17 8911 - 890 II 10 1 31)h A 7 8 197 ;114 IIX ISB R 2(N) - 'flu ;1 4 8 194 1 A 2 9 34 Ell1,05 R 10.3 - B 12.9 - NJB 1 ?I 290 17i 368 t 2)) I (K ( 20 h I in u 1) iX I C 231) WWI _'INNI 'IN111• - 217 C 21 9 424 �1 B'Ix - - 238 (' 2u 4 443 M B lA)S B 11.7 - ( 22.0 NB LT 14'_5 - 142` - f{ 66 3 I08 F I(X14 207 F 679 F 85 4 NB R 475 140 545 13 17 u W ;A 94 7(b, NB IA)s D 51.0 E 56.9 SBI.T L;Lj _19u F 610 137 F 827 129 F 570 F 764 SBR225 B Ih 5 12n u C 30 3 124 5B LOS C 30.1 D 48.8 - B 12.9 - (' 22.6 - (US 5017)" & Imerlee WaV Cowrstone Dr `. hd FB 1. 230 200 330 A 56 1 C 247 7h 1B-I-I 21NNi- 2WO- A 17 0 A 09 u EB LOS 1 L' A 2.0 B'B•IR-I 21N)- 2tX)o A 59 B 118 n 2N1u IKn 3nu A 5 7 1 B 12 h I I �1 B I ( S q 5.9 B 11.8 SBI.R 7uu 7uu D 5 8 I5n F 504 94 B 146 C 127 SR I OS C 20.6 1) 32.2 4.0 - A 8.9 - \Illk� dPike ", i ti1�Ohlir 1lirulc Rd I1ncoordmated SII WBI. 3tXi 3W 450 B 149 295 C 32 4 168 \� BR 2(M 20uu - NB l.Os A : 9 117 B 146 158 C 24.5 - C 21.2 V'li 1 -- N 131 .. n N I . - 2(K)O- D h 187 - - 5988 B 19 8 195 F 121 0 1 5899 NBR 225 130 240 A 39 72 F 834 290 15 NB LOS B 18.0 F 1150 1;13111. 350 160 430 169 U 366 236 D 53 8 D 39 3 ISIITI 20(NI• 2000• SR 1.O5 B I 5 7 339 1 luu 164 349 Ih9 B 17.6 - B 16.5 - Overall B 18.9 - E 73.6 - ri 53 D U I J 11 Revised Traffic Impact Study One Logistics Park Winchester Frederick (_ounty, VA PROJECTED SHORT-TERM CONDITIONS WITH SITE The short-term conditions add the initial Phase A site activities for the One Logistics Park Winchester site with the background conditions without the site. The short-term conditions also include diversions for local traffic with the extension of Coverstone Drive from the sheriff's office to Millwood Pike. Proposed Phase t Trips The proposed initial site trips are associated with the development of the properties adjacent to Coverstone Drive extended. The phase 1(Phase A) uses encompass 1,491,600 square feet of employment uses, including 27,000 sf of commercial uses as a super convenience market/gas station from the proposed land bay 3 in the southeast quadrant of the future Millwood Pike/Coverstone Drive intersection. The densities for the 4 land bays are primarily associated with the 2 large warehouse facilities buildings to accommodate 1,368,000 sf west and north of the proposed Coverstone Drive extended. Site Assl:)iirnenis Figure 12 show the site trip distributions for employees/cars and trucks separately as percentages. The primary truck access was assigned to/from 1-81 and individual routings are shown to Route 522/Costello Drive and Route SO//17(Millwood Pike)/ Coverstone Drive. Industrial distributions reflect VDOT input and local industrial park distribution in Frederick County, with increased orientation to 1-81. Trip distributions are summarized in Table 11. Subject site trips (as shown in Table 5A) are shown separately for the regional roadway for employees/cars and trucks in Figures 13A and 13B and 12 for the Phase 1 (Phase A) industrial uses on land bays 1, 2, and 4. The Land bay 3 commercial trips are shown on the off -site roads in Figure 13C for the passenger vehicles, and the heavy vehicles for the super convenience center are assigned in Figure 13D. on -site volume and turns are reviewed in the long-term analyses. For the land bay 3 commercial as a gas facility, the pass -by trips at the Coverstone Drive/Inverlee Way intersection shown in Figure 13E. TABLE 11: SITE TRIP DISTRIBUTIONS Direction Commercial (Super Conv.) Employment ((Passenger Car Employment Trucks North 1-81 20% 35% 40% West US 17/50/522 10% 20% 5% South 1-81 20% 20% 25% South US 522 10% 10% 15% East US 17/50 30% 5% 15% East Sulphur Springs Rd 10% 10% 0% Total 100% 100% 100% For the One Logistics Park Winchester Phase 1(Phase A) use, the total site trips at the off -site intersections are summarized in Figure 14. 54 Cars (Empl.: 20 Trucks: 5% Commercial: 10 I CITY OF WINU 11:S IT 2 11 1 , f.\Ixf II I1, 5< r: 522 G rs (Empl.): 20% "I( Trucks: 25 Cars (Empl.): 10% Trucks: 15 Commercial: 10 s Pl.): Trucks: A 7 10 Pass -by 1b°Commercial ��' US Rte 50* ]III xllh S `` , ♦� ullul SITE SITE REGIONAL AIRPORT \ -, 1 1 10% :0% *Based on base year throughs LEGEND O STUDY INTERSECTION I�rn RI �nI �cl Ilit R(hNIW\I I(tIX I)R ('(1\flll 'I — — — — SITE BOUNDARY Cars (Empl.): 5% Trucks: 15 Commercial: 30 TRAFFIC IMPACT FIGURE 12 Pennons ANALYSIS SITE DISTRIBUTIONS ONE. LOGISTICS PARK- WINCIWSTER I'rolrrr:. IPIIXY;?poor 1'RI:DI:RICK COUNTY, VIRGINIA Atiginr 2020 %W),-ooc A,c Millwood Pokc Ni,ll,, -d 1'IL, btilh�ur,il Apt Milhanud R6c R ?d.l �—? Lq 6z) L (MJlw,nrc! r. 2 z �2) .4 �J � �d � - 0 o �MNM i o LEGEND ` 7l �Y STUDY INTERSECTION itf TURNING MOVEMENTS !c' A.M(PM) PEAK HOUR VOLUME 3 — 17 50 AUT AVERAGE DAILY TRAFFIC �'• I 4n.R PROPERTY LINE I y' 6 Arm ilk ��• Millwood Pic �� �lilhvnnd I'd.c t \...,. /; SITE '' \� Z�7:f iri �► N SITE 1 ', 7 50: (10) 0 o f j r_ `,� I:�,Iv i i j k- Ar DOW Plaza •,n, \ , ALllalwnl f'ic tr _ M ll::..J 1'd.� t�' .� - - ��� IY < >� r - �0 0 1_l - - 0 LL ry(7b) _ ,� _ j - j �� r r (,,sww, f)I R — ■t Cup-ii.n r-; Cli lulphol Spmp Rd I il,l: I L�., ii,l R ■tl� �' Cu•.lrlll�')I � � C y �tl� � = y v it ��� �► s.i:�? � �1 � N -7 0 11 0 56 TRAFFIC IMPACT PHASE 1 SITE INDUSTRIAL FIGURE 13A pennons ANALYSIS TRAFFIC VOLUMES uNE LOGISTICS PARK - WINCHESTER (CARS) P, FREDERICK COUNTY. VIRGINIA , _WO -0- rj Ar Z(J) 0 j I k z Millwood Ave Millwood Pikc �4,11%vnnd Ave Millwood llikc mfll—ml I'r 4 (14) 41- 0 0 LEGEND 01 STUDY WTERSECTFORI NF TURNING MOVEMENTS AM(PM) PEAK HOUR VOLUME ... ... AVERAGE DAILY TRAFFIC 7 50 4' PROPERTY LINE 0 7 I y SITE 0 SITE 17 50 0 . > (z) mill"ood Pike t Mal1w..d Pike .0 -- ■ -00 71� o 0 0 0 4— kit Cvvwvnv Dr R(I Hnla Lnu,m,, —1h +1 t 10 .'. 0 57 TRAFFIC IMPACT PHASE 1 SITE INDUSTRIAL FIGURE 13B ANALYSIS TRAFFIC VOLUMES ONE LOGISTICS PARK - WINCHESTER (TRUCKS) P-jr(l 4 IFICKWON, 'a FREDERICK COUNTY. VIRGINIA f 0 0 _ N t4; 0 N R Z3(22 — _ 120,) N _ 4. %05C - 4� e r -L ,( 7z) a j z r 6 (5) o ,� j- ,r Millwood ANt AI.Uwood Pike '•IiII����,.d 1•�Ix Mill\\oodAvc \'IIIIN.tMnIPIkC 260 u o 0 LEGEND STUDY INTERSECTION (Oil 1 f TURNING MOVEMENTS t 2 AM(PM) PEAK HOUR VOLUME nW ua L AUT AVERAGE DAILY TRAFFIC 11 v q — -- — PROPERTY LINE Fr- �: it 10,11„n„d l.c R ■ t f SITE NN o I' SITE I ( , o x ; i f1 So 0 4. ♦■ C i j �• / `�• o r 4t(gq) Ueko Plan ,� `v� alwnnd Pike Tiavelodge Li,••�i rvtiuwuud Pr, : R y ? 0 o o ;it -0- 9t l It t .., i•pn,c l)i 5alhilal titnelga Ka Itr Costello rn 'Atf D 0 — -` � 0 58 TRAFFIC IMPACT PHASE 1 SITE COMMERCIAL FIGURE 13C Penmml ANALYSIS TRAFFIC VOLUMES ONE LOGISTICS PARK - WINCHESTER (CARS) /'++yef•!k II'/t'A G'AI/lli! Sqdr+..r.,, . _ FREDERICK COUNTY. VIRGINIA 1 1 1 0 0 1,(Z) 0 r70) MillwAmd Mr <hlh. aoJ PiL< M1Ullwtirod P,ko %1d1uu.d Acc Mdl roo I Pike M11iL11'. rd PILL R 4� 4) 0 0 C7 rt 0 - LEGEND STUDY INTERSECTION �y f t r TURNING MOVEMENTS , AA'11Pn1) PEAK HOUR VOLUME } AD'1' A VERAGE DAILY TRAFFIC •' ` -7 50 A -- - - — PROPERTY LINE Sri. � ^.1.. J � ;• yr. 4 � _ 1 r`wr \Llln u.a: Pll.t ` �•�. 1 I.lillr-,��I'iLc C SITF. ! \ I C I (1 —. \, I �1 ,' SITE i •W 50 ilk D�I�o Plan ••V lia.•doJ;•c n � � � y Millwood Pike �♦ : ^ �� ^n C li 0 » 0 9 r,•, - p J O 0 U ^ ir ilk ` a ,� _ k ♦" j Alt = r CUSICllo DI It Covefill„I[ 11, Sulpltw 511,utp Rd Itf _ Cmello Di _ _ 0 f 11 F-jo-f: F-0 59 TRAFFIC IMPACT PHASE 1 SITE COMMERCIAL FIGURE 13D Pennoni ANALYSIS TRAFFIC VOLUMES ONE LOGISTICS PARK - WINCHESTEIt (TRUCKS) FREDLRICK COUNTY. VIRGINIA 0 0 0 16 Ntillm,00d Arc Millwood Pike r, I I" d '4x Millwood Arc r M�l t F IF I I 1 01, _j I F_ o 0 mot L 17 -omulk. Ell ho", i m,m", t f 0 LEGEND STUDY INTERSECTION TURNING MOVEMENTS 0)(1-M) PEAK HOUR VOLUME F_Aff AVERAGE DAILY TRAFFIC ---- PROPERTY LINE SITE SITE i 17 50 > Tiff 0 Wllwoud PikL Wlkootl I'll .0 c I F 01 it —1 o W4. Rd Ite 0 f m. f m. TRAFFIC IMPACT PHASE I SITE PASS -BY FIGURE 13E pennonsANALYSIS I COMMERCIAL TRAFFIC VOLUMES (� ONE LOGISTICS PARK - WINCHESTR I. (CARS) FREDERICK COUNTY. \IIRGI\l 1% (z; ,�,� 0 -4 _o 141011) lit 61) k i j k _ ,�- Millwood Ave Millwood Pike Millwood Pike Miillw000d Ave Ivt dl:,nd f l:: raii!.e„ud I'i l._ 311j (riL) — a . p 0 Imo• 11 M 0 LEGEND Q STUDY INTERSECTION �V 1 � 1 f TURNING MOVEMENTS _ ,AM(PM) PEAK HOUR VOLUME ' — 750 `. ADT AVERAGE DAILY TRAFFIC •� S � — PROPERTY LINE 11 c, ro) 1\ e Pik, "p Millwood Pike / SITE it ��' 4 2��1(�i) �► _ M Q 0 0 (I SITE 17�l 71nveludgc Ln ItIF , o a C ■te� 0 x 0 N ` Q �°t" T N S �Zzi��l1 s R�(IL) 4- - _ l os�cllo Dr i'mmuom DI Su,phui Nump Rd Howl bit are-. Ite i o,;lcllo Ui �► = t — i C64) 61 TRAFFIC IMPACT PHASE 1 SITE FIGURE 14 Pennoni ANALYSIS ONE LOGISTICS PARK - WINCHESTER TOTAL TRAFFIC VOLUMES r"'I''" 117cAG.'.uriul FREDERICK COUNTY. VIRGINIA si7,rr„d.•, rra I Ll IL Revised Traffic Impact Study One Logistics Park Winchester Frederi<I< County, VA Diver,' ions With the opening of Coverstone Drive to Millwood Pike at Inverlee Way, a portion of the existing traffic on Prince Frederick Drive and Costello Drive could use the new collector road link. For the Phase A road construction, shown as 3 sections of Coverstone Drive in the proffers, the proposed link is proffered to be completed in two segments north of Pendleton Drive and one segment west of Pendleton Drive, to the existing section of Coverstone Drive adjacent to the Fredrick County Public Safety Center. With the subject site developed, Pennoni diverted a portion of the existing trips to the new link, as shown in Figure 15. The diversions are based on: • 15 percent of Southbound rights (SBR) at Costello Dr/Prince Frederick Dr that would make Westbound left (WBL) from 50-17 to Prince Frederick Dr diverted to NBL at Costello Drive/Prince Frederick Drive via Coverstone Drive; • 15%of Eastbound lefts (EBL) at Costello Drive/Prince Frederick Dr that would make Northbound Right (NBR) from Prince Frederick Drive to 50-17 diverted to Eastbound right (EBR) at Costello/Prince Frederick to Coverstone Drive,- * 15% of inbound Army Corp of Engineers from east on 50 diverted to WBL at Cove rstone/Inverlee/50, same diversion for outbound; and • 25% of inbound Sheriff's Office from east on 50 diverted to WBL at Cove rstone/Irive rlee/50, same diversion for outbound �Pc►u,on> 62 0 6 e (1) p ® p l 16 Millwood Ave Mdhvood 11A, Mdtwood P,kc Millwood Ave R t e Millwood Pike i t e - ■ m O _ y � v - C p 0 0 LEGEND Cl STUDY INTERSECTION dnp I N t f TURNING MOVEMENTS AM(PM) PEAK HOUR VOLUME 111l 1—v u 3 APT AVERAGE DAILY TRAFFIC 17 50 '',� J — • — PROPERTY LINE i1 V nlillvnmd Pike � •• �� \A!L.anli ^16a f 1 �- •� /r SITE s` •�• - 1 _� p �:•ti l o •� �� SITE 17 IIA 00- Plan o �•' AUllanxi 14Le T,avcludge Ln ** ••V `� Mdlw,x,d I'b. * —► —Imo(-t+�•� _ p ilk '�. Sulphw Slump, 1W. ILma I.lm , ;,, Cuslcllu D, - 63 TRAFFIC IMPACT FIGURE 15 Pennoni ANALYSIS COVERSTONE DRIVE DIVERSIONS ONE LOGISTICS PARK - WINCHESTFIt rR,n•r, nvc x'rznuul FREDERICK COUNTY. VIRGINIA Srrn,n„hvr_'101 C Revised Traffic Impact Study One Logistics Park Winchester SHORT-TERM 2024 CONDITIONS WITH PROPOSED SITE Frederi( k (OL110y, VA The analysis of the short-term 2024 conditions with the site were developed as a combination of: • Base traffic (Figure 8), • Other Development (Figure 9), • Phase 1 Site Traffic added to the network associated with the proposed rezoning industrial plan uses (Figure 14), and • Diversions with Coverstone Drive (Figure 15) Short-term 2024 turning volumes are summarized in Figure 16A for the off -site locations and are shown along Coverstone Drive in Figure 16B with the initial site development. `d-iort- I eri1i Tr'-31' I is Operattior7s The LOS by movement and maximum back of queue values for each of the study intersections for the AM and PM peak hours for the short-term 2024 conditions is shown on Tables 12A through 12D. The SimTraffic outputs are in Appendix G without mitigation. LOS by approach and overall intersection are graphically shown in Figure 17 for the off -site locations. On -site LOS is not shown for the short-term. General Level of Service assessment of expected short-term 2024 operations with the site without improvements are noted in the LOS tables. Levels of service/delay greater than "D" and queue failures are highlighted in yellow and orange, with orange indicating those that were not present in the No -Build scenario. Queues were considered as exceeding the failure threshold when the queue penalty ("QP" in tables) exceeded 2 or more vehicles per cycle. Signals are optimized for the build conditions. Short -Term 2024 Conditions with site: AM peak hour queue on loop ramp from SB 1-81 to EB Route 5o exceeds capacity and LOS at the 1-81/Rte. 522 junction at overall LOS "ELF" without interchange upgrades; Queue spillback on westbound Millwood Pike due to over -capacity at the Rte. 522 junction causes PM peak hour failures at the Prince Frederick Drive and Coverstone Drive signals. Peennoj�,) 64 lJ E 0— L) ���a'n E fir—, 0 (26, i is« T �• = �Wy(Ilt� Jl N � ., � BSI (t��$� O v oj Milhcood A,c N1711waid hike nLllwvaJ Pike M llo-m d A%v tl�y( 11;414 L Millwood Pik.: 2L,18j/�1�) _ Viilhvrrnd Prkc 13(Z3 ...P R 1 _ N Iq _o ig224 t)—► 401 _1 a �,-�^ C �. u F o LEGEND-: r" C) STUDY INTERSECTION kN i tr TURNING MOVEMENTS AM(PN1) PEAK HOUR VOLUME J •_` �� AVERAGE DAILY TRAFFIC 17 50 •�`� PROPERTY LINE - r t If ;• •� ( AA{Ilwnnd Pikc `, ,, ;• SIT-F IA 01 SITE 17 5Q r" i.6 Al k Delco PLrn,r •,\•• ,Pike Turvrlr �d c I Mdlwanl I'ikc tir 1-0 O r'7� I X) r� O �I jlO 07 o Cm0lo U) Cup er>unu Ur Sullelnu S1 ig. Rd Iloiel I nU.mi•r i'nsrrllo Ih 65 TRAFFIC IMPACT FIGURE 16A Pennoni ANALYSIS 2024 TOTAL TRAFFIC ONF t.OGISl ICS PARK - WINCHESTER VOLUMES OFF -SITE FRLDI RICK )LJN1 Y VIR61NIA S,Jnw,d- 010 1 1 1 1 I 1 I211 M 7 0 (;� r v on,-, itsc.1I Lot 3 Enuance 81 Lot 3 Enuanee N_' Lot 3 Entrance N3 C 1� zm 10 C q7.Q o f l M,, (Dr, Co\•el stone Dl Co,,nctonc Dl t L4 t�, % ,. ,, I �,. �� 4 C Cwnr nl I NIiINI I PS ' I 3 CIS) ,\\ / ur; 'v - �i► v ` SITE _ Lot 3 Loo auee +1 # _ LOT FRFrWRICK FIIIINT\ C r ••� S/II:HIN:S OI'I IL'I _' I) LEGEND ,1. ; ', SITE q*60 3t I r ~ (♦y5) O STUDY INTERSECTION e y LOT (i .#- 1.1,T - Coaersu\ne DI t F TURNING MOVEMENTS ,, t LUI ? / Cnaelstonc Ui AM(PM) PEAK HOUR VOLUME \YR:CHLSTLR \ / I,OT+ ,, , `7 5 O E` ADT AVERAGE DAILY TRAFFIC RI,GION kL \�• \ I .:,no�u O PROPERTYLINE 15 � a N o� ; ' -74(29) N — ♦- 04 20 r R. ilk )I% lk _ Co, vst.nc D� iv Cave, stour DI Pendleton DI Lot a Ennance 1 Coca stun, DI 45.4('7) * Glrcl stone DI di I i 1 < # # i00 # h' O # 1) # _ 0D/ # - �, �J # _ # 3 ♦� ilk ilk k Pendleton DI Patdicwn D- Pcndlcmn Di Pcndlcu,n DI Pendleton DI Pendleton DI Pendleton Dr Pendleton DI �- �- TRAFFIC IMPACT 2024 TOTAL TRAFFIC FIGURE 16B Pennonl I ANALYSIS ONE LOGISTICS PARK -I VOLUMES ON -SITE 1''*'II'�IFu'lcxculaul FREDERICK COUNTY. VIRGINIA s<-+'II'"'1", '0_'0 1 is <� F ID 9QQ = A (D) C (Dff•74 1� - F(F) C' r� E (F)Ed �E (F) - \ E( LEGEND O STUDY INTERSECTION * PROPO -1 1 f IMPROVEMSEDENT EXIST LANE GEOMETRY LANE/MOVEMENT SIGNALIZED ♦N IPM, LOB INTERSECTION M 1►M APPROACN LOB • 5TOP CONTROL nr OVERALL SITE BOUNDARY t►ITERBECTION LOB (D1 C m61 A(Fi mGt.7 A(Flf B (C1 �� J A (E (c)tz' < A (A)- w t. s A (A) Y W u D (D lei < O m r. A (B)� (D _ SITE: (DBIBI lY) ♦Ilk�A(F) l!Y B IC1� =� / �E (F) A B (F DJ) l � D F) m B(B) B(A)c — — �_ L s_ < < A (A) m% G U A-B O A (A) O© O (E) SS _ « ov C O A(F) C (p)©� <� �C (E)� A iEi Costello Dr A (A _ /_) Inerstone DI B (E �1111— rsl P Hotel Entrance 1` Costello Dr \ Lead End \ \1,11—d I C (D) DAl A (A) ( ) C (F) ) Lr' A A A( A(A E(E) TRAFFIC IMPACT 2024 TOTAL TRAFFIC FIGURE 17 Pennon) ANALYSIS \I ki DERICK CIOUNTY `VIRGINIA�R OPERATIONS ntn.•r?u?D I Revised Traffic Impact Study One Logistics Park Winchester TABLE 12A: SHORT-TERM 2024 1-81 LOS, DELAY AND BACK OF QUEUE WITH SITE 2024 BUILD (PHASE A) n kaleeection 7 rafrx� (ontnd Lane Grnul� Approach Stonr);c Length% (ft.) AM Peak Hour 17 SIM Runs) PM Peak Hour (10 SIM Runt) LOS Delay (aec.) Back of Queue (fL) 120 Up 60, LDS Delay (fee.) Back of (jueur (ft.) IN) UP 5 Full- Nnith leper EFFEC- T15'F i 1-81 SB Ramps & Mllwood Aye (US 50) Cixxdnaled S(�I (\cE I enFah� \M 12n xc I'M Ihn KY lBT1 2(N) - 200 B III 8 l 299 6239 621 6234 IBR 310 110 A 19 0 A 19 II Ell IDS A 9.9 - ( 24.0 - \\ B I 55() 64) 5811 F. 569 248 F 151 1 560 72 \\ h Tl I n3n I I 10311 li 1' 3 344 B 10 4 9861 h48 9892 N B 11(ri B 18.4 1) 38.7 - NB R 1140 1 1 14n A 79 A A 16 1.6 ;114 NB1.01% — — A 7.9 - SB RR 1240 1240 l' (' 24 3 29.3 298 E E 656 646 199 ;nn 5oo 28t, SB 1 u' Overan li 14.5 ( 30.2 1-81 SB fps & Millwood Ave (us Caw FB US 50 to LB ('S Al tilt 1-81 On -Ramp Weave Weave Demih Aye (pc/mil SBUSS'-2 1.()S Dencih (pc/mi/ In) Aye LDS - SB 1-81 ()if- Ramp to EB 1'S 50 SB I-81 On -Ramp SB US 522 Coordinated SDI C%ck- Fen1Kh� AM 12n.,` PM 160 " kRl.l. 350 gal 450 ( E 648 C F 25.2 2b3I 34.9 446 81 1-81 NB Ranps/ Front Royal P&e (US 522 . .. & MtAvoodA MAwood ft (US 50/17) aril 450 223 B'1-I 1150 1150 I 80 3 1690 C 2t, 4 7385 1776 7237 113 R 87o 87n \ h n 6771 \ ; 7 EB 1.0% E 5&7 - F 80.8 W131, 2h5 ;(1 N(I 1 98 7 233 1 9h I II 11B'Fi 81 n _ 81 u � 27 2 284 U 440 9048 294 9128 A\ B R _ 111 5n 2 ;5 A 80 234 n 1) 54 h 235 253 N"B LDS (' 28.6 - IL_ 5(1.6 - 'III I 3„_ 108 37h [) 4;' 236 F 932 350 13 Nlil 540 - 540 41 2131 B'I'l F 1 12 4 356 I' 232 3 2057 ; I t 2202 NBR 25n I(8) in(1 �4 I _bh (1 F 907 31N1 N B LO ' E 69.6 - F 156.4 - SB L 100 1 W 1511 I 174 8 146 126 F 128 7 145 45 SBT F I h h 150 178 F 81 1 149 56 L'_00 1200 4243 �_1 SBR 550 I 81 h 350 13 A 72 245 1 SB LOS F 128.4 1 D 54.7 O%erall E 66.1 1 F 83.6 - .: 1 Revised Traffic Impact Study One Logistics Park Winchester TABLE 128; SHORT-TERM 2024 FRONT ROYAL PIKE LOS, DELAY AND BACK OF QUEUE WITH SITE AM Peak (lour PM Peak Hour Storage Lengths (R) 17 SIM Rum) (10 SIM RUMS) 0 laknectin Tnf6c Control m DeY GroaW Back of 120 Uelay Back of 161) Approach Fes- Taper FF-FEC. I.OS ) Qeae 600. IDS (sec.1 (fit P jL TIVF (R) (ft.) 45, •e EB I 170 V "2 1: i omdnalcd Miwood Pie "4 I EBTT 790 7% \ ? 163 69 7620 7487 FBR 270 270 \ I 1 \ \ -1 1 14'+ EB I.OS A 2.8 \ 6.9 - \\B 1. 1040 1040 B 168 15 296 100 WI1T1 1010 1010 A 2 3 94 F 131 1 8611 III 1 86".) 0 4 4 (US50/17) A iulane Del Delco Plan Ir I ct4.'Ih \\I 120 ,cc ' \ 1160 ,cc vyBR 465 ?< <1)1 A 14 a NB LOS A 2.3 - F 129.6 - Nli 1 N 11'IR I'8) 140 t i E 567 67 1 r'' v 195 - S I E 592 RO C 240 B 129 NH l OS D 45,9 - D 47.8 - SB1-TR 480 48u E 733 101 F 832 143 D 480 E 716 B 139 ( 237 SB LOS ( 25.2 - 1) 39.8 - A 3.3 - E - 1 rot Royal Pie �S22) & Tra%elndpeln Delco Plan S4=1 cle Ler4dt, \\I 60 sec I'M 80 sec EB 1 T 200 100 D 36 0 49 F 305 9 256 D 38 7 F 251 1 IBR 210 210 B 105 w B 1' 1 194 FB LOS B 14.1 1222 \\ B l T 80 80 ( i' 9 49 Ili B Ih I rD \\ B R 'x1 wi \ 88 102 41 3 202 N B Los B 11.2 - 39.0 - NB1- t00 r\%I I 3t81 14"41 818 "+' u NBTT NBTR ?60 - ?60 \ 40 1 19 F 1074 579 136 1472 \ 2 5 124 I 90 : 1632 NB IDS A 4.4 F 103.6 SB1 100 100 150 E 591 3') 0 1> �4 0 SBTT 160 5M) B 107 195 B 116 176 01 190 SBR 490 4w) V 66 A "1, 35 SB LOS B 10.5 B 16.- A 8.1 E 67.2 n L1 - Coordatated F rare Rmil Pi-c 54am1 „I ,\ Cycle l_er�lhs + 1'ir16, Dr1 AM 60 sec I Karl I imeiRe PM 80 sec liB l I EBR 140 140 (- 34 5 4" 1) >4 o 62 - D 43 4 A 97 A 97 27 EB LOS C- 24.8 D 50.9 - \\'B l 120 TWLT 120 C 29 2 48 D 387 119 0 \V'B LT 440 440 C - 81 a0 � N'BR 450 450 A ('2 70 E 759 453 NB LDS C 22.6 - E 60.5 - NB1. 100 T\\'LT 100 \ 00 11 F 1296 11 NBTT 850 - 850 \ 74 129 F 1234 959 145 -I I NBTR 760 140 830 A 53 182 F 125 2 911 NB LOS A 7.2 - F 123.7 - SB1. 195 T\1'LT 195 C 29 5 126 0 C 262 194 7 SB,T SB-IR 700 700 \ 3 2 152 \ 26 349 A 06 154 A 08 199 SB LOS :1 5.9 - H 10.1 - 7.7 - E 67.2 - � 69 Revised Traffic Impact Study One Logistics Park Winchester Frederick County, VA TABLE 12C: SHORT-TERM 2024 COSTELLO DRIVE LOS, DELAY AND BACK OF QUEUE WITH SITE 2024 BUILD (PHASE A) N Intencclion 'Traffic Control Tyne Group/ Appn/ach Storage Lengltv (ft,) AM Peak (lour 17 SIM Runs PM Peak (lour 10 S111f Nuns LOS Delay (sec.) Back of Queue (ft.) 120 Qp 60, 1211 LOS Delay (sec.) Rack of Queue (ft.) I(d) Qp 45, YI, FuII N'kith Fal*r F.M'M-EC- I'IVF. 7 Prince Frederick Dr Costello Dr Unsigialved F'131- 300 100 350 A 62 68 A 8 1 33 1:13,IZ 20007 - 2000- A 4 3 78 A 3 4 54 Ell LOS A 3.5 - A 2.9 - N131: f 160 160 A 25 48 A 22 62 A 04 A 09 N13 LOS A 1.8 - A 1.7 - S13'IR 1.1.10 H-M A 14 7 A 16 20 A 00 A 10 S13 LOS A 1.2 :\ LO Overall A 2.3 - A 2.2 J PeC_ nr�i 1 70 IpwKiW, - P� t_J Revised Traffic Impact Study One Logistics Park Winchester TABLE 12D: SHORT-TERM 2024 MIELWOOD PIKE (EAST) LOS. DELAY AND BACK OF QUEUE WITH SITE 2024 BUILD (PHASE A) M Intencction Iralf-ic (Unind I bM• I.nlulti llgrnlach Storage LenXtht (ft.) ANl Peak flour (17 1,1\1 Rum) P>t Peak flour 10 SIM Rum LOS Delay (see.) Hack of (lueue 1211 Up 6% 1(ri Delay (sec) Back of Utr� (ft.) 1611 UP 45, „ I. Nidth raper EFFEC- ll�'F. q Mtlwood Pic (US 50/17) � Prnce Fredcmk Dr CumAw 1 „Idatill:,i "I t ,ik I rtlL2ih ec C1 Hi t'I 'ill IINI 28o 230 234 11 F 1393 258 C' 20 - F 134 5 xVll x911 13 I11' 331 ` 5 x 394 160 338 I li R 200 - '_INI A 64 _'00 A 14 52 11 F.B 1(ri B 11.0 - C 20.8 \\ ! . 280 175 368 R Isx I' A 00 `h4 I C „ V 1: 78 4 WB "I 20()0- 21 oo. A -8 1-4 F I I I S 6558 WB'IR Ixl I III 8 6615 SSB LOS F 1109 NBI I 1 1425 14'_5 1 -38 112 1 Q 21)2 L "39 1 V68 NBR 4-5 140 545 B 11)6 59 - 58 \B 1.0S E 74.7 SB1.1 290 290 E 693 145 9h - I;S E 687 1 81 8 SBR of 50 115 B Ih: 124 1) 4S n 141t, SB LOS C 34.5 - E 61.0 711111111 B 12.6 - E 74.5 10 Mihsood 11 a Il'S 50 171 R Imerlee Way Coserstone Dr C oordsrated ti4sral C,ck Ix 41r AM 1-10 sec I'M 80 sec FBl 23o 2w Ilo E 1 596 411 c ;1 5 hx Fli"II 21uN1- 2001� B 114 2,4 A 'q I69 ,y 15, EB4R1 12001 12001 13001 A - 13- o 3 h 115 o FHIOS B 10.' - 1 8.4 HB4LL1 12501 12001 13501 F S9 3 1 F 152 4 1-8 ;,o NB'I'I 2000• 2000. 11 I' 3 14 ` F Ih4 3 4W 4332 164 \1}t R 2111 180 100 A - 3 25 I 14u 9 "oil .l N B LOS' C 25.3 F 16LS I\ B/LL1 15151 1 4-4 Ix- 1 100 V 29u 151 1o: I\B/R 1 r C 249 22 I21r Ih9 NB LOS ( 34.4 E 69.6 SBL 700 7UU D 52 8 84 1 55 SBR A 9 5 80 SB LOS C 21.3 - c 26.6 Coordualcd Slpal Cyck Leng-111, AM 120 sec I'M 160 sec WBL 300 300 450 B D 18.1 458 340 0 E 694 211 I I Mdhsood I'd.,: l'S 50 I'I Stdphtu Spruip Rd WB R 2000- 2000- A 84 _ 13 B 362 262 WB LOS C 29.7 - C 47.8 - NB I _(00- - 21 00. E 71 3 212 1820 NR'I I C' 20 ,�, F 513 1860 NB R 22S 110 290 A 3 9 95 F 297 290 8 NB LOS C 20.2 F 48.0 - Sill Ail, 350 160 430 I8, 1) 91 0 36h 0 F. 65 7 1)79 I SB'I l 2000• - 2000• B 134 2h3 A 94 _20S 270 169 SB LOS H 16.4 - H 26.5 - Ovcrall B 19.8 - 1) 41.5 71 1 i� Revised Traffic Impact Study One Logistics Park Winchester Frederick County, VA Tort -Term 202,,1 I raf fic Operai:ions with 'Site Improvements The Millwood Pike corridor and 1-81 interchange junction signals do not operate at acceptable LOS or with queues that can be accommodated without improvements, with the site traffic in 2024. For the short-term operations, Pennoni reviewed potential improvements at the Millwood Pike/Prince Frederick Drive/Custer Short -Term Conditions with site: Avenue to verify if snort -term improvements changed overall operations. The previous approved proffers had improvements to Accelerate interchange bridge add turn lanes at the Prince Frederick Drive signal associated with improvements @ 1-81 exit 313; Not the office and commercial/retail uses. included in short-term LOS per However, with the existing corridor operations to the west at the I-81 interchange, the side street turn lanes did not significantly scoping; impact peak hour signal operations at the Prince Frederick Drive Signal sensitivity at Millwood signal. Pike/Prince Frederick Drive/Custer Ave The proposed site trips are less than the diversions associated with Coverstone Drive, so additional improvements are not included in signal checked with previous proffers; the proposed site proffers. Link volume on Prince Frederick Drive No impacts in overall LOS operations; south of Millwood Pike ae summarized in Table 13 for the AM and PM peaks. Added traffic on Costello Drive do not require turn lane modifications for The sensitivity of the signal operation at Millwood Pike are short-term site use with Coverstone summarized in Table 14 for the short-term trips for the PM peak hour total conditions, with an option for a sperate northbound Drive Extended; right turn. The addition of the turn lane would allow the existing northbound pavement to be restriped for dual lefts to westbound Millwood Pike. However, the congestion to the west at 1-81 limit the effectiveness, so the improvements are programmed with the Phase B site land use activities. r I TABLE 1 3; PRINCE FREDERICK DRIVE VOLUME IMPACTS WITH PHASE A ONE LOGISTICS PARK WINCHESTER Background Total Trips Background Total Trips Int. # Location (Direction) Trips without with Site + % Change Trips with Site + % Change Site Diversions without Site Diversions AM 2024 AM 2024 AM 2024 PM 2024 PM 2024 PM 2024 9 Rte. 17/50 @Prince +1.0% -14.2% Frederick Drive/Custis 200 202 120 103 Ave.(Southbound) 9 Rte. 17/50 @Prince -8.2% -7. 7% Frederick Drive/Custis 61 56 207 91 Ave. (Northbound) 9 -1.2% -10.1 % Total link South of 261 258 327 294 Millwood Pike (Figure 18 deleted, with no off -site improvements included in the revised proffers.) Pew-nn p 72 n I 11 Revised Traffic Impact Study One Logistics Park Winchester TABLE 14: SHORT-TERM 2024 MILLWOOD PIKE/PRINCE FREDERICK DRIVE/CUSTER AVENUE SIGNAL SENSITIVITY With Existing 2 Lane Approach on NB Prince Frederick Dr Traffic ('nnirol Lane (.roue %pproach Storage Length% (R.) PN1 Peak Ho 10 SIM Runs) LOS Delay (sec.) Back of Queue (ft.) I61) UP 45, na Full- %%idth Paper EFTEC- ,17 ,E I:B/111. 230 100 280 1 258 23 Coordtriaied Sptal 890 - 890 A33R M34 394 LB/R , IO 200 1 It MI, A52 0 (' 20.8 \NH l I 281) 175 368 ., 0 0 3h4 I k 78.4 "IVI 2(10(I— - _'ll(111- F 111.5 6558 \1 B TR F 121 8 6615 Cycle Length PM 160 sec SSB LOS F 11" - N61.T 1425 1425 F 97 7 "), F 96 8 NH R 4-5 140 545 \ 9 7 58 �H 1 E 74.7 Swt 1 290 290 1 96 7 135 1 81.8 SBrR 200 50 225 1) 45 0 146 SB LOS F 61.0 - V 74.5 With Restriped 3 Lane Approach on NB Prince Frederick Dr Ili t'1 230 100 280 1 1 \ 119.7 242 106.0 LIVIT 890 - 890 5 7 245 263 LB/R 200 200 rA 2.9 44 0 FB LOS B 18.3 - b1B/111. 280 175 3t�s V 0.0 364 1 I 75.6 Coordinated SV-w N B "1 2000+ - 2001i 1 117.5 7747 WB/IR F 101 ? 7802 Cock Length PM: 150 sec NB LOS F 116.9 - NB/L 1425 - 1425 F 97.2 150 NB/L.T 475 140 545 179 1: 111.7 NB4RI 475 140 545 \ In 9 61 N, B LOS E 78.0 - SB/I:f 290 290 F 81.7 135 F 84.0 SB/R 200 50 225 1) 38.8 146 "it 1 011 E s6.1 - O�erall E 76.4 - 73 "I I I 17 5) I Revised Traffic Impact Study One Logistics Park Winchester Frederick County, VA LONG-TERM CONDITIONS For the long-term scenario, the 1-81 exit 313 interchange improvements are assumed to be available for the region. The site development is completed with the construction of the Phase 2(phase B of the GDP) activities at One Logistics Park Winchester, including the extension/connection of Pendleton Drive to the phase 1 (Phase a) Coverstone Drive corridor. The site build -out scenario comparisons for 2028 background do NOT assume the Phase 1 (Phase A) site activities are in place, as outlined in the previous section. The long-term scenario was checked to verify regional road capacity, as well as to check the adequacy of the Coverstone Drive proposed construction. The scenario does not include development of the site with by -right uses with commercial and residential. Please see the site trip generation section for comparisons of the peak hour and daily trip generation reductions. LONG-TERM 2028 CONDITIONS WITHOUT PROPOSED SITE The long-term 2028 traffic background forecasts reflect the local conditions with growth on Route 50/17 and at Route 522, without the site uses added. Background trips include: • Local growth to existing trips (1.0% annual ambient growth on 50-17 and 1.5 percent for Rte. 522) • Other Development Traffic volumes are summarized in Figure 19 for the base 2028 conditions with growth. Giber Development Other approved development traffic from the FBI, Navy Federal Credit Union sites, and the Custer Avenue retail as previously introduced for the short-term 2024 scenario, do not change for the long-term, and are shown in the existing counts and in Figure 9. The 2028 forecasts do add airport related traffic to Coverstone Drive assuming industrial uses for the areas adjacent to the subject site, which could access through the site. The other trips are shown in Figure 20 for the Airport activities without Coverstone Drive extended as a through street. Access to the airport properties were included through Coverstone Drive to Prince Frederick Drive only. Peak hour trip generation was assigned as approximately 400,000 gsf of general industrial use, with the Daily trips factored from ITE LUC 21 Commercial Airport, which had daily rates per employee. Pennoni applied a peak hour K- factor of 0.20, which relate to the employee K rates (Peak hour vs. Daily) of 0.16 — 0.17 for General Industrial uses based on average employees. The long-term trips for the Airport property are shown as place holder, as actual uses and activities are not determined. The airport support trip generation was allocated as passenger car and heavy vehicle trips for the assignments, totaling 124 AM, 96 PM and 480 daily trips (two-way). Long -Term i3aClcground Trai iic Volumes Figure 21 shows for the off -site study intersections volumes without the site, which include the short-term other trips, growth and Airport -related employment traffic which may use the on -suite roadway network. Pe�n�if 74 t 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 of 0 O $ ♦^ 7 1 0 04 0 (4TO sr—Sl1y(�iL) J F-9r1(14Tj r %Slg(%rg) _ l rvu) l jrZi2L) Mdh,00d Are A1illwood Pike bhll,voud Pike Mdhvood Ave 9�y(dGq�y Mdluvad Pt6e * I Mllhvvod Pd.c �_�v l )� '= yC1sj� 0 0 � M a 0 I Delco Plan Trrvc•lod^c Ln ►4(o) y a^ 1 C 4 N x r- Soso Q V MY 0 ,� 1 �, � ►r-, s (Isl) C'ostc Ilo Dt Hvtd [n 11uance 1I 05) .0 40 — LEGEND U STUDY INTERSECTION 1 r TURNING MOVEMENTS AM(PM) PEAK HOUR VOLUME FA—D--Tl AVERAGE DAILY TRAFFIC — - - — PROPERTY LINE SITE SITE i i 17 " iv, w crux `1 `\ U 5 N � 0 ' L . 1 ^Custrloo Di • V L � T 0 c` Cuvcratonc Di 0 i-+ 0 r'z(s5) nhuwood Pike Millwood Pike R tz 1QS r�o � � cr tJ ]0 ^ r 0 bhllmoud Pike Millwood Pike 1144) c 0 h � � l53 C2►�) Sulphu, Sp,mp Rd _d 0 75 TRAFFIC IMPACT ANALYSIS 2028 BASE TRAFFIC VOLUMES FIGURE 99 Pennoni ONE LOGISTICS PARK - WINCHESTER WITH GROWTH P rrrrr=)r7CtiG_'unnl FREDERICK COUNTY, VIRGINIA 'u'o 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0' / ° C2J `3 ° ® ° 0 ' r 3(0) 'r Millwood Ave MOliwcxtd P;ke M.il,00d Pike MLlhvood Ave Millwood Pike M;Ilwood Pike 1 Zi �2 —► o .� L} 1 (4) .0 z I A (4) ° o 0 LEGEND CO STUDY INTERSECTIONNF t i_ I 1 TURNING MOVEMENTS i\ ' NN1(PIVI) PEAK HOUR VOLUME �miri it a;i 3 -FA—D--Tj AVERAGE DAILY TRAFFIC t 17 50 PROPERTY LINE a 522 Pike - / \ • It U Millwood P,ke Tit t .`./ SITE •'\ y 522; i`I O o ; SITE (DO0 n Y _ i 17 5a 4-146) Plaz,i wrnn, ,•V v\ Millwood Rke l;avclodee Li, RD&o � � Millwood Pike R 11 � ■ x v fR > N � 0 0 0 C, __ 0 ® ^ g 0 1 1 1 0 o j 'r vs) �! ,� j j 4L ' r C ostallo Dt R Covomonc D; Sulphut Sp;n,,,s Rd Hotel Gtnaner C-Mlo D, - i 1 10-0 L V' ° o 0 76 TRAFFIC IMPACT FIGURE 20 Pennoni ANALYSIS 2028 OTHER TRAFFIC VOLUMES ONE LOGISTICS PARK - WINCHESTER 1'u„rrI F rrrCKG?aNnr FREDERICK COUNTY. VIRGINIA Seprcmhri 'u'o 1 o �- .- 6W IC6 i j k� rtofir i j k A-7(74 � blPwoad Ave Millwood Pike Millwood Pike j Mdlimod AW ,�M/lug, ,xq]Vd.c R �M�i//llwood Poke ILj4g5')N L135 m266+-0 0% o ^.y, A 0 41) -) (i�-IA) N .-., t` 075) g Q a I0 0 1rM .... 0 LEGEND STUDY INTERSFCTION , \ l 1 TURNING MOVEMENTS AN4(PM) PEAK HOUR VOL UME cnnnvWi 3FADTJ 17 50 A VERAGE OAIL Y IRA FFIC — PROPERTY LINE 9 ),,. p 160(8) it - � b-Al1 rn 68 (54) �� 0 �►il, �• •�• Millwood PiL.e — /� Millwood Pike itf ,•�•-�;�I SITE.III \ Iyy�t� )0,0, S�V SITE so ('1 O 0 ilk Uclai I'latu �lurin• , ••�i Mdlwnal Pike tl Tm/,wdidgc lit ITC 48) -0a �^�,� O �� ` jMillwoo�odd Pike 1 ( (;' 1) .0O 1 0) IU6G�ry'. %'♦ v U Cr i �, O L, "ALL �06 16216) Cociclln DI Cava owns Ui Sulphui Sptmlis Rd Hotel Enliunce Ctwielln Ui 'N 970) = n ,� (� U I 77 TRAFFIC IMPACT 2028 BACKGROUND FIGURE29 PennOnl ANALYSIS TRAFFIC VOLUMES ONE LOGISTICS PARK - WINCHESTER WITHOUT SITE 1'I7Jen q If1CKG:fKIn FREDERICK COUNTY. VIRGINIA Sepim bei 'owl Revised Traffic Impact Study One Logistics Park Winchester L rederi( k County, VA Long -Term )o28) Tr'-11' iic C)perDiions widlou't >i�e The 2028 LOS without the site are shown in Figure 22 for the off -site locations. The projected LOS by movement and maximum back of queue values for each of the study intersections for the AM and PM peak hours for the long- term 2028 conditions without the One Logistics Park Winchester uses is shown on Tables 15A through 15C for the off -site locations. Forecasts do not include the Phase 1 (Phase A) traffic, by -right trips with Governors Hill activities approved, or with Coverstone Drive extended through the site. The SimTraffic outputs are in Appendix I. LOS and queue issues that exceed desired LOS delay and exceed storage capacity are shown in yellow. Signals are optimized for the no -build conditions. General Level of Service assessment of expected long-term 2028 operations without the site are described below: The signalized intersection at Millwood Pike/Front Royal Pike/1-81 NB exit ramp operates above capacity with the VDOT bridge project in place; stacking backs up to the west to the SB merge and impacts the weaving. The Route 522 signal operates at an overall LOS "E" in the AM peak hour and at overall LOS "F" in the PM peak hour. The Front Royal Pike signal at the Delco Plaza entrance experience undesirable queues based on the signal failures at Millwood Pike/1-81; Overall LOS is acceptable, but the spacing to Route 50-17 creates queue penalties, and reduces signal performance; Long -Term 2028 Conditions without Undesirable overall intersection LOS and queues with the 1-81 Exit 313 bridge improvements at Rte. 522 signal; Rte. 522 northbound signal queues impacted by 1-81 operations. The Prince Frederick Drive side street delay for the signal at Prince Frederick Drive/Custer Avenue exceeds desired LOS "D" for the PM peak. Side street delay at Inverlee Way also is at LOS "E" unsignalized for left turns to Millwood Pike in the PM without the site; The signalized intersection at Millwood Pike/Sulphur Springs Road operates at overall LOS "B" in the AM peak hour and at overall LOS "E" in the PM peak hour. The mainline (Millwood Pike) northbound/westbound movement has extensive queues with the green for lefts from Route 50 eastbound to Sulphur Spring Road eastbound in the PM peak. ❑B JEB WEAVE C (C) (� E (D O E) io 41F)aYK J` A F. (' IC A (E)a F (D) B (B) E �F ;lillH,Hw1 I'iLr• A (p "I V ., .,: r,ke aE (F) i E(C') 3 w w W < A(A)� ( 1� cope AU) A(A)� ktvvU (3 N m r to (( ) Atc)n (c. m �. SITE: •_' i \ � A (.4) - ytam I \ () A (B = «O �A(E) D (-)E D (D) A (Ei Costello lr D (D) e (E)' B (B) .. iJ a < < A (F) LEGEND O STUDY INTERSECTION PROPOSED 1 1 IMPROVEMENT EXIST LANE GEOMETRY LANEIMOVEMENT SIGNALIZED AM (FM) LOB INTERSECTION M 1►M APPROACH lOS • STOP CON TROL W OVERALL SITE BOUNDARY MITER>)ECTION LOR % s((( 1`It. (D > mo QA(B) A B) (D A (A) F A A �< A (A) A(A)� c A(A) d A (A A i( A (Ai O ' 1-) I I B (B a b QA(B) U a D (C) U l�l o�erstoneCC D� \y Sulphur Spnngs Rd U C IFI 19 TRAFFIC IMPACT FIGURE 22 2028 BACKGROUND TRAFFIC Pa11n� ANALYSIS ONP, IAXAR)I RI ,COUNTY,R-INCHIH TER OPERATIONS WITHOUT SITE Revised Traffic Impact Study One Logistics Park Winchester TABLE 15A: LONG-TERM 2028 BACKGROUND 1-81 LOS, DELAY AND BACK OF QUEUES WITHOUT SITE 2028 NO -BUILD n Imcnecte,n Taffic r('ontml Istne Group/ %pproAch SturaKe I.cn8tlr, (ft.) _ Full-F:FFF(- Taper I U F A)I Peak hour (30 SUM Rum) PM Peak Hour 30 SIM Rum 1 ()S Uela� (sec.) Back of Queue Ift.l 1411 UP 5 1i IDS Delay Isec.) Back of ue Ift.) 120 UP 60• 1-81 SB Ramps g MtAtiood Ave (US 50) C rwrdnatrd SDI C'tc► Length, AM 140 Kti PM 12o we 1{11"1 ( 2w 20n A 8 7 I) 35 3 5702 863 5730 IBR 310 310 A \ 12 0 A 15 85 EB IA VS 7.7 (' 28.0 - \1 It 1 1 400 1 15 45, F. 67 3 136 1) 414 194 148 194 \\B"1'1"( 1011 - In30 \ h 1 I " i A _ 46 161 74 170 75 NB 1.(ri B 13.3 - N B R 1 140 1140 i A 93 1264 \ u; 880 V B LOS A 9.3 A 9.5 - SBRR 1140 1140 C' ii 1 35h C 31 4 308 400 400 34o 27j B LOS (' 33.1 ( 31.4 - overaY . B 13.1 - B 18.3 - . 81 SB , �� 8 MAwood Ave (US 50) \1'ca�e LB US 50 to EB US 50 SB 1-81 Oo-Ramp SB US 522 EB I'S 50 SB 1-81 Oo-Ramp ow Density Average (pcInW Speed b) (am) I OS SB 1-81 Of . Ramp to SB US 522 %N ca-.c (' 25.7 33.9 (' 25.6 34.9 1-81 NB Ramps/ ; C oordtrtated Frora Royal Pace Stln+l (LIS 522) & Cvcl Lergnhs S1dhcood Ate./ AM l40 sec ',tdlNsvod Ptke _ 1'M 120 sec (US 50/17) FA1.1 515 117 ;74 F 61 3 Ih4 F 34R 3 564 117 ;28 567 192 IB"I"I loin - 1030 F 67 7 1066 ; I 6776 1947 6570 I -B R 8411 - R41 �\ h 7 2320 �\ h 4 14 EB [A)S D 46.6 - F 101.2 - \ B I 3(81 I(Ni 35o F C 132 5 25 h 223 345 D C- i0 2 3o 7 176 337 0 \\B"I"1"1 785 785 111 2619 280 1239 \\'B R 45 1(81 4; A 4 h 95 3 F. 75 0 95 196 N'B LOS (' 31.7 - D 49.2 - NBL 312 108 366 f) > I 0 23h F. 79 6 35y 4 NB L 530 - 530 412 2198 NB"1?' F 132 7 577 F 233 7 2365 549 2359 NBR 240 100 29n C 27 2N2340 1 F 93 3 3(K1 B LOS E 79.7 F 151.5 till I S B "1"l In0 l00 ISn { I W 599 1 137 2 ' 144 22 F 1349 178 I� 795 149 37 1075 1075 553 SBR 46 460 E F 53 74 98.7 13 D 11 5 54.7 207 - 0 SB I t 1, 0%crall F: 58.6 1 - F 91.1 - OW f IE j Revised Traffic Impact Study One Logistics Park Winchester TABLE 1513: LONG-TERM - a Inter1rc6un 2028 - -- Irel�ic(nntnd BACKGROUND FRONT ROYAL PIKE LOS, DELAY AND BACK OF QUEUES WITHOUT SITE - AM Peck Hour PIN Peak How Storage 1 eagth+ (ft.) 30 SIM Run 30 SIM Rr s I wne I.mulY 140 120 Bock of Back of \Igxvach Delay Qp Delay Full- EFFEC- LO.S Queue I.O.S Queue . Tom" T7�E 1 $l. (sec.) IRI 4 C oordnated M*wwd Sp w (US 50/17)., & CKIC Lcr4ah. j�0e AM 140 sec PM 120wc 1.111. 170 U u A 85 50 B 184 1x I13 T1 790 - 790 A it, R4 A 61 '_ I I 97 212 HIP H A 0 1 1 A 1 1 28 EB I.OS A 1.6 - A 6.2 - H'B 1. 1040 0 1040 B 164 17 B 13 3 190 0 WB-1-I 1010 - I u 10 A 2 1 III; F 569 1917 70 1935 WIVIR 465 i" , A 2') 126 F 1110 492 198 NB 1 011 A 2.3 - E 5" - NH I 1'. 71 1 -4 ill ' Is - NB'IR S6 418 8 C 280 11 0 ♦B L(K D 53.3 - rD 37.8 SB1.TR t5n 480 E 799 9' 591 IIS F 913 562 H 169 249 11B 1 I)> 32.4 ( 32.5 Overall k 2.8 - D 36.6 - 5 From Royal Pico (US 522) & Trasebdlge Ln Delco Play a,rdnaied S�ral r ,rk 1.enlnM %%1 '0 sec \1 60 sec LB 1.1 2uu 2Uu 419 5' F 913 159 D 5' 4 E -1 ; ERR 210 210 B 114 86 A 96 92 EB I.OS B 15.9 - D 41.7 - N"B 1.1 80 80 1) 414 48 1) 158 145 C 139 D 401 'A'B R 90 90 A 98 101 C 29 8 183 NB LOS B 13.4 C 32.4 NBI. 100 TWLT 100 1) 4- - 52 F 94 7 :00 u NB lT '60 - '60 A 1 5 106 F 146 6 1617 1792 120 NB'IR A 2 S 10' F 1180 1736 I'll LOS A 4. I F 1403 SRI. 100 100 150 D 4U' 40 1) 184 40 SBTT 560 - 560 A 67 202 B 1 1 ') 144 2587 791 SRR 490 490 A 2 3 2392 A _ 8 14 SB L )S A 6.3 - B 11.1 .A 6.4 - E 76.1 - 6 Front Royal Pie (US 522) & Costello Dr/ Hotel Entrance Coordinated StEmal C %cle Lengths AM 70 sec PM 60 sec FA LT 14n 14o ERR D 404 45 D 189 S' E 579 B 124 34 B j 120 19 EB LOS C 32.4 - D 38.4 - W'BL 120 TRT_T 120 D 1 71 0 D 408 116 0 WBLT 440 440 1) 195 91 228 WBR 450 450 A 69 66 E 61 0 198 N'B LOS C 27.4 - D 53.2 - NB,I. 100 ll4'LT 100 A 0.0 11 F 91 2 40 0 NBTT 850 - 850 A 74 140 1197 75(I 157 916 NBTR 760 140 830 A 51 179 kA 1061 940 N B LOS A 7.1 117.8 SR'I. 195 TWLT 195 D 37 7 151 019 7 194 19 SBT 700 700 A 2 7 149 4 3 730 SH'IR A 16 144 A 19 1042 SB I.OS A 6.1 B 15.8 - A .4.1 E E 64.7 - 81 �1 I 1 Revised Traffic Impact Study One Logistics Park Winchester TABLE ISC: LONG-TERM 2028 BACKGROUND MILLWOOD PIKE (EAST) LOS. DELAY AND BACK OF QUEUES WITHOUT SITE 2028 NO -BUILD M lwt non I-Iffin ontnd Iwnrl:mup/ \ppmach Storage Izogdw (R) AM Peak Hour 30 SIM Rural (30 PM Peak SIM Rural Hour I.OS Delay (sec.) Baekof I h.1 IJO (1p 51. Ian \ Dela% (sec.' 81 Raeko( Q ((1) R5 120 Op 60. Fua With Taper F.FFFC- 77YL Price Fredemk Dr ('ostekr Ik l rxpotalQrd FBl \ou l00 350 EH R ' 100 • 200u \ v '+ 66 1 29 JS E B LOS A 3.2 \ 3.0 N B 1 T Ih0 160 A 2 t \ 2 3 \ 1) _' 2 \ 08 B I.