The URL can be used to link to this page

042-24 (RezoningRoundHillCrossingPhase2(WincWareshousing&SilverLakeLLC)) ORDINANCE ■ y�RG[HI Action:. PLANNING COMMISSION: January 3, 2024 Recommended Approval BOARD OF SUPERVISORS: January 24, 2024 Adopted AMENDING THE ZONING DISTRICT MAP REZONING #05-23 FOR ROUND HILL CROSSING PHASE 2 (WINCHESTER WAREHOUSING INC. & SILVER LAKE,LLC.) WHEREAS,REZONING#05-23 for Round Hill Crossing Phase 2(Winchester Warehousing Inc.& Silver Lake, LLC) was submitted to amend the approved proffer statement associated with rezoning (REZ)application#03-03 (WWW,LC)to modify the number of allowed cominercial entrance cormections to U.S. Route 50 West. The amendment would enable one(1) additional right-in only entrance for a total of up to four(4) entrances for the development. All other previously approved proffers would remain in effect (unchanged). The property is located northwest of the intersection of Retail Boulevard and Northwestern Pike(U.S. Route 50 West)and is identified by Property Identification Number(PIN)52-A-B in the Gainesboro Magisterial District; and WHEREAS,the Frederick County Planning Commission discussed this rezoning on January 3,2024, and reconr.mended approval; and WHEREAS, the Frederick County Board of Supervisors discussed this Rezoning during their regular meeting on January 24, 2024; and WHEREAS, the Frederick County Board of Supervisors finds the approval of this Rezoning to be in the best interest of the public health, safety, and welfare. NOW,THEREFORE,BE IT ORDAINED by the Frederick County Board of Supervisors,that Chapter 165 of the Frederick County Code, Zoning, is amended to modify the approved proffer statement associated with rezoning (REZ) application #03-03 (WWW, LC) to modify the number of allowed commercial entrance connections to U.S. Route 50 West. The conditions voluntarily proffered in writing by the Applicant and the Property Owner are attached. Res# 042-24 This ordinance shall be in effect on the date of adoption. Passed this 24th day of January 2024 by the following recorded vote: Josh Ludwig, Chairman Aye John Jewell Aye Heather H. Lockridge Aye Robert W. Wells Aye Blaine P. Dunn Aye Robert Liero Aye Judith McCann-Slaughter Aye A COPY ATTEST rc lae o Zoe e Frederick County rninistrator Res# 042-24 COQ REZONING APPLICATION#05-23 ROUND HILL CROSSING PHASE 2 (WINCHESTER w � WAREHOUSING INC. & SILVER LAKE,LLC.) wStaff Report for the Board of Supervisors Prepared:January 9,2024 ��BGIN! 138 Staff Contacts: M. Tyler Klein,AICP, Senior Planner Reviewed Action Planning Commission 01/03/24 Recommend Approval Board of Supervisors: 01/24/24 Pending EXECUTIVE SUMMARY & STAFF CONCLUSION FOR THE 01/24/24 BOARD OF SUPERVISORS MEETING: This is a request for a minor amendment to the approved proffer statement associated with rezoning(REZ) application 403-03 (WWW, LC) to modify the number of allowed commercial entrance connections to U.S. Route 50 West. The amendment would enable one(1)additional right-in only entrance for a total of up to four(4)entrances for the development.All other previously approved proffers would remain in effect (unchanged). This is an action item not requiring a public hearing. The proposed minor proffer amendment is in,general conformance with Comprehensive Plan policies. There are no outstanding agency comments, and the proffer statement(dated November 20,2023)is in a form acceptable to the County Attorney. The Planning Commission unanimously recommended approval at their January 3, 2024, meeting. Followinz a public meeting, a decision re-ardinz this rezoning application from the Board of Supervisors would be appropriate. The Applicant should be prepared to adequately address all concerns raised by the Board of Supervisors. Rezoning#05-23 Round Hill Crossing,Phase 2(Winchester Warehousing Inc. & Silver