(ri \ 1.0 \ 1.4 SWIR 1140 1440 �111.0% A 17 \ 19 1c 1 118 V OR A 1.5 - A 0.9 - 05era4 2.1 A 2.2 9 Millwood P&C (US 50/17) & Prnce Fredercl Dr Cutter Ace 1 .x rdwutcd Sp ul cle I cnoK \\I 140 sec 11\1 120 sec FB 1 230 100 280 B 19 1 12 t D 45 2 181 B 18 7 D 446 FB'F1 890 890 1 7 1 212 A 9 2 214 214 220 IBR 200 - 200 \ 39 119 0 ,1 34 -1 0 EH LOS A 7.5 - B 13.4 - 1CBl'1 '_80 175 368 \ 00 I' C_9 254 166 0 D 44 3 C 2- 1 U B T 20011- - 2W0- \ 91 224 C 29 3 565 N B TR - 241 C 24 586 NB IDS B 12.5 - C 29.2 - NB1 T 1425 1424 E 746 120 F 132 1 31. E 77 5 F 1149 NBR 475 140 545 B 189 1 67 A 92 76 % 8 1-()S D 53.9 - F 80.5 - SBI1 2% 2911 E 637 I'll E 687 129 E 635 75 I SBR 20o 50 - BI. 3 1 EE 30 I 12- 0 SB LOS C 32.9 1) J'.J Mlwood Pico (US 50/17) & Irnerlee Wry/ CoNrrstone Dr n>u;nJvcJ EB1 2:n 200 33U B A 11.6 6 5 34 ( 68 10 FBTT 2000. 2000- \ 17 0 A 09 3 11 0 FB LOS A 1.7 - A 1.9 - N It "I I WO. - 2000 • A 6 _' 0 B 12 0 0ll \\hR 210 180 300 A 58 5 B 126 10 W8 LOS A 6.2 B 12.1 700 700 150 113 B 162 C 1SBLR 25 SB LOS C 22.9 D 35.7 A 4.1 A 9.1 VId6...... I Pic WBL 300 100 450 D 35 1 298 C 32 4 174 WBR 2000- 2000- A 65 112 B 14 5 164 HB I.OS C 24.2 - C 21.1 - NBI'"( 2000-- �O110- D 461 233 7421 Nlil C 224 228 F 125.6 7437 NB R 225 1311 29(1 A 49 83 F 868 290 15 I I \ <o I" A tina,hcu >pcuW, Rd ('ncoordnated N8 LOS C 20.4 - F 119.5 - SB/L1L 35(1 160 4301 194 D 36 I 224 D 533 D 39.8 SB/IT moo , 2000- B 17 3 350 A 10 0 1711 369 1 185 SB LOS 8 19.1 - 8 16.7 - (' 20.3 E 175.01 82 Revised Traffic Impact Study One Logistics Parl( Winchester l-redori<k Comity, VA LONG-TERM 2028 CONDITIONS WITH PROPOSED SITE The total 2028 traffic LOS with the site are summarized in Figure 26A for off -site locations, with existing conditions, the 1-81 interchange upgrades, and the improvements at Sulphur Springs Road. Regional roadways such as the relocation of Route 522 or the construction the Route 37 east bypass are not included in the long-term forecasts for this study. The trip assignments do include the construction of Coverstone Drive as proposed with the One Logistics Park Winchester development, as assumed with the Phase 1 (Phase A) development. The Phase 2 (Phase B of the GDP) improvements also include extending Pendleton Dive through the site to the future Coverstone Drive corridor. LOIN- I ei-rn 20?8 `.riiC Tr iic VoItImes ' For the traffic assignments, Pennoni utilized the site assignments for general light industrial uses in Phase 2 (Phase B) for the land bays north of Pendleton Drive and a flex -office use (55% warehouse, 45% office for the land bay 5 building south of Pendleton Drive. Pennoni utilized the Institute of Transportation Engineers (ITE) Trip Generation Monuol (10"' Edition) for the trip generation calculations for the 1.5 million sf site development and assigned the trips to the local roadway network using the same distributions as presented in Table 11. Table 16 summarizes the peak hour trips for Phase 2 (Phase B) site build -out as proposed, with the land use activity emphasis on general industrial uses. TABLE 16: PHASE 2 SITE TRIP GENERATION Density AM Peak Hour PNl Peak Hour Daily 1.504 million sf 543/66,519 69/371434 6,2,95 ' See Table 1 for calculations. ITE LUC Code 110 (1,273,000 SF) and LUC 1S0/710 (231,000 SF). See Table 5b for Heavy vehicle components Legend: Inbound/Outbound Totol (2-woy) Trips. ,lie Assi m-neili5 ?028 Lon -Terns Figure 23A shows the external site trips for employees/cars for weekday AM and PM peak hours at 2028 build -out for the off -site locations for Phase 2 (Phase B) and Figure 23B includes the heavy vehicle assignments for Phase 2 (Phase B) on -site. The truck site trips for the One Logistics Park Winchester site are summarized for the long-term 2024 conditions in Figure 23C for the off -site intersections and in Figure 23D for the Coverstone Drive and Pendleton Street intersections on -site. The heavy vehicle allocations are separated to use to calculate HV percentage by movement for the total LOS operations. Total site trips for the One Logistics Park Winchester site activities are summarized in Figure 24A for the off -site intersections in Figure 24B for the on -site locations. Trips reflect both the Phase 1 (Phase A to the west ) and Phase 2 (Phase B of the GDP for the east land bays). PeC`_ n of i 83 1 1 1 1 1 1 1 1 1 1 1 1 1 Cl) r 0 0 T 0 14 , (:4D 0 IZ6 00 � t Cl s) = � y I(Zs�{) N Ar-17.0 j 0 1 z r o 1 r 'vldlu nod Ave Mdhvuod Pike Millwood Pike Kilwood Mc Mdheund 111kc Mdhvond Pd.c cc —0 0 0 LEGEND -- STUDY INTERSECTION i -' I / "pt''. 1 r TURNING MOVEMENTS tr i\ N ! '' a 4M(PM) PEAK HOUR VOLUME 'at In "ALL �., 3 17 50 E y ADT AVERAGE DAILY TRAFFIC �s q i3iD ---- PROPERTYLINE 0 � V AQQ�� "I'll, ,t4j 9pQ `J1 "'� ^ �•" /•�\ ''\•,10 �Llhvood Pike Y _ 7 /" I MillwoodPi6c R C ■�� \ LM SITE522 J SITE 17 50 00 o r ♦1 i� - l � ;� �' _ 1 Delco Plaza �4illmnad Pil:c 'r,.rvcfalgc Ln R r - v `� Millwood Pikc .� J Q M ; u e- 0 M I 1 0 1 3C L q � 4 0; •y r. a>icllo Di Covclalonc DI Sulphw Slit ings Rd Bowl Fni ;nice R o C'uslcllu Di - o y+I1f d ■�� ■� 0 ? 0 L 0 84 TRAFFIC IMPACT PHASE 2 SITE OFF -SITE FIGURE 23A Pennons ANALYSIS ONE LOGISTICS PARK - WINCHESTER TRAFFIC VOLUMES (CARS) Pu,Ierl} 117C'KG'?fNllll FREDERICK COUNTY. VIRGINIA Sepremb,, 'o'n 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Iy bCc2) CoveLchalc DI Covo-more DI S4C t� —► � i u covelstonc Dr covelslone D. 54C (L) �to((.Z) (meistonc DI Cuvermonc Dr R 5 99 # _I PundMon DI Pcncllcton DI 1 744(11) Wits) " # O � o 4 Lot 3 Enhance It o �r a J # LORror I.NGINI-IaS LOTI rRFIIt:RI('K ( TAINT% cHLRll/'C Ot lILL i LEGEND 1 STUDY INTERSECTION tr TURNING MOVEMENTS angPntj PEAK HOUR VOLUME (.ADDF AVERAGE DAILY TRAFFIC -- — PROPERTYL)NE 13B a # IDc �` # l0A Lot 1 Cntranee Lot 3 Enhance ?,3 1f C CYt VN # At <u N # �,wIT M SITE Lul 3 Enhance #a C YE LC1T ? LOT 4 $ PPP l�4 C O SITE ` T # q I OT \ II (I T- WIN(ll[sTLR RI GION kL ,,\•• \ I cnm�u \IRPOR r 15 - # ilk J � Col'e.5lone DI Curcalvnc D. u� ` o) # �zlu3sj Pcncllclon DI Pendlctun DI 1511) rs(15) W N zz v 104 # U 1 � t-0 5 # V # 21 v # E r 3 '— AN) PcnJldon DI Pendleton DI %(5) -0 Z2) # N .IQ(Z) Pendleton DI II6Cto) ,� 85 TRAFFIC IMPACT PHASE 2 SITE ON -SITE FIGURE 23B fennOn� ANALYSIS TRAFFIC VOLUMES (CARS) I Pfulecit 117cwG2!NN)/ ONE LOGISTICS PARK - WINCHESTER FREDERICK COUNTY. VIRGINIA seplenldel 'u]n 1 1 1 1 1 1 1 1 1 1 1 ,1 0 ( 0 1 ,4) 0 c c ZIE Z() o m r 1 116 z Ar 10) Millwood Ave ♦ Millwood Pike Millwood Pikc Millwood Ave Millwood Pike * 1 Rldhvoed 11 kc 1 i� i cl, .-► cis \ <<`� 1_► 'A 0. 0 0 LEGEND ;. U STUDY INTERSECTION p'1 ■ 1 e TURNING MOVEMENTS 2 7ff� AM(PM) PEAK HOUR VOLUME D —F-A-D-T-i AVERAGE DAILY TRAFFIC +, ' 17 50 ` J ---- PROPERTY LINE S[z il[R Ph' c 91 11116. I1 nLv„ fl'x�ix _ � ��♦ ' •Le ;<'* / \Nfilkvood Pike \ U Millwood Pile R s \; SITE \` � V o � �` .� SITE 1T 50 fQ) 0 Delea Plaza ^. xrM�.i `•V : ,,.., Millwood Pike TlavOodge Ln R �� Mdlwuud Pike z w 0 _ <: o © x 0 5 0 s, A 0 0 _ LL 4m N li " l u5edlo Di �� _ Covu wnc D, Sutphin Spnngs Rd liutcl Gtu:wcc R Coslello D, C O ' ■�I� ''O „+1tf --.� u 0 0 o 86 TRAFFIC IMPACT PHASE 2 SITE OFF -SITE FIGURE 23C Pennons ANALYSIS ONE LOGISTICS PARK - WINCHESTER TRAFFIC VOLUMES (TRUCKS) PmlectPWICKGannlu FREDERICK COUNTY, VIRGINIA S'pa "b", 20'0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 N r # L W ilk- Covciatone Dr Cove, stonr D, R L V7 fi # R Coi etstone Di Covcrstonc D, L) _ # 4(4) ilk � r Pendleton Di Pendleton DI r Vsl � 4 I # r J N w 1` L i 3 Entrance r I o tf J # t•s aRA11' CrRtr of INliINiJ.RS i LOT FRFr1FRIC K rnim r\ 11a. 1 'S N rICL LEGEND (?� STUDY INTERSECTION 1 r TURNING MOVEMENTS AM(PM) PEAK HOUR VOL UME. ADT AVERAGE DAILY TRAFFIC ---- PROPERTY LINE # Izc # O 0 O g v Lot 3 Entrance #': Lot 3 Entrance #3 Y !/1 v o r # # 4111 w. , cyl LUf3 u SITE Lot 3 Eno once #1 1 f url2 tOT4 ° i^ SITE ` r' ♦ sial # F LOTfi \ C Utt7 4Ct'PM WINC'HLSTTR ♦\, I RP.GIONAL \iRPORT r ��a.taot mn of a. rat sM'u„ �S G # l k sCovc,sioue f J DI Cover tone DI K t I� # ■ Eul <LL # I'1 J 1'cndlclon Dr Pendlrom Dt _ Li � .. J ' # 14, # c = 1670 Pendleton D, 1 n v # 2� c # r1 g 3 Pendleton Dt Pendleton DI t l� R. Lott Enoonce C 1 v _ U `�f ur _ I # N - Zoo Pendleton D, Pendleton DI *l 87 TRAFFIC IMPACT PHASE 2 SITE ON -SITE FIGURE 23D ANALYSIS Pennoni ONE LOGISTICS PARK - WINCHESTER TRAFFIC VOLUMES (TRUCKS) Ptn�erl& Il'lC'KG2lNIl1/ FREDERICK COUNTY. VIRGINIA sr•!, •,nnt, vr_u 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 108 N ^ 620 16 ' (2) ?V6' ♦� 28 (132) LCo J Coverstone Dr Coverstone Dr o $ 1 - (3) ■■ 147 (22) M* � r # W � 800 49 ' (6) 43 (12S) Coverstone Dr Cm erstone Dr S i 11 .0 I III r341 ttltltE► 16 1.690 w` 35 ' (4) 3 ,�• 84 �(91) 0 Coverstone Dr Coverstone Dr y14 m S9 i64) �♦ -' - L - 19 e v 1'630 ry u �• 33 (193) w Y, J Pendleton Dr Pendleton Dr t o/ .0108 (J2) R ■ ■ 239 (29) IIIIIIEP� a, 84 (18) 3 = 940 c 12A 14 170 .. C c t` a` a, Lott33 Entrance «1 c 1 u c 12.130 �USARMY / `\ CORI'OF ENOINI:IRS Lt71 I FREDERICIi CIXINTY '31ERUT OFFICI. LEGEND O STUDY INTERSECTION tf TURNING MOVEMENTS AM(PSI) PEAK HOUR VOLUME .F-A-D—T-1 AVERAGE DAILY TRAFFIC ---- PROPERTY LINE 12,130 12C 9.570 23 '(22) o 29 '(17) �� �• 6 1(5) v r Lott33 Entrance 42 Lot Entrance #3 1 P *3 1 z ar o n v o � U � ,c C✓ a 1 9.570 r 9 110 / tl Izn P a 9.310 vi � O LOTS l� SITE Lot 3 Entrance i'-4 t� 8 u LOT LOT ° a e. SITE " a ' RT, 9,060 F � LOT 6 LOT F \ - DI WCHESTER LOT I REGIONAL AIRPORT I '" r,uirme: 2.190 1I ; Lu 1' 106 '(12) 4— 117 (82) Coverstone Dr Coverstone Dr R o 71 1' (2) r u ■ (89) ttty L E _ r b V 620 24 (1381 V 0 (0) n Pendleton Dr Pendleton Dr _ (4) ■1e36 176 (19) u 28 l6) `� 360 14 8 S80 v � �• 51 (285) ,�. j 10 (6?) Pendleton Dr ■ a v o v U v O U v 4.440 _ 750 J 00 �. 0 . (0) N 41111111111 17 (94) Pendleton Dr Pendleton Dr 57 (6) .0 0 °? 120 (24) y 13 „ 9'"o '(50) 0 , (3) Lot 4 Entrance ■ v v C M 0 � O O s,5so 1,980 J w 21 '1,4) o Pendleton Dr Pendleton Dr IIS 113) w L I TRAFFIC IMPACT TOTAL SITE ON -SITE FIGURE 24A Pennon! ANALYSIS ONE LOGISTICS PARK - WINCHESTER TRAFFIC VOLUMES Project «WlCKG20001 FREDERICK COUNTY, VIRGINIA September2020 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 3 890 F7 (22i) 2, 62 °A 4m34 (142) 81 (282) �� 1j1 i516) rI 50 (157) Z r' S '(10) Millwood Ave Millwood Pike ` + 1lillrao I Pike kllwood Are Millwood Pike o 0 Millwood Pike 0 0 x 318 (63) 465 (90) tmij0- �� 09 (14-1) 111111111$0� 29 (3in 3'm 1 1,020 0 LEGEND O STUDY INTERSECTION tf TURNING MOVEMENTS N 2 AM(PM) PEAK HOUR VOLUME 'IM ` ADT AVERAGE DAILY TRAFFIC 17 50 5 q ---- PROPERTY LINE 0 nrlt (9) 6 cuzra � g n Mdlwood Pike i Millwood Pike R■1 tl .VtAn \ pp ��� �•�'•o�r�. 609 (13S) iiiiiimoo, � lip- ``I ••\ ianrt�x � SxouF�. C��-!'r., ••� t IR>E•„ 780 O — 1,020 • y i SITE ] 0 _ Y , I 17 50 r 3 , z d 4— -63 109 Ar xtrrcto-snn •• �` •\ " oeAl RIm, RT \i Delco Plaza r � ••\lr Millwood Pike "I raselodge Ln 11t �� ` Millwood Pike R = ■�I� V z v r -145 45 z - y� 753 (IS3) - � o U N N 1,020 �rriT`(,a 14, 70 © 1,020 O 780 ® 2 seo I I 2.520 n O � 9 e 491 ( 9 - 84 -(20) c 11 r(63) 7tS Ar Costello Dr ■ ■ Cmerstone Dr Sulphur Springs Rd �_ ��� Hotel Entrance o to Ite14 Costello Di °�°. tom,174 C a ti 3 d a 1,420 z 880 1a7o TRAFFIC IMPACT TOTAL SITE OFF -SITE FIGURE 24B Pennonl ANALYSIS ONE LOGISTICS PARK - WINCHESTER TRAFFIC VOLUMES Prolecl WICKG20001 FREDERICK COUNTY. VIRGINIA I Seplenthcr3020 it Revised Traffic Impact Study One Logistics Park Winchester Frederik County, VA Diversions ' Airport related employirnent use included for the background condition were re-routed via the Coverstone Drive extended link to Millwood Pike. For the build condition, the diversions from the short-term were repeated from Figure 15 and the Airport related traffic was reassigned as, as shown in Figure 25A for the off -site location and in Figure 25B for the on -site road system proposed with the rezoning. These assignments reduced trips on Prince Frederick Drive. Long--i�erm zoz8 Traffic `t/okinies vvid-i l31_ii1d-0iiL The total 2028 traffic volumes with the site are summarized in Figure 26A. The on -site peak hour volumes for ' Coverstone Drive and Pendleton Drive are shown in Figure 26B. Trips are a summation of • Base traffic (Figure 19), • Other Development (Figures 9 and 25A and 25B), ' Site Traffic added to the network associated with the proposed rezoning industrial plan uses (Figures 24A and 24B), and • Diversions with Coverstone Drive (Figure 15) I P" 90 t 1 1 1 1 1 1 1 1 1 1 1 1 l 1 1 i 1 1 0 C)' 0) 0 ® 0_ xE (1-7) E N s(i j Q ` ~ 9(sZ) m ,r3(n) z r o j� r Millwood Av. Millwood Pike Mdhvood Pike IA, ood A,c C Mdhvood Pike �tf C Mdhvood P:t R C /IN1, G/)IG) _� z n6s) — >. ^ � Q b) --p. ■�� a V � c p 0 0 LEGEND -- STUDY INTERSECTION I t r TURNING MOVEMENTS AM(PM) PEAK HOUR VOLUME J ADT AVERAGE DAILY TRAFFIC 17 50 4f — - - — PROPERTY LINE �5 522 O 9 ego, \Lllwood Pike Millwood Pike R S •• Ilta�lllt` r ,�'� '��'h � �► Y n 4 ".\ •\;/ SITE 1�4'�(0) al- Hl,kut'a H1Y ' �. •��4BI�A 11 I � ' •• ,\` p U x 0 �• /' . SITE i 17 50 t O p Mdhvood Pike Ucl.o Plan •��i Ttevclodgc Ln R �� Millwcwd Pik. R 54( all v D x 6) i 'r p [L L 0 0_ c 0 - CIS) 0 11 0 Costello Di Cowistonc Di Sullihm Spwtgs Rd Hotel Gnuan" R Costello DI - %0 p pF-T-12 91 TRAFFIC IMPACT 2028 AIRPORT TRAFFIC FIGURE 25A E(nQnj ANALYSIS ONE LOGISTICS PARK - WINCHESTER WITH COVERSTONE DIVERSIONS rl,q,'rIk n'icxcaDDDr FREDERICK COUNTY. VIRGINIA OFF -SITE Svp1,,,,bc, 2f120 1 1 1 1 1 1 ,� R # C a Col'clstonc DI Cot'axlone Dr L ,WO --l- � s # Vl 11 _ L # _ L V6 4-- 5(24) Coremlone DI Coveistone DI tl6 # tv l r ��cZ) Coeel scone Di Co,cutonc DI � R * -�i l If c / `o At 19 _ # 3 1� Pe Ildlalan DI Pcndlcton DI 3 � s r= Lot 3 Ennance dl # t. LS"pol NGINIJ INli1Nl-.IRS LOT I TRrDrR]('K C(R)NI) qHL OFI'ICL i LEGEND STUDY INTERSECTION 1 TURNING MOVEMENTS A Il l ( PM) PEAK HOUR VOLUME ADT AVERAGE DAILY TRAFFIC — - - — PROPERTY LINE I2B # 1 CC # n o /1 �o 61 rRr• r �r J Lot3 Enuance #_ Lot 3 Enuance 43 �rA o `/ # # r% A r o� lOf. t V SITE Lot 3 Entlancc If 1 f .3 LUI'- LOTa C s H e SITE LOT G Lt11 1 Lotx LOT S n'I�CHL57CR IU GIONAL ,`\•• \ I sin'Liil�l // \IHI'ORT 1 / i1X'P(1 # � 11C2) Co,erstooe DI C'orclswnc Dt # c # L" 1 J Pcndiclon DI Pcndlcl on DI R t= # I �Y # v � � f t J r l71 Pendleton DI jf Q # E ■ 3 0 Pcndlcton DI Pcndlcton Di v_ ` Lot a Limmlce h # Pcndlclon DI r%ndlcluo Di 92 TRAFFIC IMPACT 2028 AIRPORT TRAFFIC FIGURE 25B Pennons ANALYSIS WITH COVERSTONE DIVERSIONS Pirve l-P IPIC'KG1011101 ONE LOGISTICS PARK - WINCHESTER FREDERICK COUNTY. VIRGINIA ON -SITE srm,,w.-, 1010 F 5�> r 0 - 30 '-' `=�S R31 O -. J 0 9(15) «.��iCI1D� �; �.. LQ7(Ix1) r� F Ala>`I%Z'li Al13c�+� i j k z r,��cq� � i j k �16� Millwood Avr Aldlwuod P,ke \ldpaauHl Poke MJlmeuxi Air >di�k.004 lhk; Mdhvood Ihkc v _ LEGEND Lj STUDY INTERSECTION Tj t r TURNING MOVEMENT$ IV 1� J AM(PE7) PEAK HOUR VOLUME A6T AVERAGE DAILY TRAFFIC ---- PROPERTYLINE %1,11wond Pike j� If h7dlwnoJ P6c •�••� / SITE >C, 1 0 N SITE '�c ^ cl 0 Ptjx 4— lea) Delco Plan '*• �' Millwood Pikc l un•rloJ�, IT ••V v` M,Ilwuud Pik, f q� �"► r- ^cr 13rz K o 0 -- �( .. 0 tJ N St ilk k (omelto D, l.l'vcia.111L Sulpllw *tewp Rd Howl Lno 'rt,Lr C,,,tcllu D, 4 3V� _ t .� All ad op 93 TRAFFIC IMPACT FIGURE 26A Pennoni ANALYSIS 2028 TOTAL TRAFFIC WITH SITE ONE LOGISTICS PARK - WINCHESTER /7,lirrr s 1rJrKGlIIDu FREDERICK COUNTY. VIRGINIA SaPn'"'I 1 1 1 c Coecnd,mc D, Covcmonc Ill q C oNcfFlnnr D, Corelstone DI 16 # Q' l 7�'clsic nc DI a # 1 ^ = A ^ LL o of l ilk W. c*Io I'cndloon D, pmJlclun l.h 23�2`� R i13 4_J 0� o ..l Lot I Entrance ei IIIIII� c v � � ca:�Knrc coarnl /.NGINI�I I(S FkIT N-. fll 'E 1 llllt� 11 41Ln111 � fM 1'll I - LEGEND (?) STUDYINTrRSECTION I1 f TURNING MOVEMENTS %NI(PM) PEAK HOUR VOLUME AUT AVERAGE DAILYTRAFFIC — - - — PROPERTY LINE Lot ; Elaine, 4'_ Lot + I "oanc< •': t to �v c Wl i SITE t' Let 3 bota , a4 C t f LOT 4 � � 7 � v �; • SITE ` r •' LI)I 1. LOT / 101, WINCHCSTLR RLGIONAL \ r �IRPURT � '"i1i # 10 ♦� �7( Ilk Ar t „ ��tn�lr Ili c .y ; a a ilk I'c1lJlewn fA PcntllrWn DI IcN, .0 t J r 4 — r_ 5 u v 1'endluun UI -�T 97 o 5 pqLL I.��'I i Pcndlclon tN P/cnalcn,n Ilt 12004) i 3 its � it Lol � Luumlcr t IF �a 1.ol v C. Pendleton I)I Pcndlctuo\Di 94 TRAFFIC IMPACT 2028 TOTAL TRAFFIC FIGURE 26B P�ennOnl ANALYSIS ONE LOWS'I WS PARK - WINCHESTER WITH SITE (ON -SITE) FREDL-RICK COUNTY V1RGINTA Sup":,nbc, 'mil t i i� I I a U Revised Traffic Impact Study One Logistics Park Winchester Frederick Comity, VA Lonz;-Term 2028 Traffic Operations with Build-Ou( The total 2028 traffic LOS with the site are summarized in Figure 27A for off -site locations. The on -site operation for Coverstone Drive and Pendleton Drive are shown in Figure 27B. The projected LOS by movement and back of queue values for each of the study intersections for the AM and PM peak hours for the long-term 2028 conditions is shown on Tables 17A through 17D for the off -site locations. The on -site operations on Coverstone Drive as unsignalized operations are included in the Appendix with the right and left turn conditions evaluated in the traffic evaluation section. As shown in Figure 27B, the on -site LOS is acceptable for the land bays and public streets. LOS is based on the Synchro 10 operations for the on -site locations unsignalized with 4 lanes at the primary land bay 3 access and as a two-lane roadway through the remainder of the site. The SimTraffic calculation worksheets are in Appendix J; LOS and queue issues that continue from background conditions are show in yellow, and new LOS/Queue deficiencies are shown in orange. Signals are optimized for the build conditions with the new signal at Coverstone Drive/Inverlee Way in the Millwood Pike signal system General Level of Service assessment of expected long-term operations with the site are described below: Long -Terre Conditions with Site Build - Out: 1-81 signal at Rte. 522 over capacity for both peak periods; Unacceptable overall intersection LOS and queues with spillback on westbound Route 5o through Sulphur Springs Rd with added site trips in PM; At Route 522 signals south of 50, overall LOS "E" in AM and "F" in PM with increased delays due to congestion at 1-81 signal, with growth. • The signalized intersection at Millwood Pike/Front Royal Pike/1-81 NB exit ramp operates above capacity with the VDOT bridge project in place, due to the limited capacity for westbound through and rights on Route 50-17 and the exit ramp volumes; stacking backs up to the west to the SB merge and impacts the weaving. The Route 522 signal operates at an overall LOS "F" in the AM peak hour and at overall LOS "F" in the PM peak hour. • The proposed signalized intersection at Millwood Pike/Inverlee Way/Coverstone Drive operates at overall LOS "B" in the AM peak hour, but at an overall LOS "F" in the PM peak hour. The westbound mainline (Millwood Pike) approach experiences spill back delay from the signals west of the site due to the congestion at 1-81. The SimTraffic simulations show undesirable operations even with the proposed turn lanes supporting the site activities, but the PM destinations towards the west are not accommodated with the signal cycle operations on the Route 50 corridor as a four -lane minor arterial. p� enn 95 1 1 1 1 O F `F' O (° It x V v� x r.',A(F) Ir ..ra.. rs y D IDIn m f+Vr� ' r A F 7 I GJ Cil C (C) F.B N'F..A1'F. 1.01 — F (F1 A (E D (C) �F (F), ` _ — H I)) A (A) 7 - - - F (D) r s A(A)c , � FIF7 _ A(,ii1 U 1715C � I an SITE LEGEND OSTUDY INTERSECTION PROPOSED 1 1 1 IMPROVEMENT EXIST LANE GEOMETRY LANE/MOVEMENT SIGNALIZED ♦N iPMi LOB INTERSECTION M (PM APPROACH LOS STOP CONTROL OVERALL SITE BOUNDARY WTERBECTION LOB F. (D) D) h D (IF E (F) m B(A) F (F) h AB) Tot OO A(A) « U Q C (F) E (-)a < a D (E) o _ E (F) Costello D A (A {hrtc I-. E (E) -(D) U L ello Ih B)�'A(A)�U j�A A () F (F� I I B (q W A (D) I ft m < 0 O B IF Q A (F) ::irtin � S cw B (B) B (A) c m C (F) O DIFI ��l (F)�C (F)«xa &(F)A PikeMillwood PikeC (F) m A(A)vv< LL {b ii m 96 TRAFFIC IMPACT 2028 TOTAL OPERATIONS WITH FIGURE 27A Pen ANALYSIS ONE LOGISI](� PARK - WINCHESTER SITE (OFF -SITE) Pmle,f Ia7lM; ool, FREDERICK COUNTY. VIRGINIA llrrrmhrr_'o:o A (A LEGEND O STUDY INTERSECTION LANE GEOMETRY • STOP CONTROL -- SITE BOUNDARY LANE MOVEMENT LOS \N iPN APPROACH LOS OVERALL ICU LOS m m m _ S A (A) 1 r B (B) v A (A O A (A) < 5 �• �AOkI < r A(A) AA Pendleton Dr• A I'rnd!rl.- (A I'cnJlcwn Ih A (A) A, g � Pendleton U A (A) C — m ' B (B) _ Y R V C ) x A (B SITE C B (C) 12 A(.A Ilendlcton I1 • A (A I'cnJlct,n Ih I'cndleton IN A (A) R (c) A (A O A (A 97 TRAFFIC IMPACT 2028 TOTAL OPERATIONS WITH FIGURE 27B Pennons ANALYSIS ONE LOGISTICS PARK - NINC NESTER SITE (ON -SITE) )'ryn\•cr R7('A'020001 FREDERICK COUNTY. VIRGINIA '47,Irmher?olo Revised Traffic Impact Study One Logistics Park Winchester TABLE 17A: LONG-TERM 2028 TOTAL CONDITIONS 1-81 LOS/DELAYS/UEUES 2028 BUILD (PHASE B) a Interrec6un Traffic ( ontml Lane GrouIV Approach Storage I4•ngtlt% (ft.) - - - -- -- Full- F.FF)( - 1a1,cr 'tNwlth II%F AN1 Peak Hour 110 S111 Rum P%1 Peak flour (12 SIM Rum) 1.05 Delay (sec.) Back of Queue Ift.) - 160 Up 45� IAS Delay (sec) Back of ()ueue IftJ 170 Up 42, 14 I-81 SB Ramps B Mtlwood Are (US 50) Coordnated Sal llct l.cnE4)n AM 160 kY I'M 170 sec FA"I'I u 2(0 FB k, a 310 LB UOS A 94 - ',x x ;> 1) 489 5434 5472 A 1 3 0 u A 2 0 34 A 8.5 - 1) 39.2 - NB1.1. 4191 115 4S8 F 55 3 196 1) 44 I '-67 2112 2$4 1\'B"11"l 10311 Iola 1 `r I 192 1 4 x 166 ' I 1 13(1 �30 I _x N B LOS B 16.4 - B 14.2 - N B R 1 140 1 - 1 140 1) 4() � 25030 1) 170 3091 N B LOS D 40.5 - D 37.0 - SB RR 1140 1140 I) 41 I 394 I) 4' 3h6 400 400 3S4 334 SB UOS D 41.1 D 47.5 - Uvt ( 22.0 - C 29.7 I-xl SB Ramps `� M (US 50) Avedrd (US 5 tCca\c EB US 50 in I B t'S 50 SB 1-81 On -Ramp SB US 5'_2 eave Demih' LOS (p ka) Ave Spet(1' (�) Weave LOS Demih (pc/m✓ la) Average Speed ( � SB 1-81 Off- Ramp to 1:B t'S 50 SB 1.81 On -Rawl, SB US 5" 1) 33.7 31.5 ( 27.0 34.4 I-81 NB Ramps( Ctwrdnated FrontRoyal Pke' S'gal (US 522) &. C \l'� I.enE't1LS Miwood Awj AM 160 sec Milwood Pace . PM 170 sec (US50,17) 111-1. 51 117 S74 F 49 8 2>4 F 4(x, 8 568 138 71 i 3 570 247 F11"1"1 lillo - 103, 1: 972 1885 1) 372 6507 1939 6388 IBR xw) - 26296 A 63 u EB WS E 73J - F 114.5 W111. 3W 100 350 F 353 3 20. 61 E 63 5 41 u WliTI"f 78S - 79S 1) 4"_ 75,1) 1) _ 13327 668 13543 643 1250 W11R 4S 1W v3 It I' t US Il E S99 95 215 W'B LOS E 63.7 - D 47.3 NBL 312 108 366 1 I 0 F 778 354 _ N131. S31) - S30 1852 4780 NBTT F 3571 2601 F 2809 4816 2700 2532 N B R 240 100 290 F 153 0 3oo 13 F 1 1 R 9 300 N B LOS F 189.2r144 F 176.0 S B 1 F 226 S89 1 2424 145 49 Sli'1"1 F 2176210 F 1754 I50 90 1075 1075 1830SB R 460 460 F 111 75 F. 65 3SB LOS F 173.5 F 139.0 (herall 1 F 1104.31 - I F 105.0 - Ij Revised Traffic Impact Study One Logistics Park Winchester TABLE 1713: LONG-TERM 2028 TOTAL CONDITIONS FRONT ROYAL PIKE LOS/DELAYS/QUEUES 2028 BUILD (PHASE B) M Inrenectinn ` Ira Tr Conrnrl 1 arc (.nmlr \IKrnnch - _ 16rrage I tagdu (fL) AN] Peak Hour 10 SIM Rural AMak !lour 12 SIM R" ) LOS Defy Ilea) Bacl. of Q, Ut 1 160 uP 4,. LOOS Del., Uec'1 Back of Queue Ut.l 170 (1P - - F-u14 Kidt4 Taper EFFEC- TIVE 1 \li„oodPie 11'S 50 17) & Tu6rc Dr Deb, PbM audwed Sipstl r ,ckr I atlttta \\t 160 sec P\I I'0 cc l ilt +7u 0 3'.0 B 14 ' 4,) 1 27 a 2 5 47 139 1111-1 190 - 790 A 2 8 16 \ \ 13 160 I -BR 270 0 270 A 01 1 04 II EB LOS A 2.9 - 2.7 - W111 1040 0 1040 C 304 22 1 2S2 97 2 602 12744 0 N'BTI 1010 - lot() \ 5 6 204 F 163 12327 A R R A 1 6 127 F 1906 500 427 NB 1A)S A 5.6 - F 97.1 N B l 190 1% 1 84 5 68 f: 781 7 18' NBTR c 1; 741 94 B Ic, B LOS E 59.3 - \BI IR 4%n 480 E 756 9- E 786 139 F 812 F 836 B 179 C 35o 11B1011 C 31.4 - D 44.8 - A 4.7 E ft.6 5 i From Royal Pike (US 522) & Tm Ln Debo Plan t x)rdmtcd SFrrel Cvdt Lerwtttr, W 80Sec PM 85 Sec FB I T 200 200 52 F c9� 4 451 E 584 F 471 1 1BR 210 -'toB Io5 84 A 99 W EB LOS B 16.4 "Ill 1 rill 80 ) 48 6 c ISO C 23 8 D 38 I N'BR 90 9) C 29 3 157 D 51 1 229 NB l OS C 30.5 - D 44.8 - NB1 300 11%I.T 300 F 82 1 0 F I I=1 "M o X B T1 760 760 F 123 5 1334 F Igo(, 4221 2035 4241 N B lR F 118 2 2135 F 1730 1933 B IDS F 121.7 F 177.8 - SB1 too loll I5o D 4'r - 'J 1) 52 8 51 0 SBTI 560 560 A 19 1c B 12 6 197 15778 229 SBR 490 - 490 \ 2 4 38 \ '- 7 34 S B LOS 7.4 - B 11.9 - F-A05eraU . E 59.5 - F 105.9 - From Royal Pic (US 522) g Costello Dr Hotel Ertrance ('wrdreted S4=1 C\c1cl ertahs \I 805ec I'\I 85 sec EB LT 140 - 140 E 617 49 E '59 64 - - D 40 c FBR A 94 35 A -- 23 EB LDS D 40.2 - L 69.0 WB1. 1 120 TWLT 120 D 38 5 72 0 L 'R 8 120 1 WBI T 440 440 E 56.2 88 \A'BR 450 450 C 267 90 F 1'6 4 763 NB LOS D 35.2 - F 134.2 - NB 1, 100 TIM T 100 F 844 11 F 605 2 16 0 NB"IT 850 8i11 F 11161 688 F ;1_8 3319 1368 3329 NB'IR 760 140 810 F 1111 1455 F 3161 1092ii NB IDS F 107.5 - F 317.9 SEAL 195 TN'LT 195 1 141 0 ;;4 194 17 SBT 700 - 700 A 2 I 127 A 30 406 SB'IR \ 29 96 A 1 1 247 .O SB 1S \ 5.8 - B 13.1 - Overall E 60.5 - F 155.7 99 1 Revised Traffic Impact Study One Logistics Park Winchester Frederick County, VA TABLE 17C: LONG-TERM 2028 TOTAL CONDITIONS COSTELLO DRIVE LOSIDELAYSIQUEUES 2028 BUILD PHASE B) ADI Peak Hour P1I Peak Hour Storage l.engtl►s (ft.) I(0SIAI Rum 12 SINI Rum LOS Delay (See.) Hack of Queue (ft.) 160 Qp 45, 90 IOS Delay (sec.) Hack of Queue (ft.) 170 QP 42, Xi N Intersection 'Traffic Control lyrre Group/ Approach Full W thth 'Taper F,b71;C- � '111 F E1311. 300 100 350 A 67 69 13 107 99 1i13 R 200(l • - 2000 - A 4 8 90 A 3 4 61 Ell LOS A 4.1 - A 3.4 - NI39: T 160 - 160 A 23 45 A 26 71 7 Prince Frederick Dr & Costello Dr Uns uialui2d ` \ 0 6 A 1 4 N It LOS A 1.8 - A 2.1 SR'IR Fill-4-0 -] 1.1.10 A 13 12 A 21 31 A 05 A 11 MI LOS A 1.1 A 1.2 Overall A 2.7 - A 2.7 pew( 100 Revised Traffic Impact Study ' One Logistics Park Winchester TABLE 171): LONG-TERM 2028 TOTAL CONDITIONS MILLWOOD PIKE (EAST) 11-81 LOS/DELAYS/QUEUES 2028 BUILD (PHASE B) N Intenei han I raffic l untnd �ppmach titr,myrIsnRth.Ift.) AM ■Itak Htsttr 10SIMRtats PM Pesk Hoar 12SINIRum) L)S Delay (set) Back of f?kreue (R) 160 OP ;5r I.(ri Delsv (sec) Back of (Jueur Ift.l (2P 42. Mt Full- Nidth Taper F:Fi•'E('- 77N1: 9 _ ... 1`(us fMw17) & Prtrce Frederck Od Custer Aw41 ('cxudtnated spin 4 1.0011S 160 sec PM 1'0 xc FAlit. 23(1 lull 2xu ' J 6 lax F 1949 271 II C F 1780 1:BTT 890 890 B 11) 1 79 B la 0 430 ?-1 421 FA R 2(X) 200 A 64 200 1 A 5 3 148 0 EH LOS B 10.4 ( 32.3 - %'Bill. '-811 171 169 A 141 45 110 164 1 l 3 F F 81 2 R•BT '�118> - 000 A - a 211 F 1202 10680 10730 11'B'IR - - 21- F 124 ' 11 H 1 l S % 7.8 F 119.3 - - N111.1 1425 1425 F 1119 1 Ill F 187 7 424 F 1134 F 1655 NBR 4-5 1 140 545 B 180 8 NH L(ri R 93.0 F 142.2 SBLT 2% _'90 F 92 5 L"9 1 114 3 164 F 9'- - F 1418 SBR 2lK) I 5O 1 225 C -' (, 116 n 1) Iv n 161 0 SB [1)S D 45.1 - F 87.5 B 13.1 F 89.4 - 10 I I Miwood Pke SUS 50/17) & lmerke Way/ Cowrstom Dr Miw,00d Pike (US 50/17) & Sulphur Sprnps Rd C,xxdmted S I 'F"a Cwle Lenglis AM 80 sec PM 85 sec FBL ':n nn ::u 1 81 FB"I"I 'inHi' Iwo B 146 2_26 B 10 I65 141 1-1 EMRI 1201 ICI 13001 11 1, ' 262 o n a I 102 EB LOS B 14.3 - B 10.4 wmP 4 imi rmi J 13501 F 562 188 F 244 8 Ia0 196 350 5 WIVI-1 2000- - _'(88) • A ? 8 146 F 2914 _6 ERR 210 180 100 A 62 18 F 257 2 :00 6 N B LOS ( 23.5 - ! 20si S IN1d 15151 - ISISI U 43 0 130 1 261 ; 148 INB/RI B 160 1-4 NB LOS C 29.0 - F 201.2 SBI D 384 1) -58 63 SBR B 110 88 l 21 ') 71 SB LOS B 18.0 ( 26.5 - Coordtttated Sp ial Cvcle Lengths AM 80 sec PM 170 sec B-1 3 W00 300 450 B D 19.1 - 305 0 F F 187.5 80.9 2-4 351 W'B R 2000 2000' A 9 0 204 D 35 9 NNB LOS (• 23.1 - D 51.8 - NB VI 2uo0� - 2000 D 40 0 21 5985 NBl B 19 5 200 F 89.0 5910 NB R 225 110 290 A .1 ' 89 1 561 290 15 \ B LOS B 17.8 - F 83.8 - Sli I 350 160 430 17'_ F 802 404 1 D 48A F 88.3 S B 7T 2000 • - 2000 B 111 185 A 92 265 183 156 SB LOS B 15.5 C 31.3 B 1 17.8 - E 63.2 Pennon 101 Revised Traffic Impact Study One Logistics Park Winchester Long -Term 2o28 Tr a 1'iic Operations v,vitIi ;ife Improve II)enis Frederick County, VA As noted in the short-term with or without the site, The Millwood Pike/1-81 interchange signals exceed capacity and operate at undesirable LOS or with queues that cannot be accommodated without improvements, with the site traffic in 2028. For the long-term operations, Pennoni reviewed the committed improvements to the regional roadway in the proffers, which are summarized for the on -site and off -site regional improvement in Table 18. Improvements were included in the Total 2028 LOS. Additional improvements at 1-81 junction were previously reviewed. However, with the agency comments on the September 2020 traffic report and the status if the 1-81 improvements for bridge upgrade only (per Figure 5c), additional improvements with the subject rezoning are currently not proffered. Therefore, additional improvements are not included to address site changes or any changes in the background volumes from the 2017 VDOT counts. (Figures 28A and 28B deleted, with no off -site improvements included in the revised proffers). TABLE 18: LONG-TERM 2028 INTERSECTION IMPROVEMENTS Int. # Intersection General Improvement Desc. Prince Frederick Drive @ Add NB 100 ft. left turn on Prince Frederick Dr to Costello Dr. for Costello Drive long-term conditions; 7 NOTE: See Table 13 for Phase A improvements The concept improvement at the site entrance as proposed are shown from the Synch ro/SimTraffic files in Figure 28. �I PeC_-n�f 102 I Revised Traffic Impact Study ' One Logistics Park Winchester Figure 28: Route 17150 at Coverstone Drive Concept Improvement Exhibit 103 Revised Traffic Impact Study One Logistics Parl( Winchester I rederi(_k County, VA ALT. SHORT-TERM CONDITIONS WITHOUT COVERSTONE DR. The future year scenario for 2024 is shown to assess impacts with initial site access, with an alternative to verify roadway volumes if Coverstone Drive is not completed east of the Public Safety Center to Millwood Pike at Inverlee Way. The scenario maintains the background volumes from the short-term 2024 conditions but adjust the site trips and assignments. ' Ambient growth, other development and LOS without the site were previously reviewed in the short-term conditions. PROJECTED ALT. SHORT-TERM CONDITIONS WITH PRE -PHASE A SITE The short-term conditions add the Pre- Phase A site activities for the One Logistics Park Winchester site with the ' background conditions without the site. The alternative short-term conditions do not include diversions for local traffic since the extension of Coverstone Drive from the sheriff's office to Millwood Pike is not complete. Proposed Pre -Phase A Trips ' The proffered initial site trips are associated with the possible development in land Bays 1 and 2 of Phase A, with up to 500,000 sf of industrial uses. The densities were calculated to be the equivalent of the by right office uses for Governors Hill as office activities for 3000,000 sf. See Table19 for the trip generation. ' TABLE 19: PRE -PHASE A SITE TRIP GENERATION ITE Land Use 0'7f AMPF_4KHOUR AVPE4KHOUR DAILY I CODE DF_�\:5111' Variable USE. LV OUT TOT.fI. L\' OUT TOTAL (2-uqt) ALL TRIPS: rRE 17f111CLE TRIPS, NO TRIP REDUCTIONS Pre -Phase A without Coverstone Drive Ca' 50 Land Baas I and i : as General L. i ht lndusli-01 Uses 110 a �00 000 k51 General I.,Jn I lasmal d 500,000 sf 129 18 147 15 97 1 1 7 1,953 110 0 000 ktif General LiJu Indumnal d 1 o0s 000. 0 0 0 0 0 0 0 1s 97 112 1,953 500000 ktif 129 18 147 Proposed 500.000 ksf Pre -Phase A (5) 129 18 1147 is 97 112 1,953 0.000 ksf Phase 2 (5) 0 0 0 0 0 0 0 13r Ris?ht Pre vows ProiTers access to Prince Frederick Dr onll. 710 n,300 000 ksf General Office I3uddmg a 300.000 sf] 265 43 308 1 52 271 323 1 3,080 hange Change fromPreciows Proffer -136 -25 -161 -37 -174 -211 -1,127 Percentage Change -52% -65% -37t%1 Number of Studies AM/PM(Daily) Effective Try) Rates "' (2-Way) %inbound 45/ 44 (40) 110 General I.,ghf Indusuud n 500,000 sf ksf 0 29 RRoo 35/32 (66) 710 General Office Budding ksf 1 16 86% 35/ 32 (66) 710 General Office Budding a 300,000 sf ksf 1 03 86 PM Peak Hour QA4 Weekday (2-Way) %Inbound (2-way) 022 13% 391 1 15 16% 974 108 16% 1027 (1) Trip Generation Manual (100) Edition), Institute of Transportation Engineers (ITE); 2017 and 101h Edition Supplement (Feb 2020); Average trip rates used, unless noted with "e", then equations used. (2) ITE Land Use Code shown as Die first 3 digits. Decimal shown for internal use by Pennoni for lookup table for trip rate variable. (3) Effective trip rates calculated by land use: For average rates = (Density) x (ave. trip rate) = 2-way Trips ; x (inbound percentage) for Trips In For ITE equations, "e" noted = (Density) x ( trip equation) = 2-way Trips ; x (inbound percentage) for Trips In P� i1 104 1� Revised Traffic Impact Study One Logistics Park Winchester Frederick <.ounty, VA Site AsskflllllC n- s Figure 29A show the off -site site trips based on the employment activities in Figure 12 (Table 11), while the peak hour allocation for heavy vehicles for the alternative site are shown in Figure 29B. The Pre -Phase A trip distributions for employees/cars and trucks were separated and assigned with the modified roadway network with increased turns at Costello Drive and Prince Frederick Drive to access Coverstone Drive frorn the west. The primary truck and employee routes were assigned to/from 1-81 to the Prince Frederick Drive/Millwood Pike signal and routed to the site via Coverstone Drive. ALT. SHORT-TERM 2024 CONDITIONS WITH PRE -PHASE A SITE The analysis of the short-term 2024 conditions with the site were developed as a combination of: • Base traffic (Figure 8), • Other Development (Figure 9) and, • Phase 1 Site Traffic added to the network associated with the proposed rezoning industrial plan uses (Figure 30A and 30B), Alternative Short-term 2024 turning volumes with Pre -Phase A are summarized in Figure 30 for the off -site locations. p�p 105 O c 0 n O a 490 ® 0 E °C %- 5 (28) v %0 0 (0) o = 4mm3(19) o�.� 4--5(31) occ 4mm10(59) M N r 3 (19) '25 (2) -mill- m-► � z 0 (0) - N A 1 k ` O (0) Millwood A,e 11(0) � � 41(1) OOW N%L Millwood Pike + Millwood Pike Millwood Ave Millwood Pike ♦ Millwood Pike C R = 25 (2) y 0 0 (0) �► -will 0 (0).0 17:1 11)(0).0 1 1 o00 0(0)� m 59(5)—*� >. C�= 79(7)� = cm o ^ 490 to 220 L 0 LEGEND STUDYINTERSECTION tf TURNING MOVEMENTS N 9 AM(PM) PEAK HOUR VOLUME 3[n ADT AVERAGE ONLY TRAFFIC 17 50 s 4 _ _ _ — PROPERTY LINE O F7196 o O(0) (2) ri Fe<rrnX t' r Millwood Pike _\ _ .10 Millwood Pike R ■t� N •: me,uw t O ? SITE \' _' I r=I 79 7 O� -11 a` 220 � I SITE 10 0 I 17 50 r 0 (0) `� 3 r l nn1;1r Delco Plaza j a,...� ,,. , ief,��Ki � Millwood Pike Travelodge Ln �1 v\ v Milhvood Pike 0(0) 1 o 0(0).V r N 0(0)y cN� <$ 2(14)� c 220 „ © 220 n 1,800 1 i 270 �' G Vy- %-2(12) 4-0(0) U oa 2 Wl-16(95) f ° 111613(1) oo�-- ilk A"mi c� _ro Costello Dr c � Coverttone Dr Sulphur Springs Rd + � Hotel Entrance ♦♦ I Costello Dr Dead End o 0(0).0 0 O � I o 7 0(0)� 0(0)� 00 1 L "v 28(2)� C� 0(0) oc =co0(0)mm� 0(0)m% 000 - m o 180 k FL,800 cm 1a 90 D TRAFFIC IMPACT PRE-PHASEA SITE INDUSTRIAL FIGURE 29A Pennon) I ANALYSIS ONE LOGISTICS PARK - WINCHESTER TRAFFIC VOLUMES (CARS) fruicd trux(;mool FREDERICK COUNTY, VIRGINIA I /),,, enrbrr'rr'0 0 0 0 n 50 ® (1 o 4.O(0) o r (1) 0 (0) —► —00, j z r 0 (°) Millwood Ave 0 (0) 2 2) Millwood Pike Millwood Pike Millwood Ave . f Millwood Pike R Millwood Pike R t L��.0. Ls 0(0).0 OEO 0(0).V If 0(0)0% wo `. 1(1)mmoo. 2(2)—► a N ' 0(0)0% 000 0(0)E% O OOO m o o 50 2ll 0 LEGEND STUDY INTERSECTION �pQ I I t f TURNING MOVEMENTS N AM(PPl) PEAK HOUR VOLUME '"" ['�",V I ' ADT AVERAGE DAILY TRAFFIC 17 50 .,� 5 PROPERTY LINE ^y, `Y,P—lid CN 9 V *60 6 „ ,�„ `usrvx - q _ ooE 411111111110 (1 o00 r1(1) C;0(0) Millwood Pike 7zvu� / -.' o Millwood Pike f 0(0)b 1 N �r - m% ` 110 c _ 20\, SITE 17 50 ) 0 r ° Ess /" o0 000 wIK74:.5TEa N - ✓"" Delco Plaza ARUmrt� `�i Millwood Pike Travelodge Ln R 1 v\ v Millwood Pike � 0(0).0 a ■ If 0011.0 N 0 (0) -mill. - se 0 (0) m�� 0 (0) m ex o 0 0 0 .r 20 ti cR © x 20 7, 110 1 °J 6 160 11 20 a, EOE o W4.0(0) Y E� V � EO y a 000 000 ♦�0(0) o� oa u � 2(2) o3 1160(0) � C a 00 'Alt 5 Costello Dr R ♦ Coverstone Dr Sulphur Springs Rd Hotel Entrance R Costello Dr Dead End 0(0)�� a EE= 1(1j� E 0(0)=010. E =E 0(0)N% 12 ti 3 0 V c - � 20 160 a 211 1n% TRAFFIC IMPACT PRE -PHASE A SITE INDUSTRIAL FIGURE 29B Pennonl ANALYSIS ONE LOGISTICS PARK - WINCHESTER TRAFFIC VOLUMES (TRUCKS) Project = W/C'KG10001 FREDERICK COUNTY, VIRGINIA December 2020 1 4,830 O O — a 26,380 (A)1,220 E O. .—. N E� � 273 (774) 9 (15) c 00 /� 1,263 (1,516) 594 (1,015) C N N O 4=m 857 (1,663) a r 168 (331) 740 (1,099) mmijo- z r 95 (84) N r 2 (26) K Millwood .Aee 302(427) � � 738 (396) � � 7 Millwood Pike M Millwood Pike M,llwood Ave Millwood Pike Millwood Pike 1,042 (1,525) �♦ L 370 (325) �� �� 218(610) `a ■ N 13(23) 162(428)� z '� 1,251 (883)mmil- 1,690 (1,039) mmilo, 706 (779) ,r 4 (75) m% ^ V. 1,6470 23,110 1 1 2,790 LEGEND Qa STUDY INTERSECTION ' t f TURNING MOVEMENTS N - AM(PM) PEAK HOUR VOLUME NM roscntJ 3 ADT AVERAGE DAILY TRAFFIC 17 50 a ---- PROPERTY LINE s 2,990 0 N y 4.0(8) 6 . , _ °rr° �- oc 656 (1,619) 9 r71(55) �1(1) Millwoal Pike 7 i ••1 Millwood Pike O �.,, �'�; •`� 69(52)� x 8 . nr.eex i / 4; ••\4j"sT. 29 (87) u �,�rt\ ` � i SITE •`� 1,406 (791) a N a $%Z �'��`�•\, 186 (30) � _4II 5,120 a \ •`l 22,880 •\, �I 10 2,300 SITE S \�� 17 50 == ° %. 121 (141) r, •\ j v M J kL r 14 (92) ���=� \1 i�•l'III:S 1'I:A -ot = /� 644 (1,655) Dela> Plaza VHN�NI , � ••�l \\ ���` Millwood Pike Travelodge Ln O � Millwood Pike O 14 (48) a 11 39 � ( ) � G� 1 (9) �♦ N Nv -xr v ♦ 1,435 (875) �� N °� 86 (86) m% = o p 24,190 (6) 22,790 0 5,340 ® 2,380 )) 28,430 _ W4.28(261) O P ` W4= 31 128 3 %- 172 (208 M r75(18p) _ ♦-p(p) L r279(121) Costello Dr Rt Coverslone Dr Sulphur Springs Rd ��I� I-lotel Entrance O t Costello Dr Dead End 1](15).0 ■ ? c 42(125)I0 s ■ ■ p 0 m N ( ) a on)� - �� — 60(7)m 0(0)� o "= 6(1)� 19,490 3,GG0 2,8120 108 TRAFFIC IMPACT ALTERNATIVE 2024 TOTAL FIGURE 30 Pennon) ANALYSIS TRAFFIC VOLUMES OFF -SITE ONE LOGISTICS PARK - WINCHESTER rl'lc'k'ci?nnnl FREDERICK COUNTY. VIRGINIA I WITH PRE -PHASE A 1h, ember?0_0 11 Revised Traffic Impact Study One Logistics Park Winchester Frederick County, VA Ali.ernative Short -Term Traffic operations vviih I're-I'llase A The LOS by movement and maximum back of queue values for each of the study intersections for the AM and PM peak hours for the short-term 2024 conditions is shown on Tables 20A through 20C. SimTraffic outputs are in Appendix K without mitigation. Off -site LOS by approach and overall intersection are graphically shown in Figure 31. General Level of Service assessment of expected short-term Pre - Phase A 2024 operations with the site without improvements are noted in the LOS tables. Levels of service/delay greater than "D" and queue failures are highlighted in yellow and orange, with orange indicating those that were not present in the No -Build scenario. Queues were considered as exceeding the failure threshold when the queue penalty ("QP" in tables) exceeded 2 or more vehicles per cycle. Short -Term 2024 Conditions with Pre - Phase A site: Approach and overall LOS at the signals at the 1-81 ramps and on Route 522 maintain 2024 No -Build conditions with added Pre -Phase A volumes; Westbound approach queues at the I- 81 NB/Rte 50-17/Route 522 signal increase from approximately 1,60o ft to 2,200 ft; Route 50 signal at Prince Frederick Drive operates at same overall LOS as under 2024 No -Build conditions but the side -street southbound LOS deteriorates to "E" in the PM peak hour; Route 5o at Sulphur Springs Rd signal shows increases in NB Route 50 approach delay and queues but maintains LOS "E" from 2024 No -Build conditions. 