Lake, LLC.) January 9,2024 Page 2 This report has been prepared by the Frederick County Planning Staff to provide information to the Board of Supervisors to assist them in making a decision on this application. It may also be useful to others interested in this zoninz matter. Unresolved issues concerning this application are noted by staff where relevant throughout this staff report. PROPOSAL: This is a request for a minor amendment to the approved proffer statement associated with rezoning (REZ) application#03-03 (WWW, LC)to modify the number of allowed commercial entrance connections to U.S. Route 50 West. The amendment would enable one (1) additional right-in only entrance, for a total of up to four(4) entrances for the development. LOCATION: The subject property, +/- 28.17-acres, is located northwest of the intersection of Retail Boulevard and Northwestern Pike (U.S. Route 50 West). MAGISTERIAL DISTRICT: Gainesboro PROPERTY ID NUMBERS: 52-A-B PROPERTY ZONING: B2 (General Business) District PRESENT USE: Vacant/Unimproved ADJOINING PROPERTY ZONING& PRESENT USE: North: RA (Rural Areas) District Use: Vacant South: B3 (Industrial Transition) & B2 (General Business) Use: Storage Yard(VDOT) & Vacant East: B2 (General Business)District Use: Commercial (Round Hill Crossin) West: B2 (General Business) District Use: Vacant REVIEW EVALUATIONS: Planning & Zonin2: 1) Site History The 28.17-acre subject property was previously rezoned through the rezoning(REZ)application 403-03 (WWW, LC) and subsequently amended through REZ #08-16 (WWW, LC — proffer amendment) which developed as the Round Hill Crossing shopping center.The original proffer statement limited the number of commercial entrances from Route 50 West(Northwestern Pike)to three(3)points of access. 2) Comprehensive Plan & Land Use Compatibility The Comprehensive Plan is an official public document that serves as the community's guide for making decisions regarding development,preservation,public facilities,and other key components of community life. The Plan is developed with the input of the public and adopted by the Board of Supervisors(last updated in November 2021). The Plan is a vital tool that provides direction for future growth, aimed at ensuring orderly, well-planned development to promote, preserve and protect the health, safety,general welfare, and quality of life for the citizens and businesses of Frederick County. The Area Plans in Appendix I of the Comprehensive Plan are the primary implementation tools and are Rezoning#05-23 Round Hill Crossing,Phase 2(Winchester Warehousing Inc. & Silver Lake, LLC.) January 9,2024 Page 3 instrumental to the future planning efforts of the County. The Plan and Round Hill Area Plan(approved 2007)identifies the subject property with a"business" land use designation,reflective of the current zoning (B2) and as being within the limits of the Sewer and Water Service Area(SWSA) and outside of the Urban Development Area(UDA). The proposed rezoning does not propose a change in the use of the property and the minor proffer amendment is in conformance with the Plan. 3) Site Access and Transportation The approved proffer statement for the subject property limits the number of commercial entrances from Route 50 West(Northwestern Pike)to three(3)points of access.Two(2)of these points-of-access already exist(Retail Boulevard&a right-in from Route 50 between Echo Lane and Retail Boulevard). A third commercial entrance, which would serve the subject property, was approved on the subject property to align with the existing crossover between eastbound and westbound Route 50. The proposed rezoning modifies the previously approved proffer statement to allow for one(1) additional right-in only commercial entrance on the 28.17-acre subject property. The included "Generalized Development Plan" (GDP) depicts the approximate location of this additional right-in commercial entrance, approximately 248-feet west of the existing signalized intersection Retail Boulevard and Route 50. The Eastern Road Plan, a component of the Comprehensive Plan, identifies Route 50 as a"primary highway."When considering proposals along arterial roadway,new commercial entrances should be limited to"preserve corridor rights-of-way"and that"new movements do not degrade the transportation system, increase delays, or reduce service levels" (Chapter 5 —Transportation). A Traffic Impact Analysis (TIA)report(May 2023)included with the rezoning application materials notes that the proposed right-in (and exclusive right-turn lane) proposed would "accommodate the traffic flow efficiently" (TIA page 38). The proposed proffer is in general conformance with plan transportation policies. 4) Potential Impacts & Proffers The previously approved proffers(REZ#03-03)remain unchanged.This is a minor proffer amendment limited only to a modification to allow for one(1)additional right-in commercial entrance.There are no changes to the zoning, use, or density enabled with the previously approved rezoning. Other Review A2ency Comments: Review Agency Comment Issuance Status Date Virginia Department of Transportation(VDOT) November 16, 2023 Comments resolved. Frederick County FC Attorney November 8, 2023 Acceptable form. Rezoning#05-23 Round Hill Crossing,Phase 2(Winchester Warehousing Inc. & Silver Lake, LLC.) January 9,2024 Page 4 PLANNING COMMISSION SUMMARY AND ACTION FROM THE 01/03/24 MEETING: The Planning Commission discussed this minor proffer amendment at their January 3, 2024, meeting and offered no comments. The Planning Commission unanimously recommended approval of the rezoning application. Following a public meeting, a decision from the Board of Supervisors re-arding this rezoning application would be appropriate. The Applicant should be prepared to adequately address all concerns raised by the Board of Supervisors. REZ # 05 - 23: Round Hill Crossing, Phase 2 PIN: 52 - A - B Proffer Amendment Zoning Map P c� m � REZ#0 .o 5-23 Wq LMARrOR ex ammum y _ CROCK WELLS MILL IR . flip so NORTHWESTE r go RNMBOW 0) PIKE _ �. �+ �' � ✓- _� �, ;4' Q NATIONAL LUTHERAN BLVD n Round Hi `. �x.,. ":' •` � �' ., Win ter ROUN D HILL RD 37 `—I Application Sewer and Water Service Area QParcels B2(General Business District) N r B3(Industrial Transition District) 1 MS(Medical Support District) S r •r Frederick County Planning&Development _ 107 N Kent St Winchester,VA 22601 540-665-5651 0 190 380 760 Feet Map Created:December 14,2023 REZ # 05 - 23: Round Hill Crossing, Phase 2 PIN: 52 - A - B Proffer Amendment Location Map , Aw r x ' �r w � ✓ REZ u i r X ; 4 CRO �. d `Y .CK WEl(S s ,, M pR .n_ i s = �.._ ALL 50NORTH WESTERN_ '; Cu 3 WD KE e 7. r f NATIONAL LUTHERAN BLVD rSv ♦ O �I v, Round Hi Win ter ROUND HILL RD 37 `K Application N r Sewer and Water Service Area 1 QParcels \ w E S r r Frederick County Planning&Development _ 107 N Kent St Winchester,VA 22601 540-665-5651 0 190 380 760 Feet Map Created:December 14,2023 REZ # 05 - 23: Round Hill Crossing, Phase 2 PIN: 52 - A - B Proffer Amendment Long Range Land Use Map a.� wo a.� m � Q Q� REZ#05-23 WAS , mG1D MARL�R O � Q70 ummu Lt CROCK WELLS MILL IR U0� 50 WESTE e r "'NORTH ffimm RN— , ffimo WD rA NATIONAL LUTHERAN BLVD \ Z O e Round Hi %. Win ter ROUND HILL RD 37 J Application Sewer and Water Service Area QParcels Long Range Land Use N (�� Business 1 Rural Community Center \ w E S r r Frederick County Planning&Development _ 107 N Kent St Winchester,VA 22601 540-665-5651 0 190 380 760 Feet Map Created:December 14,2023 PROFFER STATEMENT AMENDMENT REZONING #63-03 &08-16 ROUND HILL CROSSING, PHASE 2 DATE: 20 November 2023 REZONING: REZ#05-23 PROPERTY: Tax Parcel 52-A-B; 28.17+/-Acres(hereafter the "Property") MAGISTERIAL DISTRICT: Gainesboro Magisterial District RECORD OWNER: Winchester Warehousing, Inc. &Silver Lake, LLC APPLICANT. Winchester Warehousing Inc. &Silver Lake, LLC PROJECT NAME: WWW.LLC—Round Hill Crossing, Phase 2 ORIGINAL DATE OF PROFFERS: Rezoning#03-03—June 20, 2003 Rezoning#08-16—October 3, 2016 The original Proffer#03-03, Section Street Improvements, Item#5, Paragraph 3, limited entrance connections to U.S. Route 50 as follows: The applicant shall limit entrance connections to U.S. Route 50 to three points as shown on GDP. The Amended Proffer shall include an added paragraph inserted immediately after paragraph 3 as hereby set forth: The Owner hereby agrees that one additional entrance connection to U.S. Route 50 shall be allowed, west of Retail Boulevard, and limited to a right-in only,thus establishing the limit for entrance connections to U.S. Route 50 to four points as shown on the GDP. All other previously approved Proffers with Rezoning#03-03 and#08-16 remain in effect. Other than with respect to designating entrance connections to U.S. Route 50, neither this proffer statement amendment nor its attached exhibit in anyway otherwise modifies any GDP or MDP previously approved for the property. Owner Sig ature The conditions proffered above shall be binding upon the heirs, executors, administrators, assigns and successors in the interest of the Owner. In the event the Frederick County Board of Supervisors grants this rezoning and accepts the conditions, the proffered conditions shall apply to the land rezoned in addition to other requirements set forth in the Frederick County Code. Respectfully Submitted BY: DATE: 11-17-2023 Winchester Wavehousing, Inc. Manager Commonwealth of Virginia, City/County of To Wit: The foregoing instrument was acknowledged before me this day of 20_by Notary Public My Commission Expires: BY: 4 _ DATE: 11-17-2023 Silver Lake, LLC, Manager Commonwealth of Virginia, City/County of To Wit: The foregoing instrument was acknowledged before me this day of 20_by Notary Public My Commission Expires: ,4�"� it ,� � �� • ZO.Vir.,QA Y/Sf a ,�, ',• _ _t AIcR i'FR/C,yEyArfR ZCMnVIRG/N/A ~� y ,.' v'L- SII '•� y f f y~�_� '-0CAN7 ".!`' � , MARSHALEFUC TRACORSUPPLY _ ^� J - USE,.IAI RC14,i -.a 7► t ( i 1 01 O t1� j � s "_ •�. NO HILL CROSSING LLC `' CO ROU _ ! , P18 5.M_B PARENT TRACT 2817AC - •� ' 7: '• , ZONE 62 o I •• .,� 2' ♦- + ;w '' '�`� USE'COMMESCfAL I PIN5Z•A•F j .• \ > d ' PRWAX ? . \♦ �y 1 .r �Mq.�'!'ir �.r! } aa PROPER77ESLLC 04 ,��"+�•AI► - 82 ZONE " USE COMNERO& r w FREOERICKWATER PUMPS TATION"SILVER LAKE' sYIN 411, oir N. FUTURE LOT x g; 4t7l '�'►�� P • .+► µ J 2 ,ia/► _ FW ' o Tg ..IZONE BZ {• � OC x iii R M U \1 J.� { '. .I v � d 7P car. ' W AST — — N8? W Ng74P37 W N82`5a75 -- GRAPHIC SCALE 7"=200' T' US RU 7FN'NCJRIAG9fSTERNPfRE 300, PROJECT SLLKP23001 or � (VAR14BLENbIDTNRM9 "NSYSP75'W r 3868 • DATE 96 2023 REV.10-26-2023 a 1 S T, "l,. ` 4i. n DRAWING SCALE t =200' +.'`.: 'R 1+.�' ! s ? Pen �/` NE�ofloasROUNnoni D HILL CRGSSINGEa u G ne�s DRAWN By CJM GENERALIZED DEVELOPMENT PLAN APPROVED BY RAM PENNONI ASSOCIATES INC. PARCEL 52-A-B GDP01 "# _ 7 ` !•i: ... VA-1 WINCHESTER WAREHOUSING INC.A SILVER LAKE LLC T 1111-21N F5 ,o N93 PO BOX 2368.WINCHESTER.VA2204 SHEET 1 OF 2 :: e . ..2 ^\` PfN52-A•F PRtMAXPROPERTIESLtC r ._ ZONE 82 r ,c PIN 52-A-B �,. USE COMMERCIAL v.. PARENT TRACT FUTURE ENTRANCE AND 10'TRAIL IS f 28.17AC AS DEPICTED ON THE APPROVED 1 f ly - ZONE.B2 REZONING I GDP"RZN 03-03" _ COMMERCIAL , Ir t� { rye .��i� � jp��.p r •��* r �� M�, r rI *� G� �s5t ��r ¢i��e. Mx�^s xa�e «wca __ _ 1 ', FUTURE LOT 4 1 r .}> 'w - - : " r �" '�` y, AS PIN52•A'iG y o - OFICLARKECO 't a USE COMMERC7AL '1 �1A1�� J•." f, ry - yam' UTURE •CE AND 10'TRAIL IS r '� {r�•,a fit. : ', AS DEPIdTED ON THE APPROVED t :. :•`+ M1 r i REZONING I GDP"RZN 03-03" u, ,. ' V - EX.RIGHT TURN LANE U.S.ROUTE50•NORTH14IESTERNPIKF "#365'INTX ±325'INTX ossnn (VARIABLE WIDTH PW) (MIN.