109 B(A)� A(D)E IC Vlll,,,nd �. EB WEAVE LOSI (F A (C C (C)l \1., < < A(AI A(A)�� x A(A LEGEND O STUDY INTERSECTION PROPOSED IMPROVEMENT EXIST LANE GEOMETRY LA &MOVEMENT SIGNALLZED LOS INTERSECTION \N IPM APPROACH LOS . STOP CONTROL V N OVERALL SITE BOUNDARY INTE RSECTIOM LOS +1111992aJJ1{ �/ � —� m O m C B �E SITE I I BIF / SITE. IIIU_ �\ ���=�• _ T � D((I v I ia, el dca• I r. �� \, •,d Pike D (D) A (C) �U D (D) B(A) c c v A(A) A (D A (B) (D A (A) O (_I «v IA(B) « - - Q- (-) mm0 �-(C) c (C) �' D (C) co q (B Costello q D ��� b, erstone la �� v��� 1111"mxl Pike I torel Fnven.c l , .idl,� UI Dead I-nJ \fill—W PIke �D(D)�!�` �A(A)� 14�" ( ) �C(D) (r� ` > tc < < = « A(A)�j �mmm A(B) = A (A E D (E i 110 ITRAFFIC IMPACT ANALYSIS ALT. PRE -PHASE A 2024 TOTAL FIGURE 31 P!77o91 ONE LOGISFICtiPARK INCHFSTIIk TRAFFIC OPERATIONS FREUFRICK COUN I 1 VIRGINIA Ikvarmbrr 2021) Revised Traffic Impact Study One Logistics Park Winchester TABLE 20A: ALT. SHORT-TERM PRE -PHASE A 2024 I-81 LOS. DELAY AND BACK OF QUEUE WITH SITE 2024 BUILD (PRE -PHASE A) a Wpneclion Traffic Coalnd Irne• Grout✓ \I>trnrach Storage I rngtlr (ft.) A%l Peak Hour 2e) SIM Rum) PNI Peak Hour 30 SIM Rum) l eri Delay (sec.l Back of Queue (ft.l 120 QP 0 12'. LOS Delay (sec.) Back of Queue tf11 130 QP 55' In Fuu- \lwith leper F:FFE('- TIVE Coordnatcd tit�ul 1-81 SB RarMs & Cw1c Length, MdM,Dod Ase AM 120 I we (US 50) r I'M I30'e•c Fli'll 2W 21w A 7 7 III C 27 1 35b6 135 3576 Ili 310 310 A 18 u A 21 n EB I (ri 1 1 6.9 (' 21.6 \VIiI iio 241) F 125 I 537 17 \\li'I'I IOo II1iII li In 7 136 A 8 9 2763 374 2841 \\B 1011 B 14.- ( 29.2 - NB R 1 1411 1141, V 11 78 A ' 4 (�4_' 1'4n 1241' SB Rilll _ - 5-1 28 h 2Sr D 42 312 262 -'8; 28.6 - D 42.6 - Overall B 10.7 ( 23.5 ih :SpMilwood 1�1. - .4se8 1-81 SB Ramps Ave (US 501 ea�rI I h 1 " 1, I B I ti ;u \li 140 tilt I " LOS Demity (pcim✓ In) Ase Speed IOU%► LOS To It 1 ti ;n sli 1-91 Im-Rj:' SB US 5„ �Ycace ( 26.5 33.5 ( 24.5 35.2 1-81 NB Ramps/ ; 1 rord Royal Pike " (US 522) & M&OW Axel Mtlwood Pike (US 50 17) l oordruted S1L=1 C}cle Fengths AM 120 sec PM 130 scr Ili 1 1 I5o 2(I(1 4511 D 19 4 _I_ E 255 3 446 75 398 450 209 I li'll I I SII I I;(1 1) 39 7 691) (' "" 22; 4717 816 4564 I li R 8711 87(1 A 8 358 \ h 2 FB LOS ( 28.7 - E 7&4 \V'B 1 1 l' 82 3 2h3 IQh 221) a I) D 384 284 2136 n \\'B'II 8111 8I11 _43 2221 \\li k 2111 io A 7 n 2n9 u F 57 2 235 225 \\ B 1011 ( 26.2 D 46.6 - N131 1 47 4 F 57 - NB 1. ;40 >4u 241 1201 Nli l'I F 68 2 345 F 174 5 1261 i118 1267 NRR 2>u Iuu 30I1 C 231 195 I1 1- 646 300 B LOS D 52.3 - F 111.4 - SBI Ito I110 IS() F 968 146 86 1 932 142 11 SB-1 F 79 3 150 108 F 622 146 13 1'_llll - I_ -Ion 1183 2h9 SBR ;;II ;;I1 11 11I4 1 339 4 A 24 141) SB LOS 1) 52.6 1) 35.2 0%e 1) 36.5 E 71.7 - Pe-nnom 111 Revised Traffic Impact Study ' One Logistics Park Winchester TABLE 20B: ALT. SHORT-TERM PRE -PHASE A 2024 MILLWOOD PIKE WEST & FRONT ROYAL PIKE LOS, DELAY AND BACK OF QUEUE WITH SITE 1 2024 BUILD (PRE -PHASE A) M Inlenc,uon ln(fic Contml Irne Grou N Approach Storage lrngtM (R.) AM Peak Hour 29 SIM Runs PM Peak Hour 30 SIM Rum LOS Delay (see.) Back of Queue ((t l 1211 QP 60, ❑a I,()S Deis) (seal Back of � ue . IR1 1311 Qp 55, lie Fu1F IAak6 Taper F.n%'L- n�� - 1 Millwood Pie (US SNIT) ( B Thee Dr/ Delco Pia - FmrRoydPie (M5u) t Trasebd8e Lr' Delco Plaza _ l wttdautcd S*"I l NO, IcrVII, "\M 120 scc PM 13D scc I Ii I 1'0 - 3'0 .\ 9 6 I 241 1 11"I-I ` 0 - 790 \ 19 14 4 4 4 143 165 1-.B R 210 - 270 A 0 8 :A 1 -' 24 Ell LOS A 2.0 - A 4.6 - - \1 It l 1040 - 1040 B 15 5 11 B 15 1 495 N'Rl-1 lulu lulu A 1 9 61 1) 49% � - rtt %% R R 465 75 tut .\ 1 1 1 N"B W% A IA - I) 49.2 \ H 1 1: 60 2 -s P. 56 8 166 NHTR +s D 48" .4 l 205 B 116 NB LOS D 44.8 - D 40.3 - SH I iR 480 - 480 E 669 82 E 654 113 D 52 - E 689 B 116 C 208 SB LOS C 22.8 - C 30.9 - ( m rdmted Spin C)cir Lc aM MI�K PM 65 sett EBLT 2(%) _r%1 D 2.7 s' ( 32.4 4 Its 5 I 1) 45 - D 4" ERR 210 - 210 B 101 81 A 91 8- Ell LOS B 14.4 - C 26.0 - \\ H l -1 80 - 80 [) 11 9 48 ( 34 8 151 D 400 1) 3s2 \1 B R %r 90 \ 8 1 95 D 46 9 223 WB LOS B 10.9 - D 41.8 - NBt 300 T\\l"1" 3a1 (' 1,9 48 D 456 185 0 NB'rT 'M) - 7611 A 4 3 I D 43 6 s 139 643 \ HTR A 2 6 128 (' NB LOS A 4.6 - D 41.7 - SHI I I Ito E 584 17 D 420 SHTI 5(di 5MI H lu 5 154 B 15 0 166 16' 181 SRR 440 - 490 A 66 38 A 69 34 Sit I0S B 10.3 - B 14.4 - Ovenll 8.2 (' 31.3 6 Front Royal Pile (US 522) R CostelloDr/ Hotel Etttrattce Coordroaled ti Vol l )cle Lcngft AM 60 sec PM 65 sec Eli I I 140 - 140 I 1) 387 48 D 419 55 - - D 410 ERR B 13 I EB LOS C 27.6 - D 40.3 - \1B L 120 TWLT 120 C 29 9 51 0 C 306 110 0 1\Bl.T 440 - 440 C 273 81 - - 142 "BR 450 - 450 A 64 60 B 151 W N'B LOS C 23.7 - C 21.5 - NRl 100 -R%TT 100 D 199 13 D 431 30 u NRTT 850 - 850 A 1 6 6 1 1111 (' 2u 3 u7 146 -"-1' NBTR 760 140 830 :A 4 5 164 B 16 1 255 N B LOS A 6.4 - B 19.8 - SB/1_ 195 TN'LT 195 C 317 112 C 261 192 5 SRT 700 700 A 3 0 141 A 9 291 SRTR A 0 7 158 A 2 1 170 SB LOS A 5.3 - B 11.1 - A 7.1 B 16.9 112 1 1 I I Revised Traffic Impact Study One Logistics Park Winchester TABLE 20C; Al T, SHORT-TERM PRE -PHASE A 2024 MILL WOOD PIKE AND COSTELLO DRIVE LOS, DELAY AND BACK Of QUEUE WITH SITE 2024 BUILD (PRE -PHASE A) a Intrnrrhun Iralfic(untml [AM (.mupl \plauach Storage Lengtlr (f1.) - -- Full- EETE('- Taper ,TINE AM Peak hour 29 SIM Riumr P%l Peak flow (30 SIM Rum) Id»QwwNidl► Delay (sec.) Back of (�) 120 (1P 60. 12a DeLo% (sec.) Back of �� 130 Up 55, 1N _ PC Frcdcmk Dr R ( o4c4,Ih I ns"Ivrd FH . IN) IN 350 A - 8 2 86 FB R 20(x) • 20W - A 3,) ta, \ '- 5 48 EB LOS A 3.2 - A 3.0 \BI.T 16U - 1(,0 40 62 A 0 1 A 0 7 NO IA).% A 0.9 - 1.2 SB1R 1440 1440 \ I I,_ I R 17 1 U8 SBI.OS \ 1.4 - PA 1.0 2.0 2.1 9 5biwood Pic IT'S 50'17) R Prwe Fredenck Custe, Ase axxdatrtcd Shoal (Sck I egnlu \S1 120 sec P\f 110 scc I-B11 210 I(xa 280 C 204 __ _ 49 6 C 20' 5oI 890 - 890 B 14 4 '96 8' 206FBTT 401 222 EBR 2(x) 200 \ -5 200; UB 3 83EB LOS B 14.0 -13.7,4 \\BIt. 280 115 368 1 128 „ I '_39 0 D 416 2 A BT 2Ixxl- 2o1xI- B 10 7 219 C 24 3 4,(,- 'A BTR (' 24 451 N B LOS B 13.7 - (' 24.4 - \111 1 142s - 14'_5 I Sq 8 106 F 1021 328 E 63 5 F 963 NBR 4-1 1 140 545 11 185 6- N 94 88 NB I.OS D 46.5 it iK! - SBl I 2rxa ,qI D 53I 1, F 891 140 F ASq F 903 SBR 21x) 50 25 B I- , 1 l6 C 31 5 130 0 SB L()S C 30.7 - - B 15.8 C26.0 10 I1 1,iihstxxl Pic It'550171 R Imerlce'A Co,erstonc Dr •,..� MAwood Pica (US 50/17) S1a¢)hlar Sprngs Rd FBI 230 200 330 a 6I 33 2301'BTT 20)- - 20(xl• A 1'0 qB 09EB LOS .4 1.8 1.9 ABTI 2pW- - 20(x)- A 60 0118 83 N B R 210 180 3lxl A 60 0 B 12 7 8 % B LOS A 6.0 - B 11.8 - SBLR 700 - 70U lol 6. 122 B I -I D 262 SB LOS D 25.1 E 36.9 - A 4.2 A 9.0 - Uncoordnatcd Sptal N'B'L 300 300 450 D 35 2 289 C 33,2 170 %'B'R 2000• - 2000• A 64 116 B 142 152 NB LOS C 24.1 - C 21.0 - N BA T sll(x)• - �(100• D 517 204 - - 6219 NB? C 213 208 F 125 0 6235 N WR 225 130 290 A 4 5 75 F 86.8 290 15 NB LOS B 19.4 - R 119.1 SB1'l. 350 160 4311 194 D 390 246 D 53 9 D 39 6 S B'1T 2000 - 2000 - B 15 7 327 B 103 170 333 176 SB LOS B 17.7 B 17.2 B 19.3 E 75.4 113 J I� I� Revised Traffic Impact Study One Logistics Park Winchester f-rederick County, VA TRAFFIC EVALUATION Traffic evaluation in this analysis includes the assessment of the traffic operation with and without the site, review of turn lanes, and assessment of the proposed two-lane section of Coverstone Drive on -site. PROPOSED REZONING BENCHMARKS Traffic evaluation in this analysis includes review of traffic impacts with and without the site at 11 key intersections adjacent to the subject property, as scoped by the applicant's representatives, VDOT, and Frederick County. The purpose of the traffic analysis was to identify improvements associated with the site and verify short-term and long- term operations for the existing and proposed public streets. The traffic report also was used as a framework to identify what previous proffers are applicable to be maintained and updated with the proposed change of use. The following sections summarize the land use and relevant traffic changes, based on the technical analysis and our review of the previous proffers. Excerpts of the previous proffers were included as part of the scoping agreement for this technical analysis in the Appendix. However, four key elements are outlined below: • Change in site traffic potential, • Change in Coverstone Dive Road Section Proposed, • Change in on -site Signal Proffers, and • Change in off -site proffers The impacts of Coverstone Drive roadway section were evaluated in terms of on -site traffic operations, Daily Traffic, and tur lane requirements. The on -site signal proffers relate to the junction at the Millwood Pike/Inverlee Way intersection, which is subject to a separate signal justification study. The change in off -site proffers is evaluated to the local intersections previously identified from the original zoning, and in terms of the LOS and site impacts with the subject site. Trip C;eneration The proposed rezoning for industrial uses with a commercial pad site at the Millwood Pike/Coverstone Drive/Inverlee Way intersection reduces site trips in relation to the approved rezoning for the site from 2008, as revised through 2013. The Governors Hill zoning with commercial and residential significantly increase site peak hour and Daily trip generation for the property. The impacts of the 'by -right' uses are addressed in the trip generation section. However, the impacts at the 1-81 interchange are not quantified in this analysis, which would increase traffic volumes to the west of the subject site. Note that the 1-81/Millwood Pike/Front Royal Pike Junction was not analyzed in the original rezoning in 2008 for the subject site. ' Coverstone Drive Daily Traffic The prosed rezoning provides for the initial construction of Coverstone Drive from Millwood Pike opposite Inverlee ' Way to the southwest to connect to the existing Coverstone Drive section as constructed east of Prince Frederick Drive. The R-O-W is shown for the County Comprehensive Plan as an ultimate 4 lane divided collector. However, the construction is proposed as two-lane section with turn lanes, as the ultimate traffic volumes with the subject site are reduced, in relation to the approved zoning. The road section from the long-term forecast shows higher volumes adjacent to US Route 50/17 on Coverstone Drive adjacent to the land bay 3 super convenience/gas site. However, the projected Daily traffic for the total conditions is reduced to less than 10,000 VPD to the south adjacent to the Pendleton Drive intersection, and Daily traffic is estimated at 3,900 to 5,400 VPD to the southwest approaching Prince Frederick Drive. Therefore, the road section as four- lane divided section is required with the subject site at the Millwood Pike junction and extending to the lot 3 commercial entrances. See Table E7 and Figure 26B for the Daily trips on Coverstone Drive. The overall LOS operation for the site entrance are adequate LOS with the two-lane section for capacity. However, the site entrances were tested for VDOT turn lane requirements to verify if auxiliary lanes are justified. P n�1 114 Revised Traffic Impact Study One Logistics Parl< Winchester f rederic k County, VA Turn Liine V /m-i' i s Turn lane warrants were evaluated for the total 2028 build scenario for Coverstone Drive and Pendleton Drive. The results of the warrant analyses are included in Table 21A. The off -site turn lane warrants were checked at the Prince Frederick Drive/Costello Drive intersection for the 2024 and 2028 scenarios since the approved proffers had off -site improvements at this location. Results are summarized in Table 21B. Worksheets are included in Appendix L. On -site operations are based on the site uses in the site trip generation section and may vary with the final site plan review. Shown to verify proposed infrastructure improvements. TABLE 21A: ON -SITE TURN LANE SUMMARY Int. # Location Left Turn Right Turn Warrants (1) Warrants (1) 12A Coverstone Drive/Lot 3 Right out N/A N/A 12B Coverstone Drive/Lot 3 Comm. Entr. Yes 200 ft + 100 ft taper No 12C Coverstone Drive/Lot 3 Truck Exit No N/A 12D Coverstone Drive/Lot 3 Truck Entrance 250 Yesft No 13 Coverstone Drive/Lot 4 Entrance Yes 100 ft. + ft. taper No 14 Coverstone Drive/Pendleton Drive Yes Yes 100 ft + 100 ft taper 100 ft + 100 ft taper Pendleton Drive WB @ Coverstone Drive No (no opposing volumes) Yes 100 ft. 15 Coverstone Drive WB/lot 2 entr. No Yes 100 ft + 100 ft taper Coverstone Drive EB/lot 2 entr. No No 16 Coverstone Drive Lot 2 Entrance No No 17 Coverstone Drive/Lot 1 Entrance No No 18 Coverstone Drive WB/lotl entr./Sheriff Entr No No Coverstone Drive EB/lot 2 entr./Sheriff Entr. No Yes 19 Pendleton Drive WB/lot 6 entr./lot 5 entr. No No Pendleton Drive EB/lot 6 entr./lot 5 entr.. No Yes 100 ft. + 100 ft. taper 19 Pendleton Drive WB/lot 8 entr./lot 5 entr. No No Pendleton Drive EB/lot 8 entr./lot 5 entr.. No No 21 Pendleton Drive/Lot 8 Entrance Yes No 22 Pendleton Drive/Lot 7 Entrance Yes No 1. VDOT RDM, Appendix F p` „�t 115 I I Revised Traffic Impact Study One Logistics Park Winchester TABLE 2113: OFF -SITE TURN LANE SUMMARY l_rcderi(k County, VA Int. # Location Left Turn Warrants (1) Right Turn Warrants (1,2) 7 Prince Frederick Drive/Costello Drive No Yes (Not included, warrants (Short -Term) reduced from No -Build) Prince Frederick Drive/Costello Drive Yes 100 ft + 100 ft taper Yes (Not included, warrants (Long -Term) (w/ NB thru lane transition) reduced from No -Build) 1. VDOT RDM, Appendix F 2. Right turn checked with and without site traffic, since site volumes are not assigned to this turn, off -site R-O-W required, and turn lane warranted without site in No -Build Scenario, no turn lane recommended Coverstone Drive/lnverlee [give Operations As requested for the project scope by VDOT, the applicant submitted a signal justification report and warrant study for the proposed US Route 50/17/Inverlee Way/Coverstone Drive intersection. The study for the location is provided consistent with the previously approved proffers for the intersection and the current VDOT guidance to assess alternative intersection configurations for new signal locations. Previous approved proffers required signalization when warranted. The analysis is separated from the traffic study to review alternative configurations to verify geometry. Base on review of the peak hour volumes for the short-term 2024 forecasts, and extrapolating approach volumes on Coverstone Drive for the Phase 1 (Phase A of the GDP) site activities, the Coverstone Drive extension would satisfy MUTCD multi -hour signal warrants for new installation. The location was previously proffered for signalization when warranted, and the proposed redevelopment maintains the improvements. Alternative configurations at the intersection were viewed with the VDOT VJuST screening program software, and the conventional signalized intersection had improved operation ratios in relation to the alternative interaction configurations. Based on the traffic operations for the short-term and long-term, the intersection operations are enhanced with signal control with no through trips on the side street. This prohibition improves signal efficiency and operations by removing conflict locations at the median crossover. Since Inverlee Way is a local street and not ' programmed for vehicle or through street upgrades, restricting though trips to Coverstone Drive extended saves potential signal inefficiencies associated by operating split phased side street operations. ' The traffic study operations do include dual left turns with the proposed site from westbound Millwood Pike to southbound Coverstone Drive and dual lefts turn from northbound Coverstone Drive to westbound Millwood Pike. Separate right turns are required for Millwood Pike eastbound rights and northbound Coverstone Drive. The signal spacing, as shown in Figure 3, between the existing signals at Prince Frederick Dive and Sulphur Springs Road at over 2,275 feet do exceed the VDOT minor arterial spacing minimum 1,320 feet for a 55 MPH speed limit. Previot_Is Off -`tile Iniproverrlents The Governors Hill proffers include the following off -site intersection improvements, which were revisited with the updated traffic study. The improvements, as updated with the proposed proffers are noted below (previous proffer ' number referenced): • Proffer 15.5 — Contribution of $75,000 for signalization or other road improvements at the intersection of Millwood Pike (US Route 50) and Victory Road (Route 728) with the phase 1 residential. Proffer maintained with phase 1 industrial uses. • Proffer 15.6 — Contribution of $175,000 for signalization or other road improvements at the intersection of Costello Road and Prince Frederick Drive with the Coverstone Dive section accepted into the VDOT street network. Proffer maintained with turn lanes warranted. Signalization is not required for the site build -out. P ... 116 1 Revised Traffic Impact Study One Logistics Park Winchester l oderick countv r, VA • Proffer 15.7 — Access to Millwood Pike to include closing the access to the existing residential lot and the crossover for the old Carpers Valley Golf course. Proffer maintained with adjusted language as the residential access to lot TM 64-A-83B is maintained, since not part of the subject application., The golf course crossover will be closed with the Coverstone Drive improvements. • Proffer 15.11 — off -site road construction ' o Phase B improvements with the connection of Coverstone Drive Phase 2 shall consist of improvements at the intersections of ■ Millwood Pike and Prince Frederick Drive to add turn lane on Prince Frederick Drive and lengthen turn lanes on Millwood Pike. Improvements not shown with reduction I site trips. Operations should consider adding the Frederick Drive right lane to allow dual lefts to westbound Millwood Pike. ■ Prince Frederick Drive and Costello Drive to add turn lanes on Prince Frederick Drive. Proffer maintained with adjusted language as the future conditions suggest added northbound left turn from Prince Frederick Drive to Costello with added site trips. See Table 20B for turn lane warrant check. o Phase c improvements with the connection of Coverstone Drive Phase 3 shall consist of improvements at the intersection of Millwood Pike and Sulphur Spring Road to adda turn lane on the westbound Sulphur Spring Road approach and length the Route 50 eastbound rift. Proffer deleted since improvements made by VDOT as part of the current public project. Level or Service Chan -,es The traffic operations outline in this report focus on the AM and PM peak hour delay, back of queue, and intersection efficiency. Base on the Synchro 10 and SimTraffic runs, the operations with the site we compared to the 'no -build' scenario, and improvements were identified to potentially enhance conditions. Based on the VDOT TOSAM guidance, the Level of Service grade is not the only criteria, but the improvement of the overall intersection efficiency was reviewed. The 1-81 junction at Millwood Pike and Front Royal Pike dictate the overall network performance and received the most effort in the operation analysis, with and without the proposed 1-81 ' interchange improvements. Operation and queues failures at the intersection # 3 (at the 1-81 NB exit/Millwood Pike/Front Royal Pike) signal impacted the other local signals. The LOS tables for each scenario with and without the site presented earlier summarize the specific improvements and operations. To compare the changes, the LOS and overall delay are summarized for the signals west and east of the site, as summarized in Table 22A for the short-term conditions and Table 22B for the long-term operations. L 117 Revised Traffic Impact Study One Logistics Park Winchester Frederick County, VA TABLE 22A: SHORT-TERM 2024 LOS CHANGES WITH ONE LOGISTICS PARK WINCHESTER Int. # Location Background Total w/ Site Background Total w/ w/o site w/o site Site AM 2024 AM 2024 PM 2024 PM 2024 1 1-81 SB @ Rte. B (10.4) B (14.5) C (24.3) C (30.2) 522/17/50 3 1-81 SB @ Rte. C (31.1) E (66.1) E (68.7) F (83.6) 522/17/50 4 Rte. 17/50 @ Tulane A (2.4) A (3.3) B (19.9) E (79.5) Dr./Delco Plaza 5 Rte. 522 @ Delco is (7.8) A (8.1) C ( 20.6) E (67.2) Plaza/Hotel Entr. 6 Rte. 522 @ Costello A (6.5) A (7.7) B (14.6) E (67.2) Drive/Hotel Entr. 9 Rte. 17/50 @Prince C (22.6) E (74.5) Frederick Drive/CUSUS B (12.9) B (12.6) Ave. 10 Rte. 17/50 @Inverlee A (8.9) uns F (102.4) Way/Coverstone A (4.0) uns B (18.1) Drive 11 Rte. 17/50 @Sulphur B (18.9) B (19.8) E (73.6) D (41.5) Spring Rd. LOS shown based on HCM grade ranges for overall intersection, (delay) based on average delay in seconds from SimTraffic. See analysis section for LOS, queue, and delays by approach TABLE 22B: LONG-TERM 2028 LOS CHANGES WITH ONE LOGISTICS PARK WINCHESTER Int. # Location Background Total w/ Site Background Total w/ w/o site w/o site Site AM 2028 AM 2028 PM 2028 PM 2028 1 1-81 SB @ Rte. B (13.1) C (22.0) B (18.3) C (29.7) 522/17/50 3 1-81 SB @ Rte. E (58.6) F (104.3) F (91.1) F (105.0) 522/17/50 4 Rte. 17/50 @ Tulane A (2.8) A (4.7) D (36.6) E (61.0) Dr./Delco Plaza 5 Rte. 522 @ Delco A (6.4) E (59.5) E (76.1) F (105.9) Plaza/Hotel Entr. 6 Rte. 522 @ Costello A (8 1) E (60.5) E (64.7) F (155.7) Drive/Hotel Entr. 9 Rte. 17/50 @Prince C (29.1) F (89.4) Frederick Drive/Custis B (11.6) B (13.1) Ave. 10 Rte. 17/SO @Inverlee A (9.1) uns F (89.4) Way/Coverstone A (4.1) uns B (19.1) Drive 11 Rte. 17/50 @Sulphur C (20.3) B (17.8) E (75.0) E (63.2) Spring Rd. LOS shown based on HCM grade ranges for overall intersection, (delay) based on average delay in seconds from SimTraffic. See analysis section for LOS, queue, and delays by approach P�enn�� 118 1 I I F Revised Traffic Impact Study One Logistics Park Winchester Frederick County, VA Site Irnpacts The site impacts of the proposed development on the signalized intersections in the study area were presented in Tables E9 through E12 in the summary for key locations, based on the change of site traffic as industrial uses versus the future conditions without the subject site. The impacts are shown for the overall intersection for the arterials in Table 23A for the short-term with the Phase 1 (Phase A) site trips. The site impacts as measured for the background and total traffic conditions are summarized for the AM and PM peak with the full build -out of One Logistics Park Winchester in Table 2313. Activities with the site as high -cube warehouse activities would reduce site impacts, as noted in the trip generation section. Site impacts with the by right activities, would increase site impacts on the existing arterials. The site impacts for the Pre -Phase A alternative are summarize in Table 23C. TABLE 23A: SHORT-TERM SITE IMPACTS WITH PHASE A Int. # Location Site trips °gyp Impact % Impact Site trips % Impact % Impact Background Total Background Total AM 2024 AM 2024 AM 2024 PM 2024 PM 2024 PM 2024 1 1-81 SB @ Rte. 304 7.3% 6.8% 211 4.3% 4.1% 522/17/50 3 1-81 NB @ Rte. 467 10.0% 9.1% 386 6.8% 6.3% 522/17/50 4 Rte. 17/50 @ Tulane 423 16.6% 14.3% 351 11.8% 10.50o Dr./Delco Plaza 5 Rte. 522 @ 3.1 % 2. 0% Travelodge Lane 61 3.2% 51 2.0% /Delco Plaza 6 Rte. 522 @ Costello 102 5 8% 5.4% 82 3.5% 3.4% Drive/Fairfield Inn 9 Rte. 17/50 @Prince 14.8% 11.0% Frederick Drive/Custis 423 17.3% 351 12.4% Ave. 10 Rte. 17/50 @Inverlee 25.6% 19.0% way/Coverstone 753 34.4% 620 23.5% Drive 11 Rte. 17/50 Sulphur 167 6.8% 6.4% 147 4.9% 4.7% Spring Road Site Impacts shown as site/background and site/total Pei 119 Revised Traffic Impact Study One Logistics Park Winchester F-rederi(.k County, VA TABLE 2 313: LONG-TERM SITE IMPACTS WITH SITE PHASES A AND B Int. # Location Site trips % Impact % Impact Site trips % Impact % Impact Background Total Background Total AM 2028 AM 2028 AM 2028 PM 2028 PM 2028 PM 2028 1 1-81 SB @ Rte. 577 13.1% 11.6% 391 7.6% 7.1% 522/17/50 3 1-81 NB @ Rte. 858 17.3% 14.7% 712 11.8% 10.6% 522/17/50 4 Rte. 17/50 @ Tulane 811 30.4% 23.3% 659 21.2% 7.5% Dr./Delco Plaza 5 Rte. 522 @ 3.2% 2.6% Travelodge Lane 66 3.3% 72 2.7% /Delco Plaza 6 Rte. 522 @ Costello 158 8.2% 7.5/0 145 5.7% 5.4/0 Drive/Fairfield Inn 9 Rte. 17/50 @Prince 24.0% 18.2% Frederick Drive/Curtis 811 31.6% 659 22.3% Ave. 10 Rte. 17/50 @Inverlee 34.3% 26.0% way/Coverstone 1,182 52.2% 958 35.1% Drive 11 Rte. 17/50 @Sulphur 230 9.0°% 8.3% 187 6.0% 5. 7% Spring Road Site Impacts shown as site/background and site/total TABLE 23C: ALT. SHORT-TERM SITE IMPACTS WITH PRE -PHASE A Int. # Location Site trips % Impact % Impact Site trips % Impact % Impact Background Total Background Total AM 2024 AM 2024 AM 2024 PM 2024 PM 2024 PM 2024 1 1-81 SB @ Rte. 78 1.9% 1.8% 46 0.9% 0.9% 522/17/50 3 1-81 NB @ Rte. 110 2.4% 2.3% 84 1.5% 1.4% 522/17/50 4 Rte. 17/50 @ Tulane 92 3.6% 3•5% 69 2.3% 2.3°0 Dr./Delco Plaza 5 Rte. 522 @ 0.9% 0.6% Travelodge Lane 18 0.9% 14 0.6% /Delco Plaza 6 Rte. 522 @ Costello 33 1 9% 1.8% 26 1.1% 1.1% Drive/Fairfield Inn 9 Rte. 17/50 @Prince 4.3% 2.8% Frederick Drive/Curtis 114 4.5% 86 2.9% Ave. 10 Rte. 17/50 @Inverlee 1.0% 0.6% Way/Coverstone 22 1.0% 17 0.6% Drive 11 Rte. 17/50 Sulphur 22 0.9% 0.9% 17 0.6% 0.6% Spring Road Site Impacts shown as site/background and site/total Pe� n�i 120 Revised Traffic Impact Study One Logistics Park Winchester Frederick County, VA CONCLUSIONS This TIS has been prepared to identify site impacts and possible transportation improvements that would be 1 required for the development of the 177-acre One Logistics Park 'Suggested Winchester site in eastern Frederick County, Virginia. The site is improvements: located on the south side of Route 50 (Millwood Pike), ' approximately 1 mile east of the City of Winchester and the 1-81 Construct Coverstone Drive as two - interchange at Route 50 (Exit t1313). lane collector with initial site Wickshire Industrial, LLC has proposed to develop the site into development, with 4 lanes at Millwood approximately 3 million SF of industrial and/or distribution i Pike; center/warehouse uses. ' Two (2) transportation phases are anticipated and assumed for this Add traffic signal and turn lanes at study. The first phase is assumed to be in 2024, with 1.49 million SF Inverlee Way/Millwood Pike for site of General Light Industrial uses with a super convenience access; ' market/gas station. The second phase is assumed to build -out the site by 2028, with a site total of approximately 3 million SF of Provide turn lanes for future Industrial uses. An alternative short-term phase is included with industrial uses up to 5000,000 sf industrial if Coverstone Drive is not Coverstone Drive Pendleton Drive conducted at Millwood Pike/Inverlee Way. intersection; Given the proposed uses, trucks were assumed to comprise a Connect to existing Coverstone Drive significant portion of the site traffic, which have different impacts with transition to lanes; extra 4 ' on the study intersections than passenger vehicles. To recognize the different purpose of truck trips (generally non -local) versus through lanes not required at Sheriff's ' passenger vehicle trips (generally local, such as employees), entrance; different trip distributions were assumed for each. Provide added turn lanes on Prince ' The County Transportation Plan envisions Coverstone Drive as constructed west of the site to be extended east of the site towards Frederick Drive as previously proffered Route 50. Based on the proposed site activities, One Logistics Park for long-term; Winchester site would not require the full four- lane construction to support the site build -out with planned employment uses. Signal operations for the arterials are function of 1-81 Exit 313 signals; The regional roadway network was planned as part of the Governors Hill approvals through 2013, which supported residential, office, Coordinate with VDOT on and commercial activities with Coverstone Drive planned as a four- implementing interchange lane divide roadway, and off -site improvements at Millwood Pike improvements; intersections at Prince Frederick Drive and Sulphur Springs Road. The proposed land use plan significantly reduces the site traffic Site Impact are shown per VDOT ' potential of the property by removing the residential use Chapter 5z7 methodology; note that component and focusing on general industrial uses as recommended in the County Comprehensive Plan, With the general the site development traffic is reduced industrial uses, and ancillary commercial use in one land bay with employment uses vs. by -right adjacent to the Millwood Pike/Coverstone Drive/Inverlee Way commercial residential activities. intersection, the anticipated site Daily trips at build -out are reduced from over 46,000 Vehicles per Day (VPD) under existing zoning with -- - - - --- ' the Governors Hill uses to approximately 17,600 VPD, or a reduction of over 60 percent. With the significant trip reduction, the on -site public roadway network maintains the ultimate R-O-W for the four -lane extension of ' Coverstone Drive but phases the construction to provide the link connection as a two-lane road with turn lanes and widening at Millwood Pike for a four -lane section with a raised median. n= 121 __ Revised Traffic Impact Study One Logistics Park Winchester I'rederick County, VA The applicant has maintained off -site turn lane improvements at Costello Drive/Prince Frederick Drive intersection as well as off -site road contributions and trip thresholds in the proffers. However, the biggest change in the development with the employment uses is to establish the initial construction of Coverstone Drive as a through Road to provide public street access. The site trip generation was conservative for both Phases with General Light Industrial uses, per VDOT requirement to use the highest trip rate possible for the planned zone. The most likely use for the site is a distribution center/warehouse, as shown in the concept site plan, would reduce site trips. However, the site as general industrial use significantly reduces traffic for the PM peak hour and Daily conditions in relation to the development of the site as approved in the Governors Hill zoning with residential, office, and retail uses. This effective 'down zoning' reduces site trips and allows the developers to accelerate Coverstone Drive in initial suite activities, as well as support construction of a two-lane collector, versus the ultimate 4 lane section. A four -lane divided road construction is provided at Route 50 to provide access to the proposed B2 commercial land bay. https://pennoni1-my.sliarepoint.com/personal/dkennedy_pennoni_com/Documents/Pennoni_1 Logistics Park Winchester_RTIS_Fred Co_20201214.dooc LpC 122 VDOT Signal Justification Report Template - Version 1.0 - Nov-03-2017 Virginia Department of Transportation VDOT Signal Justification Report (SJR) Staunton District I� 1211012020 Douglas P Kenrred,j P E Date: December 9, 2020 1 Pennoni Associates, Inc Herndon, VA I. Study Intersection TRAFFIC ENGINEER Major Street Route # and Name: US 50/17 tMillwood Pike) Direction: East/West Minor Street Route # and Name: Inverlee Way (VA 1520)/Future Coverstone Drive Direction: North/South County or Locality: Frederick County -i on Arterial Preservation Network (APN)? No If on APN, type of APN Corridor? N/A Sketch/Diagram/Aerial of the Intersection Geometry: Image Source: Gordon Associates, Sept 2020 Page 1 of 10 VDOT Signal Justification Report Template — Version 1.0 - Nov-03-2017 2,300 rJ J WM IG (63) } 4= 523 (1522 ) 0 c �i ArR210(186) ri Md1•aood Pike MIII-mNid 1111C Q I'`` r' 11 (39)� 1276(770)�� .12.1 (138) 9.9,i0 PfAXMOURVOLUMf ADI AVLRAGL DAILY TRAJ`t ^C `t0 n � U U (�,) Sir fI IIK Ni (�111 11 \ m (C) or B (C Millwood Pike Millwood Pike `` D (1))::� � WIWI A (A) s U im LANE GEOMETRY LOS 4 EXISTING AM (PNI) MOVEMENT APPROACH tr PROPOSED tUIPN' OVERALL Image Source: Pennoni Associates Inc, (Figures 10, 11), Sept 2020 Describe the Origin and Nature of Request. If this SJR is based on a recommendation from another study (e.g. Traffic Impact Analysis or Safety Study), then note the name/date of the study and attach the study to this SJR. As part of the submitted application for One Logistics Park Winchester, the applicant had scoped a traffic analysis with VDOT and Frederick County in the summer of 2020 for the change in land use for a 277 acre site for M-1 and B-2 rezoning to accommodate approximately 3 million square feet of general industrial uses. The proposed use replaces the existing Governors Hill rezoning application as approved by the County for 500 DU residential, 300,000 sf of office and up to 900,000 sf of commercial use. The original approvals included signalization for the subject intersection when warranted by VDOT. The owners have contributed road improvement costs and land dedication associated with the approved proffers to Frederick County with a value of over $5.1 million dollars; however, construction of Coverstone Drive at Millwood Pike was never initiated. The traffic analysis, One Logistics Park Winchester Traffic Impact Study, dated September 2020 and submitted to VDOT on October 5, 2020 outline the site characteristics, phasing and regional site impacts. As part of the analysis, VDOT requested that the subject SJR be processed to verify the draft proffer commitments. Relevant context, land use, draft proffers and traffic forecast for the subject intersection are included in the attached signal warrant study. The applicant, ' Wickshire Industrial, LLC proposes to construct Coverstone Drive as part of the initial phase of site development opposite Inverlee Way at Millwood Pike, including turn lanes to Millwood Pike. Construction of Coverstone Drive south of Millwood Pike is proffered as a four -lane divided collector in a 102 ft R-O-W and transition to a two-lane collector. This Phase of Coverstone Drive construction is scheduled, subject market condition, to support site activities by 2024 with development over 500,000 sf of general industrial uses. The applicant can develop 300,000 sf of office uses by -right to Prince Frederick Drive to the west. Location Map from Traffic Study, study intersections, and revised GDP included as Attachment 1. 1 If the origin of this SJR comes from another study, what were the key conclusions from that study that are related to this intersection? ' The September 2020 TIA indicated signalization of four -legged intersection as part of 2024 short-term traffic conditions with the construction of Coverstone Drive south of Millwood Pike. While the rezoning traffic study is under revision to address VDOT and County comments, the forecasts at the subject intersection at Millwood Pike are unchanged with the revisions. The traffic study recommended the following improvements to support site activities with signal control: ' Add Traffic Signal with Phase 1 activities; • Provide dual lefts on WB Rte. 50-17 to Coverstone Drive Extended; • Provide EB right from Rte. 50-17 to Coverstone Drive Extended; ' With signalization, restrict through trips to Inverlee Way with signing; • With signalization, restripe SIB approach for separate right on Inverlee Way; I Page 2 of 10 VDOT Signal Justification Report Template — Version 1.0 - Nov-03-2017 • Construct dual lefts on Coverstone Drive to WB Rte. 50-17; '0 Construct 4 lane divided section on Coverstone Drive extended to primary access for Commercial land bay 3; This SJR analyzes projected trip volumes through four -legged intersection based on planned industrial and ancillary commercial development occurring to the southwest and southeast of the subject intersection. I I d Signal Warrant Analysis Summary Intersection Approach Information: Approach Road Approach Approach Approach Speed Number of Annual Average Direction Name/Route Speed Speed Type Notes ' Through Daily Traffic Number Lanes AADT Future Future road, not yet Northbound Coverstone 40 MPH Design constructed, planned 1 9,950 Dr as 40 MPH posted Inverlee Other Southbound Way/ 1520 25 MPH (Describe in Not Posted, local street 1 2,300 Notes Millwood Posted Posted (checked Eastbound Pike/US 50- 55 MPH Speed Limit warrants at 40 MPH 2 23,070 17 Westbound Millwood Pike/Us 50- 55 MPH Posted Posted (checked 2 30,710 17 Speed Limit warrants at 40 MPH) ' If approach speed type is not the posted/statutory speed limit, explain the reason why the posted/statutory speed limit was not used. ADT from 2024 One Logistics Park Winchester Traffic Analysis (September 2020) with Phase A site. Warrant volumes using lesser link volumes on approach for order ' of magnitude vehicle counts. Lower sped on Millwood Pike tested for warrant sensitivity. Summary of Traffic Count Source: 1 Peak period turning movement counts were collected by VDOT to the east at the Millwood Pike/Sulphur Springs Road (Va. Rte. 655) intersection as part of the intersection improvement project in 2017. The 12-hour counts were utilized to determine Millwood Pike link volumes and were factored for turns at Inverlee Way based on a 2008 traffic counts. For the subject rezoning application review in 2020, with school out and COVID -19 conditions impacting travel activities, no new counts ' were required. The derivation of the traffic volumes is detailed in the signal warrant study, as attached. VDOT published Daily trips for Millwood Pike ADT was 19,000 VPD in 2019. VDOT published ADT for Route 1520 (Inverlee Way) north of Route 50-17 is 670 VPD from 2008 published counts. Based on the 2008 counts/forecasts used for the Governors Hill rezoning the link volume with a K value of 0.10 translate to approximately 1,700 VPD, so the turning peak hour counts were used as the base to factor the 13-hour 'base' volume at Inverlee Way for the side street. The warrant analysis also details the new industrial and commercial trips that would use the subject intersection in the short- term with the south leg open on Coverstone Drive. Counts in Attachment 2. Warrant Study is Attachment 3. Summary of MUTCD Siqnal Warrant Analysis: MUTCD Signal Warrants Warrant Satisfied? Notes / Summary Side streets considered as two-lane approach for Coverstone; Right Turns at 85% of volume for RTOR+left turns Warrant 1: Eight -Hour Vehicular Volume N Yes ❑ No ❑ N/A applied. 