��5"j _. (MIN.305') TORTE-3r—� S 0 100' 200'. IT, FROJE07 GRAPHIC SCALE 1"=100' � '� �* SLLKP23001 - , 4; F 7•, M DATE:&&2023 REV 10 26-2D23 r�f■h DRAM'ING SCALE 1 100' '� 'ti, �� i -� ► � ROUND HILL CROSSING DRAWN BY cal GENERALIZED DEVELOPMENT PLAN APPRoveo BY Rara PENNONI ASSOCIATES INC. PARCEL 52-A-13 G DP02 y� �� _ �� J ■ • } WINCHESTER WARFIIOUSIhG INC&S��Xik^AKE LLC. SHEET 2 OF 2 f� PO BOX 2`6S VINCHESTER,VA 2264 Transportation Impact Study Round Hill Crossing Gasoline Station Development Frederick County, Virginia Submission Date: August 2023 Transportation Impact Study Round Hill Crossing Gasoline Station Development Frederick County, Virginia Prepared For: Silver Lake LLC Wilkins Company 13 South Loudoun Street Winchester,VA 22601 Prepared By: K"ittelson&Associates,Inc. 1`�OF VIR 11480 Commerce Park Drive,Suite 230 Reston,Virginia 20191 (703)885-8970 �O 4 Project Manager:Andrew Butsick,PE Project Principal:John Callow V ;�t�� !'k°" Project Analyst:Fatemeh Baratian,PE Project No.28763 r�' pR0 ssxu~ August 2023 Round Hill Crossing Gasoline Station Development May 2023 TABLE OF CONTENTS Introduction .......................................................................................................................................8 ProjectDescription......................................................................................................................................................................8 ScopeOf The Report....................................................................................................................................................................9 ExistingConditions...............................................................................................................................13 Site Conditions And Adjacent Land Uses...................................................................................................................................13 TransportationFacilities............................................................................................................................................................13 TrafficVolumes..........................................................................................................................................................................14 Transportation Impact Study...............................................................................................................19 Year 2024 Background Traffic Conditions.................................................................................................................................19 Year2024 Total Traffic Conditions............................................................................................................................................25 Right-Turn Lane Warrant Analysis.............................................................................................................................................33 AccessSpacing Requirements...................................................................................................................................................33 Conclusions and Recommendations....................................................................................................38 References .....................................................................................................................................41 iii Kittelson&Associates,Inc. Round Hill Crossing Gasoline Station Development May 2023 LIST OF FIGURES Figure1.Site Vicinity Map ..................................................................................................................10 Figure2. Overall Site