70% thresholds NOT applied, Warrant B satisfied and combination warrant met at over 8 hours each for Condition A and Condition B. Warrant 1: VDOT ADT Option' N Yes ❑ No ❑ N/A Satisfied for side street lefts Warrant 2: Four -Hour Vehicular Volume N Yes ❑ No ❑ N/A Satisfied for future volumes on site street Warrant 3: Peak Hour2 N Yes ❑ No ❑ N/A Peak hour volumes checked Warrant 4: Pedestrian Volume ❑ Yes ❑ No N N/A No pedestrian facilities at intersection Warrant 5: School Crossing ❑ Yes ❑ No N N/A There are no schools in close proximity to the study intersection. Page 3of10 VDOT signal Justification Report Template — Version 1.0 - Nov-03-2017 I MUTCD Signal Warrants Warrant Satisfied? Notes / Summary Warrant 6: Coordinated Signal System ❑ Yes © No ❑ N/A Spacing > 1000 ft. not grid Warrant 7: Crash Experience ❑ Yes 21 No ❑ N/A 6 total incidents/crashes since 2017 with property damage only Warrant 8: Roadway Network ❑ Yes ® No ❑ N/A Warrant 9: Intersection Near a Grade Crossing ❑ Yes ❑ No ® N/A Are the signal warrant analyses based on current volumes or anticipated future volumes? ❑ Current volumes M Anticipated future volumes/conditions If the signal warrant is only met under future conditions, provide a summary of trip generation assumptions and anticipated development thresholds that will trigger the signal being justified The projected volumes for the warrant evaluation of the future Coverstone Drive intersection at Millwood Pike/Inverlee Way (subject intersection) were developed from multiple data sources and developed in two stages. These stages are 1) development and growth of existing traffic and 2) trip generation for the short-term Phase A One Logistics Park Winchester industrial and ancillary commercial uses. The methodologies and data sources are described in the Signal warrant study with the following components: Existing volumes were grown at 1.0% annual compound growth for 7 years from 2017 to 2024 to form the base traffic conditions without the site. Localized development impacts of the FBI campus, Navy Federal Credit Union offices and Custer Avenue commercial uses were not included in the warrant study. Site Traffic was developed for the peak hours and Midday, off-peak volumes were interpolated using a diurnal curve based on the ITE Trip Generation Manual (101h Edition) "Hourly Distribution of Entering and Exiting Vehicle Trip by Land Use" for industrial (LUC 110), super convenience center/gas station (LUC 960) and truck stop (LUC 950). Pennoni reduced some of the hourly percentage by hour for the peaks and off-peak times to better approximate the peak hour traffic volumes. Reductions in percentage from the ITE data base results in less new trips assigned versus applying the individual hour percentage to the ITE Daily Trip generation, to be conservative. See warrant Study for analysis details. Table 1 contains the proposed trip generation used for the warrant review as applied to the subject intersection, with the trip distribution by use in Table 2. Comparison of the traffic forecasts from the September 2020 traffic study are detailed in the signal warrant analysis. New trips by hour are shown in Table 3. TABLE 1: PROPOSED PHASE A SITE TRIP GENERATION Density Use(s) AM Peak Hour In Out Total PM Peak Hour In Out Total Daily 1464600 sf ' ' General Light Industrial 388 52 440 44 288 332 5,779 ' 27,000 sf (24 fueling positions) Super Convenience 337 337 674 276 275 551 5,532 Market/Gas Station One Logistics Park Winchester Total 0) 715 389 1,104 320 563 883 11,311 (1) For warrant analysis, only Phase A site activities. No Land Bays shown on Pendleton Drive. TABLE 2: COVERSTONE DRIVE EXTENDED SITE TRIP DISTRIBUTIONS Direction Commercial Commercial Employment (Super (Total Cars + (Trucks) Conv.) Trucks Inbound to/from west 54% 60% 57% Inbound to/from east 44% 40% 16% outbound to/from west 48% 60% 57% outbound to/from east 50% 40% 16% Page 4 of 10 i I � I � I � I I VDOT Signal Justification Report Template — Version 1.0 - Nov-03-2017 TABLE 3; PROPOSED MULTI -HOUR TRAFFIC VOLUMES WITH ONE LOGISTICS PARK PHASE A 2024 ADJUSTED VOLULIES w(h GROWTH AND OTHFRS/DIVERSIONS vnlh RTOR SBL SBT SBR Inverlee Way Total NBL NBT NBR Total EBL EBT EBR L1illvood Pike Total i WBL WBT WBR Total Intersection Total 6:00 7:00 AM 0 0 0 0 83 0 11 94: 0 0 180 180 88 0 0 88 362 7:00 8:00 AM 28 0 32 60 108 0 13 121 15 186 235 1040 112 497 26 635 1856 8:00 9:00AM 25 0 29 54; 118 0 14 132.E 19 708 265 992 123 584 30 737 1915 9:0010:00AM 20 0 22 421 152 0 15 167 15 543 189 7471 95 475 24 594 1550 10:0011:00AM 17 0 19 i 36I 167 0 15 182! 17 478 192 677i 90 521 27 638 1533 11:00 12:00PM 19 0 21 40i 181 0 16 197 18 545 199 162' 100 573 30 703 1102 12:00 1:00 PM 20 0 23 43, 232 0 20 2521 19 564 236 819 116 594 30 740 1854 1:00 PM 2:00 PM 21 0 24 45' 153 0 15 168 17 596 206 8191 104 535 27 666 1698 2:00 PM 3:00 PM 22 0 25 471 203 0 18 221 21 606 191 818 ' 100 675 34 809 1895 3:00PM 4:00PM 23 0 27 50 233 0 19 252; 30 663 174 867, 97 987 46 1030 2199 4:00 PM 5:00 PM 26 0 30 56 j 250 0 20 270 ! 36 737 118 891 81 1114 58 1253 2470 5:00 PM 6:00 PM 23 0 26 49, 234 0 19 253: 32 643 109 784 78 924 48 1050 2136 6:00 PM 7:00 PM 16 0 18 34 1 125 0 14 13911 17 423 96 536 73 570 28 671 1380 51:3R 50". RIUR N8H lib96 RICH t8R 0°6 RTOR WEIR 0% RTOR ADJ ADJ ADJ ADJ 5.3 VJuST Innovative Intersection Consideration VJuST analysis was evaluated for the AM and PM peak hours based on the short-term 2024 forecasts for the subject intersection, with the approval of the subject land use application under review with Frederick County, Virginia. The subject location has been previously for proffered for signalization, as part of the Governors Hill rezoning (RZ 10-08) to be installed when warranted by VDOT. With the updated VDOT signalization installation criteria from IIM_TE-387.1 for evaluation of intersection v/c ratio ,operation and type, the future short-term volumes were evaluated from the September 2020 traffic study to verify if the projected volumes satisfies an alternative intersection type. The results of the VJuST analysis are summarized in terms of congestion, pedestrian accommodation, and safety below in Tables 4A and 4B for the AM and PM peaks. The individual worksheets are included in the SJR Attachment 4. Version 1.03 of the VJuST program reviewed. Table 4A:AM Peak Hour 2024 w/ Site Phase 1 Millwood Pike/Coverstone Drive/Inverlee Wy intersection VJUST summary Intersection Results IFI'qpZ Maximum Accommodation Weighted Total ZNotes Type Dir Conventional V/C 0.65 Compared to Conflict Points Conventional 48 I restrict thru movements on side st not included Bowtie 0.62 + 24 Inverlee Way roundabout north recid Median U-Turn 0.80 + 20 U turn trucks, sapcing to Carpers Partial Median U-Turn 0.74 + 28 U turn trucks, sapcing to Carpers Quadrant Roadway S-E 0.69 40 still adding 2 signals and significant R-O-W 0.69 40 " S-W Restricted Crossing U-Turn 0.73 20 U turns trucks off -site Roundabout 0_gg 8 Reduced V/C Two -Way Stop Control 10.38 48 Not applicable Page 5 of 10 1 VDOT Signal Justification Report Template — Version 1.0 - Nov-03-2017 I Table 4B:PM Peak Hour 2024 w/ Site Phase 1 Millwood Pike/Coverstone Drive/Inverlee Wy intersection VJuST summary Overall, from an operating performance, the (V/C) ratio for the alternative intersections operations — bowtie, median U turn, partial media U turn, quadrant roadways and roundabouts do not to provide improved conditions versus the conventional intersection. The two-way stop control with V/C ratio greater than 10 can not support the projected side street volumes. Pedestrian activities are anticipated to be negligible at this location as there are no current pedestrian accommodation on Millwood Pike. Inverlee Way also do not include any sidewalks at the subject intersections and the nearest trail is 250 feet north of US Route 50-17 on a separate alignment west of Inverlee Way. The Coverstone Drive construction does propose a shared use path for the new road construction but the linkage to any regional pedestrian or bicycle facility is not currently 1 programmed. We anticipate the allowing for future pedestrian access with the signalization may be encouraged with the future signal design, but the existing lack of pedestrian circulation option off -site will restrict short-term pedestrian activities. Crosswalks are not proposed with the intersection improvements. The safety elements, as measured with the weighted conflicts points by type favor the alternative intersections with 20-28 conflicts points versus the 48 for a conventional 4-legged configuration. However, the restriction of through trips for the side streets between Inverlee Way and Coverstone Drive extended would reduce conflicts at the subject location from 48 to 30. ' The update proffers for the application address the turn lanes. The restriction of through trips on the side streets was noted in the traffic study as a potential mitigation to reduce Millwood Pike mainline green time reduction with signalization. The configuration as a 'through -cut' from the VDOT innovative intersection toolbox was included in the analysis. The striping for the southbound leg of Inverlee Way can be accommodated with the existing pavement section, provision of a raised ' island for Coverstone Drive to prohibit throughs can be include in the roadway design of Coverstone Drive, subject to VDOT site plan review. The provision of access to Coverstone Drive to the southwest, with a connection to Prince Frederick Drive, provides an existing through route via the Millwood Pike/Custer Avenue/Prince Frederick Drive signal to allow through access between the north and south side of Millwood Pike. ' The Through -cut restrictions, as shown in the VDOT Innovative Intersection 'tool box' are illustrated below. I'l Page 6 of 10 VDOT Signal Justification Report Template - Version 1.0 - Nov-03-2017 • W'o.'st, on tPW vdo \t'wt T•w not 9C waght th-0 trr ~W I— fMsnsrq m tNw ltluN aN camlort ' UtrprrMq m ft. k /Urn A tN. 0— u —6-1\ ws MM ! µW, n\F •Mrtyb ttr Mrv. I.n t,rn rqM !rh «so thr rHlot \t—I " rr • ,.vq mh, * w podestnr path —V tv" k W M&Awa wv amw Oft '_rgMm INf^ ""." rW•uturn I . _ ____-- _, "dw apwrrq w,a term Vt o'W tlr WON ttwsl ' # P" 1nit Twk d ' i nT\KJ\ 1(v1l1( c Ad t (Ia{\ tNr AM1�(tOn / t f!an !ti TW u 1W.gd s Ttv 14 r tm 1!. -r born tNr ,uN start t,rn rqM wd rh W / r orwwron/ +Mv ! As noted in the Tables 4A and 4B the poor performance of the V/C for the median U-turn and roundabout in relation to the conventional signal limit their effectiveness as an alternative configuration ' The AM median U turn will require two signals on Millwood Pike and require larger turns area and off -site R-O-W for heavy vehicle U turns. Since the site primary activities as high -cube distribution center/general industrial use are oriented to the west via 1-81. added U turns with the innovative intersections negatively impact the effectiveness of those alternatives. ' The footprints of the alternative intersection options are also compromised, as the existing Millwood Pike has a floodplain area immediately south of the roadway. The Sulphur Spring Run drainage shed continues east along Millwood Pike As ' excerpted from the submitted GDP from Gordon Associates below and the base topography, the alternative intersection configuration as quadrant roadways would require larger impact to the steep slopes and existing floodplain adjacent to Millwood Pike (existing 100 year floodplain shown in blue along Millwood Pike) . rr T 4 i LEGEND S,uea DESCRVION SETE BOUNDARY _ 100,'EM PLOODPENN PONDS STREAM TREEUNE ! F7ER4EDUTE CONTOURS ' = PROF \ CONT OORS The alternative WuST generalized R-O-W impacts are summarized in Table 5. Areas are approximate based on general concept geometric layouts for the alternative intersections, as shown in Attachment 5. Page 7 of 10 VDOT Signal Justification Report Template — Version 1.0 - Nov-03-2017 I L I 1 TABLE S: COVERSTONE DRIVE ALTERNATIVE INTERSECTION IMPACTS App. New Steep # Option Acreage Slopes/flood Mainline Notes plain Signals im acted re 'd Conventional N/A No I Dedication for turns provided 13owtie 0.6 No 1 2 roundabouts for left turns, off -site R O-W on Inverlee for north bowtic Median U "I'tu•n 0.2 Yes 3 3 signals plus NE R-O-\1' for trucks Partial U Turn 0.2 Yes 2 2 signals, Side street turns, off -site R- O-\V for U turns 6.2 Yes Quadrant Roadway SE 1 (2)* 2 signals on 50-17, floodplain and off - site Impacts, removes land bay 3 9.8 Possible 2 signals on 50-17, Steep Quadrant Roadway S W Yes 1 (2) ' slopes and spacing to entrance less than 660 ft Restricted Crossing U 0.2 No 3 2-3 signals, off -site u turns r-o-w, Turn spacing to pond < 660 ft. Roundabout 0.1 0 Off -site R-O-1V, Impacts floodplaln, Yes poor LOS 2 signals required if Inverlee throughs not restricted. Not including traffic control or impacts to adjacent parcels IV. Intersection Configuration and Control Recommendations and Signal Justification Intersection Configuration and Control Recommendations: The intersection of Millwood Pike (US Rte. 50-17) and Inverlee Way (Rte. 1520)/Coverstone Drive is recommended to be configured as shown in the figure of Section I of this report as a four -legged intersection. Millwood Pike maintains the two through lanes in an east -west direction with separate turn lanes to Inverlee Way. The New leg to the south — as Coverstone Drive Extended — would include a separate eastbound right turn lanes and dual left turn lanes on westbound Millwood Pike in the median. The northbound approach would be configured with dual left turn lanes to westbound Millwood Pike and a separate right turn lane to eastbound Millwood Pike. The Inverlee Way approach would be striped for a separate right turn lane on the southbound approach. ' The traffic operations from Synchro as an unsignalized (TWSC) intersection and the peak hour signal operations are included as Attachment 6 for the 2024 short-term forecasts with deterministic operation from Synchro. With signalization, the proposed configuration will provide acceptable Levels of Service. ' Signal Justification: The subject location short-term forecasts will satisfy MUTCD multi -hour warrants with the Phase A activities proposed with the One Logistics Park Winchester rezoning with a connection of Coverstone Drive to Millwood Pike at Inverlee Way. The s'ith gnal conditions of satisfy peak hour operations needs with the initial site development, shown at 1,464,600 SF of industrial sers and with a super convenience market/gas station with up to 24 fueling positions. The signal operations are preferred the initial site development to support the planned industrial users with heavy vehicle truck components. The location was previously proffered for signalization as part of the original Governors Hill development in 2008, with proffer amendments through 2014 with a commitment to signalize when warranted by VDOT. This Signal Justification report demonstrates that with revised site activities, the proffered signalization continues to be the recommended access alternative. The intersection spacing on Millwood Pike satisfies VDOT Access Management standards for US Route 50-17 as a Minor Arterial. The reviews of v/c operations that the proposed intersection performance with a conventional signal is improved in relation to the innovative at -grade intersection alternatives for this location. The typical 4-legged intersection impacts to the arterial can be minimized in design due to the unique traffic operations at the junction. Alternative intersection Page 8of10 VDOT Signal Justirication Report Template — Version 1.0 - Nov-03-2017 configurations with quads or jug handles movements require additional disturbance at the intersection as noted in Table 5 and do not recognize the existing environmental area and grading due to the topography south of Millwood Pike. Since side street through traffic is minimal as Inverlee Way is a local residential street serving the Ravens community and other linkages are provided to Millwood Pike, the opportunity at site plan design to consider through restrictions, as ' through -cut option in the VDOT innovative intersection tool box, would reduce green time allocation to the side streets with a new signal and reduce conflict points. The restrictions to through traffic through channelization would not preclude any future pedestrian access at Route 50-17,but require through trips to route via Prince Frederick Drive to Coverstone Drive, as an alternative. ' The warrants were evaluated without the new traffic counts due to the regional traffic variations in 2020. However, link volume on US Route 50-17 from 12 hour counts at Millwood Pike and Sulphur Springs Road were utilized to assess through volumes on Millwood Pike. The projected Phase A industrial and convenience market/gas station were also added to the side streets to verify link volumes, and the resultant conditions satisfy the VDOT multi -hour volume warrants. Even when factored without the adjustments for the existing 55 MPH posted speed on Millwood Pike, the projected volumes satisfy the MUTCD multi -hour warrants. The MUTCD multi -hour warrants are satisfied with the side streets designated as a dual left lane approach, including a discount of RTOR for the northbound right turns from Coverstone Drive to eastbound Millwood Pike. This conservative approach provides for volume variance to support the conclusions. I Page 9of10 VDOT Signal Justification Report Template — Version 1.0 - Nov-03-2017 V. Approvals Signal Justification Report Approvals: District Traffic Engineer (DTE): ❑ Concur ❑ Do Not Concur Name Signature Date Comments: District Engineer/Administrator (DE/DA): ❑ Concur ❑ Do Not Concur Name Signature Date Comments: State Traffic Engineer (STE): ❑ Approved ❑ Denied Name Signature Date Comments: Page 10 of 10 IVDOT Signal Justification Report Template — Version 1.0 - Nov-03-7017 I 1 I Attachment 1: Site Location, TIA Study Area Intersections, and Revised GDP I TRAFFIC IMPACT ANALYSIS FIGURE 1 Pennons SITE LOCATION -,, i ��\I Iltt�ltillltil'\Ith-\11\llll�lllt 1 HI I)I ltl('h ( (WN I 1 V'IRONI:A lu,eu"I Wfl I `i clIN' OI WINCHLS 1 I:R i i'►56 / 16I SITE \A INCHl:ti1 FR RI:GIONA1. A I1 130 R I LEGEND .. STUDY INTERSECTION SITE BOUNDARY %— TRAFFIC IMPACT FIGURE 3 Pennonl ANALYSIS OFF -SITE STUDY INTERSECTIONS ,,,,,,,, ,,,, 1,, ,,,,,,, n\I I OI,I�II( "1)\ti VAI\( Ill ill —� �I I�It kk h 1 H\ I 1 A IRt,IAI \ 1q�anrlo]o LI LOCATION MAP , SITE U -051t`�° 4 . a t�91?71 IDRK EXI GENERALIZED DEVELOPMENT PLAN 12.07.2020 , , 30Y-01.1 -- - �4 71 22 EX. YILLW000 PIKE - VS ROUTE mom • PROPOSED 1 ,3 • B2 GENERAL BUSINESS \ y a • DISTRICT \ +41 (t125AC) \ APPRJf LCkATIl�N \ • ••.l+_. \ • •.• E+ISTIWi SANITARY \` •� • • \ MAN40LF I -PI PRIMARY ACCESS • \ LAND BAY 3 • �� I \ ,A,N RAY 1,mlF R Ai'; RI,A LAB.; mA, L IMI TS Ty I • y, N \ \• mom _ \ • rAlf A .. _ COVERSTONE DRIVE r J \) (102ROW) \ \ PROPOSED \ �•- I / M1 - LIGHT INDUSTRIAL DISTRICT • ) / (1264,72 AC) PENDLETON DRIVE R • 150ROW) IaH DPAT I Q (.n••� AAEA.- w r o s r - 9111AA9GK lCAl.4 T 90c . • .. FUTURE AIRPORT E%FAMlIGn FUTURE A$W4W E%PANS." WINCHESTER REGIONAL. AIRPORTr -. ;•-: - ; - ONE LOGISTICS PARK WINCHESTER :�- •, , .� �fy Gordon i I VDOT Signal Justification Report Template — Version 1.0 - Nov-03-2017 �I Attachment 2: Previous Traffic Counts ' (See Signal Warrant Study Appendix A) u I VDOT Signal 3ustification Report Template — Version 1.0 - Nov-03-2017 I Attachment 3: Signal Warrant Study (Separate Document) r I VDOT Signal Justification Report Template — Version 1.0 - Nov-03-2017 Attachment 4: VJUST Alternative Review I I 4-AM 1 VDOT Junction Screening Tool Possible Con u ations Indicate with a "Y" or "N" if each intersection or interchange configuration should or should not be considered. Use the information links for guidance. Then, click the "Show/Hide Configurations button" to hide the worksheets for the configurations that will not be considered. N lIntersections Information Consider? Justification Signalized Intersections 1 1conventional Y 2 Bowtie Link Y 3 Center Turn Overpass Link N Not feasible for roadway facility type 4 Continuous Green-T Link N Unable to accommodate traffic patterns 5 Echelon Link N Not feasible for roadway facility type 6 Full Displaced Left Turn Link N Right-of-way restrictions identified 7 Median U-Turn Link Y 8 Partial Displaced Left Turn Link N Right-of-way restrictions identified 9 Partial Median U-Turn Link Y 10 Quadrant Roadway WE Link N Right-of-way restrictions identified 11 Quadrant Roadway N-W Link N Right-of-way restrictions identified 12 Quadrant Roadway S-E Link Y 13 Quadrant Roadway S-W Link Y 14 Restricted Crossing U-Turn Link Y 15 Single Loop Link N Not feasible for roadway facility type 16 ISplit Intersection Link N Not feasible for roadway facility type Unsignalized Intersections 17 150 Mini Roundabout Link N Not feasible for roadway facility type 18 75 Mini Roundabout Link N Not feasible for roadway facility type 19 Roundabout Link Y 20 Two -Way Stop Control Y f; Interchanges Information Consider? Justification 21 Traditional Diamond Link N Not feasible for roadway facility type 22 Contraflow Left Link N Not feasible for roadway facility type 23 Displaced Left Turn Link N Not feasible for roadway facility type 24 Diverging Diamond Link N Not feasible for roadway facility type 25 Double Roundabout Link N Not feasible for roadway facility type 26 Michigan Urban Diamond Link N Not feasible for roadway facility type 27 Partial Cloverleaf Link N Not feasible for roadway facility type 28 Single Point Link N Not feasible for roadway facility type 29 Single Roundabout Link N Not feasible for roadway facility type it � I � I I I 1 LI 1 WDOT VDOT Junction Screening Tool Directional QuesUms and Base lane Configurations Before entering a base number of through lanes for each direction, answer all applicable directional question for each intersection or interchange configuration selected for consideration. Navigate to the lane configuration worksheet for example diagrams, if provided. Intersections Question Direction Bowtie Select the roadway with the roundabouts from the drop -down list. EB-WB Continuous Green-T N/A N/A Echelon N/A N/A Median U-Turn Select the roadway with the U-turns from the drop -down list. EB-WB Partial Displaced Left Turn N/A N/A Partial Median U-Turn Select the roadway with the U-turns from the drop -down list. EB-WB Restricted Crossing U-Turn Select the roadway with the U-turns from the drop -down list. EB-WB Single Loop N/A N/A Split Intersection N/A N/A Interchanges Question Direction All N/A N/A Enter a base number of through lanes for each direction. The number of through lanes entered will populate on each non -roundabout lane configuration worksheet. This tool also allows the user to enter th number of through lanes on the lane configuration worksheets directly. This base number may be overwritten on individual lane configuration worksheets. Turn lanes, shared lanes, and channelized lanes must still be entered in each lane configuration worksheet. Eastbound 2 Westbound 2 Northbound 1 Southbound 1 3 M M M M M r M = M r M s= M M M M M M Conventional DESIGN AND RESULTS Project Name: One Logistics Park Winchester Cove tone Dr 2024 Ann taw Facility: Millwood Pike Ns Facility. Coverstone Ddve4nverlee Wav N W E S Zone 5�J!4 r V/C 1 � Crildcal Lana Volume Sum VOLUME/CAPACITY t RATIO: t - tits Note: This diagram does not reflect the actual lane configuration of the intersection Conventional DATA INPUT AND CONFIGURATION Enter the lane configurations in the yellow cells. SO Critical Vol 89 011 It# PcPh PcPh PcPh EW Split? FALSE NSSplit7 TRUE La nee No NO Shaetl EB Critical vol ; v Zone 541 Z93 ~ WB Critical Vol sm a 795 I 8 No : w sxu«e pcph pcph 1pcph t r► NO Cw,,al Vol 155 D Safety - Conflict Point Diagram Safety - Conflict Point Diagram (Three Legs) • Diverging CorWWTV" count 10 Diverging roe CotMt Merging Crossing 16 0 Merging Crossing 3 Crossing I v Crossing VDOT JUNCTION SCREENING TOOL Ver 1.0 � Back to Results m m m m m m= m m r= m m= m m r m r Bowtie Intersection DESw AIawrwtn One Lops— P"Ward ter Gpro o-Dr 2024 AM _ Ml#n dPike rs Ems . Cownt"Dmwlme Wey _ Sepfam6er 22, 2020 I M"ne, TIO: W S' + N Zen.6 Zone E NT.: infix tlNgram tlms rotrefle:t tM Safety - Conflict Point Diagram • onw�na rae�+Trre q Uprq�re uma�re Nkrgre �Mre avegire 24 . rha ra�roacpnn nr� wv r.c anaoa<n.. ana no,._ .�rca�,ama2�ra..tlar� �e�Eyana�a.ra�,�,a�.a. loan an waM ca�Na mq wlumes. is each rai naaMvc •mW idAl*tt pant tlaMamsirclutle rengKr pdnu ireatetl lryutbn. Bowtie Intersection ..—_ _. _ D11T�MPUTNgW MMf16UMTNXI 0 01 .31. IMF - x 0 Nembral6ngry Wea EQUATION: A x exp(-B x Q( © OQ VpOT n,NITON Sn1EFNN16 ioa M r M M= M = " M it M= M M M M= te r MAMedian U-Turn Intersection DESIGN AND RESULTS Prgect Hama: ogistics Park Winchester Coverstone Dr 20 CJTbcal Lame volume Sum Ew Facility: Millwood Pike 1200 - 1 �99 Coversfone DriveAnvedee Way VOLUME I CAPACITY September 2Z 2020 RATIO: 11D0 -1688 0.80 NS Facility: Date: E North arrow directions will appear once the directional question has been answered on the Input Worksheet. Zone 1 1232 i �I I Zone 5 1272 o.eo v J c �II , II II 1 II II I I I II II II II Zone 2 II II I I I I III II II vac l Ww�e•Tl,�r rl;...r�.,, Anne rnN—k, —. lI—.n..i:w��.���nn ..i rhn :nrnrrnrr�.... VDOT JUNCTION SCREENING TOOL Ver 1.0 Median U-Turn Intersection DATA INPUT AND CONFIGURATION Enter the lane E B i7� configurations in the yellow cells. pc ph Zone 1 ' zsa Control Type peph Izo"e p s "�Il.en 1232 tNEB! Zone 5 muss Ee s�nellxetl 1 a U Zone 5 L a, Nr N o SB NB o 1272 r cnanne snares aw uneJW N. I No R W p�ti Ilk EB Critical Vol FPo' Skin I' FAIF 960 182 N� 516,7 FAI-F P4Ph 29 PCPh W B nN�° °Iryl,e U4� Zone 2 p°ph t87 1 P°Ph P°Ph P°Ph WB 1 M i r M = = = M M M= M= M r M r+ " Partial Median U-Turn Intersection DESIGN AND RESULTS PrP;eet N,1ne: Ogistics Park Winchester Coverstone Dr 20 Critical Lane Volume Sum EW FaclllN: Millwood Pike 1200 - 1399 ta00 - 1699 Ns F�myc Coverstone Drfve/Invertee Way VOLUME 1, RATIO: t Dare: September 22, 2020 W 1 I S N �11 " I, Zone 1 1 , E North arrow directions will I appear once the directional question has been answered i I on the Input Worksheet. I , I II I I I' I II I� I Zone 5 r rT I , t Zone 2 V/C VDOT JUNCTION SCREENING TOOL Ver 1.0 Patrial Median U-Turn Intersection DATA INPUT AND CONFIGURATION Enter the lane configurations in the E B ♦% j �" yellow cells. PCPh pcph PcPh 449 1J5J 12 r-ontro iYPe (zone 1) $ nalixed }No EB NB Cntical Vol 393 pcph PCPh L .w NSB Zone 5 r No ',V3 t: nncal Vr• 310 785 pcph 29 pcph EW Split? FALSE NS Split? FALSE NB Cntical Vol bf;3 W B No snae4 `°"oa""� lul Zone 2 a �2) Si lucd pc ph 12 1 pcph pcph pcph �-,) rr-" M M M a M M M r M r M M r w M i M M M ■ Quadrant Roadway Intersection (S-E) Project f°araa' ogishcs Park Winchester Coverstone Dr 206 Critical EW FadIM: Millwood Pike = Ns FWMy: Coverstone Drivelinvertee Way Diihi:j September 22, 2020 N Zone 3 a W E ,.• VIC 5 A O Zone 5 r.' VIC Zone 2 �:�................... .o i 11-1 Note: This diagram does not reflect the actual lane configuration of the intersection • Safety - Conflict Point Diagram • Divergmg Conflict Type Count Quadrant Roadway Intersection (S-E) Enter the lane configurations in the ne7 yellow cells. No sR Vol /t% 1 L► pcph ppcph rqi.. N 0 0 35 fiS� n L✓e : No ay �G sF...a No t H c'.i iutal V(11 368 Pcph NP, rnh..J EWSplit? FALSE NS NS Split? FALSE SR Crmcal 779 :g � °NvaTv fill ZOn@ 2 Izoire zl 0 Merging • All right -turning vehicles are assumed to turn right at the first Crossing I T Q Crossing ]0 opportunity. J Merging 30 R- O O — • u 1 Diverging 30 a The eastbound left -turning vehicles are assumed to go through Zone 5 �. — _ �- -_-0- 0 A4_ 1� and make two right turns before going through Zone 5 again to complete Total 30 D b + b + the left -turn movement. 00 Conflict Type Weight a This worksheet uses the CLV methodology for calculations at signalized T Grossing 2 zones. These calculations are based on passenger cars per hour. VOOT JUNCTION SCREENING TOOL ver 1.0 peph peph * ll N. t77-7 Umrc 31 via Zone 3 & N— R Crihcal V,' 9l3 :r pcph peph pcph EW Split'. EALSE N5I, TRUE NB:Gntical Vol No 184 Back to Results = r= s= M r= M = = r M r M= ■ S Quadrant Roadway Intersection (S-W) R-Od N-- ogistics Park Mrfchesfer Coverstone Dr 20 kw E:IRr Millwood Pike 1200 -13N Ns r:tey: Coverstone Dnva4nverlee Way. 1 Dxe. Se temWi,22 2020 N Zone 4 Zone 5 WE r .• !cult r .re a VIC S Zone 2 i D vfc 1-1 Note: This diagram does not reflect the actual lane configuration of the intersection • Safety - Conflict Point Diagram • Diverging Conflict Type Count ■ S Quadrant Roadway Intersection (S-W) Enter the lane configurations in the yellow cells. corttml rype (ame 91 naluM Illlll,' �N Zone 4 r° WR Critical v�, 913 NR Cnbcel Vol FR Cnbc,l Vol 184 ER rrltic,l vol 321P�Ph P�Ph 393 LW FALSE ""t; NS Spli7 TRUE 0 Merging Crossing 10 • All right turning vehicles are assumed to turn right at the first Crossing opporturi tv • � Merging 10 o- • v O O -• • The southbound left -turning vehicles are assumed to go through Zone Diverging 10 6 and make two right turns before going through Zone S again to —o---O.O---o- Total 30 complete the left -turn movement. �\ b • F--�4 Conflict Type wow • This worksheet uses the CLV methodology for calculations at Crossing z signalized zones. These calculations are based on passenger cars per 1 n hour. VDOT JUNCTION SCREENING TOOL Ver 1.0 SR Criti,.-.al Vol 232 SR I. nrtral v��l "T aooes,,.et x Pq,h tcph 11111 tdnaPnd es a 35 I .VR Critcal Vu. 694 NB Critical Val 101 EW S it' FALSE NS Split' FALSE 8 o tzoaea3 � snaly� ns o xsz ER Critical Vol P�Ph I>cP0 pcph P+'. 609 EW Split:" TRUE t NS Splitr' I AI'iF Na Restricted Crossing U-Turn (RCUT) Intersection DESIGN AND RESULTS ProJact Name _ogistics Park Winchester COVerstone Dr 202 Critical Lame Volume Sum Ew Faculty: Millwood Pike ,200•,a99 iA116-l" ® a . i NS Facility: COVerstone DriveAnVerfee Way VOLUME / CAPACITY t RATIO: Date: September 22, 2020 5 N l! E North arrow directions will appear once the directional Zone 1 question has been answered on the Input Workshcet. 1 Zone 3 3 1 N/C Zone 4 Restricted Crossing U-Turn (RCUT) Intersection DATA INPUT AND CONFIGURATION Enter the lane ■ E B configurations in the y yellow cells. pcph pcph pcph tpwol Type Zone 1 F (Z..II 21 S6 Critical Vol 380 NO h. �e No E B Zone 3 COMroI TypB (Zones 3. al «j 1 pcph 2 � l 5i nalired Pcph "9 1 pcph ,3M 735 pcph ,7 peph 9 Zone 4 225 1 0 pcph NB 4o 9 WB Nn sRmM Chinnallredw .� W Na e r wLane7W' No Ent?: EB. Critical Vol 242 NBCmic al Vul 931 Conhal Type 1 V l C tLa,re 11 Zone 2 S' nal ied � r D Diverging 0 Merging O Crossing 1 vic Note: This diagram does not reflect the actual lane configuration of the intersection Safety - Conflict Point Diagram Assumptions • Conflict Type Count /— •This worksheei uses the CLV methodology for calculations at signalized o • Crossing 2 zones. These calculations are based on passenger cars per hour. Zone 2 pcph ,75 l pcPh PCPh PCPh WB��� SB �r VYB Cr, Beal Vo 130 B:<k ,u l<, , I VDOT JUNCTION SCREENING TOOL Ver 1.0 1 rr r r r r r r r r r r rr rr �r r rr rr �■r rr P�Rou�nd.bo.t- � Roundabout clsmA paln5 _ DDTADINn MDC—GUeA- - Fmpnw�,.ogakcs Perk YKSMety cOV•idle W 202 bYlCDeeY'MYS DwI IM yNlaw ulll. EW FecYly'. mw wPike ND FecWry'—Colss—DH o,.w•D Wry Dew' — SeenntleL222020 D•GKDY' N 0.9Y /� Zone 1 W �i►`+ E 5B A 0 ........... Zone 4 I� Y.e. vrc ca uj Zone 1 t .vac rV NB Roundabout CAUIXAME EQUATION: A SB 0 7[C Ov � 0 NB 00 0© Ui ao �. Safety_CaMlict Point Diagram �Asaww"Ona - , • ow.,u.v arn•TYr. am ' ky m n •�M numMel rkeWW,ne Ukn In ane 4utlnm nn.0 mM �m.yq ' I I < ewYlo�M nvmkn of entity bmmJre Mr YwEeenim� i -� � � nnrY nY �, •MrmmCakaul tYmteUwamaYnumdlno emry wMs.nJ nro � � �— TeW k �ucNniry Imes. ul4klwr,hy vMtln.re nwmnl ie np In �M mnemml Ime • <mllt lype we•M �Tnn•'wMSlreelEwstlan We IA.¢vmnketldgy. ikeokulrtlan n e reeweun iM nLM antexrn, M M M M M M M M M M M M M M Tw Way Stop Control(TWSC) Two- Way Stop Control(TWSC) ruawnueoataaw N I W + E 7 s J M G 1 t Kr a �t iPINIZ41 t ht+ 1 Safety - conflict Point Diagram Mwrnptbns ae ®-0 ml— min Im 4-PM 1 11 C� Fj I D VDOT Junction Screening Tool Possible Cots urstlo�s Indicate with a "Y" or "N" if each intersection or interchange configuration should or should not be considered. Use the information links for guidance. Then, click the "Show/Hide Configurations button" to hide the worksheets for the configurations that will not be considered. fJ lIntersections Information Consider? Justification Signalized Intersections 1 lConventional Y 2 Bowtie Link Y 3 Center Turn Overpass Link N Not feasible for roadway facility type 4 Continuous Green-T Link N Unable to accommodate traffic patterns 5 Echelon Link N Not feasible for roadway facility type 6 Full Displaced Left Turn Link N Right-of-way restrictions identified 7 Median U-Turn Link Y 8 Partial Displaced Left Turn Link N Right-of-way restrictions identified 9 Partial Median U-Turn Link Y 10 Quadrant Roadway WE Link N Right-of-way restrictions identified 11 Quadrant Roadway N-W Link N Right-of-way restrictions identified 12 Quadrant Roadway S-E Link Y 13 Quadrant Roadway S-W Link Y 14 Restricted Crossing U-Turn Link Y 15 ISingle Loop Link N INot feasible for roadway facility type 16 ISplit Intersection Link N INot feasible for roadway facility type Unsignalized Intersections 17 150 Mini Roundabout Link N Not feasible for roadway facility type 18 75 Mini Roundabout Link N Not feasible for roadway facility type 19 Roundabout Link Y 20 Two -Way Stop Control Y ff Interchanges Information Consider? Justification 21 Traditional Diamond Link N Not feasible for roadway facility type 22 Contraflow Left Link N Not feasible for roadway facility type 23 Displaced Left Turn Link N Not feasible for roadway facility type 24 Diverging Diamond Link N Not feasible for roadway facility type 25 Double Roundabout Link N Not feasible for roadway facility type 26 IMichigan Urban Diamond Link N Not feasible for roadway facility type 27 IPartial Cloverleaf Link N Not feasible for roadway facility type 28 Single Point Link N Not feasible for roadway facility type 29 Single Roundabout Link N Not feasible for roadway facility type 4-PM2 Before entering a base number of through lanes for each direction, answer all applicable directional question for each intersection or interchange configuration selected for consideration. Navigate to the lane configuration worksheet for example diagrams, if provided. Intersections Question Direction Bowtie Select the roadway with the roundabouts from the drop -down list. EB-WB Continuous Green-T N/A N/A Echelon N/A N/A Median U-Turn Select the roadway with the U-turns from the drop -down list. EB-WB Partial Displaced Left Turn N/A N/A Partial Median U-Turn Select the roadway with the U-turns from the drop -down list. EB-WB Restricted Crossing U-Turn Select the roadway with the U-turns from the drop -down list. EB-WB Single Loop N/A N/A Split Intersection N/A N/A Interchanges Question Direction All N/A N/A Enter a base number of through lanes for each direction. The number of through lanes entered will populate on each non -roundabout lane configuration worksheet. This tool also allows the user to enter th number of through lanes on the lane configuration worksheets directly. This base number may be ' overwritten on individual lane configuration worksheets. Turn lanes, shared lanes, and channelized lanes must still be entered in each lane configuration worksheet. Eastbound 2 ' Westbound 2 Northbound 1 Southbound 1 4-PM3 3 M M M M M M M M M M M M M M M M r M M Conventional DESIGN AND RESULTS PrWect N.me: One Logistics Park Winchester Coverstone Or 2024 PM Ew Facility. MIRMOd Pike Ns F-IIIty: Coverstone Drive/tnvedee Way Date: September 22. 2020 N W E S ' I I I I Zone 5 44 r •• V/C 1 � —► I Critical Lane Volume Sum tstaaeW EM---VOLUME/CAPACITY RATIO: I I Note: This diagram does not reflect the actual lane configuration of the intersection Conventional DATA INPUT ANDCONFlGURATION Enter the lane configurations in the yellow cells. �s Critical Vol 14 41 1 It# pcph pcph PcPh EW Split? FALSE NS Split? TRUE ex� - ER Critical Vol R35 ra. t Rau^ e? u. Z s u pcph pcph pcph '1 t & NEI Critical Vol 183 l' Safety - Conflict Point Diagram Safety - Conflict Point Diagram (Three Legs) r Diverging ConfktTypa CouM Diverging ConfittTM Count Merging Crossing16 M Merging CrCrossin 3 Crossing t I Crossing .An�•.inn Q .A.. w..:.... Z VDOT JUNCTION SCREENING TOOL Ver 1.0 WR rnlcal Val 506 =I-] m r== m= m � m m= m m m m r m m •; �] Bowtie Intersection DDD IANDNI516TS Ona Leo slits Pv,* Wmcha,Ue, CowrslP,e O, 202d PM sear M,#—d Pike 1e"""'n- Cdvenlorro DdvMnrerlea Wey •• ••�� am Sep*m ,22. 2020 Mils I wZ..e 5 Zone 3 5 + N 12 :2 o.re v,c � E tea. vac NeM1: rni. dunaP aa.: nm.,,nal me,auai w,z coano+,lwnwme mle,«nen K rouMabou,z have P'1v,wo apPoachez aM e.ln ae.ea. me nv.aaNp. ae�aPs mMane uauwllm ca.,mrn�s.wwnes+P eech.wMabw,l. r cmnn aPM aae,am+,rcwx cmD[r pomp nmee W Uu,,. =LB.-ie Intersection DATA INPUT MIDDONN6UMTx7N xa,aa.a EQUATION: A x exp(-B x Q) ooeom ® �00 © �m I I Median U-Turn Intersection DESIGN AND RESULTS cs Park Winchester Coverstom Dr 20 ".I.— SumMillwood Pike Coverstone Drrvellnveftee_WaL IM-iWi 1400.1= II—E I —`-Ty RATIO: NB PK1wY September 22, 2020 w N Zone 1 E North arrow ilne—,will d,bohzl ,ppeancethe qu,st hinsweransaini,ed ,othe top,, W,,k,h,,, Zone 5 77; T1- r Zone 2 1407 Not.: This diagram cl no, reflect the actual Lane configuration .1 the,r,,mtcd.h Median U-Turn Intersection edian I DATA INPUT AND CONFIGURATION Enter lane E B 'u the yellow tell, Zone 1 ph TE B taw_ _ _T_1 kA.:M xpn Zone 2 1407 h P M picph 41 rl 1WB Safety - Conflict Point Diagram Assumptions L l. C C-flkt Type I C-M Tho,kshee;,ses the CLV north.c.l.gv to, talcul.h.im., signalized zones. These calculations are based on passenger cam p,, h.ij, , This worksheet uses the HCM, 6th Edition methodology for calculations at ugii zones These calculations are based on vehicles per hour. Crossing 4 Merging 6 Chnierge,; 6 T."I is Conflkt TV" WeIgId Crossing 2 M.,glhg I D,vergnig 1 20 =1 4-PM6 V.TIU1iiUIOI1111111I1"GTOO1 Ver 1.0 Partial Median U-Turn Intersection DESIGN AND RESULTS PI-1- Nam.: ogisfics Park Winchester Coverstone Dr 20 oill Lau volunu Sum ew e.raley: Miltwood Pike am 1200.1390 Coverstone Dnveelnwrlee Way vOLIIMgIC11PAd, MTId. September 22. 2020 0.82 Ns —I, oo: W 5+ N Northarcowdlrtc —will appear once the dnectronal queubn has teen answered —he lnpul Wmk,h- Zone t 1 v1c Zone 5 13105 o.ez v f c Patrial Median U-Turn Intersection DATA INPUT AND CONFIGURATION 7c.ntions lane @@ m in EB cells. ,oa, MPh pcpt mR 41 a `e Zone 1 as 1 EB powa fzw•zl Note: This diagram does not reflect the actual lane con(g-11- of she,r—em on I I Safety - Conflict Point Diagram Assumptions • Dlvergksg �mlRIUTTPe tO1tlR MagdnR Crossing 6 • This worksheet uses the CLV methodology for calculations at signalized zones. These calculations are based on passenger cars per CroWnp D atMerging 8 hour. U Diverging g • Thus worksheet uses the NCM, 6th Edition methodology for calculations at unsignallzed zones. These calculations are based on A Q `� T041 vehlcles per, hour. o-- -.(x •. DDrdw Type welght Crossing 2 Monolog 1 u i Diverging 1 • V I p 28 Zone 2 p pl, RPM psPn pcpn WB 0 4-PM7 VDOT JUNCTION SCREENING TOOL Ver 2.0 ■ Quadrant Roadway Intersection (S-E) Purled Na ishcs Park Winchester Coverstone Dr 20 Ew Facility. Millwood Pike 130e. 13N NS Fad@y: Coverstone Dnvelinvenee Way t o■a September 22, 2020 N Zone 3 W + E t avJc S -f o a Zone 5 y 1 t• vlc Zone 2 F Note: This diagram does not reflect the actual lane configuration of the intersection ■ Safety - Conflict Point Diagram • Diverging Conflict Type count 0 Merging • All right -turning vehicles are assumed to turn right at the first Crossing 10 Crossing } OI opportunity. Merging 10 _ � 0 r� ■ ■ Diverging 10 a The eastbound left -turning vehicles are assumed to go through Zone 5 a- <- - '� —o--" and make two right turns before going through Zone 5 again to complete \ % Total 30 the left -turn movement. Conflict Type Weigh o This worksheet uses the CLV methodology for calculations at signalized Co Q Crossing 2 zones. These calculations are based on passenger cars per hour. VDOT JUNCTION SCREENING TOOL Ver 1.0 1 M M M M M M� ■r M r r M M M r M M M M 81 Quadrant Roadway Intersection (S-W) ftol r Na, • ogistics Park Winchester Coverstone Dr 20 EW F-1110 : Millwood Pike 1200 - tall NS Faculty' Coverstone DfiveAnverlee Way t Doe: September 22, 2020 N Zone 4 Zone 5 W �i E mfifitim Vic S r 0 0. Zone 2 1 Note: This diagram does not reflect the actual lane configuration of the intersection • Safety - Conflict Point Diagram • Diverging Conflict Type Count 0 Merging Crossing 10 Crossing 1 ? Merging 10 .A u • o / O O • Diverging 10 1 •— t b u�—oa—o- Total 30 Conflict Type W;;;; 1' J� Crossing Z VDOT JUNCTION SCREENING TOOL Ver 1.0 Quadrant Roadway Intersection (S-W) Enter the lane ifigurations in the yellow cells. emrw Type $ WR Critical Vo all V1ar 608 y ww Ng. Critical "I [8 Cw V"I = 366 E8 C'.rrt¢al Vnl y] 813 p.0 peph 888 EWSplltT N55plu? ? RUF. I -1 1ti�rir* • All right -turning vehicles are assumed to turn right at the first opportunity. • The southbound left -turning vehicles are assumed to go through Zone 5 and make two right turns before going through Zone 5 again to complete the left -turn movement. • This worksheet uses the CLV methodology for calculations at signalized zones. These calculations are based on passenger cars per hour. Se Critical Val 189 7`1 aore5nwsr Ee o-oh ,O.Lmd i o zz L N, No L N Zone 5 �..F eVR Cri tic al VLF A16 :�R Crlhcal Vigil xPh PcM S1 Spilt' FAS NS Split FALSE x' Zone 2�¢ra s� u«K11 f8 Critical Vol pcPlr IKPh "ph raft r•. A3 Split? TRUE ♦ NS Splil? FALSE NS ■ M M M M M M r M M M M M M r M M M M M Restricted Crossing U-Turn (RCUT) IntersectionP[ Restricted Crossing U-Turn (RCUT) Intersection DESIGN AND RESULTS DATA INPUT AND CONFIGURATION Project Name:.ogis6cs Park Winchester Coverslone Dr 202 P.W Facility: Millwood Pike NS Facility: COverstone DriveAnverlee Way Date: September 22, 2020 W S N E North arrow directions will appear once the directional h b d CrltlealLane Volume Snm Enter the lane EB configurations in the a■ t zoo - 11199 d yellow cells. -ph -ph -ph VOLUME I CAPACITY O 85 tas ad. a, RATIO: l,t� , rarwrol rv� rmne tl sl nTll�ea Zone 1 question as een answere on the Input Worksheet. 1,1 1 v Zone 3 1 1 V 77S0 I Zone 4 1 Zone 1 F*,"Ph n r, it,cai V!^I 1009 No `N. EB �► Zone 3 'Y Eph , (zones 3. a( Si lizea peph pepn rj ppPh 6 Zone 4 193 pCph NB —► WB No n. ea an yet sm M+ isea wl Nu w � Rcv larret EB CritcaI Vol NB Critical Vol 429 619 co�nnl type 1.. v/c ao�Il Zone 2 1356 0.65 V I C a�• Note: This diagram does not reflect the actual lane configuration of the intersection Safety - Conflict Point Diagram Assumptions Diverging ' e ^ Conflict Type Count - • This worksheet uses the CLV methodology for calculations at signalized O Merging i e Crossing v zones. These calculations are based on passenger cars per hour. Crossing ( • , WB I `� 1n f♦ n LNo x SIB �r WBLritical Vo 33 VDOT JUNCTION SCREENING TOOL Ver 1.0 t m m m= m m m = m m m m� r m r m m laRoundabout � • Roundabout • Roundabout o6gNl1F•e6tR8 M��aYwflV,ocoNnGunsnoN - aVM11YC,VLflunoNS �. • ..opefi[ PPio YLS,c/rasta Coversforw p pZ __ _ 1� 8� En4r lb 1pw [mfi{urs4ms in— �N mEe. al •. -.. Ora 9 ®'� I,e Yellow [el s � � � Furry l.Mf Fe[ebtlry Iwws lam i E[v Yey: MMvoatl Pde aoo,al 5 c�l�ry- rovpffone Onva 2WW WaY 14 •_ r- SeperrtlM 22 Z020 [ ■ o i , r.ro a ours, o.N Zone t I��ul l m �, ;•� u.n ooms: W +E $B .. m 9 % L'SIIB ,m $ ^' '. Zoned �"• ® r 3 0 3 - e uj 0•00. E� 1� o,,WNW... r o.... y/r ca NB ui Zone 3 1 Zone 2 Fnee1 Vq 1 NB e� � an • • Safety - Conflict Point Diagram Aswmptlons — e�»ncw M.Mn. — 10 • Kann m.ro,�>�r»x,n���l,..�,,..�,.me�n.n.n��F�.n...n»nn DYE [ . M 4n,umiry vMkW an --d 1. n.v M 11.e �nnermen lan.un,4 i Two -Way Stop Control (TWSC) awraa_ N W+E 5 1 t+ J Two -Way Stop Control (TWSC) Safety - CoMlkt PdM Oiapram Naatnptlwla • tr.rqs WVu1.� 48 f Im HIM m_ o_ aa.o mow® o IVDOT Signal Justification Report Template — Version 1.0 - Nov-03-2017 I Attachment 5: ■ Alternative Intersection Concepts Ll I rr r� rr r� r� r� rr >,r � rr �r � r ■Ir Ir r� rr rr r� BO TIE DUAL ,- L E� DABOUT AT COVE Q E LU T< DRIVE (NOR y _. AS SINGLE LANE) ,, •�:� . SEE ADJOINING _ 200,- 10R'', r-R r; c S 200 400 000 _ R , GRAPHICAL SCALE, 1{ - 200' 6 2.71 ( r t: 11 314 .4 4 g 7 5 PROPOSED '� 44 8� y ` C33 �X. S5�-124 "� \�'kAL B C -716 �DTRICT -�-� No Side Street Turns �- or \� �' � � ±1 5 AG�I E � with Bowtie; rights / X. i Only , i - - r> D 4R E SAVF ., 4• �� \\ AREA (TYP.) S FLOODPLAIN "',. 3� �. Source: Base Gordon Associates GDP, Revised December 2020; VDOT Road Design Manual i Dec SJR Appendix A3, Figure A3-10-11 Attachment 5-11 rr rr rr rr rr rr rr rr it r rr �r rr rr ■� r rr r rr TURN AT COVERSTONE DRIVE �/� SSPF. An1jnININMG M M 2W _. - r+F+ i " � L r r � - S 200 4W BW CRAP CAL SCALE 11' - 200' 16 8 11 314 18 1 LU 21 i312.7 1' (TOT) 22 �3 -353*2 �! s' 797.44rs; ir L56 PROPOSED ENE, AL BWSINEC � l � 15 S ,-1 c} 316.V D� TRICT thoughs only for +1 5 A side street V rdD I TIN R E SAVE ( J AREA (TYP.) ► '` ,1 FLOODPLAIN 3 .��. Source- Base Gordon Associates GDP, Revised Pennon\ December 2020; VDOT Road Design Manual i Dec SJR Appendix A3, Figure A3-2 Attachment 5-22 TURN AT COVERSTONE DRIVE iv SFF 4njr)INING Zoo. IM r i Zoo 400 eoo GRAPHICAL SCALE, • 200' 16 6 � 8, , 4 9 7 i x � L LU 18 , 21 1, 22 4ft. S53" .0 7� 312.71 ' (TOT) -1 L56 OPOSED u ,- �S.� 1244� ; �' • �, D TRICT thoughs and side r�� / �� *� 5 A(; street lefts for side EX. D street Y� ,�--ZRE SAVE AREA (TYP.) "\ FLOODPLAIN Source: Base Gordon Associates GDP, Revised December 2020; VDOT Road Design Manual Appendix A3, Figure A3-2 and VDOT VJuST workbook ,� .00 001 %sOr ♦ • • \ Pennoni Dec 2020 SJR Attachment 5-3 QU RANT SE AT COVERSTONE DRIVE �. 7J L U Tf �Q. �� 1 • 22 SEE ADJOINING- 200; tOR!"',, `r-R T;E:S200 400 e0o S53'27'47"E 18 '� 12.71'(TOT) gfle�� ' GRAPHICAL SCALE, 1 - 200 6 6 4 9 7 ' 30 5PROP D J 44 g1' 84 5�� INE: No signal if no ' 1 6 /` �DT - / throughs allowed; o 1 T1�1G close median'.'� 5 EX. � E crossover O �`t'!0 �D / ITINPSA A N O 'fp. R E SA AREA (TYP.) No bay 3cess to land PRIMARY ACCESS FLOODPLAIN LAND BAY 3 ` ..� Source: Base Gordon Associates GDP. Revised December 2020; VDOT Road Design Manual Attachment i Dec 4 SJR A Appendix A3, Figure A3-5 Attachment 5-4 QU RANT SW AT COVERSTONE DRIVE I •,, 7J L U Tf 21�2 SEE ADJOINING ' y= 200-- .- 10R'', R r ; c S 200 400 ow I _ — _ 19 �� Et 53.27'47"E GRAPHICAL SCALE 200' 18 '� '� 7�'(TOT) 17 14 16 g 29 9 .4 4 ^n PEKE �b -�'f\\ ' PROPOSED • 84 ENE�AL BU 51 N E: =--� s =1 316. r �D1 TRICT ±,1 5 AGE 8 � ' No signal if no G. j R6X. C) throughs allowed; �\ / , A close median I TIN / �-- O SA crossover OL,E JtJ V �� AREA( No access to land P R bay 2 FLOOD DLAIN 3 Source- Base Gordon Associates GDP, Revised December 2020; VDOT Road Design Manual i Dec SJR Appendix A3, Figure A3-5 Attachment 5-55 RESTRICTED CROSSING U AT COVERSTONE DRIVE U turns for vehicles U to WB Millwood Pike T< U turns for vehicles to m 0 EB Millwood Pike from 21 Inverlee Way (may be SEE ADJOINING unsignalized) 200,- 10R'�; E R r; c S 200 400 _ _ 19 `—��p ft S53 ' -47" GRAPHICAL SCALE 1�` - 200' 18 12.7 t'(TOT) 16 g 11 3 1 29 A 4 7 5 9 � a. r � PROPOSED sSf -1 tea' -- i N E CNE AL BU ( \ ---' i sod V 716.�D1 TRICT 1 / ^ Signal for mainline / �r \\ +1 5 AGE � ) _ E �§Tff4G left turns only to Sx j j IJ'1D /,L) - Coverstone Dr and LOX 1 o Inverlee Way S, '-� �� • 4R\,E SAV� \� AREA (TYP.) S I FLOODPLAIN S �: Source: Base Gordon Associates GDP. Revised December 2020; VDOT Road Design Manual % Pennoni Dec 2020 SJR Appendix A3, Figure A3-3 i Attachment 5-6 ROUNDABOUT AT COVERSTONE DRIVE qV SEE ADJOINING 200 10R r; r; c S 200 400 - b00 GRAPHICAL SCALE 1{ - 200' 6 t iv g 11 314� 9 / v 7 L �, 31 . 84 Multi -Lane t Roundabout with 260 it inscribed / diameter E PS"-Tif f G , 1 ` i/ ' ✓ �_j �1 LU T< �m 21 22 19 . R _ —�W it S53'27'47"E --=� 12. 1'(TOT �FR E SA AREA (TYP.)� - ; ► 0. FLOODPLAIN nt� Iill ' Source: Base Gordon Associates GDP, Revised '" � '00. December 2020; VDOT Road Design Manual Appendix A3, Figure A3-11 PROfl- POSED E.NEA,AL BASIN rD1 TRICT f' ±.1 5 AGE) 47r Pennoni Dec 2020 SJR Attachment 5-7 I VDOT Signal Justification Report Template — Version 1.0 - Nov-03-2017 1 ' Attachment 6: 2024 Synchro LOS 1 l- I n � I I I I I IF VDOT Signal Justification Report Template - Version 1.0 - Nov-03-2017 Attachment 6-1: LOS Summary 2024 without signal without Site Storage Lengths (ft.) ADI Peak Hoar PJI Peak Hoar I/ Intel -section 1'rat7fc Control Lane Group/ Approach LOS I)elay (sec.) 94h!611. e,rk•r Q.... (ft.) LOS DPlay (sec.) 951Y !611. A.rk.r Q.r.r 00 Fall- Width raper I?FFEC "rIVE E• B/L 230 200 330 A 9.0 0 C 17.6 10 EB-TT 2000 - 2000- EB LOS 0.1 0.8 Millwood Pike (US 50/17) Unsi_eualiced \\'B/TT 2000- - 2000- - - �10 R - %VI R 210 ISO 300 - hwerlee Way/ \VII LOS 0.0 0.0 - k Coeerstone Dr SB/LR 700 700 B 1-1 S 25 E -10A .15 SII LOS 13 14.8 - E 40.4 OVeraB - 0.9 12 ISource: Pennoni, One Logistics Park Traffic Impact Study, Sept 2020, Table 10C, page 52 L r E 2024 with signal with Site 2024 BUILD (PHASE A) Intel -section "rraflic Control Lane Group/ Approach Storage Lengths (ft.)ANI Peak Hour PINI Peak Hour LOS vela\' (sec.) 94Y l6ne A.rt.rQ.r.r tn.) LOS DCIA\' (sec.) 95iY °611r A,<k.rQ.<.< tnd Fall- Width Taper EFFEC TIVE iCoordinaled 10 f i Millwood Pike (US 50/17) & hnverlee Way/ Coverstone Dr Sienal Cycle Lengths A\I: 120 sec PNI: SO sec EB 1. 230 1--00 3 30 D 41. 3 11111 D 50.0 55 E13 TT 2000- - 2000- A 3 1 -1 A 5 4 35 EB/[R] [2001 [200) [3001 A 3.5 1110 A 5A 0 EB LOS A 3.4 - A 7.2 - NVB/[LL] [250] [2001 [350] D 37.1 91 C' 31.1 m67 1VB/TT 2000+ - 2000- A 7.0 IG_ C 20.2 531 \\'B/R 210 ISO 300 A 5.7 1111 A 8.1 1110 \\13 LOS B 15.4 - C' 20.9 - [NB/LL] [515] - [515] D 53.7 102 E 59.5 4178 [NB/R] D 50.0 77 C 31.9 59 NB LOS D 51.6 - D 49.8 SWL 700 700 D 50.3 GO C 31.7 33 SB/R D 49.1 0 C 31.2 0 SB LOS D 49.5 (' 31.4 - overall B 1 14.4 - C 21.7 ' Source: Pennoni, One Logistics Park Traffic Impact Study, Sept 2020, Table 12D, page 70 See Signal Warrant Study for AM and PM synchro outputs with stand-alone operations optimized I VDOT Signal Justification Report Template — Version 1.0 - Nov-03-2017 I Virginia Department of Transportation VDOT Signal Justification Report (SJR) Staunton District Date: January 12, 2021 I. Studv Intersection Douglas R Kennedy P E Douglas Kennedy Pennoni Associates, Inc Herndon. VA TRAFFIC ENGINEER Major Street Route # and Name: US 50/17 (Millwood Pike) Direction: East/West Minor Street Route # and Name: Inverlee Way (VA. 1520)/Future Coverstone Drive. Direction: North/South County or Localitv: Frederick Countv Intersection c If on APN, ty Sketch/Diag Image Source: Gordon Associates, Sept 2020 Concept configuration and peak hour traffic volumes for site -build-out with One Logistics Park (2028) shown below, with effective LOS with signal control. Volumes revised to reflect through trips with Coverstone Drive to Inverlee Way. I Page 1 of 13 VDOT Signal Justification Report Template - Version 1.0 - Nov-03-2017 I Virginia Department of Transportation VDOT Signal Justification Report (SJR) Staunton District Date: January 12, 2021 I. Studv Intersection Douglas R. Kennedy. P.E. Douglas Kennedy = Pennoni Associates, Inc. Herndon, VA TRAFFIC ENGINEER Major Street Route # and Name: US 50/17 (Millwood Pike) Direction: East/West Minor Street Route # and Name: Inverlee Way (VA. 1520)/Future Coverstone Drive. Direction: North/South County or Locality: Frederick County Intersection c If on APN, t) Sketch/Diag I I Image Source: Gordon Associates, Sept 2020 Concept configuration and peak hour traffic volumes for site -build-out with One Logistics Park (2028) shown below, with effective LOS with signal control. Volumes revised to reflect through trips with Coverstone Drive to Inverlee Way. 1 IPage 1 of 13 VDOT Signal Justification Report Template — Version 1.0 - Nov-03-2017 I rJ F F1 r� 1 1,910 r 273(193) Millw—A Pike Mr NVW Pike o f, V111 t 11 (39)00 ^ if 1312 093)mmll- RON (1119)v% r •• G L ^t F J N N I53 .50 1 EIF) iZv- B (B) l.�aC.:! �� (B) 11 UkAwd Pike v1�11 a d Pike F (FI� B(B)��. I. (Him — — E (F7 0-11W. I M PEAK HouR vowme FAUM AVERAGE DAX Y TRAFFIC LANE GEOMETRY LOS 1�1 PM MOVEMENT g Q P E.ZTT— nil iP„ 4FPW CN �tr PROPOSED 5 OWRA", Image Source: Pennoni Associates Inc, Rev. January 2021 (See intersection Configuration and Control recommendations for short-term volumes) Describe the Origin and Nature of Request. If this SJR is based on a recommendation from another study (e.g. Traffic Impact Analysis or Safety Study), then note the nameldate of the study and attach the study to this SJR. As part of the submitted application for One Logistics Park Winchester, the applicant had scoped a traffic analysis with VDOT and Frederick County in the summer of 2020 for the change in land use for a 277 acre site for M-1 and B-2 rezoning to accommodate approximately 3 million square feet of general industrial uses. The proposed use replaces the existing Governors Hill rezoning application as approved by the County for 500 DU residential, 300,000 sf of office and up to 900,000 sf of commercial use. The original approvals included signalization for the subject intersection when warranted by VDOT. The owners have contributed road improvement costs and land dedication associated with the approved proffers to Frederick County with a value of over $5.1 million dollars; however, construction of Coverstone Drive at Millwood Pike was never initiated. The traffic analysis, One Logistics Park Winchester Traffic Impact Study, dated September 2020 and revised December 15, 2020 outline the site characteristics, phasing and regional site impacts. As part of the analysis, VDOT requested that the subject SJR be processed to verify the draft proffer commitments. Relevant context, land use, draft proffers and traffic forecast for the subject intersection are included in the attached signal warrant study. The applicant, Wickshire Industrial, LLC proposes to construct Coverstone Drive as part of the initial phase of site development opposite Inverlee Way at Millwood Pike, including turn lanes to Millwood Pike. Construction of Coverstone Drive south of Millwood Pike is proffered as a four -lane divided collector in a 102 ft R-O-W and transition to a two-lane collector. This Phase of Coverstone Drive construction is scheduled, subject market condition, to support site activities by 2024 with development over 500,000 sf of general industrial uses. Location Map from Traffic Study, study intersections with intersection spacing on Millwood Pike, and proposed General Development Plan (GDP) for One Logistics Park Winchester are included as Attachment 1. The GDP is revised from January 2021 If the origin of this SJR comes from another study, what were the key conclusions from that study that are related to this intersection? The Revised December 2020 TIA indicated signalization of four -legged intersection as part of 2024 short-term traffic conditions with the construction of Coverstone Drive south of Millwood Pike. With the revised rezoning traffic study submittal, VDOT did not require resubmission of the TIA for 2nd submission to complete the TIA review; Subject to agency review further comments may be pending should further mitigation be proposed. The site development proffers and peak forecasts at the subject intersection at Millwood Pike are unchanged with the December revisions, except for the inclusion of localized impacts to through trips on the side streets. The traffic study recommended the following improvements to support site activities with signal control: • Add Traffic Signal with Phase 1 activities [Proffer 2.2 Phase I], - Provide EB right from Rte. 50-17 to Coverstone Drive Extended [Proffer 2.6.1 (a)]; • Provide dual lefts on WB Rte. 50-17 to Coverstone Drive Extended [Proffer 2.6.1 (b)]; • Construct dual lefts on Coverstone Drive to WB Rte. 50-17[Proffer 2.6.1 (c)]; • Construct 4 lane divided section on Coverstone Drive extended to primary access for Commercial land bay 3 (southeast quadrant of Coverstone Drive Millwood Pike intersection) [Proffer 2.2 Phase 1]; • Close existing median crossover at old Carpers Valley golf course entrance west of Inverlee Way[Proffer 2.2 Phase 1]; and • With signalization, restripe SIB approach for separate turn lane on Inverlee Way. Revised in SJR for shared Page 2 of 13 VDOT Signal Justification Report Template — Version 1.0 - Nov-03-2017 through right lane to match previously approved proffers. VDOT and Frederick County may wish to stripe as a sperate SB right if through traffic not included from Inverlee Way to Coverstone Drive 11 The December 2020 draft proffers are included in Attachment 2, with the intersection related improvements shown in italic above. Final proffer language may be changed subject to approval from the Frederick County Board of Supervisors, and construction plans to be approved by the County and VDOT with future site plans. This SJR analyzes projected trip volumes through the four -legged intersection based on planned industrial and ancillary commercial development occurring to the southwest and southeast of the subject intersection. Volumes reflect the short-term (phase A uses open by 2024) and long- term scenario (site build -out east and west of Coverstone Drive by 2028 with Phase B uses on Pendleton Drive extended) The warrant study volumes are based on the short-term 2024 scenario with Phase A. Signal Warrant Analysis Summary Intersection Approach Information: Approach Road Approach Approach Approach Speed Number of Annual Average Direction Name/Route Speed Speed Type Notes i Through Daily Traffic Number Lanes AADT Future Future road, not yet Northbound Coverstone 40 MPH Design constructed, planned 1 10,020 (15,350) Dr as 40 MPH posted Inverlee Other Southbound Way/ 1520 25 MPH (Describe in Not Posted, local street 1 1,910 (1910) Notes Millwood Posted Posted (checked Eastbound Pike/US 50- 55 MPH Speed Limit warrants at 40 MPH 2 31,940 (37,490) 17 Westbound Millwood Pike/Us 50- 55 MPH Posted Posted (checked 2 30,710 (32,210) 17 Speed Limit warrants at 40 MPH) ' If approach speed type is not the posted/statutory speed limit, explain the reason why the posted/statutory speed limit was not used. ADT from 2024 assignments with (2028 build -out in brackets) from One Logistics Park Winchester Revised Traffic Study (December 2020) with Phase A +B site with added through trips to Inverlee Way. Warrant volumes using lesser link volumes on approach for order of magnitude vehicle counts. Lower speed on Millwood Pike tested for warrant sensitivity. Summary of Traffic Count Source: Peak period turning movement counts were collected by VDOT to the east at the Millwood Pike/Sulphur Springs Road (Va. Rte. 655) intersection as part of the intersection improvement project in 2017. The 12-hour counts were utilized to determine Millwood Pike link volumes and were factored for turns at Inverlee Way based on a 2008 traffic counts. For the subject rezoning application review in 2020, with school out and COVID -19 conditions impacting travel activities, no new counts were required. The derivation of the traffic volumes is detailed in the signal warrant study, as attached. VDOT published Daily trips for Millwood Pike ADT was 19,000 VPD in 2019. VDOT published ADT for Route 1520 (Inverlee Way) north of Route 50-17 is 670 VPD from 2008 published counts. Based on the 2008 counts/forecasts used for the Governors Hill rezoning the link volume with a K value of 0.10 translate to approximately 1,700 VPD, so the turning peak hour counts were used as the base to factor the 13-hour 'base' volume at Inverlee Way for the side street. The warrant analysis also details the new industrial and commercial trips that would use the subject intersection in the short- term with the south leg open on Coverstone Drive. Previous traffic counts are included in Attachment 3. The December 2020 Warrant Study is Attachment 4 for the short-term conditions with Phase A activities at One Logistics Park. IPage 3 of 13 VDOT Signal Justification Report Template — Version 1.0 - Nov-03-2017 Summary of MUTCD Signal Warrant Analysis: u MUTCD Signal Warrants Warrant Satisfied? Notes / Summary Side streets considered as two-lane approach for Coverstone; Right Turns at 85% of volume for RTOR+left turns Warrant 1: Eight -Hour Vehicular Volume ® Yes ❑ No ❑ N/A applied. 70% thresholds NOT applied, Warrant B satisfied and combination warrant met at over 8 hours each for Condition A and Condition B. Warrant 1: VDOT ADT Option' ® Yes ❑ No ❑ N/A Satisfied for side street lefts Warrant 2: Four -Hour Vehicular Volume M Yes ❑ No ❑ N/A Satisfied for future volumes on site street Warrant 3: Peak Hour2 ® Yes ❑ No ❑ N/A Peak hour volumes checked Warrant 4: Pedestrian Volume ❑ Yes ❑ No ® N/A No pedestrian facilities at intersection Warrant 5: School Crossing ❑ Yes ❑ No M N/A There are no schools in close proximity to the study intersection. Warrant 6: Coordinated Signal System ❑ Yes ® No ❑ N/A Spacing > 1000 ft. not grid Warrant 7: Crash Experience ❑ Yes ® No ❑ N/A 6 total incidents/crashes since 2017 with property damage only Warrant 8: Roadway Network ❑ Yes ® No ❑ N/A Warrant 9: Intersection Near a Grade Crossing ❑ Yes ❑ No ® N/A (1,2) See December 2020 warrant study for details. ADT warrant and peak hour not preferred for VDOT signal installation Are the signal warrant analyses based on current volumes or anticipated future volumes? ❑ Current volumes M Anticipated future volumes/conditions If the signal warrant is only met under future conditions, provide a summary of trip generation assumptions and anticipated development thresholds that will trigger the signal being justified ' The projected volumes for the warrant evaluation of the future Coverstone Drive intersection at Millwood Pike/Inverlee Way (subject intersection) were developed from multiple data sources and developed in two stages. These stages are 1) development and growth of existing traffic and 2) trip generation for the short-term Phase A One Logistics Park Winchester industrial and ancillary commercial uses. The methodologies and data sources are described in the Signal Warrant study with the following components: Existing volumes were grown at 1.09% annual compound growth for 7 years from 2017 to 2024 to form the base traffic conditions without the site. Localized development impacts of the FBI campus, Navy Federal Credit Union offices and Custer Avenue commercial uses were not included in the warrant study. Site Traffic was developed for the peak hours and Midday, off-peak volumes were interpolated using a diurnal curve based on the ITE Trip Generation Manual (101h Edition) "Hourly Distribution of Entering and Exiting Vehicle Trip by Land Use" for industrial (LUC 110), super convenience center/gas station (LUC 960) and truck stop (LUC 950). Pennoni reduced some of the hourly percentage by hour for the peaks and off-peak times to better approximate the peak hour traffic volumes. Reductions in percentage from the ITE data base results in less new trips assigned versus applying the individual hour percentage to the ITE Daily Trip generation, to be conservative. See warrant Study for analysis details. Table 1A contains the proposed trip generation for One Logistics Park Winchester from the December 2020 Revised traffic study. The peak hour trip generation volumes in Table 113 were used for the warrant review as applied to the subject intersection, with the trip distribution by use in Table 2. Comparison of the traffic forecasts from the Revised December 2020 traffic study are detailed in the signal warrant analysis. New trips by hour are shown in Table 3. 1 Page 4 of 13 VDOT Signal Justification Report Template — Version 1.0 - Nov-03-2017 TABLE 1A: ONE LOGISTICS PARK WINCHESTER SITE TRIP GENERATION Density Use(s) AM Peak Hour In Out Total PM Peak Hour In Out Total Daily 2737600 sf General Light 719 98 817 83 546 629 10,778 ' ' Industrial ' 231 000 sf ' Flex office/warehouse 112 20 132 24 113 137 1,296 ' 27,000 sf (24 fueling positions) Super Convenience 337 337 674 276 275 551 5,532 Market/Gas Station One Logistics Park Winchester Total (1) 1,168 455 1,623 383 934 1,317 17,606 TABLE 1 B: PROPOSED PHASE A SITE TRIP GENERATION FOR WARRANT STUDY Density Use(s) AM Peak Hour In Out Total PM Peak Hour In Out Total Daily 1464600 sf General Light 388 52 440 44 288 332 5,779 ' ' Industrial ' 27,000 sf (24 fueling positions) Super Convenience 337 337 674 276 275 551 5,532 Market/Gas Station One Logistics Park Winchester Phase A ttl 715 389 19104 320 563 883 119311 (1) For warrant analysis, only Phase A site activities in Table 1B. No Land Bays shown on Pendleton Drive. 2024 TABLE 2: COVERSTONE DRIVE EXTENDED SITE TRIP DISTRIBUTIONS Direction Commercial Commercial Employment (Super (Total Cars + Conv.) (Trucks) Trucks Inbound to/from west 54% 60% 57% Inbound to/from east 44% 40% 16% outbound to/from west 48% 60% 57% outbound to/froth east 50% 40% 16% TABLE 3: PROPOSED MULTI -HOUR TRAFFIC VOLUMES WITH ONE LOGISTICS PARK PHASE A ADJUSTED VOLUMES wroth GROWTH AND OTHERS/DIVERSIONS %nth RTOR SBL SBT SBR Inverlee Way Total ( NBL NBT NBR Total . I I EBL EBT EBR 61ilkyood Pike Total WBL WBT WBR Total Intersection Total 6:00 7:00 AM 0 0 0 0 83 0 11 94, 0 0 180 1801 88 0 0 88 362 7:00 8:00 AM 28 0 32 60 108 0 13 121 15 786 239 1040 ' 112 497 26 635 1856 8:00 9:00AM 25 0 29 541 118 0 14 132'; 19 708 265 992 123 584 30 737 1915 9:0010:00AM 20 0 22 421 152 0 15 167; 15 543 189 747; 95 475 24 594 1550 10:0011:00AM 17 0 19 3611 167 0 15 182! 17 478 182 677! 90 521 27 638 1533 11:00 12:00 PM 19 0 21 401 181 0 16 197j 18 545 199 762! 100 573 30 703 1702 12:00 1:00 PM 20 0 23 431 211 0 20 2521 19 564 236 819; 116 594 30 740 1854 1:00 PM 2:00 PM 21 0 24 41. 153 0 15 168i 17 596 206 8191 104 535 27 666 1698 2:00 PM 3:00 PM 22 0 25 471 203 0 18 221 21 606 191 8181 100 675 34 809 1895 3:00 PM 4:00 PM 23 0 27 501 233 0 19 2521 30 663 174 8671 97 887 46 1030 2199 4:00 PM 5:00 PM 26 0 30 561 250 0 20 270 1 36 737 118 8911 81 1114 58 1253 2470 5:00 PM 6:00 PM 23 0 26 491 234 0 19 2531 32 643 109 784 78 924 48 1050 2136 6:00 PM 7:00 PM 16 0 18 34! 125 0 14 1391 17 423 96 536 73 570 28 671 1380 SBR 50% RTOR NBR 85% RTOR EBR 0% RTOR WBR 0% RTOR ADJ ADJ ADJ ADJ 5.3% Page 5 of 13 11 1 VDOT Signal Justification Report Template — Version 1.0 - Nov-03-2017 III. VJuST INNOVATIVE INTERSECTION CONSIDERATION VJuST analysis was evaluated for the AM and PM peak hours based on both the short-term 2024 and long-term forecasts for the subject intersection, with the approval of the subject land use application under review with Frederick County, Virginia. The subject location has been previously for proffered for signalization, as part of the Governors Hill rezoning (RZ 10-08) to be installed when warranted by VDOT. With the updated VDOT signalization installation criteria from IIM_TE- 387.1 for evaluation of intersection type, v/c ratio operation and type, the future short-term and long-term volumes were evaluated from the December 2020 traffic study to verify if the projected volumes satisfy an alternative intersection type. Per VDOT comments, additional through traffic was added to Inverlee Way to account for local trips to Coverstone Drive south. Pennoni added 5 peak direction through trips (And 2 off peak direction trips) for destinations from Inverlee Way to Coverstone Drive south, or an increase of 4 percent of the projected volumes on Inverlee Way from the December 2020 report (or 285% of the most recent VDOT county for Route 1520). These volumes were evaluated with the VJuST worksheets with and without the through trips on the side streets for 2024 and 2028 The results of the VJuST analysis are summarized in terms of congestion, pedestrian accommodation, and safety below in Tables 4A and 4B for the AM and PM peaks. The individual worksheets are included in the SJR Attachment 5. Version 1.03 of the VJuST program was reviewed. The VJuST sensitivity with and without through trips between Coverstone Drive and Inverlee Way, as well as the short-term and long-term traffic scenario V/C are summarized in Table 5A and 5B. Table 4A:AM Peak Hour 2028 w/ Site Millwood Pike/Coverstone Drive/Inverlee Wy intersection VJUST summary Table 4B:PM Peak Hour 2028 w/ Site Millwood Pike/Coverstone Drive/Inverlee Wy intersection VJuST summary Notes Conventional Bowtle Median U-Turn Partial Median U-Turn Quadrant Roadway Restricted Crossing U-Turn Roundabout Two -Way Stop Control i • � 0.76 I 1.02 + + 0.82 + 5-E 0.75 S-W 0.75 1333 48 24 Inverlee vilay roundabout north reqd 20 U turn trucks, spacing to Carpers 28 U turn trucks, sapcing to Carpers 40 still adding 2 signals and significant R O-W 40 20 U turns trucks off -site 8 Reduced VIC 48 Not applicable Page 6 of 13 I D I 1 VDOT Signal Justification Report Template - Version 1.0 - Nov-03-2017 a) VJuST Sensitivity VIC The VJuST comparisons include updates from the December 2020 submittal for dual left turn lanes on Millwood Pike for U- turn movements where possible for traffic to/from the west towards 1-81. Additionally, added side street turns are shown exiting Coverstone Drive for the quadrant intersections and the restricted U turn designs to improve V/C ratios. Overall, from an operating performance, the (VIC) ratio for the alternative intersection operations - bowtie, median U turn, partial median U turn, quadrant roadways and roundabouts do not provide improved conditions versus the conventional intersection. For scenarios with comparable VIC - such as the quadrant roadway SE with 0.73 AM and 0.75 PM VIC (long- term) - the similar VIC operations to the conventional signal experience two (2) new signals on Millwood Pike with both junctions above 0.70 V/C, versus one signal with the conventional design. The restricted crossing U turns would require 3 signals on Millwood Pike. The AM median U turn will require two signals on Millwood Pike and require larger turns area and off -site R-O-W for heavy vehicle U turns. Since the site primary activities as high -cube distribution center/general industrial use are oriented to the west via 1-81, added U turns with the innovative intersections negatively impact the effectiveness of those alternatives. TABLE 5A: SHORT-TERM SENSITIVITY MILLWOOD PIKEICOVERSTONE DRIVEI/NVERLEE WAYALTERNATIVE /JUST MAX V. C RATIOS Alternative AM Short- term w/o throughs PM short- term w/o throughs AM Short- term w throughs PM Short - term w/throughs Conventional 0.65 0.65 0.65 0.67 Bowtie 0.62 0.78 0.62 0.78 Median U Turn 0.77 0.86 0.77 0.86 Partial U Turn 0.74 0.73 0.74 0.73 Quadrant Roadway SE 0.63 0.64 0.63 0.64 Quadrant Roadway SW 0.63 0.69 0.63 0.69 Restricted Crossing U Turn 0.60 0.71 0.59 0.71 Roundabout 0.65 0.65 1.04 1.05 TABLE 5B: LONG-TERM SENSITIVITY MILLWOOD PIKEICOVERSTONE DRIVEIINVERLEE WAYALTERNATIVE VJUST MAX VIC RATIOS Alternative AM Long- term w/o throughs PM long- term w/o throughs AM Long- term w throughs PM long - term w/throughs Conventional 0.79 0.78 0.80 0.76 Bowtie 0.87 1.02 0.87 1.02 Median U Turn 0.96 0.87 0.96 0.87 Partial U Turn 0.93 0.82 0.93 0.82 Quadrant Roadway SE 0.73 0.75 0.73 0.75 Quadrant Roadway SW 0.86 0.75 0.86 0.75 Restricted Crossing U Turn 0.80 0.85 0.81 0.85 Roundabout 0.71 1.43 0.71 1.44 fl Page 7 of 13 VDOT Signal Justification Report Template — Version 1.0 - Nov-03-2017 b) VJuST Pedestrian Impacts Pedestrian activities are anticipated to be negligible at this location as there are no current pedestrian accommodation on Millwood Pike. Inverlee Way also does not include any sidewalks at the subject intersections and the nearest trail is 250 ' feet north of US Route 50-17 on a separate alignment west of Inverlee Way. The Coverstone Drive construction does propose a shared use path for the new road construction but the linkage to any regional pedestrian or bicycle facility is not currently programmed. We anticipate the allowing for future pedestrian access with the signalization may be encouraged ' with the future signal design but would not be the driving design element for future signalization. We would suggest crosswalks on the east side of the intersection, if added with ultimate signalization. c) VJuST Safety Review The safety elements, as measured with the weighted conflicts points by type favor the alternative intersections with 20-28 conflicts points versus the 48 for a conventional 4-legged configuration. As noted above, the VJuST sensitivity includes a scenario if VDOT wished to pursue alternatives which restricted through traffic on the side street at this location. For that 1 scenario, the VJuST analysis slightly improve with a through -cut restriction at the subject intersection. The restriction of through trips on the side streets was noted in the December 2020 traffic study as a potential mitigation to reduce Millwood Pike mainline green time reduction with signalization. The striping for the southbound leg of Inverlee Way can be accommodated with the existing pavement section, provision of a raised island for Coverstone Drive to prohibit throughs ' can be include in the roadway design of Coverstone Drive, subject to VDOT site plan review. The provision of access to Coverstone Drive to the southwest, with a connection to Prince Frederick Drive, provides an existing through route via the Millwood Pike/Custer Avenue/Prince Frederick Drive signal to allow through access between the north and south side of ' Millwood Pike. However, based on VDOT review comments, this option is not recommended. d) VJuST Geometric Review The footprints of the alternative intersection options are also compromised, as the existing Millwood Pike has a floodplain area immediately south of the roadway. The Sulphur Spring Run drainage shed continues east along Millwood Pike. As excerpted from the submitted existing conditions plan from Gordon Associates below and the base topography, the alternative intersection configuration as quadrant roadways would require larger impact to the steep slopes and existing floodplain adjacent to Millwood Pike (existing 100 year floodplain shown in blue along Millwood Pike) . Intersection Location m T _ LEGEND 5'MW-X DESCRIPTION SUE eawurr ,00YEAR ci000PlAM 0 Pans l ( \ , i ` •� l\ ' p o p i STREAM TREEi1NE 1 INTERMEDIATE CONTOURS r ` r , ,V DOE% CONTOURS The alternative VJuST generalized R-O-W impacts are summarized in Table 6. Areas are approximate based on general concept geometric layouts for the alternative intersections, as shown in Attachment 6. The alternatives would require additional infrastructure (lane miles) for the quadrant designs and require additional signals on Millwood Pike for the partial Iturn scenarios. Page 8 of 13 VDOT Signal Justification Report Template — Version 1.0 - Nov-03-2017 TABLE 6: COVERSTONE DRIVE ALTERNATIVE INTERSECTION IMPACTS App. New Steep # Option Acreage Slopes/flood Mainline Notes plain Signals impacted re 'd Conventional N/A No 1 Dedication for turns provided Bowtie 0.6 No 1 2 roundabouts for Icft turns, off -site R- O-W on Inverlec for north bowtic Median U Turn 0.2 Yes 3 3 signals plus NE R-O-W for trucks Partial U Turn 0.2 Yes 2 2 signals, Side street turns, off -site R- O-W for U turns 6.2 Yes Quadrant Roadway SE 1 (2)* 2 signals on 50-17, floodplain and off - site impacts, removes land bay 3 9•8 Possible 2 signals on 50-17, Steep Quadrant Roadway SW Yes 1 (2) * slopes and spacing to entrance less than 660 fl Restricted Crossing U 0.2 No 3 2-3 signals, off -site u turns r-o-w, Turn spacing to pond < 660 ft. Roundabout 0.1 0 Off -site R-O-W, impacts floodplain, Yes poor LOS ' * 2 signals required if Inverlee throughs not restricted. Not including traffic control or impacts to adjacent parcels IV. Intersection Configuration and Control Recommendations and Signal Justification Intersection Configuration and Control Recommendations: The intersection of Millwood Pike (US Rte. 50-17) and Inverlee Way (Rte. 1520)/Coverstone Drive is recommended to be configured as shown in the figure of Section I of this report as a four -legged intersection. Millwood Pike maintains the two through lanes in an east -west direction with separate turn lanes to Inverlee Way. The New leg to the south — as Coverstone Drive Extended — would include a separate eastbound right turn lanes and dual left turn lanes on westbound Millwood Pike in the median. The northbound approach would be configured with dual left turn lanes to westbound Millwood Pike with a shared through and a separate right turn lane to eastbound Millwood Pike. The Inverlee Way approach would be striped for a separate left turn lane on the southbound approach and a shared through/right. The traffic operations from Synchro as an unsignalized (TWSC) intersection and the peak hour signal operations are included as Attachment 7 for the 2024 short-term and 2028 long-term forecasts with deterministic operation from Synchro. With signalization, the proposed configuration will provide acceptable Levels of Service overall, with side street delays exceeding desired LOS. However, added delay is based on the longer cycle lengths for Millwood Pike as optimized. Note that the stacking on Coverstone Dive was shown at exceeding 500 feet for the dual lefts northbound, which would be accomplished with a raised median on Coverstone Drive extending to the second entrance to proposed Land Bay 3 at One Logistics Park. The first driveway is envisioned as right out only, subject to future site plan review. The traffic operation sensitivity for the future conditions with the site was checked for the Route 50-17 network. With through traffic shown between Inverlee Way and Coverstone Drive, the signal optimization with an additional signal phase slightly increases lost time and overall delay. For the PM peak, the signalization is shown with the optimized corridor signal timing at 160 seconds. With throughs restricted on Coverstone Drive with a possible through cut restriction, the signal optimization reflected a half cycle length of 80 seconds for the PM peak. The LOS by movement is summarized in Table 7 for the 2028 peak hour conditions with the full -build -out of the site and with through traffic between Inverlee Way and Coverstone Drive. Comparisons of the LOS for the short-term and scenarios and for the short-term and long-term conditions without through trips are included in Attachment 7, Pennoni included a generalized check on signal lost time based on intersection crossing distance, as shown in the Attachment 7 worksheets Page 9 of 13 VDOT Signal Justification Report Template - Version 1.0 - Nov-03-2017 1 TABLE 7: MILLWOOD PIKEICOVE-RSTONE DRIVEIINVERLEE WAYSIGNAL TOTAL LOS 2028 BUILD (PHASE B) w Inverlee Thrus Intersection Traffic Control Lane Croup/ Approach Storage Lengths (ft.) AM Peak Hour PM Peak Hour LOS DelayDelay (sec.) 95tk i at Nuke(Q- (it) LOS (sec.) 95t► i lit# Bmk dQmw (R) Full- Wkith Taper EFFEC TIVE 10 Miilwood Pike (US 50/17) & Inverlee Way/ Coverstone Dr Coordinated Signal Cycle Lengths AM: 130 sec PM: 160 sec EB/L 230 200 330 F 91.3 m12 F 205.9 # 124 EB/TT 2000+ - 2000+ B 14.3 m357 B 18.7 507 EB/[R] [200] i 12001 [3001 E 57.2 m379 B 14.6 39 EB LOS C 30.9 - C 25.0 - WB/[LL] [2501 12001 [3501 D 50.6 11192 F 104.6 m130 WB/TT 20004- - 2000+ C 20.3 270 B 11.2 #684 WB/R 210 1 180 300 B 10.5 n-0 B 17.3 m0 WB LOS C 30.0 - C 21.3 - [NB/L] [5151 - 15151 E 75.5 N 195 F 95.2 #585 [NB/LT] E 76.5 #198 F 97.9 #596 [NB/R] D 53.9 78 D 52.4 129 NB LOS E 64.8 - F 85.0 - SB/L 700 - 700 E 63.1 69 F 90.2 #61 SB/[T]R E 59.7 61 E 77.1 49 SB LOS E 60.6 - F 81.5 - OveraIl D 36.0 - D 37.9 - # 95th percentile vole ne exceeds capacity, queue may be longer. 1 m Volume for 95th percentile queue is metered by upstream signal. The peak hour volume comparisons are shown below between 2024 and 2028 2024 2028 1,910 r<, iv r � C � jfi (fi31 C tx tr. M � F rt � 210 (186) Millwrod PAC 11 (39)W0 G 1276 424 (138')w% v �, lJ r- N 10t(120 { 1567) [16 { l93) w! Pike MillmKid 111kc p Ite1312 1](39).0 c` ri N N 15..Z�t1 A N10-M) REAR ROVR VOLVM5 = AVERAGE V ILYJRVr-TC The sensitivity of the signal LOS with and without the through trips are summarized on page 11 Page 10 of 13 VDOT Signal Justification Report Template — Version 1.0 - Nov-03-2017 2028 w/o Inverlee thrus to Coverstone A {C)<fC Noll \4ill'auad(hlc Atilla'�x,;l !'ikc \C 6 Wiwi aw. A (A)� c t o c ° MD k 0] 160 1161� IIAti =A 40 D 1 � ��III11 L�:11] Ill l' Millwood Pike �F (E)� C' (B) c� Wiwi �. y w c LmE GED.METKY 4 rx"'r"'; Lot MOVEMENT APPROACH tr PROPOSED ''�I=�'1 OVERALL i I with Inverlee thrus to Coverstone F: (F ( B B) (U - Ali(:1j 141S:kJ;It1 Q w e ' C � �1,11„ulxi Pikc �Ullurmd I'il,c l` m A IB) A 1,11 u.ww wwo E (E F (r Q B (B) c� C (B ) I rf It •�Clil w w J �^- LJ \tiliv Pike F (F)� wwo E (F7 Signal Justification: The subject location short-term forecasts will satisfy MUTCD multi -hour warrants with the Phase A activities proposed with the One Logistics Park Winchester rezoning with a connection of Coverstone Drive to Millwood Pike at Inverlee Way. The signal conditions of satisfy peak hour operations needs with the initial site development, shown at 1,464,600 SF of industrial users and with a super convenience market/gas station with up to 24 fueling positions. The signal operations are preferred with the initial site development to support the planned industrial users with heavy vehicle truck components. Long -Term LOS will support the site build -out and operate with a Level of Service "D" for the AM peak and LOS "D" for the PM peak hours. Overlap phases for the rights not included in the LOS summaries. The location was previously proffered for signalization as part of the original Governors Hill development in 2008, with proffer amendments through 2014 with a commitment to signalize when warranted by VDOT. This Signal Justification report demonstrates that with revised site activities, the proffered signalization continues to be the recommended access alternative. The intersection spacing on Millwood Pike satisfies VDOT Access Management standards for US Route 50-17 as a Minor Arterial. The reviews of v/c operations that the proposed intersection performance with a conventional signal is improved in relation to the innovative at -grade intersection alternatives for this location. The typical 4-legged intersection impacts to 1 Page 11 of 13 VDOT Signal Justification Report Template — Version 1.0 - Nov-03-2017 ' the arterial can be minimized in design due to the unique traffic operations at the junction. Alternative intersection configurations with quads or jug handles movements require additional disturbance at the intersection as noted in Table 6 and do not recognize the existing environmental area and grading due to the topography south of Millwood Pike. The warrants were evaluated without the new traffic counts due to the regional traffic variations in 2020. However, link volume on US Route 50-17 from 12 hour counts at Millwood Pike and Sulphur Springs Road were utilized to assess through volumes on Millwood Pike. The projected Phase A industrial and convenience market/gas station were also added to the side streets to verify link volumes, and the resultant conditions satisfy the VDOT multi -hour volume warrants. Even when factored without the adjustments for the existing 55 MPH posted speed on Millwood Pike, the projected volumes satisfy the MUTCD multi -hour warrants. The MUTCD multi -hour warrants are satisfied with the side streets designated as a dual left lane approach, including a discount of RTOR for the northbound right turns from Coverstone Drive to eastbound Millwood Pike. This conservative approach provides for volume variance to support the conclusions. L I P P 6 11 1 Page 12 of 13 VDOT Signal Justification Report Template — Version 1.0 - Nov-03-2017 V. Approvals Signal Justification Report Approvals: District Traffic Engineer (DTE): ❑ Concur ❑ Do Not Concur Name Signature Date Comments: District Engineer/Administrator (DE/DA): ❑ Concur ❑ Do Not Concur Name Signature Date Comments: State Traffic Engineer (STE): ❑ Approved ❑ Denied Name Signature Date Comments: Page 13 of 13 VDOT Signal Justification Report Template — Version 1.0 - Nov-03-2017 J P �J I Attachment 1: Site Location, TIA Study Area Intersections, and Revised GDP F, TRAFFIC IMPACT FIGURE 1 Pennons' ANALYSIS SITE LOCATION Projet N 1D ! 7('A(i2000/ � ONF. LOGISTICS NARK - WINCHI{til'ER ��� FRFDERICK COUNTY, VIRGINIA Augmt2020 I 7 I I 1 I I CITY OF WINCHESTER 17050 TFINN.I 1) S FAIRF� 5 I / 522 $\ `4 s US ARMY /,♦ � \CORP-FRS F�VGIPFFRS �% / FREDERICIC i SITE - d� Sr \ s, WINCHESTER REGIONAL AIRPORT \ LEGEND STUDY INTERSECTION — — — — SITE BOUNDARY TRAFFIC IMPACT FIGURE 3 Pennon! ANALYSIS OFF -SITE STUDY INTERSECTIONS ONE LOGISTICS PARK - WINCHESTER ProjectAW/CKG2000/ FREDERICK COUNTY, V IRGINIA I August 2020 17 rr rr r rr r rr rr rr rr rr rr rr rr rr �r rr rr rr rr LOCATION MAP i f s p 4 J STtE '• b e NOTES: �,•e, ,r w.e.. a ,.I R4 DISTRICT \ ,NOT SUBJECT \ . TO APPLICATION 1 \ LAND BAY \ NUMBER _ 75' INACTIVE LANDSCAPE \ •TYP , LIMITS OF ADJO1NN/G PROPERT7E3 PRIMARY ACCESS / 'n BUFFER APPLICATION .-.. .. .. ... - ._ FLOOOPL.AIN LAND 3 `�. '0� Z \ ITYP ) _ LIMITS (TYP I y ♦ N n ACTIVE LANDSCAPE \ ._. - APPROX LAND BAY N, (11 BUFFER \ _ LIMITS (TYP I COVERSTONE DRIVE \ fn 11 PHASE B \ APPROX LAND BAY - - _ -- - - PHASE 1 PER �� \ • 1' ' t 142.55 At \ LIMITS ITYP I • _ - _ --- PROFFER 2 2 \\ , TREE SAW 1 • n \ AREA I1YP LAND BAY COVERSTONE DRIVE \ / r 1 - .•♦ ' \\ NUMBER 002-ROW)TYP \ PROPOSED \ / I PDTENTUL / _ - -- M1 LIGHT INDUSTRIAL DISTRICT I IAND SAY ACCESS POINTS (rYP) \ (t264 72 AC) \ , I SEE NOTE n THIS SHEET) ! \ PHASE A \ t 134 67 AC tt \ COVERSTONE DRIVE \ , PENDLETON DRIVE 227 29 3' 24 . 21 2n2 I nrs w to EX IALW000 PKE - US ROUTE SEE ADJOINING - _ 17 _ --PROPERTIES - 19__- f TABLE (TYP i - 10 12 18 18 � - .. . B B 11 171.15 13 =s•YS�7 5 7 9 TREE SAVE J M� P �- PROPOSED AREA (TYP I �• Wu' _iVi'"�' . B2 , 100' INACTIVE LANDSCAPE GENERAL BUSINESS`\ \ROAD EFFICIENCY BUFFER / S DISTRICT �' \ )PER PROFFER T 11 B IS rIN(i ROAD EFFICIENCY LANDSCAPE (f12 5 AC) ,,,IIIGGG�LL POND ROAD R FIFER 7 1 BUFFER (PER PROFFER ] 17 • APPROX LOCATION TREE SAVE EXISTING SANITARY AREA(TYP) MANHOIF ITYP) \ PHASE 2 PER I • (60' ROW) Y \ POTENTIAL PROFFER 2 2 ) • 0 V LANOSAY // - �•LAr /yam rvry ACCESS POINTSITYP, I / cr • 11 SHARED\\ iSfF NOTE gTH135H1EFTI /• roYc USE TRAIL , _ y ITYP \ COVERSTONE DRIVE • ' PHASE 3 PER ! r �t • t PROFFER 2 2 �••���• �P ! TREE ARE uTY.�F so" r low 04 . . _' 1 ��,yX'°°�~ ;IUPE A:HP ,R1 E.PAY9(Ya Mi�a�• � � � � �•• :� =. ... �•".. ,I--�_���-.. �- ... >- n ,. _. v� = �-ice � t..j�; WINCHESTER REGIONAL AIRPORT • a �. GENERALIZED DEVELOPMENT PLAN 01.12.2021 1N )•M.OI.3 ONE LOGISTICS PARK WINCHESTER ww+ Ai )•I 1F•0 X� w�••mn.t vcv�tDr>va VDOT Signal Justification Report Template — Version 1.0 - Nov-03-2017 I Attachment 2: 2-1-5: Proposed Proffers (December 2020 DRAFT) without signature pages 1 P I' J � I 13ROFIAER STATEMENT REZONING: RZ # : R4 (Residential Planned Community District to M-1 (Light Industrial) and B-2 (General Business District) PROPERTY: 277.22 Acres Tax Map & Parcels 64-A-83, 83A, 84, 85, 86, and 87 (here -in after the "Property") ' RECORD OWNERS: Governor's Hill, LLC; Hockman Investments, LLC; JGR Three, LLC; Ellen, LLC; LCR, LLC; MDC Three, LLC; Susan Sanders, LLC; Liberty 11111, LC; Thomas A. Dick; Timothy J. Dick; and Michael E. Dick APPLICANT: Wickshire Industrial, LLC a Virginia Limited Liability Company ' PROJECT NAME: One Logistics Park Winchester ' ORIGINAL DATE OF PROFFERS: September 3, 2020 December 7, 2020 (revised) The undersigned owners hereby proffer that the use and development of the subject property ("Property"), as described above, shall be in conformance with the following conditions, which shall supersede all other proffers that may have been made prior hereto. In the event that the above referenced rezoniIg is not granted as applied for by the Owners ("Owners"), these proffers shall be ' deemed withdrawn and shall be null and void. Further, these proffers are contingent upon final rezoning of the Property with "Final Rezoning" defined as that rezoning that is in effect on the day upon which the Frederick County Board of County Supervisors (tile "Board") grants the rezoning. ' The headings of the proffers set forth below have been prepared for convenience or reference only and shall not control or affect the meaning or be taken as an interpretation of any provision of the proffers. The improvements proffered herein shall be provided at the time of development of that portion of the Property adjacent to or including the improvement or other proffered requirement, unless otherwise specified herein. The term "Owners" as referenced herein shall include within its meaning all future owners, assigns, and successors in interest. When used in these proffers, the "Generalized Development Plan" shall refer to the plan entitled "Generalized Development Plan - One Logistics Park Winchester" prepared by William H. Gordon Associates, Inc., (the "GDP") dated December 7, 2020. ' Page 1 of 8 SJR Attachment 2: DRAFT PROFFERS Pg 2-1 C 1. LAND USE 1. 1. The project shall be designed to establish interconnected commercial and light ' industrial Land Bays in conformance with the GDP, and as is specifically set forth in these proffers. Minor modifications as necessary upon final engineering, including but not limited to Land Bay ingress/egress and intersection alignments, must meet the intent of the ' proffers, and receive Director of Planning approval. 2. TRANSPORTATION ' 2.1. The major roadways proposed on the Property shall be constructed in the locations depicted on the GDP. Minor modifications, as necessary upon final engineering, must meet the intent ' of the proffers and receive Director of Planning approval. 2.2. The Owner shall design, and construct Coverstone Drive as a half section of a four -lane divided collector road with turn lanes as warranted within a 102' right-of-way utilizing the following phasing schedule: ' PHASE 1: Phase 1 shall consist of the full four -lane divided collector road section, including a ten -foot shared -use asphalt trail, from Millwood Pike to the primary access for Land Bay 3, as depicted on the GDP. Said roadway ' shall be constructed to base asphalt prior to issuance of a certificate of occupancy for any commercial building within Land Bay 3. Phase 1 improvements shall consist of all necessary improvements, including signalization if or when warranted by VDOT, to create a four way intersection, or alternative intersection, subject to VDOT approval, at the existing intersection of Inverlee Way and Millwood Pike as shown on the GDP. Additionally, the Owner shall close the existing Millwood Pike crossover previously used for access to the golf course concurrent with Phase 1 improvements. ' PHASE 2: Phase 2 shall consist of construction of a two-lane half section of Coverstone Drive from the primary access for Land Bay 3 to the Pendleton Drive intersection as depicted on the GDP, including a shared -use asphalt trail to the cast of the roadway. Said roadway improvements shall be completed prior to issuance of a certificate of occupancy for any use on ' Land Bays 5 through 8. PHASE 3: Phase 3 shall consist of construction of a two-lane half section of ' Coverstone Drive from the Pendleton Drive intersection to the existing Coverstone Drive connection at 1080 Coverstone Drive (TM 64-A-87A) as depicted on the GDP, including transition to the existing four -lane section and a shared -use asphalt trail to the south/cast of the roadway. Said roadway improvements shall be completed prior to issuance of a certificate of occupancy for any use on Land Bays I or 2 that would cause the ' Property Phase A to exceed 500,000 square feet of industrial and/or commercial building area with a VPD up to 1,953 trips. ' Page 2 of 8 SJR Attachment 2: DRAFT ' PROFFERS Pg 2-2 2.3. The Owner shall construct Coverstone Drive as an ultimate full four -lane section, as provided in Proffer 2.2, from Millwood Pike to the eastern terminus of Coverstone Drive if projected vehicle per day (VPD) traffic on Coverstone Drive exceeds 10,000 VPD, south of Land Bay 3. The Owner shall verify with VDOT and Frederick County prior to any site plan for Coverstone Drive Phase 2 and/or Phase 3 in excess of 2,305,000 sf for tabulation methodology for verifying VPD threshold. ' 2.4. The Owner shall design and construct the extension of existing Pendleton Drive to Coverstone Drive, as shown on the GDP. The proposed extension will be a minimum two- lane local roadway with a maximum right of way width of 60' to provide access to employment uses within Phase B (Land Bays 5 through 8). The Pendleton Drive extension shall be constructed prior to issuance of the first occupancy permit within Phase B. 2.5. Access to Millwood Pike shall be limited to Coverstone Drive, as shown on the GDP, with the exception of the private driveway currently serving TM 64-A-83B. The Owner shall maintain an access casement for said driveway until such time as the property changes land use. If rezoned by others for employment uses, an interparcel access linkage shall be provided. No new commercial access to Millwood Pike is proposed and the existing driveway to 1600 Millwood Pike (TM 64-A-83B) will not be used for site access. ' 2.6. The design of off -site road improvements shall be subject to VDOT approval in general conformance with the submitted impact study excluding 500,000 square feet of industrial uses which may be developed at any time utilizing access to the existing completed portion of Coverstone Drive. Off -site improvements shall be constructed as depicted on the aforementioned plans as follows: 2.6.1: Eastern improvements shall consist of improvements at the intersection of Millwood Pike/Inverlee Way/Coverstone Drive and shall be completed coincident with the Coverstone Drive construction described in 2.2, Phase 1, including: a) Eastbound Millwood Pike right turn lane to Coverstone Drive b) Westbound Millwood Pike dual left turns to Coverstone Drive c) Northbound Coverstone Drive dual lefts to Millwood Pike 2.6.2: Western improvements shall consist of improvements at the intersection of Prince Frederick Drive/Costello Drive and shall be completed with construction of Phases 1-3 in 2.2 and with site square footage in excess of 1,491,600 sf including: ' a) Northbound Prince Frederick Drive left to Costello Drive b) Signalization, if deemed warranted by VDOT, will occur once Proffer 2.2 Coverstone Drive Phase 2 and Phase 3 improvements have been completed and accepted into the State highway system. ' 2.6.3: Northern improvements shall consist of improvements at the intersection of Millwood Pike and Prince Frederick Drive including: a) Northbound Prince Frederick Drive right turn to Millwood Pike, and provide dual lefts to westbound Millwood Pike and shall ' be completed with the construction of Phases 1-3 in 2.2 and with site square footage in excess of 1,491,600 sf. Page 3 of 8 SJR Attachment 2: DRAFT PROFFERS Pg 2-3 2.7. The County shall obtain any off -site right of way needed for the Owner to complete the proffered off -site transportation improvements described in 2.2 and 2.6. ' 2.8. Any future transportation analyses required for the Property shall utilize the land use Code per the latest version of the I.T.E. Trip Generation Manual for any employment use. Determination on alternative land uses shall be scoped with VDOT and approved in writing prior to submission of site plan. 2.9. In the event any proffered off -site road improvements are constructed by others, the Owner ' shall contribute to Frederick County an amount equivalent to the verified actual cost of the proffered improvement, as substantiated by paid invoices. Such contribution shall coincide with the employment area threshold that triggers the off -site road improvements as ' identified in Proffer 2.7. The warrant study justifying the improvements should accompany the request for reimbursement. 3. PEDESTRIAN TRAIL SYSTEM 3.1. The Owner shall design and build a 10' public pedestrian -bicycle asphalt trail, to Virginia Department of Transportation (VDOT) standards, generally along the southeast side of Coverstone Drive. A crosswalk connection to the existing asphalt path to the west, outside of the dedicated right-of-way, will be provided. A Sidewalk shall be constructed to VDOT Istandards along the extension of Pendleton Drive. ' 4. FIRE AND RESCUE 4.1. Contributions of $100 per 1000 square feet of commercial and/or industrial building area will be paid to the County at certificate of occupancy for each building. The Board may require an accounting of payments at such times and upon such conditions as it may determine necessary. 5. WATER AND SANITARY SEWER ' 5.1. The Owner shall be responsible for connecting the Property to public water and sanitary sewer. All water and sanitary sewer infrastructure shall be constructed in accordance with the requirements of the Frederick County Sanitation Authority. ' 5.2. Prior to the first water or sewer connection to the public system for occupancy in Phase A, the Owner, will coordinate with Frederick Water to address concerns regarding the i� inundation of three existing sanitary sewer manholes (#84, 84A, 85). The subject manholes are located south of Millwood Pike, adjacent to an existing pond within the project limits. The pond is located south of Millwood Pike, west of the proposed Coverstone entrance. Page 4 of 8 SJR Attachment 2: DRAFT PROFFERS Pg 2-4 6. CULTURAL RESOURCES INVESTIGATION AND PRESERVATION 6.1. The Owner shall conduct, or cause to be conducted, a Phase I Archaeological Investigation of the Property prior to the approval of the first final site plan for the Property, and shall complete Phase II and III investigations thereof as may be demonstrated to be necessary by the Phase I study. SIGNATURES APPEAR ON THE FOLLOWING PAGES Page 5 of 8 SJR Attachment 2: DRAFT PROFFERS Pg 2-5 VDOT Signal Justification Report Template — Version 1.0 - Nov-03-2017 1 ' Attachment 3: 3-1-6: Previous Traffic Counts 2017 Traffic Group w/ Pennoni calculations 1 2018 QC d I 1 1 (TOTALS TURNING MOVEMENT COUNT - SUMMARY i Counted by: VCU Intersection of: Route 655 Sulphur Springs Road Date: December 06, 2017 Wednesday //ii/Jn• and: US 17-50 Weather: Clear, Cool Location: Frederick County, Virginia Entered by: CK Star Rating: 4 TRAFFIC FROM NORTH - TRAFFIC FROM SOUTH � TRAFFIC FROM EAST TRAFFIC FROM WEST -TOTAL on: Route 655 Sulphur Springs Road on: on: US 17150 on: US 17150 N a S TIME RIGHT THRU LEFT U-TN TOTAL RIGHT THRU LEFT U-TN TOTAL RIGHT THRU LEFT U-TN TOTAL RIGHT THRU LEFT U-TN TOTAL E + W AM 7:00 - 7:15 15 0 40 0 55 0 0 0 0 0 12 82 0 0 94 - 0 135 22 0 157 306 7:15 - 7:30 26 0 53 0 79 0 0 0 0 0 8 80 0 0 88 0 198 21 0 219 386 7:30-7:45 31 0 55 0 86 0 0 0 0 0 17 107 0 1 125 0 151 14 0 165 376 7:45-8:00 47 0 40 0 87 0 0 0 0 0 19 100 0 1 120 0 205 15 0 220 427 8.00-8:15 38 0 43 0 81 0 0 0 0 0 13 105 0 0 118 0 169 16 0 185 384 815 - 8:30 37 0 42 0 79 0 0 0 0 0 9 87 0 1 97 0 141 26 3 170 346 8:30.8:45 30 0 44 0 74 0 0 0 0 0 16 151 0 0 167 0 137 25 0 162 403 8,45-9:00 27 0 33 0 60 0 0 0 0 0 18 94 0 0 112 0 160 11 1 172 344 9:00 - 9:15 29 0 18 0 47 0 0 0 0 0 15 97 0 0 112 0 96 30 0 126 285 9:15 - 9:30 36 0 24 0 60 0 0 0 0 0 13 76 0 0 89 0 112 19 0 131 280 9:30 - 9:45 28 0 28 0 56 0 0 0 0 0 12 77 0 0 89 0 114 21 1 136 281 9 45 - 10.00 28 0 15 0 43 0 0 0 0 0 8 93 0 0 101 0 107 27 0 134 278 10:00 _ WAS 46 0 19 0 65 0 0 0 0 0 17 85 0 0 102 0 99 19 1 119 286 WAS - 10:30 38 0 21 0 59 0 0 0 0 0 10 97 0 0 107 0 100 25 0 125 291 10:30-10:45 38 0 17 0 55 0 0 0 0 0 15 74 0 0 89 0 85 27 2 114 258 10:45 - 11:00 39 0 15 0 54 0 0 0 0 0 19 90 0 0 109 0 91 17 1 109 272 11:00-11:15 33 0 17 0 50 0 0 0 0 0 13 89 0 0 102 0 104 33 0 137 289 11:15 - 11:30 32 0 13 0 45 0 0 0 0 0 15 101 0 0 116 0 73 47 0 120 281 11:30 - 11:45 53 0 12 0 65 0 0 0 0 0 15 112 0 0 127 0 93 30 1 124 316 11:45 - 12:00 42 0 13 0 55 0 0 0 0 0 11 98 0 0 109 0 105 42 1 148 312 12:00-12A 5 36 0 21 0 57 0 0 0 0 0 23 124 0 0 147 0 108 34 3 145 349 12:15-12:30 27 0 20 0 47 , 0 0 0 0 0 15 97 0 1 113 0 129 27 0 156 316 12:30-12:45 40 0 16 0 56 0 0 0 0 0 18 127 0 0 145 0 87 28 2 117 318 12:45-1:00 31 0 27 0 58 0 0 0 0 0 12 95 0 0 107 0 89 44 0 133 298 1:00 - 1:15 43 0 12 0 55 0 0 0 0 0 23 107 0 0 130 0 104 36 1 141 326 1:15 - 1:30 30 0 17 0 47 0 0 0 0 0 17 98 0 0 115 0 110 26 0 136 298 1:30 - 1:45 33 0 24 0 57 0 0 0 0 0 13 89 0 0 102 0 121 37 0 158 317 1:45-2:00 34 0 25 0 59 0 0 0 0 0 19 88 0 0 107 0 108 35 1 144 310 2:00-2:15 33 0 19 0 52 0 0 0 0 0 30 104 0 0 134 0 96 29 2 127 313 215-2:30 36 0 21 0 57 0 0 0 0 0 24 128 0 0 152 0 106 40 0 146 355 2:30-2:46 36 0 23 0 59 0 0 0 0 0 33 153 0 1 187 0 91 46 1 138 384 2:45-3:00 38 0 26 0 64 0 0 0 0 0 23 130 0 0 153 0 138 41 1 180 397 3:00 - 3A 5 1 34 0 24 0 58 0 0 0 0 0 36 171 0 0 207 0 112 33 0 145 410 3:15-3:30 46 0 31 0 77 0 0 0 0 0 41 140 0 0 181 0 140 33 2 175 433 3:30-3:45 39 0 21 0 60 0 0 0 0 0 35 197 0 0 232 - 0 121 48 2 171 463 _ 3:45 - 4:00 i 47 0 26 0 73 0 0 0 0 0 44 192 0 0 236 0 109 45 0 154 463 4:00-4:15 53 0 22 0 75 0 0 0 0 0 42 243 0 0 285 0 129 41 1 171 531 4:15-4:30 42 0 30 0 72 1 0 0 0 0 0 44 210 0 0 254 0 142 53 0 195 521 4:30-4:45 43 0 26 0 69 0 0 0 0 0 69 238 0 0 307 0 139 50 1 190 566 4:45-5:00 50 0 27 0 77 0 0 0 0 0 41 212 0 0 253 0 123 36 0 159 489 5:00-5:15 27 0 22 0 49 0 0 0 0 0 48 213 0 0 261 0 98 50 0 148 458 5:15-5:30 29 0 25 0 54 0 0 0 0 0 56 217 0 0 273 0 123 51 1 175 502 5:30 - 5:45 36 0 19 0 55 0 0 0 0 0 56 200 0 0 256 0 140 37 0 177 4BB 5:45-6:00 27 0 20 0 47 0 0 0 0 0 37 156 0 0 193 0 90 34 1 125 365 6:00-6:15 24 0 12 0 36 0 0 0 0 0 43 147 0 0 190 0 81 23 0 104 330 6:15 - 6:30 31 0 15 0 46 0 0 0 0 0 15 99 0 0 114 0 69 30 0 99 259 6:30 - 6:45 16 0 13 0 29 0 0 0 0 0 27 131 0 0 158 0 71 26 1 98 285 6:45 - 7:00 20 0 19 0 39 0 0 0 0 0 22 89 0 0 111 0 90 21 0 111 261 12 Hr Totals 1674 0 1165 0 2839 0 0 0 0 0 1181 6090 0 5 7276 0 5539 1521 31 7091 17206 SJR Attachment 3: COUNTS Fig 3-1 G [TOTALS TURNING MOVEMENT COUNT - SUMMARY Counted by: VCU 7YO, Intersection of: and: Route 655 Sulphur US 17-50 Springs Road Weather: Date: December 06, 2017 Clear, Cool Wednesday (7/rjl/n " Lac sit on: Frederick County, Virginia Entered by: CK Star Rating: 4 /) TRAFFIC FROM NORTH ` TRAFFIC FROM SOUTH TRAFFIC FROM EAST - TRAFFIC FROM WEST TOTAL' on: Route 655 Sulphur Springs Road! on: on: US 17150 on: US 17150 N + S TIME . _..__.__._.--__ RIGHT THRU LEFT ---_- U-TN TOTAL; RIGHT —_ .THRU LEFT U-TN TOTAL' 1 RIGHT RIGHT THRU LEFT _ U-TN TOTAL RIGHT THRU _ LEFT _ U-TN TOTAL + E+W ' 1 Hr Totals -' i 7:00 - 8:00 119 0 188 0 307 i 0 0 0 0 0 I 56 369 0 2 427 � 0 689 72 0 761 1495 7:15-8:15 142 0 191 0 333 0 0 0 0 0 57 392 0 2 451 0 723 66 0 789 1573 7:30 - 8'30 153 0 180 0 333 0 0 0 0 0 58 399 0 3 460 0 666 71 3 740 1533 7:45 - 8:45 152 0 169 0 321 0 0 0 0 0 57 443 0 2 502 0 652 82 3 737 1560 8:00 - 9:00 132 0 162 0 294 0 0 0 0 0 56 437 0 1 494 0 607 78 4 689 1477 8:15. 9.15 123 0 137 0 260 0 0 0 0 0 58 429 0 1 488 0 534 92 4 630 1378 8:30 - 9:30 122 0 119 0 241 0 0 0 0 0 62 418 0 0 480 0 505 85 1 591 1312 8:45 - 9:45 120 0 103 0 223 0 0 0 0 0 58 344 0 0 402 0 482 81 2 565 1190 9.00 - 10:00 121 0 85 0 206 0 0 0 0 0 48 343 0 0 391 0 429 97 1 527 1124 915- WAS 138 0 86 0 224 1 0 0 0 0 0 50 331 0 0 381 0 432 86 2 520 1125 ' 9:30 - 10:30 9:45 - 10:45 140 150 0 0 83 72 0 0 223 222 0 0 0 0 0 0 0 0 0 0 47 50 352 349 0 0 0 0 399 399 0 0 420 391 92 98 2 3 514 492 1136 1113 10:00 - 11:00 161 0 72 0 233 0 0 0 0 0 61 346 0 0 407 0 375 88 4 467 1107 10:15-11:15 148 0 70 0 218 0 0 0 0 0 57 350 0 0 407 0 380 102 3 485 1110 10:30 - 11:30 10:45 - 11:45 142 157 0 0 62 57 0 0 204 214 0 0 0 0 0 0 0 0 0 0 62 62 354 392 0 0 0 0 416 454 0 0 353 361 124 127 3 2 480 490 1100 1158 11:00 - 12:00 160 0 55 0 215 0 0 0 0 0 54 400 0 0 454 0 375 152 2 529 1198 11:15- 12:15 163 0 59 0 222 0 0 0 0 0 64 435 0 0 499 0 379 153 5 537 1258 11:30-12:30 158 0 66 0 224 0 0 0 0 0 64 431 0 1 496 0 435 133 5 573 1293 11:45 - 12,45 145 0 70 0 215 0 0 0 0 0 67 446 0 1 514 0 429 13l 6 566 1295 12:00-1:00 134 0 84 0 218 0 0 0 0 0 68 443 0 1 512 0 413 133 5 551 1281 12:15-1:15 141 0 75 0 216 0 0 0 0 0 68 426 0 1 495 0 409 135 3 547 1258 12:30 - 1:30 144 0 72 0 216 0 0 0 0 0 70 427 0 0 497 0 390 134 3 527 1240 12:45 - 1:45 137 0 80 0 217 1 0 0 0 0 0 65 389 0 0 454 0 424 143 1 568 1239 1:00 - 2:00 140 0 78 0 218 0 0 0 0 0 72 382 0 0 454 0 443 134 2 579 1251 1:15-2:15 130 0 85 0 215 0 0 0 0 0 79 379 0 0 458 0 435 127 3 565 1238 1:30-2:30 136 0 89 0 225 0 0 0 0 0 86 409 0 0 495 0 431 141 3 575 1295 1:45 - 2:45 139 0 88 0 227 0 0 0 0 0 ! 106 473 0 1 580 0 401 150 4 555 1362 2:00 - 3.00 143 0 89 0 232 0 0 0 0 0 110 515 0 1 626 0 431 156 4 591 1449 2:15-315 144 0 94 0 238 0 0 0 0 0 116 582 0 1 699 0 447 160 2 609 1546 2:30-3:30 154 0 104 0 258 0 0 0 0 0 133 594 0 1 728 1 0 481 153 4 638 1624 2:45 - 3:45 157 0 102 0 259 0 0 0 0 0 135 638 0 0 773 0 511 155 5 671 1703 3:00-4:00 166 0 102 0 268 10 0 0 0 0 155 700 0 0 856 0 482 159 4 645 1769 3:15-4:15 185 0 100 0 285 1 0 0 0 0 0 162 772 0 0 934 0 499 167 5 671 1890 3:30 - 4:30 181 0 99 0 280 0 0 0 0 0 165 842 0 0 1007 0 501 187 3 691 1978 3:45-4:45 185 0 104 0 289 0 0 0 0 0 199 883 0 0 1082 0 519 189 2 710 1 2081 4:00-5:00 188 0 105 0 293 1 0 0 0 0 0 196 903 0 0 1099 0 533 180 2 715 2107 ' 4:15-5:15 162 0 105 0 267 0 0 0 0 0 202 873 0 0 1075 0 502 189 1 692 2034 4:30-5:30 149 0 100 0 249 0 0 0 0 0 214 880 0 0 1094 0 483 187 2 672 2015 4:45-5:45 142 0 93 0 235 0 0 0 0 0 201 842 0 0 1043 0 484 174 1 659 1937 5:00-6:00 119 0 86 0 205 0 0 0 0 0 197 786 0 0 983 0 451 172 2 625 1813 5:15-6:15 116 0 76 0 192 0 0 0 0 0 192 720 0 0 912 0 434 145 2 581 1685 5:30 - 6:30 118 0 66 0 184 0 0 0 0 0 151 602 0 0 753 0 380 124 1 505 1442 5:45 - 6:45 98 0 60 0 158 0 0 0 0 0 122 533 0 0 655 0 311 113 2 426 1239 6:00-7:00 91 0 59 0 150 0 0 0 0 0 107 466 0 0 573 0 311 100 1 412 1135 PEAK HOUR 7:15-8:15 142 0 191 0 333 0 0 0 0 0 57 392 0 2 451 0 723 66 0 789 1573 1 SJR Attachment 3: COUNTS Pg 3-2 1 1 1 I 1 1 TOTALS T,TOTALS TURNING MOVEMENT COUNT - CALCULATIONS IMILLWOOD PIKE INVERLEE WAY LINK VOLUMES Calculations by Pennon] LINK VIOLUMES ON 50.17 WST OF RTE 655 WICKG20001 ADJUST % 11-17-20 TIME EASTBOUND WESTBOUND 3 7% 96 3% 225 0% 4 9% 95 1% 63.3% AM iEaslbound Westbound SBL EllT SBR WitR WBT EBL 7:00 - 7:15 157 97 6 151 14 S 92 3 715-7:30 219 106 8 211 18 5 101 3 7:30 - 7:45 165 138 6 159 14 7 131 4 7:45 - 8:00 220 147 8 212 IB 7 14D 4 8:00 - 8:15 185 143 7 178 16 7 136 4 8:15 - 8:30 167 127 6 161 14 6 121 4 8:30 - 8:45 162 181 6 156 14 9 172 6 8:45 - 9.00 171 122 6 165 14 6 116 4 9:00 - 9:15 126 126 5 121 11 6 120 4 9:15 - 9:30 131 112 5 126 11 5 107 3 9:30 - 9:45 135 106 5 130 11 5 101 3 9:45 - 10:00 134 121 5 129 11 6 115 4 10:00 - 10:15 118 132 4 114 9 6 126 4 10:15 - 10:30 125 135 5 120 11 7 128 4 10:30 - 10:45 112 114 4 108 9 6 108 4 10:45 - 11:00 108 130 4 104 9 6 124 4 11:00 - 11:15 137 122 5 132 11 6 116 4 1115 - 11 :30 120 133 4 116 9 7 126 4 11:30 - 11:45 123 166 5 118 11 8 158 5 11'45 - 12.00 147 141 5 141 11 7 114 d 12.00 - 12A5 142 163 S 137 11 8 155 S 12:15 - 12:30 156 124 6 150 14 6 118 4 12:30 - 12:45 115 169 4 ill 9 8 161 5 12:45 - 1:00 133 121 5 128 11 6 120 4 1.00 - 1 .15 140 151 S 135 11 7 144 4 1:15 - 1:30 136 128 5 131 11 6 122 4 1:30 - 1:45 158 122 6 152 14 6 116 4 1:45 - 2:00 143 123 5 138 11 6 117 4 2.00 - 215 115 139 5 120 11 7 132 4 2:15-2.30 146 164 5 141 11 8 1S6 5 2:30 - 2:45 137 190 5 132 11 9 181 6 2:45 - 3:00 171 169 7 172 16 8 161 5 3:00 - 3:15 145 205 5 140 11 10 19S 6 3:15 - 3:30 173 188 6 167 14 9 179 6 3:30 - 3:45 1 169 238 6 163 14 12 226 8 3:45 - 4:00 154 239 6 148 14 12 227 8 4:00 - 4:15 170 297 6 164 14 15 282 9 415 - 4:30 195 252 7 188 16 12 240 8 4:30 - 4:45 189 282 7 182 16 14 268 9 4:45 - 5:00 159 262 6 153 14 13 249 8 5:00 - 5:15 ( 141 240 5 143 11 12 228 8 5:15 - 5:30 174 247 6 168 14 12 235 8 5:30 - 5:45 177 236 7 170 16 12 224 8 5:45 - 6:00 124 184 5 119 11 9 175 6 6:00 - 6:15 104 171 4 100 9 8 113 5 6:15 - 6:30 99 130 4 95 9 6 124 4 6:30 - 6:45 97 148 4 93 9 7 141 4 6:45 - 7:00 111 109 4 107 9 5 104 3 12 Hr Totals 7060 7795 261 6799 597 382 7413 242 SJR Attachment 3: COUNTS Pg 3-3 7 L I 17 TOTALS T TOTALS TURNING MOVEMENT COUNT - CALCULATIONS IMILLWOOD PIKE INVERLEE WAY LINK VOLUMES Calculations by Pennon IINR VIOIUNIES ON 50 17 WST OF Rif 65S WICKUDD01 ADIUST % 11 17 20 TIME EASTBOUND WESTBOUND 3 7% 96 3% 225 0% 4 9% 95 1% 63 3% 1 Hr Totals 7 00 - 8 00 761 488 28 733 63 24 464 15 7 15- 8 15 7B9 514 29 760 65 26 SOB 16 730-830 717 555 27 110 61 27 528 17 7.45 - 8 45 714 599 2 7 707 61 29 569 is 8 00 900 6ss 573 25 660 56 28 545 is 8 15 - 9 15 626 5S6 71 603 S2 27 529 17 8 30 - 9 30 S90 S41 72 566 5o 27 514 17 8 45 - 9 45 563 466 21 542 47 23 "1 IS 9 00 - 1000 S26 465 19 507 43 23 447 15 9 15 - 10 15 $ID 471 19 4" 43 23 448 15 9 30 - 1030 512 494 19 493 43 24 470 is 9 45 - 1045 489 502 is 471 41 25 477 16 1000. 1100 463 S1.1 17 u6 38 2S 4" 16 10 15 - 11:15 492 Sol Is 464 41 2S 476 16 10 30 - 11 :30 477 499 is 459 41 24 475 15 1045 - 1145 4" SS1 18 470 41 27 524 17 11.00 - 1200 527 562 19 Sol 43 28 S34 is 11 15 - 12 15 532 603 20 512 45 30 573 19 11 30 - 1230 568 594 21 547 47 29 56S 1s 11 45 - 12 45 560 197 71 519 47 19 568 18 12 00 - 1 DO S46 Ss1 20 516 45 29 5S3 is 12 15- 1 15 S44 $70 20 524 45 28 S42 is 12 30 - 1 30 524 S74 19 SOS 43 23 546 is 12 45- 1 45 S67 527 Il 546 47 16 SOl 16 1 00 - 200 $77 524 71 556 47 76 498 16 1 15-2 15 562 512 21 541 47 7S 437 16 1 30 - 2 30 572 i48 li 551 47 27 S21 17 1 45 - 2 45 5S1 616 20 531 4S 30 146 19 200 - 3 00 S47 662 12 565 50 32 630 20 2 15 - 3 15 607 728 22 Sa5 50 36 692 73 2.30 - 3 30 634 752 23 611 51 37 725 23 245 - 3 45 666 am 25 641 56 39 76l 15 3 00 - 4 00 641 870 74 617 54 43 827 17 315 - 4 15 666 962 25 641 56 47 915 30 3:30 - 4 30 698 1026 25 663 S6 50 976 32 3 45 - 4 45 708 1010 16 611 59 52 1018 33 400 - 500 113 1D93 a6 w7 w 54 3w N 415 - 5:15 691 1036 26 665 59 51 985 32 4.30 - 530 670 1031 25 64S 56 Si 990 32 4 45 - 5.45 65s 985 24 634 54 48 937 30 5'00 - 600 623 907 23 6DO 52 44 863 28 5:15 - 6:15 579 838 21 558 17 41 797 26 5:30 - 6:30 504 721 19 485 43 35 686 22 5:45 - 6:45 424 633 16 408 36 31 602 20 600 - 700 411 558 15 396 34 27 531 17 PEN( HOUR ACTUAI COUNTS 2009 _ 7:15 - 815 789 534 1a 13 84 16 N2 11 4:00 - 5:00 713 1093 22 $63 42 63 M) w SJR Attachment I COUNTS Pg 3-4 Type of peak hour being reported: Intersection Peak Method for determininq peak hour: Total Enterinq Volume L� A 1 I n 1 LOCATION: Custer Ave -- Millwood Pike QC JOB it: 14600307 CITY/STATE: Winchester VA DATE: Thu Apr 05 2018 163 49 a t 107 43 13 0 1 Peak -Hour: 7:15 AM -- 8: 15 AM Peak 15-Min: 7:45 AM - 13:00 AM a 0.0 7.0 7.7 * L i 623 ~ 29 0 ~ 548 7.1 ~ 10.3j t' 0.0 ~ 8.2 788 (0.871 ~ 496 922 105 7 *1 f r 52 4 823 18 22 21 .__ 7.8 .0 1.0 7 � f & r 3.8 + 8.7 a ♦ Quality Counts 5.6 4.5 14.3 199 61 - i f 3.0 8.2 o 0 o 0 0 0 __1 t}� -► r h f r• o —10 0 F 0 0 � LNA �J -J, NA �J L i ♦ NA > ~ NA NA ®® ~ NA NA —1a f F ��, f F NA 15-Mln Count Custer Ave Custer Ave Millwood Pike Millwood Pike Total Hourly Period (Northbound) (Southbound) (Eastbound) (Westbound) Totals - - ------ - Beginning U At Left Thru Right Left - ---. Thru- Right U --- - Left Thru RI ht U --- Left ---- --- - Thru Right U 6:00 AM 0 0 4 0 5 1 5 0 3 106 14 0 3 60 0 0 201 6:15 AM 1 2 2 0 4 8 16 0 4 143 10 0 5 49 0 0 244 6:30 AM 1 2 5 0 5 8 18 0 3 193 15 1 3 69 0 0 323 6:45 AM 1 2 3 0 2 7 12 0 3 176 20 1 7 69 0 0 303 1071 7:00 AM 4 2 7 0 3 11 18 0 5 151 14 1 8 84 0 0 308 1178 -7. 15 AM 6 6 4 0 2 13 29 0 5 169 22 1 10 119 0 1 387 1321 7:30 AM 2 6 4 0 2 16 31 0 5 172 29 0 14 114 0 0 395 1393 ,47� 7 680_ _S a_2 5 247 370— �a_vza 0 0_ �95— 157� 8:00 AM 3 4 5 0 4 6 23 0 12 200 23 1 11 135 0 0 427 1694 8:15 AM 3 3 4 0 1 7 21 0 7 155 20 1 15 130 0 0 367 1674 8:30 AM 4 5 5 0 3 20 24 0 3 149 14 0 10 125 0 1 363 1642 8:45 AM 4 3 5 0 5 I 5 19 0 5 141 9 0 15 � I 102 0 0 313 1470 I I I I I Peak 15-Min Northbound Southbound Eastbound Westbound f Flowrates Left Thru Right u Left Thru RI ht U Left Thru Right U Left Thru RI ht U Total All Vehicles 28 24 32 0 20 32 96 0 20 988 124 0 64 512 0 0 1940 Heavy Trucks 4 0 8 4 0 0 4 84 0 4 40 0 148 Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad Stopped Buses Continents: Report generated on 4/12/2018 8:53 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 SJR Attachment 3: COUNTS Pg 3-5 Type of peak hour beinq reported: Intersection Peak Method for determining peak hour: Total Entering Volume 71 I 1 P, LOCATION: Custer Ave -- Millwood Pike QC JOB ff: 14600308 CITY/STATE: Winchester VA DATE: Thu Apr 05 2018 136 134 + * L 82 46 8 I✓ Peak -Hour: 4:15 PM -- 5:15 PM Peak 15-Min: 4:30 PM -- 4:45 PM a 1.2 4.3 0.0 * L 4 4 1173~ 95 J _ IL ~1072 ✓ i 1. 2.9 ~ 1.1 J L 0.0 ~ 3.2 673 �.9 ] 1010 4.3 ~ 3.1 417 789 21 :.� * �. 54 777 73 39 95 Quality a Counts 3.9 4.8 .5.6 i 3.7 �2.7 0.0 0.0� a * 120 207 , . ... .. ... _ i 5.0 1.0 0 L �0 a 0 2 2 ✓ i 4� 0 j L 0 0 CJ'J 0 -1 F_ 41. 1 t- D r 0 * NA —J, NA �✓ L J✓ i �.� + i NA * NA NA ® 4- NA 1 i NA -4 r NAF_ 15-Min Count Custer Ave Custer Ave Millwood Pike Millwood Pike Total Hourly Period (Northbound) (Southbound) _(Eastbound) (Westbound) Totals Beginning At Left Thru Right U Left Thru Right U Left Thru Right u Left Thru Right U 4:00 PM 40 18 22 0 1 7 16 0 19 145 5 3 21 206 0 0 503 4:15 PM 16 11 18 0 3 13 22 0 20 177 3 1 13 218 3 0 1 518 ARM_ t6 7 130— —0 1.8._25 _(L t9 159 6 3 1_4_292 4 _573 16 5:00 PM 24 26 0 1 8 17 0 26 150 7 2 13 263 1 0 544 2204 5:15 PM ' 10 17 33 0 0 12 28 0 18 147 3 3 16 220 3 0 510 2196 5:30 PM 11 12 19 0 2 4 17 0 18 138 2 2 17 258 0 1 501 2124 5:45 PM 12 14 16 0 1 9 25 0 18 116 0 2 10 199 6 0 428 1983 6:00 PM 9 4 16 0 0 7 17 0 20 122 3 1 15 203 5 0 422 1861 6:15 PM 9 7 13 0 2 8 11 0 21 102 7 1 13 185 2 0 381 1732 6:30 PM 6 5 8 0 0 3 26 0 15 123 2 3 6 192 2 0 391 1622 6:45 PM 9 6 10 0 1 5 17 0 12 91 4 1 8 119 1 0 284 1478 Peak 15-Min Northbound Southbound Eastbound Westbound Flowrates Left Thru RI ht U Left Thru Rlcjht U Left Thru RI ht U Left Thru Right U Total All Vehicles 64 28 52 0 0 72 104 0 76 636 24 12 56 1168 0 0 2292 Heavy Trucks 0 0 0 0 0 0 0 32 4 0 28 0 64 Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad Istopped Buses Comments: Report generated on 4/12/2018 8:53 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 SJR Attachment 3: COUNTS Pg 3-6 VDOT Signal Justification Report Template — Version 1.0 - Nov-03-2017 I 1 1 Attachment 4: Pennoni December 2020 Signal Warrant Study ' (Separate Document) I VDOT Signal Justification Report Template — Version 1.0 - Nov-03-2017 rAttachment 5: WuST Alternative Review 5-AM1/5-PM2: 2024 Short -Term Summary w/o throughs (results) 5-AM3/5-PM4: 2024 Short -Term Summary w/ throughs (results) r 5-AM5/5-PM6: 2028 Long -Term Summary w/o throughs (results) 5-AM7/5-PM8: 2028 Long -Term Summary w/ throughs (results also in Tables 5A and 513) 5-AM9i-iii/5-PM9i-iii: 2028 Long -Term Summary w/ throughs (inputs) ! 5-AM10-1815-PM10-18: 2028 Long -Term WuST worksheets for AM /PM ■ peaks (9 options) I I I i I j I I 11 t I I I I I I I I 5-AM1 IV,�DOT I I I f I I 0 I ri fl I I I I 5-PM2 v I I I 1 1 I I Pi Fl 5-AM3 ®oT I 1 I �'�UDCI`"1 '1 I f] [I I 1 5-AM5 D, C1 i `�YDPT I F, 5-PM6 \VDOT I I I I I L I I I LE I I I I I I I P, 5-AM7 - D - OT I I L F. 5-PM8 ` V D.OT n F, 1 I I 5-AM9i YDOT Ll L �J fl Fj 11 D. Poullble Confipiratim Indicate with a "Y" or "N" if each intersection or interchange configuration should or should not be considered. Use the Information links for guidance. Then, click the "Show/Hide Configurations button" to hide the worksheets for the configurations that will not be considered. k lintersections I Information Consider? Justification Signalized Intersections 1 Conventional Y 2 Bowtie Link Y 3 Center Turn Overpass Link N Not feasible for roadway facility type 4 Continuous Green-T Link N Unable to accommodate traffic patterns 5 Echelon Link N Not feasible for roadway facility type 6 Full Displaced Left Turn Link N Right-of-way restrictions identified 7 Median U-Turn Link Y 8 Partial Displaced Left Turn Link N Right-of-way restrictions identified 9 Partial Median U-Turn Link Y 10 Quadrant Roadway N-E Link N Right-of-way restrictions identified 11 Quadrant Roadway N-W Link N Right-of-way restrictions identified 12 Quadrant Roadway S-E Link Y 13 Quadrant Roadway S-W Link Y 14 Restricted Crossing U-Turn Link Y 15 Single Loop Link N Not feasible for roadway facility type 16 Split Intersection Link N Not feasible for roadway facility type Unsignalized Intersections 17 50 Mini Roundabout Link N Not feasible for roadway facility type 18 75 Mini Roundabout Link N Not feasible for roadway facility type 19 Roundabout Link Y 20 Two -Way Stop Control Y # Interchanges Information Consider? Justification 21 Traditional Diamond Link N Not feasible for roadway facility type 22 Contraflow Left Link N Not feasible for roadway facility type 23 Displaced Left Turn Link N Not feasible for roadway facility type 24 Diverging Diamond Link N Not feasible for roadway facility type 25 Double Roundabout Link N Not feasible for roadway facility type 26 Michigan Urban Diamond Link N Not feasible for roadway facility type 27 IPartial Cloverleaf Link N Not feasible for roadway facility type 28 ISingle Point Link N Not feasible for roadway facility type 29 Single Roundabout Link N Not feasible for roadway facility type 5-AM9ii \VD0T � I � I � I f! • .. Directional Questions and Bass lan• CoMlipradm Before entering a base number of through lanes for each direction, answer all applicable directional question for each intersection or interchange configuration selected for consideration. Navigate to the lane configuration worksheet for example diagrams, if provided. Intersections Question Direction Bowtie Select the roadway with the roundabouts from the drop -down list. NB-SB Continuous Green-T N/A N/A Echelon N/A N/A Median U-Turn Select the roadway with the U-turns from the drop -down list. EB-WB Partial Displaced Left Turn N/A N/A Partial Median U-Turn Select the roadway with the U-turns from the drop -down list. EB-WB Restricted Crossing U-Turn Select the roadway with the U-turns from the drop -down list. EB-WB Single Loop N/A N/A Split Intersection N/A N/A Interchanges Question Direction All N/A N/A Enter a base number of through lanes for each direction. The number of through lanes entered will populate on each non -roundabout lane configuration worksheet. This tool also allows the user to enter th number of through lanes on the lane configuration worksheets directly. This base number may be overwritten on individual lane configuration worksheets. Turn lanes, shared lanes, and channelized lanes must still be entered in each lane configuration worksheet. Eastbound 2 Westbound 2 Northbound 1 Southbound 1 1 11 fl 5-AM9iii 1 'J1---_W, DDT .. -. . 3 M M IM sIMI M IM M IMM m r M M am r CJl D 0 Conventional DESIGN AND RESULTS Proioct name One Logistics Park w9nchester Coverstwe Or 2028 AM R3 Critical Lane Volume Sum EW Facility. _ Millwood Pike 1200 - 1399 taco - 1599 Nis Facility. ('ioyersione DPIyeRnVe/fee Way VOLUME / CAPACITY RATIO: 0.80 Data: January 11, 2021 N W E S ii Zone 5 0.80 V I C 1 Note: This diagram does not reflect the actual lane configuration of the intersection Conventional Enter the lane configurations in the yellow cells. EB Critical Vol 304 DATA INPUT AND CONFIGURATION SB Critical Vol 106 NB Critical Vol 130 Safety - Conflict Point Diagram Safety - Conflict Point Diagram (Three Legs) • Diverging conflktrnm Carat O Diverging Commet Type Cttwnt Merging Crossing 16 0 Merging Crossing 3 Crossing lit 4 I e Crossing •�,....;..,. ea..,..a.... EW Spilt? FALSE NS Split? TRI IF WB Critical Vol 1039 Back to Results VDOT JUNCTION SCREENING TOOL Ver 1.0 1 �r r �s rr rr rr �r err �r rr �r rr rr ■r r ■r r'r �r rr • • Bowtle Intersection • • Bowtle Intersection PHIMANSFA I US DATA WPM AM WWWUMTM e.nn raw. _OrreL atics Park WWmh.w Co-M.W d 2026 AM R3 MfeNL—Ue4w 5— Ent.rtM IaM - ®veo anfl[u-i—In tM ew s� Mlnood PA1 - "• Tenn. olh- usva•'-- _ co,rataMr Oaw'Irlwl•• Way_ EM%IMnI 0.87 J..MY 11, 2021 MTIP. w Zone 5 Zone 3 1395 S N l4 M eM aor 1 E Zona 4 ,n Grtm,rvo� L 3)a tt Zone 5 I ~ ysg ~ i T e� Ng -Z; 75 1395 Z !1 Zone 3 I ar Zone - WB t Mole: This olaEram tlon rrol reMxt tneselual lane corM.uredon dMM IrM1erlMlgl Safety - Conflict Point Diagram Assumptions • ow9••a 1 4WJnB c�:m� oalsev". 1 0.0 .The rwManou4 nary only two aperwsixs and aNb. .slMe u-mma a.enm.owae.ea. the av an,rysla �n:laen •nle •rw healmn wnn rndlkMy wlolner ro, exn rwnaakwt. Goume �� 1e � IMen�oy e • ei •11e �"^'t<vdrrc al.n+m+lnaweeodxa w�la e.�t�l,r u-wm mwemenc. T•at s �. . . .� T•IIeeveI- uwjm 1 • Gomm. 3 I nlerguy Peee.ing 1 24 EQUATION: A x exp(-B x Q) 0©truer rr rr rr r� r rr rr rr rr �r rr� rr rr r� rr rr r� rr r� Median U-Turn Intersection DESIGN AND RESULTS Project Name: l istics Park Winchester Coverstone Dr 20281 Critical Lane volume Sum E11t F•eehy: Millwood Pike ' ' 1200 - 1399 1400 .15" Ne Fe°""Y' Coverstone Drive/Inverlee Wa VOLUME I CAPACITY 0.96 Dat•: January 11, 2021 RATIO` W 5 N North arrow directions will appear once the directional question has been answered on the Input Worksheet. � I I l I I , Zone 1 � I 1538 0.96 V/C I I Zone 5 Zone 2 i e D II N �h.-. T6.. d,......... d...........-n _. h-- .....i:.....�a:n.. VDOT JUNCTION SCREENING TOOL Ver 1.0 Median U-Turn Intersection DATA INPUT AND CONFIGURATION 7configurations e lane E B in the cells. P.P. i Peph Zone 1 F (Lone 3) s� all=� 1538 No" E B . il'rtiral v'^I pcph PcPh Zones mart be No No cnRw iane7W No J �w Zone 5 N• SB N B ~'� ,� WB Critical Vie' 7B Np No EB Critical Vol 142 EW Split? FALSE NS Split? FALSE 1107 Pcph 29 pcph NB Critical Vol ?19 W B Np S�aree 2) tzone(Z—° Zone 2 :, s urea M PcPh Dcph Pcph «'1 W B 1 Partial Median U-Turn Intersection NIDESIGN AND RESULTS Proll Na— istics Park Winchester Coverstone Dr 2028 Cnitioal Larne Volume Sum 1200 - 1399 1J09 - 1599 Ew F-Nltty: Millwood Pike US Fia0l Coverstone Drive/Inveriee Way YOLUME / CAPACITY RATIO. 0.93 oats Janus 11, 2021 W S N E North arrow directions will appear once the directional question has been answered on the Input Worksheet. \ Zone 1 ; i� 0.93 V/C i� Zone 5 ' e Zone 2 I , � I 1 ,• Patrial Median U-Turn Intersection DATA INPUT AND CONFIGURATION Enter the lane configurations in the EB l Lk yellow cells. P.Ph 656 P.Ph 1791 P.Ph 12 2 `or" [Tvpe 1I Zone 1 1212�hIzone EB 1 NB Critical Vol 292 zone s must ee slgn-Ilred sn:r i re NB WB Critical Vol 106 EW Split? TRUE NS Split? FALSE NB Critical Vol 702 !) Zone 2 S� Ilred peph 12 2 PcPh I P-Ph P-Ph III 1 & W R ■ ww.n► VOOT JUNCTION SCREENING TOOL Ver 1.0 1 �r �r r r� r rr r r r r� r r r r �■r r ri �r ■ Quadrant Roadway Intersection (S-E) RS °ra"�' "r"' istics Park Winchester Coverstone Or 2028 Millwood Pike tug • tiM EW F.c1Rty. NS F.-ft: Coverstone Drimfinverlee Way 1 thw: January 11, 2021 N W E Zone 3 vie t / . r T s / Zone 5 / y t: VIC Zone 2 VIC Note: This diagram does not reflect the actual lane configuration of the Intersection is Safety - Conflict Point Diagram Ln D K • Diverging g Merging Crossing ♦ O _ A' O 0 a O • a e 4 "Pu o i>, �0 • O • ills CWRktTWO Caxlt Crossing 10 Merging 10 Diverging 10 Tow !g Con111ct Type wow*0 Crossing 2 01 Quadrant Roadway Intersection (S-E) Enter the lane configurations in the yellow cells. .tr 'al Vol I M Ike I ai I WB CIOtcajl Vol mn.s.rer J� Zone 5 EB Critical Vol 408 EW Split? FALSE NS Split? FALSE SO Critical Vol i 1 286 "h Fmk t L , Ne oWhI NB Critical Vol 101 co�arottyF. = Izar zl Zone 2 �. �' g sl ued 8 r WB Critical Vol 307 �t Fmk Fmk NO Critical Vol 861 EW Split? TRUE NSSplit? FALSE • All right -turning vehicles are assumed to turn right at the first opportunity. • The eastbound left -turning vehicles are assumed to go through Zone 5 and make two right turns before going through Zone 5 again to complete the left -turn movement. e This worksheet uses the CLV methodology for calculations at signalized zones. These calculations are based on passenger cars per hour. rn.uwtrv. _ ItaK 3I 51 alksd sg 6 Zone 3sill is WB Critical Vo. 849 EB Critical Vol ]2 4 27e 300 p�Ph Pmh p.Ph EW Split? FALSE NS Split? TRUE NO Critical Vol e 171 Batk to Results VDOT JUNCTION SCREENING TOOL Il 1.0 r rr r rr rr r� rr r �r rr rr rr rr rr �r � rrr r rr 78LUadrant Roadway Intersection (S-W) P,*11 "— isd Perk Winchester Coverstone Dr 2028 EW Fapaay: Millwood Pike 2Na F-,IWy: Coverstone Drive/Invedee Way 11,tom.E Jenu 2021 0.86 N Zone 4 Zone 5 W E t vlc t. v/c • It • rl i • r • • r • I \ Zone 2 Oi F Note: This diagram does not reflect the actual lane configuration of the intersection • I Safety - Conflict Point Diagram 0 Diverging COrWW T"W covr* Quadrant Roadway Intersection (S-W) Enter the lane configurations in the yellow tells. rairoettyp� _ Iza.N snmm 8 ttttt+TT Zone 4 4 No Critical Vo 1053 NB Critical Vol ES Critical Vol cp 0 15 122 EB Critical Vol 335 232 peph PePh 438 EW Split? FALSE NS NS Split? TRUE ■ CTl D LT1 g Merging Crossing 0 01 0 . •. o �� • a • v c ; • • . o I / Crossing 10 • All right -turning vehicles are assumed to turn right at the first opportunity. • The southbound left -turning vehicles are assumed to go through Zone 5 and make two right turns before going through Zone 5 again to complete the left -turn movement. • This wo,ksheet uses the CLV methodology for Calculations at signalized zones. These calculations are based on passenger can per hour. Merging 10 Diverging 10 Total � COe1NR Type Walgltt Crossing 2 SB Critical Vol 243 SB Critical Vol 1`1641.'A.A 1om 5—be pcph pcph peph slgnalhetl C . N. Zone 5 7%ji � W8 Critical Vol 713 14 1 241 1 NB Critical Vol peph peph 101 I14I NS 5plit7 FALSE NS Split? FALSE J�. � - Zone 2 tanerol type _ �s ES Critical Vol 232 2 peph pcph 241 peph NB Critical Vol 1106 273 EW Split? TRUE t NS Split? FALSE trwa VD07 JUNCTION SCREENING TOOL Ver 1.0 1 M= M = = M= r M r M= M rM! M Restricted Crossing U-Turn (RCUT) Intersection DESIGN AND RESULTS Project Name: 9lStiCS Park Winchester Coyerstone Dr 2028 Critical Lane Volume Sum -� EW Facility: Millwood Pike 1200 .1399 1400 •1599 NS Facility: COVerStone DrlyeAnyerfee Way VOLUME I CAPACITY Date: January RATIO: 0.81 11, 2021 w S N \ E North arrow directions will appear once the directional \ Zone 1 question has been answered .. on the Input Worksheet. 1180 O74vrc Zone 3 1 V/C �r Zone 4 1293 r os1 vrc 1. Zone 2 ,11Va, l Note: This diagram does not reflect the actual lane configuration of the intersection 1 Safety - Conflict Point Diagram Assi C • Diverging • C•11M. T" f CWAW V � Merging 0 • • This worksheet uses the CLV Crossing • Crossing 2 zones. These calculations are 6 11A..r..In1+ Q Restricted Crossing U-Turn (RCUT) Intersection —� DATA INPUTAND CONFIGURATION Enter the lane configurations in the ■ ■ EB yellow cells. coelrol7ype Zone 1 I><ah Ilzed I SB Critical Vol 420 C ann i:ed W $ ann Ired W Rw W ne7 a Rw tane7 No 3 No Noa EB Zone 3 e I SIB ,� pcVh X CorKml Type �, 12 r (2onea3�a) v 1 Si I¢ed pcph pcph 'AB Critical Vol 961 tags 1�6 1 2 915 19 pcph pcph ♦ t± 2 aJi Ir Zone 4 292 pcph Rg W NB �► 8" 1293 W B -- ne lied W p aN.� No Rcv Izne7 � �{ j C n Ir yM "'!!! Rcv lsne7W EB Critical Vol NB Critical Vol 126 1167 Control lype tip.- 292 59J 17 a�vh v�M p�vh WB ti t r imptions methodology for calculations at signalized ased on passenger cars per hour. VDOT JUNCTION SCREENING TOOL Ver 1.0 1 M M M M M M M M M M M M M M M M M M M Roundabout Roundabout Roundabout IMMON AMP 01 "is RMNIP&MMU —IGUMnON I IM 1. fig.. —i� --DIM28 1L sw J—� I I M"MIIQ -N Zonal ®r SB SB Zone 4 avow ru CO Allow LLI ----------------- NB Zone 3 Zone �vI s v Uj rc NB Safety - Conflict Point Diagram Asawnpdons a •' ,,aul . urttNetlq lNtn. Two-WeystGpcmlb a rrmc) Two Way Stop Control (TWSC) W + E s Z_ 5 Safety - Conflict Point Diagram Atimumpti— Url 00 I= Two -Way Stop Control (TWSC) Quo - � L - - 5-PM9i �VD0-T VOOT Ju nction Screening TOW Possible rations Indicate with a "Y" or "N" if each intersection or interchange configuration should or should not be considered. Use the information links for guidance. Then, click the "Show/Hide Configurations button" to hide the worksheets for the configurations that will not be considered. # lIntersections Information Consider? Justification Signalized Intersections 1 Conventional Y 2 Bowtie Link Y 3 Center Turn Overpass Link N Not feasible for roadway facility type 4 Continuous Green-T Link N Unable to accommodate traffic patterns 5 Echelon Link N Not feasible for roadway facility type 6 Full Displaced Left Turn Link N Right-of-way restrictions identified 7 Median U-Turn Link Y 8 Partial Displaced Left Turn Link N Right-of-way restrictions identified 9 Partial Median U-Turn Link Y 10 Quadrant Roadway WE Link N Right-of-way restrictions identified 11 Quadrant Roadway N-W Link N Right-of-way restrictions identified 12 Quadrant Roadway S-E Link Y 13 Quadrant Roadway S-W Link Y 14 Restricted Crossing U-Turn Link Y 15 Single Loop Link N Not feasible for roadway facility type 16 Split Intersection Link N Not feasible for roadway facility type Unsignalized Intersections 17 50 Mini Roundabout Link N Not feasible for roadway facility type 18 75 Mini Roundabout Link N Not feasible for roadway facility type 19 Roundabout Link Y 20 Two -Way Stop Control Y # Interchanges Information Consider? Justification 21 Traditional Diamond Link N Not feasible for roadway facility type 22 Contraflow Left Link N Not feasible for roadway facility type 23 Displaced Left Turn Link N Not feasible for roadway facility type 24 Diverging Diamond Link N Not feasible for roadway facility type 2S Double Roundabout Link N Not feasible for roadway facility type 26 Michigan Urban Diamond Link N Not feasible for roadway facility type 27 IPartial Cloverleaf I Link N INot feasible for roadway facility type 28 ISingle Point Link I N I Not feasible for roadway facility type 29 Single Roundabout Link N Not feasible for roadway facility type 1 5-PM9ii ' ,;\V D OT II � I ,. .. Directional Questions and ease lane Configurathm Before entering a base number of through lanes for each direction, answer all applicable directional question for each intersection or interchange configuration selected for consideration. Navigate to the lane configuration worksheet for example diagrams, if provided. Intersections Question Direction Bowtie Select the roadway with the roundabouts from the drop -down list. NB-SB Continuous Green-T N/A N/A Echelon N/A N/A Median U-Turn Select the roadway with the U-turns from the drop -down list. EB-WB Partial Displaced Left Turn N/A N/A Partial Median U-Turn Select the roadway with the U-turns from the drop -down list. EB-WB Restricted Crossing U-Turn Select the roadway with the U-turns from the drop -down list. EB-WB Single Loop N/A N/A Split Intersection N/A N/A Interchanges Question Direction All N/A N/A Enter a base number of through lanes for each direction. The number of through lanes entered will populate on each non -roundabout lane configuration worksheet. This tool also allows the user to enter th number of through lanes on the lane configuration worksheets directly. This base number may be overwritten on individual lane configuration worksheets. Turn lanes, shared lanes, and channelized lanes must still be entered in each lane configuration worksheet. Eastbound 2 Westbound 2 Northbound 1 Southbound 1 5-PM9iii ' � VD0T 3 Conventional DESIGN AND RESULTS DATA INPUT AND CONFIGURATION P-Ject name: One Logistics Perk Winchester Coveretone Or 2028 PM R3 Critical Lane Volume Sum Enter the lane 17configurations in the EWFaenny: Mill wtDodPike �1200-1399 1400-1599 yelloW cells. Ns Facility: _ CoverStone Drive/InveAee Way VOLUME I CAPACITY 76 Delta: January 11,2021 RATIO, 0. N W E S it Zone 5 1215 41 + 4 0.76 V 1 C L 0 • Di I C Conventional r Note: This diagram does not reflect the actual lane configuration of the intersection ER Critical Vol 858 SB Critical Vol 12 NB Critical Vol 345 Safety - Conflict Point Diagram Safety - Conflict Point Diagram (Three Legs) verging Cwd t TV" count • Diverging Co odT- "w Cb1�R erging A Crossing 16 P Merging Crossing 3 rossing I Crossing EW Split? FALSE NS Split? TRUE WB Critical Vol 527 Back to Results VDOT JUNCTION SCREENING TOOL Ver 1.0 1 • • Bowtie Intersection • • Bowtle Intersection PEI One Loglelitm Park WlWMWCMVrAWra Dr2028 PM RJ ��Wur�—v— P.aar: CoyerefeMDRrWkl d-Way walrw ao�user caearny �. — _ — _ _ Jemwy 11, 2021 w Zone 5 Zone 3 S N E .m. e.e.w.. en M inY.n n.w.a 11 Zone 4 n• 1 9.1./ VIC 1b4•. rMl eiaaram tloes not reflen thr Mwl tone conaguntlon or Me Imer.ectlan Safety - Conflict Point Diagram • D.erg'y t elgufyge feeel g Me'31n6 CmsyMg amsee a Mepq e IIMreVe I e • e hssl ■ - 1Maya: e Uofune ] hfneiry 1 Olvvry t 24 Enter the lane configurations In the yellow cells. 0—� rill r EB 0 M - Zone 3 u �men..r <IravlNme lanes t o EQUATION: A x exp(-B x Q) ©m m m MI m m m m r m r m s m f!� m m m Median U-Turn Intersection DESIGN AND RESULTS w S N North arrow directions will appear once the directional question has been answered on the Input Worksheet. i I � I Zone 1 I Zone 5 / 1354 F 085 V/C Zone 2 1384 I I l I N..m. TF.....al...♦ .1........J 1------1;......H......i .bn i....,......,.... JUNCTION SCREENING TOOL Median U-Turn Intersection Fq DATA INPUT AND CONFIGURATION Enter the lane configurations in the E B � Y yellow cells. pcph Ise pcph m pcph N z Zone 1 cO�„rpe (Zone 11 ::3 pcph Si lited 1 �-rl} �EB it Zone 5 must treIL slgnalhed Na Rw lane? No J 1U Zone 5 SB NB --► 1-- 1354 W6 Critical vo 525 Rw tane7W Shand � R W a a+ � No No EB Critical Vol 76 EW Split? FALSE NS Split? FALSE 7 —m. 7 pcph 1 107 pcph NB Critical Vol 1� 453 W B Nn Shred Zone 2 A alited pcph 697 1384 2 p°ph pcph pcph *1 1 r, W B 1 Partial Median U-Turn Intersection DESIGN AND RESULTS Project Name: istics Park Winchester Coverstone Dr 20281 Critical Lane Volume Sum - 1200 - 1399 1400 - 1599 VOLUME / CAPACITY RATIO: 0.82 EW Facility: Millwood Pike NS Facility. Coverstone Dnve/Inverfee Way Data: January 11.2021 W S N E North arrow directions will appear once the directional question has been answered on the Input Worksheet. Zone 1 I� rlrl• I� I I 1 1 V I C III III 'I• Zone 5 1314 ic Zone 2 1 Patrial Median U-Turn Intersection DATA INPUT AND CONFIGURATION 7Ene lane ons in the EB cells. C pcph pcph pcph Contral TYPe + pcph Si lazed N,U E B NB Critical Vol 916 pcph peph ioars ice` Zon 5 st Ee 1 Yes J v Zone 5 Ek ESBniB Icb.—Wed saged an eaner - Z 8 WB Critical Vol r,� rvo i 53 2 1 1 EB Critical Vol 1811 "' EW Split? TRUE 345 p°ph pnph NS Split? FALSE NB Critical Vol 442 W B N,° snarrd `°mroltYPe N�p �1 th f♦ I W R ■�www+� VDOT JUNCTION SCREENING TOOL ver 1.0 1 r rt rr i� � r r r ■r � r r r Ir r rr r r rr RE Quadrant Roadway Intersection (S-E) r3F ^� r istics Park Winchester Coverstone Dr 2028 Millwood Pike t10• • 1399 EW F•eRNy: NS F-Rhy: COVOrVOne DriVe/Inverlee Way 0.75 D.t•: January 11, 2021 N W E Zone 3 o.Ts v l c S r ; r n 1 _ L ILL Zone 5 / 0.75 Vic Zone 2 ----------0 T vic 7i Note: This diagram does not reflect the actual lane configuration of the intersection • Safety - Conflict Point Diagram � r • Drvergmg Merging Crossing J O \ `'t `� CZ • • J i Conflict Type count Crossing 10 Merging 10 Diverging 10 TORN 9Y C-Rd Typ- wow Crossing 2 ■ E Quadrant Roadway Intersection (S-E) Enter the lane configurations in the yellow cells. °" 1 SR C"tical Vol IU "Co peps 2 UZ2 WSCriticalVo•3 a42 L pr J- Zone 5 teiile No No 66 EB Critical Val ]143 H Poph NE Criti!al V,,l EW Split? FALSE 51 NSSplit? FALSE SB Critical Vol 961 fm • All right -turning vehicles are assumed to turn right at the first opportunity. • The eastbound left -turning vehicles are assumed to go through Zone 5 and make two right turns before going through Zone 5 again to complete the left -turn movement. • This worksheet uses the CLV methodology for calculations at signalized zones. These calculations are based on passenger cars per hour. comma Trp. a•n•31 _ s urea g 8 L Zone 3 � d� r • S W R Critical Vol 633 ER Critical Vnl W 0 251 849 pcph pcph paph EW Split? FALSE NS Split? TRUE NB Critical Vol N. 345 Back to Results VDOT JUNCTION SCREENING TOOL Ver 1.0 ■ E Quadrant Roadway Intersection (S-W) P-01111— gistics Perk Winchester Coverstwie Dr 2028 Ew F.caliy: Millwood Pike • upa Na Faeaay: i oveBione DnvMnvedee Way 0.75 o.m: January 11, 2021 N Zone 4 Zone 5 W -_ _ E 1 vJc o.Ts vic �f Zone 2 Note: This diagram does not reflect the actual lane configuration of the Intersection • Safety - Conflict Point Diagram Ln Cll • Dwergmg g Merging Crossing • mob o 0 o o a �b • o o' ' CwdlctTV" coleit Crossing 10 Merging 10 Diverging 10 Total so CaCMRinlggE W� , • All right -turning vehicles are assumed to turn right at the first opportunity. e The southbound left -turning vehicles are assumed to go through Zone 5 and make two right tums before going through Zone 5 again to complete the left -turn movement. e This worksheet uses the CLV methodology for calculations at signalized zones. These calculations are based on passenger cars per hour. VDOT JUNCTION SCREENING TOOL Ver 1.0 1 M M M M M r M r M r M� M M = M M M M Restricted Crossing U-Turn (RCUT) Intersection i",, - - DESIGN AND RESULTS Pro)ect Name: gistics Park Winchester Coverstone Dr 2028 Critical Lane Volume Sum E1N Faciuty: Milhvood Pike 1200 - 1399 u00.1! NS Facility: Coyerstoone Drive4nverlee Way VOLUME / CAPACITY Date:- January 11, 2021 RATIO: 0.85 S N '\ E \ North arrow directions will appear once the directional \ Zone 1 question has been answered on the Input Worksheet. 1 v/c Zone 3 p , I- — Zone 4 Restricted Crossing U-Turn (RCUT) Intersection DATA INPUT AND CONFIGURATION Enter the lade B configurations in the yellow cells. F,P. 7P.4341" 58 Critical Vol 1186 7d E B No Zone 3 j ! PaPh 1222 P=Ph P=Ph P�Ph P,Ph J Zone 4 201 1 P=Ph NB �� I WB , . Na Yq Mcv lane7W EB Critical Vol NB Critical Vol 422 538 lit lt� V r a l Zone 2 1362 � 1362 2 Note: This diagram does not reflect the actual lane configuration of the intersection Safety - Conflict Point Diagram Assumptions • Diverging rq Cottllkt7jtp� CoMtR • This worksheet uses the CLV methodology for calculations at signalized I) g Merging : P ♦ crossin` 2 zones. These calculations are based on passenger cars per hour. Crossing WB I pcph I pcph � pcph I I f I IL _... No 1 «- SB W B Critical 36 Back to Results VDOT JUNCTION SCREENING TOOL ver 1.0 1 r M M M M M M M M r�� M r M M M M M Roundabout Roundabout Roundabout OESW1. 11MD.FSUl13 D1TI11MVUT ♦MD [dIFIGUMI+Oh Gaa[FIY ULWGT+ONS ar.+.cl .m.: � nrx Prih W ne. ler Cc': - nrre U: ?0]N erMW lam Varu.rl f.+Y Fn4r H.r IaM tOM�(u.a+lanr �. -- E`N r M-. M.1vmU FM 0 tl• ++.f uN, the rAlovt ceN Cov J Dmrlre war I? Orr'. ry 1 f M21 Nn Zonal ! MO w Y E SB 3 •r Me 11 )C, 2one4 CID CFAIMOM CO LU Zone 3 11 Q 2ona 2 LU ° NB 1 �K NB J Safety - Conflict Point Diagram Assumptions . . me wmNr a nnm.hry i,n.f �n onr a..er.m h,<..m.a a N �n.��n. +vv�lo m. n�me.ra«mH aM,in me �eae w.a..m. 1 • — a.erFnu mvnaaeov+h nmMam.m.imvm w+f.o.nvr w..f.na+.ro ••, coo. � � �iwni..+- rrr . Ni i.r�a„mn,...nh+...n eauma m wr m a. inn.rm.n i.�e Fa.l.urar .411N ri �vna m. mvnmaom. � • mf+or.fna.+aoef�w vfe me nv memwoion me uam.n.nf • f r.. i .R h..a on m. xcar cfe larom. w.1/iwrsttaAn era raamNr eF .wmMroF m.Y Umaf OrtuYUn.laM. lane • . m m m= r= m m m m r� r m= m r m r Two -Way Stop Control (TWSC) Two -Way Slop Control (TWSC) �tsw .iomtwu.os watw o�nwiar /N� W .j�-�E S 1� i. za.. 7, - ; O }r Safety -� Conniat Palm oispram .�. Awumptl— L fNYtfiw . • 1 46 Ln V 1 OD ®m1 III Two -My Stop Control (flNdC) VDOT Signal Justification Report Template — Version 1.0 - Nov-03-2017 J I 1� ' Attachment 6: Alternative Intersection Concepts 6-1-7: (7 options, No conventional intersection, and no two-way stop shown graphically) I J d r� rr rr r r rr rr �r ■r r� r� r� r r r BO TIE DUAL E R DABOUT AT COVER E [U ,� Tf DRIVE OR 0 �I.NGLE LANEj, SEE AD COINING r200 400 eoo 200 - tOR! ; E P I ; E 1 - _ iW 47"E GRAPHICAL SCALE, 1�' - 200' 18 i t' 16 - 8 11 14 5 .4 6 13 _ _ 9 4 9 - ,I �ROPOSED l -B2- ,, ENE AL BI�SIND: �� � D1 TRICT No Side Street Turns C — with Bowtie: rights — 5 AG{) 4D only �- Al AREA (TYP.) ��- S Source: Base Gordon Associates GDP, Revised December 2020: VDOT Road Design Manual Attachment 6 1 Rev Jan. 2021 SJR A Appendix A3. Figure A3-10-1 1 Attachm MED AN U-TURN AT COVERSTONE DRIVE �1 Lu �m 21 22 SFF AnjoiNING''� 200 _ C` Q L r r r r• 200 400 600 - . AL SCALE$ V - 200� 6 ; r• 1 r'(T T) R-Q �! — � 3 Z "7 0 / „ _g $ 11 314 4 4 9 _ 7 1" ,PROPOSED \ EN��AL BSINEc 4, s ��� ea 3 0' r • �. �D� TRICT ., � thoughs only for / \ kl 5 AC E T(N side street J � , �R E SAVE ( �` AREA (TYP.) , ,,► ' L T; I \ FLOODPLAIN Source: Base Gordon Associates GDP, Revised December 2020; VDOT Road Design Manual Appendix A3, Figure A3-2 _ S Pennoni Rev Jan 2021 SJR Attachment 6-2 rr r � r �r � r � r � � +�■� � � r r �r ME D AN U-TURN AT COVERSTONE DRIVE 1� U LU Tl �O 21 22 CFF 4njr)INING yC - 2W 1Wba. rF-r,ff? 4W VW a �� r- S53'� � ' �. 18 � � GRIAPRCAL SCALE, ` * - 200' 16 -31 7 i (TOT) 92.1 6 8 11 14' S 93.4 4 7 OPOSED 'EjNF,AL B US I N Ec, Sd =1 ' 316V D TRICT 15. / thoughs and side / \ � 5 A(j 6 f IN street lefts for side I�ID street AREA (TYP.),jo S FLOODPLAIN ` ` 3 Source: Base Gordon Associates GDP, Revised '',`. December 2020; VDOT Road Design Manual ` Pennoni Rev Jan. 2021 SJR Appendix A3, Figure A3-2 and VDOT VJuST workbook Attachment 6-3 ==l RANT SE AT COVERSTONE DRIVE SEE ADJOINING 2W,—!Tr?O'r-P r,ES2W 4W ow NEW 18 GRAPHICAL SCALE, 1�` - 200' 6 4 9 5 7 , throughs not / shown, no left Et§TifVG turns allowed IUD �FR E SAVF AREA (TYP. ) No access to land bay 3 FLOODPLAIN Source: Base Gordon Associates GDP, Revised December 2020; VDOT Road Design Manual Appendix A3, Figure A3-5 1 yw,•�•V S53'27'47"E � r Ti PROP D INE: �D T op t4 TINO SA A,, f� \ N O�. x� \ PRIMARY ACCESS LAND BAY 3 Pennoni Jan 2021 SJ Attachment 6-4 QU RANT SW AT COVERSTONE DRIVE 1 7U Tf SEE ADJO I NJ I G -�C "•' • % �—_ %fungm PA Fmk 18 19 S53'27'47"E — t GRAPHICAL SGALEI 1 - 200' i b A—'� _ 7V(TOT) 8 11 1314 ��•� A • 6 _ 4 9 7 PROPOSED -� — S5�1"� \ c ENE AL B l�,S I N E. 5 ; 19 316. �; } D TRICT 1 _ - /" �i / 4—,1 5 AGE) No left turns G / allowed at signal; � R�X. O I� i TIN SA A�,- throughs only �R� E SAV,F /0 i � \\ AREA No access to land bay 2 P R I o FLOOD LAN BAY 3 G Source: Base Gordon Associates GDP, Revised December 2020; VDOT Road Design Manual Attachment i Rev Jan. 20 1 SJR A Appendix A3, Figure A3-5 Attachment 6-5 i /yS�EEE - ADDINING 200 �/� r- IwF� i.O E ! ` r E: S 200 L ICTED CROSSING U AT COVERSTONE DRIVE U turns for vehicles to EB Millwood Pike from Inverlee Way (may be unsignalized) SCALES I a 200' 16, 14 � nip •n�,�-ns�� __. 19 U turns for vehicles to WB Millwood Pike 21 7 -a PROPOSED SS.12 C ENE�AL B ill 1(Z . D1 TRICT Signal for mainline /\ \11 5 Ad E I§T NG left turns only to— i IUD //C� Coverstone Dr and O \ Inverlee Way ` \ S is fR AREA TYP. 1 T1 9 ` - \ FLOODPLAIN Source: Base Gordon Associates GDP, Revised December 2020; VDOT Road Design Manual Appendix A3, Figure A3-3 Pennoni Rev. Jan 2021 SJR Attachment 6-6 r r �r r r■i m = rr rr r r = DUA LANE ROUNDABOUT AT COVERSTONE DRIVE —� SSE ADJOINING Y 200 ,— 10Rf Q OF -,rR r! C S 200 400 800 _ GRAPHICAL SCALES 1�- 200' s., 18 i6 6 4 9 744 -. r"A 19 21 22 W.1 S53-27'47"EOT Multi -Lane 5�� 1 r Roundabout with —4-1 3-.9a 260 ft inscribed ' 1 g�,W 3 16.�0' diameter / Channelize rights (not shown) AREA (TYP.) y _ , FLOODPLAIN ` Source: Base Gordon Associates GDP, Revised December 2020; VDOT Road Design Manual'° Appendix A3, Figure A3-11 T< ,�" L PROPOSED 1�21 �Z- E.NE'kAL BI_SINE%c �D TRICT ±1 5 AGE) Pennoni Rev. Jan 2021 SJR Attachment 6-7 VDOT Signal Justification Report Template — Version 1.0 - Nov-03-2017 F, I J Attachment 7: 7-1-3: 2024 and 2028 Synchro LOS summaries 7-AM417-PM5: Synchro worksheets 2024 No Build 7-AM6-8/7-PM9-11: Synchro worksheets 2024 w/o throughs 7-AM12-14/7-PM15-17: _Synch ro worksheets 2024 w/ throughs 7-AM18-20/7-PM21-23: Synchro worksheets 2028 w/o throughs 7-AM24-26/7-PM27-29: Synchro worksheets 2028 w/ throughs 7-30-32: Signal Timing worksheets VDOT Signal Justification Report Template - Version 1.0 - Nov-03-2017 Attachment 7-1: LOS Summary 2024 without signal without Site - - 2024 NO -BUILD ' Storage Lengths (ft.) AM Perak )lour P91 Perak Hoar a ltatenection 7 raffic ( oMnd I Awe (; �ppraneY LOS Dela3 (sec.) Back of Uurur (ft.l I 12e VP aM LOS �`, (sec.) Back of (»rate (ft.) 130 QP Fai NidtY Taper EFfF.(' 11`,E I Is I 230 ')M) 330 \ u :, C _,,, 73 i EHTT 2(lW 2000• A 1.6 A 0.9 0 u 0 ' EB LOS A 1.6 A 1.9 Millwood Pike %%R17 2000• - 200(1• A 5.7 0 B 11.7 0 IUS5&17) 1n:iltnahzed 0 0 ' IU A WB R 210 190 1 300 A 64 2 B 12.5 9 Imcrlec Way NB LOS A 5.7 B 11.3 SH'LR 700 700 C 37.4 131 F 590 104 B 13.6 D 27.2 tiB LOS C 26-2 F: 37.7 t 3.8 - A 8.8 - ' Source: Pennoni, One Logistics Park Traffic Impact Study, Sept 2020, Table 10C, page 52 2024 with signal with Site Phase A Without Inverlee through trips on Coverstone Drive ' 2024 BUILD (PHASE A) w/o Inverlee Thrus # Intersection Traftk Control up/ Group/ Approach Storage Learbit (ft.) AM Peak Hour PM Peak Hour LOS Delay (arc.) +srxm a.a 1p.... a. LOS Delay (sec.) ssrxa. �) full- N'kkh Taper EMC .1,n7E EB L 230 200 330 D 41.3 ml I 1) 50.0 55 EBI'IT 2000+ 2000- A 3.1 4 5.4 35 ' A uim 12M) 12MJ 13ee1 A 3.5 m0 A 5.4 0 1 EB LOS A 3.4 - A 7.2 - WWILLI 12501 12M1 13591 D 37.1 97 C 31.1 m67 Coordinated WB.'IT 2000+ - 2000+ A 7.0 162 C 20.2 531 Millwood Pike Sigma ' (US 50/17) WB/R 210 180 300 A 5.7 ml A 8.1 1110 10 & Cycle Lengths Im erlee Way AM: 120 sec WB LOS B 15.4 - C 20.9 - ' Coverstone Dr PM: 80 sec INB/LLI 15151 - 15151 D 53.7 102 E 59.5 #178 INWRI D 50.0 77 C 31.9 59 NB LOS D 51.6 - D 49.8 700E-T700 D 50.3 60 C 31.7 33 SB/R D 49.1 0 C 31.2 0 SB LOS D 49.5 - C 31.4 B 14.4 - C ' c 9501 percenule volume exceeds capacity, queue may be longer. m Volume for 95th percentile queue is metered by upstream signal. VDOT Signal Justification Report Template - Version 1.0 - Nov-03-2017 1 Attachment 7-2: 2024 with signal with Site Phase A w/ thru trips 2024 BUILD (PHASE A) w Inverlee Thrus k lotenection Trafflc Control �OeGrOtl� Approach Storage Lengths (ft.) AM Peak Hoar PM Peak Hour LOS Delay (sec.) ssuxtt< ■�k.(Q-- (it) LOS DeVy (sec.) ss. ■�kwQ- VQ Fuu- µkkh Taper EFFEC TIVF 10 Millwood Pike (US 50/17) & Inverlee Way/ Coverstone Dr Coordinated Signal Cycle Lengths AM: 120 sec PM: 160 sec EB/L 230 200 330 D 40.7 nil E 71.7 84 EB/TT 2000+ - 2000+ A 6.4 118 B 11.0 301 EB/[R] 1200] 1 [200] [3001 A 4.9 m8 A 9.0 17 EB LOS A 6.2 - B 13.2 - WB/ILL] 1250] 1200] [3501 D 45.9 # 134 F 99.5 MIN R WB/TT 2000+ - 20001. B 13.1 200 A 4.3 77 WB/R 210 190 300 B 10.1 m0 B 12.9 IN) N1'B LOS C 22.2 - B 14.6 - [NB/LI [515] - [5151 E 66.9 0145 F 86.1 292 [NB/LT] E 64.9 0142 F 83.8 288 [NB[R] D 51.5 51 E 60.6 73 NB LOS E 57.7 E 76.4 SB/L 700 - 700 E 57.9 65 F 87.2 60 SB/[T]R D 54.8 59 E 76.8 49 SB LOS E 55.7 - F 80.3 - Overall B 18.9 - C 25.3 - # 95th percentile volume exceeds capacity, queue may be longer. In Volume for 95th percentile queue is metered by upstream signal. 2 1 'h 'hS' Ph A+B / I 20 8 wit si na wit ite ase w o t 11 u 2028 BUILD (PHASE B) w/o Inverlee Thrus M Intersection TrattlControl Lame Group/c Approach Pt Storage Lengths (ft.) AM Peak Hoar PM Peak Hour LOS Delay■�k+xQ (sec.) tal LOS Delay■k.rQ-r (sec.) UP M& µI&h Taper EFFEC TIVE 10 Millwood Pike (US 50/17) & Inverlee Way/ Coverstone Dr Coordinated Signal Cycle Lengths AM: 80 sec PM: 85 sec EB/L 230 200 330 E 58.0 m5 E 67.3 46 EB/TT 2000+ - 2000+ C 23.0 531 B 10.7 242 EB/[R] [200] 12001 [3001 D 41.7 m454 B 14.5 31 EllLOS C 30.2 - B 13.5 WB/[LL] 12501 [2001 [350] D 53.1 #133 D 45.0 ml10 WB/TT 2000+ - 2000+ A 2.3 21 C 33.9 #734 WB/R 210 180 300 A 6.0 m0 B 10.6 m0 W B LOS B 19.0 C 34.2 - INB/LL1 1515] - 15151 E 56.7 #122 F 90.9 #318 PaVR] D 44.3 #153 C 30.3 94 NB LOS D 50.4 - E 74.9 - SB/L 700 700 C 34.8 46 C 28.5 31 SB/R C 33.7 0 C 28.2 0 SB LOS C 34.0 - C 28.3 - Overall C 30.2 - D 37.7 - volume 95th percentile voltexceeds capacity, queue may be longer. m Volume for 95th percentile queue is metered by upstream sigmal. 2028 BUILD (PHASE B) w/o Inverlee Thrus 2028 BUILD (PHASE B) w Inverlee Thrus M Intersection Tram Control LouseGGm"Wromich Stooge IA M-) AM Peak How PM Pe.k N.tr Traffic Control Low Gm* Stone Lem YQ AM Peak 1Lr Pal reek liar LOS mmy (sec.) r>.xe. e.ar tat LOS lkby (eec-) ear �' w LOS Delay e.s� LOS Deby (sec.) +Saxe. ear w Fe4 R7dtk TiPer LF1tLC 17VE F.& Wtdk T.Per EFILC ,m,E 10 ?&Uwood Pile (US 50/17) & 1werlee Way/ Cove store Dr Coordinated Sig i Cycic>mg� AM- 80 sec PM: 85 sec EB/L 230 200 330 E 58.0 m8 E 67.3 46 Coordinated Sigial C)T1c lrng0s AM: 130 scc PM: 160 sec EB/L 230 1 200 330 F 91.3 m12 F 205.9 =124 N O EBn7 2000+ - 2000+ C 23.0 531 B 10.7 242 EBn-r EB/[R] 2000- 1 12001 - 1 [2001 2000, [3001 B E 143 57.2 m357 m379 B B 18.7 14.6 507 39 EB/[R] (200] [200] 1 [3001 ll 41.7 m454 B 14.5 31 EB LOS C 30-2 11 13.5 - ER LOS C 30.9 C 25.0 WB/[LL] 12501 [2001 13501 D 53.1 d133 D 45.0 m110 WB/ILL] 12501 [2001 1350] D 50.6 =192 F 104.6 m130 WB![T 2000+ _ 2000+ A 2 3 21 C 33.9 J:7i4 WD/TT 2000- _ 2000* C 20 3 270 B 11_' -684 rf WB/R 210 180 300 A 6.0 m0 B 10.6 cr0 WB/R 210 180 3. B 10.5 n0 B 17.3 D Zr 'A WB LOS B 19.0 - C 342 - WB LOS C 30.0 - C 21-3 - [NBRJ.] [5151 - 15151 E 56.7 Ji122 F 90.9 tJ318 �'�'] [515] I - 15151 E 755 � =195 F 952 � -585 1NWLTJ E 76.5 =198 F 97.9 -596 [N-BJB] D 44.3 0-153 C 30.3 94 1NWR] D 53.9 78 D 52.4 ( 129 NB LOS D 50.4 E 74.9 NB LOS E 64.8 - F 85.0 SB/L 700 - 700 C 34.8 46 C 28.5 31 S13/L 700 - 700 E 631 69 F 902 -61 SWR C 33.7 0 C 28.2 0 SB/1T]R E 59.7 61 E 77.1 49 SR LOS C 34.0 C 28-3 SB LOS E 60.6 - F 81.5 - Overall C 30.2 D IF 37.7 OverallD 36.0 D 37.9 rF 95th pmennle volume exceeds capacity, queue may oe longer. m Volume for 95th p-ritile qww is =tcrcd by upstream sigml. 0 O cn- L C (n n O 7 'D O CD ID < D CD PI n o z !cn :Z M O O �4 O v sL r4L N• IHCM 6th TWSC 2024 No -Build AM 100: Millwood Pike & Inverlee Wy 12/08/2020 Intersection Int Delay, s/veh 0.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ) tt tt r Y ' Traffic Vol, veh/h 11 1432 624 16 34 84 Future Vol, veh/h 11 1432 624 16 34 84 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 330 - 300 0 Veh in Median Storage, # - 0 0 - 2 - ' Grade, % -2 -1 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 6 8 0 2 2 Mvmt Flow 12 1557 678 17 37 91 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 695 0 0 1481 339 Stage 1 - - - - 678 Stage 2 - 803 - ' Critical Hdwy 4.1 - - 6.84 6.94 Critical Hdwy Stg 1 _ 5.84 Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy 2.2 3.52 3.32 Pot Cap-1 Maneuver 910 116 657 Stage 1 - 466 - Stage 2 - - - 401 - ' Platoon blocked, % = Mov Cap-1 Maneuver 910 114 657 Mov Cap-2 Maneuver - - 306 - Stage 1 - - _ - 460 _ ' Stage 2 401 ' Approach EB WB SB HCM Control Delay, s 0.1 0 14.8 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 910 - - - 494 HCM Lane V/C Ratio 0.013 0.26 HCM Control Delay (s) 9 - 14.8 HCM Lane LOS A B ' HCM 95th %tile Q(veh) 0 One Logistics Park - Winchester 09/19/2020 2024 No -Build AM Synchro 10 Report Pennoni TAM4 HCM 6th TWSC 2024 No -Build PM 100: Millwood Pike & Inverlee Wy 12/08/2020 Intersection Int Delay, s/veh Movement 1.2 EBL EBT WBT WBR SBL SBR Lane Configurations ) tt tt r Y Traffic Vol, vehlh 39 860 1653 63 22 42 Future Vol, veh/h 39 860 1653 63 22 42 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop ' RT Channelized - None - None - None Storage Length 330 - - 300 0 Veh in Median Storage, # - 0 0 - 2 ' Grade, % -2 -1 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 4 3 0 2 2 Mvmt Flow 42 935 1797 68 24 46 Major/Minor Majorl Major2 Mink Conflicting Flow All 1865 0 0 2349 899 Stage 1 - - - - 1797 - Stage 2 - - 552 - Critical Hdwy 4.1 - 6.84 6.94 Critical Hdwy Stg 1 _ _ 5.84 Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy 2.2 3.52 3.32 Pot Cap-1 Maneuver 328 30 282 Stage 1 - 118 - Stage 2 - - - - 541 - ' Platoon blocked, % Mov Cap-1 Maneuver 328 26 282 Mov Cap-2 Maneuver - 96 - Stage 1 - - 103 - ' Stage 2 _ _ 541 Approach EB WB SB ' HCM Control Delay, s 0.8 0 40.4 HCM LOS E Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 328 - - - 169 HCM Lane V/C Ratio 0.129 - - 0.412 HCM Control Delay (s) 17.6 - 40.4 HCM Lane LOS C - - - E HCM 95th %tile Q(veh) 0.4 - - - 1.8 One Logistics Park - Winchester Pennoni 09/19/2020 2024 No -Build PM Synchro 10 Report 7-PM5 � I � I I I r Timings 2024 Build AM 100: Coverstone Dr/Inverlee Wy & Millwood Pike 12/08/2020 Lane Group EBL EBT EBR WBL WBT WBR NBL NBR SBL SBR Lane Configurations tt r' tt r' r '� r Traffic Volume (vph) 11 1276 424 210 523 16 162 215 34 84 Future Volume (vph) 11 1276 424 210 523 16 162 215 34 84 Turn Type Prot NA Perm Prot NA Perm Prot Perm Prot Perm Protected Phases 5 2 1 6 3 7 Permitted Phases 2 6 3 7 Detector Phase 5 2 2 1 6 6 3 3 7 7 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 14.3 11.6 11.6 14.8 11.6 11.6 12.0 12.0 12.0 12.0 Total Split (s) 14.3 71.0 71.0 24.0 80.7 80.7 25.0 25.0 25.0 25.0 Total Split (%) 11.9% 59.2% 59.2% 20.0% 67.3% 67.3% 20.8% 20.8% 20.8% 20.8% Maximum Green (s) 5.0 64.4 64.4 14.2 74.1 74.1 18.0 18.0 18.0 18.0 Yellow Time (s) 4.7 5.6 5.6 4.7 5.6 5.6 3.2 3.2 3.2 3.2 All -Red Time (s) 4.6 1.0 1.0 5.1 1.0 1.0 3.8 3.8 3.8 3.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 9.3 6.6 6.6 9.8 6.6 6.6 7.0 7.0 7.0 7.0 Lead/Lag Lag Lag Lag Lead Lead Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None C-Max C-Max None C-Max C-Max None None None None Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#Ihr) Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 115 (96%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 65 Control Type: Actuated -Coordinated Splits and Phases: 100: Coverstone Dr/Inverlee Wy & Millwood Pike f�01 --*02 R) l 03 24 s 1 S s 4- 06 R 05 07 One Logistics Park - Winchester 09/20/2020 2024 Build AM Synchro 10 Report Pennoni 7-AM6 rQueues 2024 Build AM 100: Coverstone Dr/Inverlee Wy & Millwood Pike 12/08/2020 Lane Group EBL EBT EBR WBL WBT WBR NBL NBR SBL SBR r Lane Group Flow (vph) 12 1387 461 228 568 17 176 234 37 91 v/c Ratio 0.16 0.70 0.42 0.61 0.24 0.01 0.56 0.65 0.21 0.27 Control Delay 37.3 3.2 1.0 40.9 6.2 0.1 58.0 15.3 51.5 1.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.3 3.2 1.0 40.9 6.2 0.1 58.0 15.3 51.5 1.9 Queue Length 50th (ft) 9 200 21 88 151 0 68 0 27 0 Queue Length 95th (ft) ml l 4 m0 97 162 ml 102 77 60 0 Internal Link Dist (ft) 886 2533 Turn Bay Length (ft) 330 300 350 300 300 Base Capacity (vph) 75 1974 1109 411 2401 1152 477 423 265 412 r Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.16 0.70 0.42 0.55 0.24 0.01 0.37 0.55 0.14 0.22 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. r I One Logistics Park - Winchester 09/20/2020 2024 Build AM Synchro 10 Report Pennoni TAM7 HCM Signalized Intersection Capacity Analysis 2024 Build AM 100: Coverstone Dr/Inverlee Wy & Millwood Pike 12/08/2020 t -,, ---* '- ,- -*\ t `� 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 1 Lane Configurations Tt r tt r r Vi r Traffic Volume (vph) 11 1276 424 210 523 16 162 0 215 34 0 84 Future Volume (vph) 11 1276 424 210 523 16 162 0 215 34 0 84 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 11 12 12 11 10 12 12 12 12 12 12 Grade (%) -2% -1% 0% 0% Total Lost time (s) 9.3 6.6 6.6 9.8 6.6 6.6 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 0.97 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 0.85 Fit Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1823 3325 1553 3320 3247 1515 3183 1495 1770 1583 Fit Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1823 3325 1553 3320 3247 1515 3183 1495 1770 1583 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 12 1387 461 228 568 17 176 0 234 37 0 91 RTOR Reduction (vph) 0 0 187 0 0 5 0 0 211 0 0 82 Lane Group Flow (vph) 12 1387 274 228 568 12 176 0 23 37 0 9 Heavy Vehicles (%) 0% 6% 5% 6% 8% 0% 10% 0% 8% 2% 0% 2% Turn Type Prot NA Perm Prot NA Perm Prot Perm Prot Perm Protected Phases 5 2 1 6 3 7 Permitted Phases 2 6 3 7 Actuated Green, G (s) 2.0 71.3 71.3 13.4 83.2 83.2 11.9 11.9 11.9 11.9 Effective Green, g (s) 2.0 71.3 71.3 13.4 83.2 83.2 11.9 11.9 11.9 11.9 Actuated g/C Ratio 0.02 0.59 0.59 0.11 0.69 0.69 0.10 0.10 0.10 0.10 Clearance Time (s) 9.3 6.6 6.6 9.8 6.6 6.6 7.0 7.0 7.0 7.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 30 1975 922 370 2251 1050 315 148 175 156 ' v/s Ratio Prot 0.01 c0.42 c0.07 0.17 c0.06 0.02 v/s Ratio Perm 0.18 0.01 0.02 0.01 v/c Ratio 0.40 0.70 0.30 0.62 0.25 0.01 0.56 0.16 0.21 0.06 ' Uniform Delay, dl 58.4 17.0 12.0 50.8 6.8 5.7 51.5 49.5 49.7 49.0 Progression Factor 0.62 0.11 0.25 0.67 0.98 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.1 1.3 0.5 2.8 0.3 0.0 2.1 0.5 0.6 0.2 Delay (s) 41.3 3.1 3.5 37.1 7.0 5.7 53.7 50.0 50.3 49.1 ' Level of Service D A A D A A D D D D Approach Delay (s) 3.4 15.4 51.6 49.5 Approach LOS A B D D Intersection Summary HCM 2000 Control Delay 14.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 23.4 Intersection Capacity Utilization 66.6% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group One Logistics Park - Winchester 09/20/2020 2024 Build AM Synchro 10 Report Pennoni TAM8 Timings 2024 Build PM 100: Coverstone Dr/Inverlee VVy & Millwood Pike 12/08/2020 Lane Group EBL EBT EBR WBL WBT WBR NBL NBR SBL SBR Lane Configurations Tt r +t r r r Traffic Volume (vph) 39 770 138 186 1522 63 335 182 22 42 Future Volume (vph) 39 770 138 186 1522 63 335 182 22 42 Turn Type Prot NA Perm Prot NA Perm Prot Perm Prot Perm Protected Phases 5 2 1 6 3 7 Permitted Phases 2 6 3 7 ' Detector Phase Switch Phase 5 2 2 1 6 6 3 3 7 7 Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 14.3 11.6 11.6 14.8 11.6 11.6 12.0 12.0 12.0 12.0 Total Split (s) 14.3 44.9 44.9 19.1 49.7 49.7 16.0 16.0 16.0 16.0 Total Split (%) 17.9% 56.1 % 56.1 % 23.9% 62.1 % 62.1 % 20.0% 20.0% 20.0% 20.0% Maximum Green (s) 5.0 38.3 38.3 9.3 43.1 43.1 9.0 9.0 9.0 9.0 Yellow Time (s) 4.7 5.6 5.6 4.7 5.6 5.6 3.2 3.2 3.2 3.2 ' All -Red Time (s) 4.6 1.0 1.0 5.1 1.0 1.0 3.8 3.8 3.8 3.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 9.3 6.6 6.6 9.8 6.6 6.6 7.0 7.0 7.0 7.0 LeadlLag Lag Lead Lead Lag Lead Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 ' Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ' Recall Mode Walk Time (s) None C-Max C-Max None C-Max C-Max None None None None Flash Dont Walk (s) Pedestrian Calls (#(hr) Intersection Summary Cycle Length: 80 ' Actuated Cycle Length: 80 Offset: 1 (1%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 80 Control Type: Actuated -Coordinated Splits and Phases: 100: Coverstone Dr/Inverlee Wy & Millwood Pike 03 ♦-IV- 06 (R) 05 07 r� One Logistics Park - Winchester 09/20/2020 2024 Build PM Synchro 10 Report Pennoni 7-PM9 Queues 2024 Build PM 100: Coverstone Dr/Inverlee Wy & Millwood Pike 12/08/2020 Lane Group EBL EBT EBR WBL WBT WBR NBL NBR SBL SBR 1 Lane Group Flow (vph) 42 837 150 202 1654 68 364 198 24 46 v/c Ratio 0.37 0.52 0.19 0.55 0.80 0.07 0.92 0.55 0.14 0.15 Control Delay 42.4 4.4 0.7 37.5 17.2 0.2 65.8 11.9 34.3 1.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.4 4.4 0.7 37.5 17.2 0.2 65.8 11.9 34.3 1.0 Queue Length 50th (ft) 23 17 0 63 425 0 94 0 11 0 Queue Length 95th (ft) 55 35 0 m67 531 m0 #178 59 33 0 Internal Link Dist (ft) 886 2533 Turn Bay Length (ft) 330 300 350 300 300 Base Capacity (vph) 113 1622 807 385 2058 989 397 358 199 340 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 9 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.37 0.52 0.19 0.52 0.80 0.07 0.92 0.55 0.12 0.14 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 11 Ll One Logistics Park - Winchester 09/20/2020 2024 Build PM Synchro 10 Report Pennoni 7-PM10 HCM Signalized Intersection Capacity Analysis 2024 Build PM 100: Coverstone Dr/Inverlee Wy & Millwood Pike 12/08/2020 * Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 1 Lane Configurations tt r '�►� Tt r r Vi r Traffic Volume (vph) 39 770 138 186 1522 63 335 0 182 22 0 42 Future Volume (vph) 39 770 138 186 1522 63 335 0 182 22 0 42 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 11 12 12 11 10 12 12 12 12 12 12 Grade (%) .2% -1% 0% 0% Total Lost time (s) 9.3 6.6 6.6 9.8 6.6 6.6 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 0.97 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 0.85 Fit Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1823 3389 1483 3320 3405 1515 3367 1553 1770 1583 Fit Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1823 3389 1483 3320 3405 1515 3367 1553 1770 1583 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 ' Adj. Flow (vph) 42 837 150 202 1654 68 364 0 198 24 0 46 RTOR Reduction (vph) 0 0 85 0 0 30 0 0 174 0 0 41 Lane Group Flow (vph) 42 837 65 202 1654 38 364 0 24 24 0 5 Heavy Vehicles (%) 0% 4% 10% 6% 3% 0% 4% 0% 4% 2% 0% 2% Turn Type Prot NA Perm Prot NA Perm Prot Perm Prot Perm Protected Phases 5 2 1 6 3 7 Permitted Phases 2 6 3 7 Actuated Green, G (s) 3.0 34.5 34.5 12.6 44.6 44.6 9.5 9.5 9.5 9.5 Effective Green, g (s) 3.0 34.5 34.5 12.6 44.6 44.6 9.5 9.5 9.5 9.5 Actuated g/C Ratio 0.04 0.43 0.43 0.16 0.56 0.56 0.12 0.12 0.12 0.12 Clearance Time (s) 9.3 6.6 6.6 9.8 6.6 6.6 7.0 7.0 7.0 7.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 68 1461 639 522 1898 844 399 184 210 187 v/s Ratio Prot 0.02 0.25 c0.06 c0.49 c0.11 0.01 vls Ratio Perm 0.04 0.03 0.02 0.00 v/c Ratio 0.62 0.57 0.10 0.39 0.87 0.04 0.91 0.13 0.11 0.03 Uniform Delay, dl 37.9 17.2 13.5 30.2 15.2 8.0 34.8 31.5 31.5 31.2 Progression Factor 0.93 0.22 0.38 1.02 1.12 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.7 1.5 0.3 0.2 3.1 0.1 24.7 0.3 0.2 0.1 Delay (s) 50.0 5.4 5.4 31.1 20.2 8.1 59.5 31.9 31.7 31.2 ' Level of Service D A A C C A E C C C Approach Delay (s) 7.2 20.9 49.8 31.4 Approach LOS A C D C Intersection Summary HCM 2000 Control Delay 21.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.87 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.4 Intersection Capacity Utilization 74.9% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ' One Logistics Park - Winchester 09/20/2020 2024 Build PM Pennoni Synchro 10 Report 7-PM11 L Timings 2024 Build AM w Inverlee Thrus 100: Coverstone Dr/Inverlee Wy & Millwood Pike 01/08/2021 -. 4� t �► 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Tt r tt r 4 r T. Traffic Volume (vph) 11 1276 424 210 523 16 162 2 215 34 5 Future Volume (vph) 11 1276 424 210 523 16 162 2 215 5 Turn Type Prot NA Penn Prot NA Penn Split NA Perm Split NA Protected Phases 5 2 1 6 8 8 4 4 Permitted Phases 2 6 8 Detector Phase 5 2 2 1 6 6 8 8 8 4 4 ' Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 14.3 11.6 11.6 14.8 11.6 11.6 12.9 12.9 12.9 11.7 11.7 Total Split (s) 14.3 66.8 66.8 21.0 73.5 73.5 19.0 19.0 19.0 13.2 13.2 Total Split (%) 11.9% 55.7% 55.7% 17.5% 61.3% 61.3% 15.8% 15.8% 15.8% 11.0% 11.0% Maximum Green (s) 5.0 60.2 60.2 11.2 66.9 66.9 11.1 11.1 11.1 6.5 6.5 Yellow Time (s) 4.7 5.6 5.6 4.7 5.6 5.6 4.1 4.1 4.1 3.4 3.4 ' All -Red Time (s) 4.6 1.0 1.0 5.1 1.0 1.0 3.8 3.8 3.8 3.3 3.3 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 9.3 6.6 6.6 9.8 6.6 6.6 7.9 7.9 7.9 6.7 6.7 Lead/Lag Lag Lag Lag Lead Lead Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 ' Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode Walk Time (s) None C-Max C-Max None C-Max C-Max None None None None None Flash Dont Walk (s) Pedestrian Calls (#Ihr) Intersection Summary Cycle Length: 120 Actuated Cycle Length:120 ' Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated 7 Splits and Phases: 100: Coverstone Dr/Inverlee Wy & Millwood Pike • O1 -1002 ) �*04 '108 06 •05 7-AM 12 One Logistics Park - Winchester 0112112020 2024 Build AM w Inverlee Thrus Synchro 10 Report Pennoni IQueues 2024 Build AM w Inverlee Thrus 100: Coverstone Dr/Inverlee Wy & Millwood Pike 01/08/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 12 1387 461 228 568 17 90 88 234 37 96 v/c Ratio 0.16 0.82 0.45 0.75 0.27 0.02 0.68 0.66 0.63 0.40 0.56 Control Delay 36.7 6.5 1.3 52.0 11.6 0.0 78.1 76.7 11.7 68.0 26.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ' Total Delay 36.7 6.5 1.3 52.0 11.6 0.0 78.1 76.7 11.7 68.0 26.0 Queue Length 50th (ft) 8 95 5 90 168 0 71 70 0 28 4 Queue Length 95th (ft) ml l 118 m8 #134 200 m0 #145 #142 51 65 59 ' Internal Link Dist (ft) 886 2533 526 1208 Turn Bay Length (ft) 330 300 350 300 Base Capacity (vph) 75 1701 1019 313 2071 1035 144 144 380 95 172 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 ' Reduced v/c Ratio 0.16 0.82 0.45 0.73 0.27 0.02 0.63 0.61 0.62 0.39 0.56 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. One Logistics Park - Winchester/9120/2020 2024 Build AM w Inverlee Thrus Synchro 10 Report Pennoni 7-AM 13 IHCM Signalized Intersection Capacity Analysis 2024 Build AM w Inverlee Thrus 100: Coverstone Dr/Inverlee Wy & Millwood Pike 01/08/2021 _-* -. f- '- A_ 4� t rP� �► 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tT r tT r +T r T+ Traffic Volume (vph) 11 1276 424 210 523 16 162 2 215 34 5 84 Future Volume (vph) 11 1276 424 210 523 16 162 2 215 34 5 84 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 11 12 12 11 10 12 12 12 12 12 12 Grade (%) -2% -1 % 0% 0% Total Lost time (s) 9.3 6.6 6.6 9.8 6.6 6.6 7.9 7.9 7.9 6.7 6.7 Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 0.95 0.95 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.86 Fit Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1823 3325 1553 3320 3247 1515 1559 1567 1495 1770 1598 ' Fit Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1823 3325 1553 3320 3247 1515 1559 1567 1495 1770 1598 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 ' Adj. Flow (vph) 12 1387 461 228 568 17 176 2 234 37 5 91 RTOR Reduction (vph) 0 0 225 0 0 7 0 0 214 0 86 0 Lane Group Flow (vph) 12 1387 236 228 568 10 90 88 20 37 10 0 Heavy Vehicles (%) 0% 6% 5% 6% 8% 0% 10% 2% 8% 2% 2% 2% Turn Type Prot NA Perm Prot NA Perm Split NA Perm Split NA Protected Phases 5 2 1 6 8 8 4 4 Permitted Phases 2 6 8 Actuated Green, G (s) 2.0 61.4 61.4 11.1 71.0 71.0 10.2 10.2 10.2 6.3 6.3 Effective Green, g (s) 2.0 61.4 61.4 11.1 71.0 71.0 10.2 10.2 10.2 6.3 6.3 Actuated g/C Ratio 0.02 0.51 0.51 0.09 0.59 0.59 0.08 0.08 0.08 0.05 0.05 Clearance Time (s) 9.3 6.6 6.6 9.8 6.6 6.6 7.9 7.9 7.9 6.7 6.7 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 30 1701 794 307 1921 896 132 133 127 92 83 v/s Ratio Prot 0.01 c0.42 c0.07 0.17 c0.06 0.06 c0.02 0.01 v/s Ratio Perm 0.15 0.01 0.01 v/c Ratio 0.40 0.82 0.30 0.74 0.30 0.01 0.68 0.66 0.16 0.40 0.12 Uniform Delay, dl 58.4 24.6 16.9 53.1 12.1 10.1 53.3 53.2 50.9 55.0 54.2 ' Progression Factor 0.61 0.15 0.26 0.70 1.05 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.1 2.7 0.6 8.7 0.4 0.0 13.6 11.7 0.6 2.9 0.6 Delay (s) 40.7 6.4 4.9 45.9 13.1 10.1 66.9 64.9 51.5 57.9 54.8 ' Level of Service D A A D B B E E D E D Approach Delay (s) 6.2 22.2 57.7 55.7 Approach LOS A C E E Intersection Summary HCM 2000 Control Delay 18.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio Actuated Cycle Length (s) 0.76 120.0 Sum of lost time (s) 31.0 Intersection Capacity Utilization 72.7% ICU Level of Service C Analysis Period (min) 15 ' c Critical Lane Group I One Logistics Park - Winchester 0112012020 2024 Build AM w Inverlee Thrus Synchro 10 Report Pennoni TAM 14 ITimings 2024 Build PM w Inverlee Thrus 100: Coverstone Dr/Inverlee VVy & Millwood Pike 01/08/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations tt r *1� tt r 4 r 1� Traffic Volume (vph) 39 770 138 186 1522 63 335 5 182 22 2 Future Volume (vph) 39 770 138 186 1522 63 335 5 182 22 2 Turn Type Prot NA Perm Prot NA Perm Split NA Perm Split NA Protected Phases 5 2 1 6 8 8 4 4 Permitted Phases 2 6 8 Detector Phase 5 2 2 1 6 6 8 8 8 4 4 ' Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 14.3 11.6 11.6 14.8 11.6 11.6 12.9 12.9 12.9 11.7 11.7 Total Split (s) 17.0 88.3 88.3 25.7 97.0 97.0 34.0 34.0 34.0 12.0 12.0 ' Total Split (%) 10.6% 55.2% 55.2% 16.1 % 60.6% 60.6% 21.3% 21.3% 21.3% 7.5% 7.5% Maximum Green (s) 7.7 81.7 81.7 15.9 90.4 90.4 26.1 26.1 26.1 5.3 5.3 Yellow Time (s) 4.7 5.6 5.6 4.7 5.6 5.6 4.1 4.1 4.1 3.4 3.4 ' All -Red Time (s) 4.6 1.0 1.0 5.1 1.0 1.0 3.8 3.8 3.8 3.3 3.3 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 9.3 6.6 6.6 9.8 6.6 6.6 7.9 7.9 7.9 6.7 6.7 Lead/Lag Lag Lag Lag Lead Lead Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode Walk Time (s) None C-Max C-Max None C-Max C-Max None None None None None Flash Dont Walk (s) Pedestrian Calls (#/hr) iIntersection Summary Cycle Length: 160 Actuated Cycle Length:160 ' Offset: 23 (14%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 100 Control Type: Actuated -Coordinated Ir-7 u Splits and Phases: 100: Coverstone Dr/Inverlee Wy & Millwood Pike 401 - *0 2 (R' ' *04 1 4t08 06 "05 I One Logistics Park - Winchester 0//2012020 2024 Build PM w Inverlee Thrus Synchro 10 Report Pennoni 7-PM15 Queues 2024 Build PM w Inverlee Thrus 100: Coverstone Dr/Inverlee Wy & Millwood Pike 01/08/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 42 837 150 202 1654 68 186 183 198 24 48 1 v/c Ratio 0.51 0.44 0.17 0.68 0.78 0.07 0.81 0.79 0.51 0.41 0.49 Control Delay 78.4 11.4 1.8 102.3 4.1 0.1 92.2 90.0 11.7 96.8 37.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 78.4 11.4 1.8 102.3 4.1 0.1 92.2 90.0 11.7 96.8 37.6 Queue Length 50th (ft) 38 91 0 101 50 0 198 195 0 25 2 Queue Length 95th (ft) 84 301 17 m118 77 m0 292 288 73 60 49 Internal Link Dist (ft) 886 2533 526 1208 Turn Bay Length (ft) 330 300 350 300 Base Capacity (vph) 87 1896 896 329 2127 999 268 270 420 58 97 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.48 0.44 0.17 0.61 0.78 0.07 0.69 0.68 0.47 0.41 0.49 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. F-� ' One Logistics Park - Winchester 09/20/2020 2024 Build PM w Inverlee Thrus Synchro 10 Report Pennoni 7-PM16 1 HCM Signalized Intersection Capacity Analysis 2024 Build PM w Inverlee Thrus 100: Coverstone Dr/Inverlee Wy & Millwood Pike 01/08/2021 _--* -. --,* i' '- A_ 4\ 1 r'' `0' 41 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Tt r '�'� tt r +T r 1;, Traffic Volume (vph) 39 770 138 186 1522 63 335 5 182 22 2 42 Future Volume (vph) 39 770 138 186 1522 63 335 5 182 22 2 42 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 11 12 12 11 10 12 12 12 12 12 12 Grade (%) -2% -1% 0% 0% Total Lost time (s) 9.3 6.6 6.6 9.8 6.6 6.6 7.9 7.9 7.9 6.7 6.7 Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 0.95 0.95 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.86 At Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1823 3389 1483 3320 3405 1515 1649 1656 1553 1770 1595 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1,00 0.95 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1823 3389 1483 3320 3405 1515 1649 1656 1553 1770 1595 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 42 837 150 202 1654 68 364 5 198 24 2 46 RTOR Reduction (vph) 0 0 67 0 0 27 0 0 170 0 45 0 Lane Group Flow (vph) 42 837 83 202 1654 41 186 183 28 24 3 0 Heavy Vehicles (%) 0% 4% 10% 6% 3% 0% 4% 2% 4% 2% 2% 2% Turn Type Prot NA Perm Prot NA Perm Split NA Perm Split NA Protected Phases 5 2 1 6 8 8 4 4 Permitted Phases 2 6 8 Actuated Green, G (s) 6.2 88.3 88.3 14.2 96.8 96.8 22.3 22.3 22.3 4.2 4.2 Effective Green, g (s) 6.2 88.3 88.3 14.2 96.8 96.8 22.3 22.3 22.3 4.2 4.2 Actuated g/C Ratio 0.04 0.55 0.55 0.09 0.60 0.60 0.14 0.14 0.14 0.03 0.03 Clearance Time (s) 9.3 6.6 6.6 9.8 6.6 6.6 7.9 7.9 7.9 6.7 6.7 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 70 1870 818 294 2060 916 229 230 216 46 41 v/s Ratio Prot 0.02 c0.25 0.06 c0.49 c0.11 0.11 c0.01 0.00 vls Ratio Perm 0.06 0.03 0.02 v/c Ratio 0.60 0.45 0.10 0.69 0.80 0.04 0.81 0.80 0.13 0.52 0.08 Uniform Delay, dl 75.7 21.3 17.0 70.7 24.3 12.8 66.8 66.6 60.3 76.9 76.0 Progression Factor 0.78 0.48 0.52 1.36 0.10 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 12.4 0.7 0.2 3.4 1.8 0.0 19.3 17.1 0.3 10.3 0.8 Delay (s) 71.7 11.0 9.0 99.5 4.3 12.9 86.1 83.8 60.6 87.2 76.8 Level of Service E B A F A B F F E F E Approach Delay (s) 13.2 14.6 76.4 80.3 Approach LOS B B E F Intersection Summary HCM 2000 Control Delay 25.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.80 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 31.0 Intersection Capacity Utilization 82.1% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ' One Logistics Park - Winchester 1112112020 2024 Build PM w Inverlee Thrus Pennoni Synchro 10 Report 7-PM17 11 l Timings 2028 Build AM 100: Coverstone Dr/Inverlee Wy & Millwood Pike 01/08/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBR SBL SBR Lane Configurations tt r tt r r r Traffic Volume (vph) 11 1312 808 273 545 16 215 223 34 84 Future Volume (vph) 11 1312 808 273 545 16 215 223 34 84 Turn Type Prot NA Penn Prot NA Penn Prot Perm Prot Penn Protected Phases 5 2 1 6 3 7 Permitted Phases 2 6 3 7 Detector Phase 5 2 2 1 6 6 3 3 7 7 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 14.3 11.6 11.6 14.8 11.6 11.6 12.0 12.0 12.0 12.0 Total Split (s) 14.3 46.5 46.5 19.5 51.7 51.7 14.0 14.0 14.0 14.0 Total Split (%) 17.9% 58.1% 58.1% 24.4% 64.6% 64.6% 17.5% 17.5% 17.5% 17.5% Maximum Green (s) 5.0 39.9 39.9 9.7 45.1 45.1 7.0 7.0 7.0 7.0 Yellow Time (s) 4.7 5.6 5.6 4.7 5.6 5.6 3.2 3.2 3.2 3.2 All -Red Time (s) 4.6 1.0 1.0 5.1 1.0 1.0 3.8 3.8 3.8 3.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 9.3 6.6 6.6 9.8 6.6 6.6 7.0 7.0 7.0 7.0 LeaAag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None C-Max C-Max None C-Max C-Max None None None None Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 6 (8%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 75 Control Type: Actuated -Coordinated 5pnttS and Nnases: iuu: Coverstone urnnvenee vvy & nnmwom FnKe • 1 1 "002 (R) 4% 03 05 I 069R) I �07 One Logistics Park - Winchester 11121121212028 Build AM Synchro 10 Report Pennoni 7-AM 18 Queues 2028 Build AM 100: Coverstone Dr/Inverlee Wy & Millwood Pike 01/08/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBR SBL SBR Lane Group Flow (vph) 12 1426 878 297 592 17 234 242 37 91 v/c Ratio 0.11 0.87 0.79 0.74 0.26 0.02 0.85 0.83 0.25 0.31 Control Delay 43.1 23.3 12.5 57.8 1.6 0.0 64.3 37.0 38.6 2.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ' Total Delay 43.1 23.3 12.5 57.8 1.6 0.0 64.3 37.0 38.6 2.7 Queue Length 50th (ft) 7 426 314 82 10 0 60 32 18 0 Queue Length 95th (ft) m8 531 m454 #133 21 m0 #122 #153 46 0 ' Internal Link Dist (ft) 886 2533 Turn Bay Length (ft) 330 300 350 300 Base Capacity (vph) 113 1647 1110 406 2294 1123 276 291 154 299 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.11 0.87 0.79 0.73 0.26 0.02 0.85 0.83 0.24 0.30 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ' m Volume for 95th percentile queue is metered by upstream signal. L One Logistics Park - Winchester 0/12411020 2028 Build AM Synchro 10 Report Pennoni TAM 19 HCM Signalized Intersection Capacity Analysis 2028 Build AM 100: Coverstone Dr/Inverlee Wy & Millwood Pike 01/08/2021 --► '- 4� T Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tT r ►� Tt r' r '� r Traffic Volume (vph) 11 1312 808 273 545 16 215 0 223 34 0 84 Future Volume (vph) 11 1312 808 273 545 16 215 0 223 34 0 84 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 11 12 12 11 10 12 12 12 12 12 12 Grade (%) -2% -1 % 0% 0% Total Lost time (s) 9.3 6.6 6.6 9.8 6.6 6.6 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 0.97 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1823 3294 1568 3352 3247 1515 3155 1495 1770 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1823 3294 1568 3352 3247 1515 3155 1495 1770 1583 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 12 1426 878 297 592 17 234 0 242 37 0 91 RTOR Reduction (vph) 0 0 327 0 0 7 0 0 161 0 0 83 Lane Group Flow (vph) 12 1426 552 297 592 10 234 0 81 37 0 8 Heavy Vehicles (%) 0% 7% 4% 5% 8% 0% 11% 0% 8% 2% 0% 2% Turn Type Prot NA Perm Prot NA Perm Prot Perm Prot Perm Protected Phases 5 2 1 6 3 7 Permitted Phases 2 6 3 7 Actuated Green, G (s) 1.0 40.0 40.0 9.6 49.1 49.1 7.0 7.0 7.0 7.0 Effective Green, g (s) 1.0 40.0 40.0 9.6 49.1 49.1 7.0 7.0 7.0 7.0 Actuated g/C Ratio 0.01 0.50 0.50 0.12 0.61 0.61 0.09 0.09 0.09 0.09 Clearance Time (s) 9.3 6.6 6.6 9.8 6.6 6.6 7.0 7.0 7.0 7.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 22 1647 784 402 1992 929 276 130 154 138 v/s Ratio Prot 0.01 c0.43 c0.09 c0.18 c0.07 0.02 v/s Ratio Perm 0.35 0.01 0.05 0.01 v/c Ratio 0.55 0.87 0.70 0.74 0.30 0.01 0.85 0.63 0.24 0.06 Uniform Delay, dl 39.3 17.6 15.4 34.0 7.3 6.0 36.0 35.2 34.0 33.5 Progression Factor 1.19 1.14 2.55 1.38 0.28 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 11.4 2.9 2.3 6.1 0.3 0.0 20.7 9.1 0.8 0.2 Delay (s) 58.0 23.0 41.7 53.1 2.3 6.0 56.7 44.3 34.8 33.7 Level of Service E C D D A A E D C C Approach Delay (s) 30.2 19.0 50.4 34.0 Approach LOS C B D C Intersection Summary HCM 2000 Control Delay 30.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.85 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.4 Intersection Capacity Utilization 71.5% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group One Logistics Park - Winchester 09/24/2020 2028 Build AM Synchro 10 Report Pennoni 7-AM20 ITimings 2028 Build PM 100: Coverstone Dr/Inverlee Wy & Millwood Pike 01/08/2021 Lane Group EBL EBT EBR WBL W8T WBR NBL NBR SBL SBR ' Lane Configurations tt r tt r r r Traffic Volume (vph) 39 803 189 193 1567 63 631 227 22 42 Future Volume (vph) 39 803 189 193 1567 63 631 227 22 42 Turn Type Prot NA Perm Prot NA Perm Prot Perm Prot Perm Protected Phases 5 2 1 6 3 7 Permitted Phases 2 6 3 7 ' Detector Phase Switch Phase 5 2 2 1 6 6 3 3 7 7 Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 14.3 11.6 11.6 14.8 11.6 11.6 12.0 12.0 12.0 12.0 ' Total Split (s) 14.3 42.0 42.0 20.0 47.7 47.7 23.0 23.0 23.0 23.0 Total Split (%) 16.8% 49.4% 49.4% 23.5% 56.1 % 56.1 % 27.1 % 27.1 % 27.1 % 27.1 % Maximum Green (s) 5.0 35.4 35.4 10.2 41.1 41.1 16.0 16.0 16.0 16.0 Yellow Time (s) 4.7 5.6 5.6 4.7 5.6 5.6 3.2 3.2 3.2 3.2 ' All -Red Time (s) 4.6 1.0 1.0 5.1 1.0 1.0 3.8 3.8 3.8 3.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 9.3 6.6 6.6 9.8 6.6 6.6 7.0 7.0 7.0 7.0 ' Leadll.ag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 ' Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 i Recall Mode Walk Time (s) None C-Max C-Max None C-Max C-Max None None None None Flash Font Walk (s) Pedestrian Calls (#/hr) ' Intersection Summary Cycle Length: 85 Actuated Cycle Length: 85 ' Offset: 8 (9%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Splits and Phases: 100: Coverstone Dr/Inverlee Wy & Millwood Pike �01 -002 03 MENEM 05 0 �07 ' One Logistics Park - Winchester 01/21120212028 Build PM Synchro 10 Report Pennoni 7-PM21 IQueues 2028 Build PM 100: Coverstone Dr/Inverlee Wy & Millwood Pike 01/08/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBR SBL SBR ' Lane Group Flow (vph) 42 873 205 210 1703 68 686 247 24 46 v/c Ratio 0.39 0.61 0.28 0.56 0.91 0.07 1.07 0.55 0.10 0.13 Control Delay 54.9 10.8 2.6 46.9 24.7 0.6 91.3 13.5 30.0 0.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ' Total Delay 54.9 10.8 2.6 46.9 24.7 0.6 91.3 13.5 30.0 0.7 Queue Length 50th (ft) 24 212 15 104 -568 0 -212 24 11 0 Queue Length 95th (ft) 46 242 31 m110 #734 m0 #318 94 31 0 ' Internal Link Dist (ft) 886 2533 Turn Bay Length (ft) 330 300 350 300 Base Capacity (vph) 107 1437 730 398 1875 910 640 451 333 432 ' Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 ' Reduced v/c Ratio 0.39 0.61 0.28 0.53 0.91 0.07 1.07 0.55 0.07 0.11 Intersection Summary Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ' m Volume for 95th percentile queue is metered by upstream signal. L I ' One Logistics Park - Winchester 09/24/2020 2028 Build PM Synchro 10 Report Pennoni 7-PM22 IHCM Signalized Intersection Capacity Analysis 2028 Build PM 100: Coverstone Dr/Inverlee Wy & Millwood Pike 01/08/2021 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR ' Lane Configurations tt r '� tt r ►�'� r r Traffic Volume (vph) 39 803 189 193 1567 63 631 0 227 22 0 42 Future Volume (vph) 39 803 189 193 1567 63 631 0 227 22 0 42 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 ' Lane Width 12 11 12 12 11 10 12 12 12 12 12 12 Grade (%) -2% -1% 0% 0% ' Total Lost time (s) Lane Util. Factor 9.3 1.00 6.6 0.95 6.6 1.00 9.8 0.97 6.6 0.95 6.6 1.00 7.0 0.97 7.0 1.00 7.0 1.00 7.0 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 0.85 Fit Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 ' Satd. Flow (prot) 1823 3389 1443 3320 3405 1515 3400 1568 1770 1583 Fit Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1823 3389 1443 3320 3405 1515 3400 1568 1770 1583 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 ' Adj. Flow (vph) 42 873 205 210 1703 68 686 0 247 24 0 46 RTOR Reduction (vph) 0 0 118 0 0 34 0 0 157 0 0 37 ' Lane Group Flow (vph) Heavy Vehicles (%) 42 0% 873 4% 87 13% 210 6% 1703 3% 34 0% 686 3% 0 0% 90 3% 24 2% 0 0% 9 2% Turn Type Prot NA Perm Prot NA Perm Prot Perm Prot Perm Protected Phases 5 2 1 6 3 7 ' Permitted Phases 2 6 3 7 Actuated Green, G (s) 3.0 36.1 36.1 9.5 43.1 43.1 16.0 16.0 16.0 16.0 Effective Green, g (s) 3.0 36.1 36.1 9.5 43.1 43.1 16.0 16.0 16.0 16.0 Actuated g/C Ratio 0.04 0.42 0.42 0.11 0.51 0.51 0.19 0.19 0.19 0.19 ' Clearance Time (s) 9.3 6.6 6.6 9.8 6.6 6.6 7.0 7.0 7.0 7.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 64 1439 612 371 1726 768 640 295 333 297 ' v/s Ratio Prot 0.02 0.26 c0.06 c0.50 c0.20 0.01 v/s Ratio Perm 0.06 0.02 0.06 0.01 v/c Ratio 0.66 0.61 0.14 0.57 0.99 0.04 1.07 0.31 0.07 0.03 Uniform Delay, dl 40.5 18.9 15.0 35.8 20.7 10.6 34.5 29.7 28.4 28.2 Progression Factor 1.16 0.47 0.94 1.23 1.05 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 20.4 1.8 0.5 0.9 12.1 0.1 56.4 0.6 0.1 0.0 Delay (s) 67.3 10.7 14.5 45.0 33.9 10.6 90.9 30.3 28.5 28.2 Level of Service E B B D C B F C C C Approach Delay (s) 13.5 34.2 74.9 28.3 Approach LOS B C E C Intersection Summary HCM 2000 Control Delay 37.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 1.06 ' Actuated Cycle Length (s) 85.0 Sum of lost time (s) 23.4 Intersection Capacity Utilization 84.6% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ' One Logistics Park - Winchester 09/2412120 2028 Build PM Pennoni Synchro 10 Report 7-PM23 1 ITimings 2028 Build AM w Inverlee Thrus 100: Coverstone Dr/Inverlee Wy & Millwood Pike 01/08/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT ' Lane Configurations tt r tt r 4 r 1� Traffic Volume (vph) 11 1312 808 273 545 16 215 2 223 34 5 Future Volume (vph) 11 1312 808 273 545 16 215 2 223 34 5 Turn Type Prot NA Perm Prot NA Perm SPlit NA Perm SPIR NA Protected Phases 5 2 1 6 8 8 4 4 Permitted Phases 2 6 8 Detector Phase Switch Phase 5 2 2 1 6 6 8 8 8 4 4 Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 14.3 11.6 11.6 14.8 11.6 11.6 12.9 12.9 12.9 11.7 11.7 ' Total Split (s) 14.3 70.1 70.1 24.5 80.3 80.3 22.0 22.0 22.0 13.4 13.4 Total Split (%) 11.0% 53.9% 53.9% 18.8% 61.8% 61.8% 16.9% 16.9% 16.9% 10.3% 10.3% Maximum Green (s) 5.0 63.5 63.5 14.7 73.7 73.7 14.1 14.1 14.1 6.7 6.7 Yellow Time (s) 4.7 5.6 5.6 4.7 5.6 5.6 4.1 4.1 4.1 3.4 3.4 ' All -Red Time (s) 4.6 1.0 1.0 5.1 1.0 1.0 3.8 3.8 3.8 3.3 3.3 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 9.3 6.6 6.6 9.8 6.6 6.6 7.9 7.9 7.9 6.7 6.7 ' Leadllag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 ' Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ' Recall Mode Walk Time (s) None C-Max C-Max None C-Max C-Max None None None None None Flash Dont Walk (s) Pedestrian Calls (#/hr) ' Intersection Summary Cycle Length: 130 Actuated Cycle Length:130 Offset: 112 (86%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Splits and Phases: 100: Coverstone Dr/Inverlee Wy & Millwood Pike ©i -002©3 -Y ©8 ' One Logistics Park - Winchester 09/24/2020 2028 Build AM w Inverlee Thrus Synchro 10 Report Pennoni 7-AM24 I IQueues 2028 Build AM w Inverlee Thrus 100: Coverstone Dr/Inverlee Wy & Millwood Pike * 101/08/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT ' Lane Group Flow (vph) 12 1426 878 297 592 17 117 119 242 37 96 v/c Ratio 0.16 0.86 0.73 0.80 0.28 0.02 0.75 0.77 0.65 0.42 0.58 Control Delay 85.9 15.0 7.2 55.6 18.0 0.0 85.5 86.6 14.9 74.6 27.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 85.9 15.0 7.2 55.6 18.0 0.0 85.5 86.6 14.9 74.6 27.7 Queue Length 50th (ft) 11 422 49 127 190 0 102 103 0 31 4 ' Queue Length 95th (ft) m12 m357 Internal Link Dist (ft) 886 m379 #192 270 2533 m0 #195 #198 515 78 69 61 1208 Turn Bay Length (ft) 330 300 350 300 Base Capacity (vph) 73 1649 1195 381 2086 1036 167 168 382 91 168 ' Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.16 0.86 0.73 0.78 0.28 0.02 0.70 0.71 0.63 0.41 0.57 ' Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ' m Volume for 95th percentile queue is metered by upstream signal. I ' One Logistics Park - Winchester 09/24/2020 2028 Build AM w Inverlee Thrus Synchro 10 Report Pennoni 7-AM25 � I � I � I I I I I HCM Signalized Intersection Capacity Analysis 2028 Build AM w Inverlee Thrus 100: Coverstone Dr/Inverlee Wy & Millwood Pike 01/08/2021 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tT r tt r +T r '� 1 Traffic Volume (vph) 11 1312 808 273 545 16 215 2 223 34 5 84 Future Volume (vph) 11 1312 808 273 545 16 215 2 223 34 5 84 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 11 12 12 11 10 12 12 12 12 12 12 Grade (%) -2% -1% 0% 0% Total Lost time (s) 9.3 6.6 6.6 9.8 6.6 6.6 7.9 7.9 7.9 6.7 6.7 Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 0.95 0.95 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.86 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1823 3294 1568 3352 3247 1515 1545 1553 1495 1770 1600 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1823 3294 1568 3352 3247 1515 1545 1553 1495 1770 1600 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 12 1426 878 297 592 17 234 2 242 37 5 91 RTOR Reduction (vph) 0 0 412 0 0 7 0 0 218 0 86 0 Lane Group Flow (vph) 12 1426 467 297 592 10 117 119 24 37 10 0 Heavy Vehicles (%) 0% 7% 4% 5% 8% 0% 11 % 0% 8% 2% 0% 2% Turn Type Prot NA Perm Prot NA Perm Split NA Perm Split NA Protected Phases 5 2 1 6 8 8 4 4 Permitted Phases 2 6 8 Actuated Green, G (s) 2.0 65.0 65.0 14.4 77.9 77.9 13.1 13.1 13.1 6.5 6.5 Effective Green, g (s) 2.0 65.0 65.0 14.4 77.9 77.9 13.1 13.1 13.1 6.5 6.5 Actuated g/C Ratio 0.02 0.50 0.50 0.11 0.60 0.60 0.10 0.10 0.10 0.05 0.05 Clearance Time (s) 9.3 6.6 6.6 9.8 6.6 6.6 7.9 7.9 7.9 6.7 6.7 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 28 1647 784 371 1945 907 155 156 150 88 80 v/s Ratio Prot 0.01 c0.43 c0.09 0.18 0.08 c0.08 c0.02 0.01 v/s Ratio Perm 0.30 0.01 0.02 v/c Ratio 0.43 0.87 0.60 0.80 0.30 0.01 0.75 0.76 0.16 0.42 0.12 Uniform Delay, dl 63.4 28.7 23.1 56.4 12.8 10.5 56.9 56.9 53.4 59.9 59.0 Progression Factor 1.38 0.42 2.42 0.71 1.56 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.7 2.4 1.2 10.8 0.4 0.0 18.7 19.6 0.5 3.2 0.7 Delay (s) 91.3 14.3 57.2 50.6 20.3 10.5 75.5 76.5 53.9 63.1 59.7 Level of Service F B E D C B E E D E E Approach Delay (s) 30.9 30.0 64.8 60.6 Approach LOS C C E E Intersection Summary HCM 2000 Control Delay 36.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 31.0 Intersection Capacity Utilization 82.5% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ' One Logistics Park - Winchester 09/24/2020 2028 Build AM w Inverlee Thrus Pennoni Synchro 10 Report 7-AM26 I 1 11 L Timings 2028 Build PM w Inverlee Thrus 100: Coverstone Dr/Inverlee Wy & Millwood Pike 01/08/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations T T tt r 4 r T+ Traffic Volume (vph) 39 803 189 193 1567 63 631 5 227 22 2 Future Volume (vph) 39 803 189 193 1567 63 631 5 227 22 2 Turn Type Prot NA Perm Prot NA Perm Split NA Perm Split NA Protected Phases 5 2 1 6 8 8 4 4 Permitted Phases 2 6 8 Detector Phase 5 2 2 1 6 6 8 8 8 4 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 14.3 11.6 11.6 14.8 11.6 11.6 12.9 12.9 12.9 11.7 11.7 Total Split (s) 14.3 79.2 79.2 26.1 91.0 91.0 43.0 43.0 43.0 11.7 11.7 Total Split (%) 8.9% 49.5% 49.5% 16.3% 56.9% 56.9% 26.9% 26.9% 26.9% 7.3% 7.3% Maximum Green (s) 5.0 72.6 72.6 16.3 84.4 84.4 35.1 35.1 35.1 5.0 5.0 Yellow Time (s) 4.7 5.6 5.6 4.7 5.6 5.6 4.1 4.1 4.1 3.4 3.4 All -Red Time (s) 4.6 1.0 1.0 5.1 1.0 1.0 3.8 3.8 3.8 3.3 3.3 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 9.3 6.6 6.6 9.8 6.6 6.6 7.9 7.9 7.9 6.7 6.7 LeW/Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None C-Max C-Max None C-Max C-Max None None None None None Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Intersection Summary Cycle Length: 160 Actuated Cycle Length:160 Offset: 25 (16%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle:140 Control Type: Actuated -Coordinated Splits and Phases: 100: Coverstone Dr/Inverlee Wy 8 Millwood Pike � 4,0 i -002 (R) 1 �**04 �Y 08 05 1 06 ' One Logistics Park - Winchester 09/24/2020 2028 Build PM w Inverlee Thrus Synchro 10 Report Pennoni 7-PM27 I J I Queues 2028 Build PM w Inverlee Thrus 100: Coverstone Dr/Inverlee Wy & Millwood Pike * 101/08/2021 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 42 873 205 210 1703 68 343 348 247 24 48 v/c Ratio 0.70 0.54 0.26 0.70 0.89 0.07 0.95 0.96 0.50 0.44 0.51 Control Delay 144.7 18.7 2.4 107.2 10.6 0.1 96.9 99.1 15.7 100.0 39.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 144.7 18.7 2.4 107.2 10.6 0.1 96.9 99.1 15.7 100.0 39.2 Queue Length 50th (ft) 46 198 2 115 220 0 375 382 40 25 2 Queue Length 95th (ft) #124 507 39 m130 #684 m0 #585 #596 129 #61 49 Internal Link Dist (ft) 886 2533 515 1208 Turn Bay Length (ft) 330 300 350 300 Base Capacity (vph) 60 1630 802 338 1913 913 365 366 500 55 94 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.70 0.54 0.26 0.62 0.89 0.07 0.94 0.95 0.49 0.44 0.51 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. One Logistics Park - Winchester 09/24/2020 2028 Build PM w Inverlee Thrus Synchro 10 Report Pennoni 7-PM28 1 HCM Signalized Intersection Capacity Analysis 2028 Build PM w Inverlee Thrus 100: Coverstone Dr/Inverlee Wy & Millwood Pike 01/08/2021 ---* -♦ - -*� t r ` 1 .1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r Tt r +T r '� 'ja Traffic Volume (vph) 39 803 189 193 1567 63 631 5 227 22 2 42 Future Volume (vph) 39 803 189 193 1567 63 631 5 227 22 2 42 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 ' Lane Width 12 11 12 12 11 10 12 12 12 12 12 12 Grade (%) -2% -1 % 0% 0% Total Lost time (s) 9.3 6.6 6.6 9.8 6.6 6.6 7.9 7.9 7.9 6.7 6.7 ' Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 0.95 0.95 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.86 Fit Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1823 3389 1443 3320 3405 1515 1665 1671 1568 1770 1596 Fit Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1823 3389 1443 3320 3405 1515 1665 1671 1568 1770 1596 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 ' Adj. Flow (vph) 42 873 205 210 1703 68 686 5 247 24 2 46 RTOR Reduction (vph) 0 0 108 0 0 31 0 0 157 0 45 0 ' Lane Group Flow (vph) Heavy Vehicles (%) 42 0% 873 4% 97 13% 210 6% 1703 3% 37 0% 343 3% 348 0% 91 3% 24 2% 3 0% 0 2% Turn Type Prot NA Perm Prot NA Perm Split NA Perm Split NA Protected Phases 5 2 1 6 8 8 4 4 Permitted Phases 2 6 8 Actuated Green, G (s) 4.0 75.6 75.6 14.6 86.7 86.7 34.8 34.8 34.8 4.0 4.0 Effective Green, g (s) 4.0 75.6 75.6 14.6 86.7 86.7 34.8 34.8 34.8 4.0 4.0 Actuated g/C Ratio 0.02 0.47 0.47 0.09 0.54 0.54 0.22 0.22 0.22 0.02 0.02 ' Clearance Time (s) 9.3 6.6 6.6 9.8 6.6 6.6 7.9 7.9 7.9 6.7 6.7 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 45 1601 681 302 1845 820 362 363 341 44 39 v/s Ratio Prot 0.02 0.26 c0.06 c0.50 0.21 c0.21 c0.01 0.00 v/s Ratio Perm 0.07 0.02 0.06 v/c Ratio 0.93 0.55 0.14 0.70 0.92 0.04 0.95 0.96 0.27 0.55 0.08 Uniform Delay, dl 77.9 30.0 23.9 70.5 33.6 17.2 61.7 61.9 52.0 77.1 76.2 Progression Factor 1.31 0.58 0.60 1.44 0.19 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 103.8 1.2 0.4 3.2 4.7 0.0 33.5 36.0 0.4 13.1 0.9 Delay (s) 205.9 18.7 14.6 104.6 11.2 17.3 95.2 97.9 52.4 90.2 77.1 Level of Service F B B F B B F F D F E Approach Delay (s) 25.0 21.3 85.0 81.5 Approach LOS C C F F ' Intersection Summary HCM 2000 Control Delay 37.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.95 ' Actuated Cycle Length (s) 160.0 Sum of lost time (s) 31.0 Intersection Capacity Utilization 91.6% ICU Level of Service F Analysis Period (min) 15 ' c Critical Lane Group ' One Logistics Park - Winchester 09/24/2020 2028 Build PM w Inverlee Thrus Synchro 10 Report Pennoni 7-PM29 Page 1 of 2 - VDOT YRIC v. 1.0 �)/DOT Vii ginia Dejmt tmew of rruisportation Intersection Information: perations Region: Northwest Locality: Frederick County t tersection Node: N/A eference #: N/A EB/WB Street: US 50/17 FB Street: Coverstone SB Street: Inverlee I 0 Additional Notes: 0 EB - US 50/17 IYellow Change Interval: Traffic Engineering VDOT Yellow Change & Red Clearance Interval Calculator 0 SB - Inverlee N Name: Douglas R. Kennedy Company: Pennoni Date: 01/08/2021 Implementation Date: 0 WB - US 50/17 Ci NB - Coverstone Y=t+1.4.7 * V a = 10 f t/s2 , Z a+ 64,4•g t= 1 s Red Clearance Interval: w+L R= -1 1.47*►/ U9111 VtfS is used in place of V for calculation of Rtt Approach - Street - Movement V (mph)* V data g V Lrs (mph)* L (ft)* w (ft)* Y (s)** R (s)** B - US 50/17 - Through 62 SL + 7 0.00 20 113 5.6 0.5 (1.0) EB - US 50/17 - Left 50 SL - 5 0.00 20 20 145 4.7 4.6 WB - US 50/17 -Through 62 SL + 7 0.00 20 105 5.6 0.4 (1.0) B - US 50/17 - Left 50 SL - 5 0.00 20 20 158 4.7 5.1 NB -Coverstone -Through 42 SL + 7 0.00 ` '` 20 143 4.1 1.6 B - Coverstone - Left 30 SL-5 0.00 20 20 122 3.2 3.8 B - Inverlee - Through 32 SL + 7 0.00 20 1431 3.41 2.5 SB - Inverlee - Left 20 SL - 5 0.00 20 20 106 2.5 (3.0) 3.3 I *Engineering judgment applied for all numbers in red and italics. Provide supporting documentation.* ** Calculated intervals in blue indicate values below the minimum required time. ** Phase I Street - Movement Right Turn Overlap Left Turn Phase Type Y Output Phase Adjusted R Output Phase Adjusted Controller Input Y Controller Input R 1 1 WB - US 50/17 - Left Protected 4.7 S.1 2 I EB - US 50/17 - Through "'` '" 5.6 1.0 4 1 SB - Inverlee - Through + Left Split - Shared Signal 3.4 3.3 S I EB - US 50/17 - Left Protected 4.7 4.6 6 I WB - US 50/17 - Through 5.6 1.0 8 I NB - Coverstone - Through + Left Split - Shared Signal 4.1 3.8 Page 2 of 2 VDOT YRIC v. 1.0 *All values shown in red and italics on Page 1 require additional documentation in order to support the decision to use engineering judgment en lieu of parameters specified in TE 306.1. **Yellow and Red Intervals shown in blue on Page 1 illustrate calculated values that were below the minimum required values. The calculated value is shown outside the parentheses with the minimum required value enclosed in parentheses. 7-31 User Agreement: This Yellow & Red Interval Calculation Tool (YRIC Tool) is provided to supplement but not replace or serve as a substitute for the exercise of Engineering Judgment, or any aspect thereof, in determining appropriate traffic signal Interval calculations. Use of this YRIC Tool does not negate or eliminate the requirements or methodologies for calculating Yellow Change Red Clearance Intervals as specified in TE-306.1 or for Sealing and Signing of Plans and Documents by Licensed Professional Engineers as specified In TE-362.1. The independent exercise of Engineering Judgment Is expected and must be documented at all times while using this YRIC Tool. In using this YRIC Tool, you acknowledge that you will: • Adhere to all the requirements of TE-306.1 and TE-362.1; • Validate the applicability of the location(s) being studied for use with the YRIC Tool; • Exercise independent Engineering Judgment In calculating traffic signal Intervals, and provide written justification for any deviations from the standard inputs for traffic signal Interval calculations; and, • Agree that It Is your responsibility to understand fully the limitations of and assumptions underlying the YRIC tool and that you will not use It without the assistance of personnel with appropriate expertise. • Accept all responsibility for review, application, and the use of the program output; and, • Accept all responsibility for certification that said output meets provisions of any applicable design code, standard or any project specification. 1 ,� -fit� T �' � t��>t E. j - Ire �.•i �.