Plan....................................................................................................................11 Figure 3. Existing Lane Configurations, Existing Traffic Conditions and Lane Group LOS ...................17 Figure 4. In-process Development Trips..............................................................................................21 Figure 5.Year 2024 Background Traffic Conditions.............................................................................24 Figure 6. Estimated Trip Distribution Pattern......................................................................................27 Figure 7. Proposed Lane Configurations and Site-Generated Trips.....................................................28 Figure 8.Year 2024 Total Traffic Conditions........................................................................................32 Figure 9. US 50 at proposed Driveway—2024 Total Traffic— Right-Turn Lane Warrant ....................33 Figure 10. Access Management Evaluation.........................................................................................36 iv Kittelson&Associates,Inc. Round Hill Crossing Gasoline Station Development May 2023 LIST OF TABLES Table 1. Existing Transportation Facilities and Roadway Designations...............................................13 Table 2. Existing Conditions—Synchro 11—Delay, LOS, and Queuing Results...................................16 Table 3. Estimated Trip Generation (Winchester Shops Development)..............................................20 Table 4. 2024 Background Conditions—Synchro 11— Delay, LOS, and Queuing Results ...................22 Table 5. Estimated Trip Generation.....................................................................................................25 Table 6.Year 2024 Total Traffic Conditions—Synchro 11—Delay, LOS, and Queuing Results...........30 Table 7.Year 2024 Total Traffic Conditions—SimTraffic— Maximum Queuing Results .....................31 Table 8. Upstream Functional Area —US 50/Retail Boulevard/Route 803 (#1)— North Leg...............34 Table 9. Downstream Functional Area— US 50/Retail Boulevard/Route 803 (#1) —West Leg...........35 v Kittelson&Associates,Inc. Round Hill Crossing Gasoline Station Development May 2023 APPENDICES Appendix A Scoping Correspondence Appendix B All Turning Movement Count Data Sheets Appendix C Year 2023 Existing Conditions Level-of-Service Worksheets Appendix D Winchester Shops Development Site Plan Appendix E Year 2024 Background Traffic Level-of-Service Worksheets Appendix F Year 2024 Total Traffic Level-of-Service Worksheets Vi Kittelson&Associates,Inc. Section 1 Introduction Round Hill Crossing Gasoline Station Development Project#:28764 Introduction July 2023 INTRODUCTION PROJECT DESCRIPTION Wilkins Company proposes to construct the Round Hill Crossing Gasoline Station development (the "Project") in Frederick County, Virginia.The subject property is located in the northwest quadrant of the US 50 (Northwestern Turnpike)/Route 37 interchange. Round Hill Crossing is a proffered commercial 70- acre property for which a portion of the development has already been built-out(including the WalMart center) with access provided via Retail Boulevard and Chambersville Lane along US 50. Additional development is planned in the northwest quadrant of the US 50/Retail Boulevard intersection; however, a transportation impact analysis is proffered at such time that the development generates over 15,000 vehicles per day. The intent of this analysis is to evaluate the ability of the existing roadway network to accommodate the development of the Round Hill Crossing Gasoline Station without additional development on the larger Round Hill site. The site is planned to consist of a 5,915 square-foot convenience store and 16 gasoline fuel pumps in the NW quadrant of the US 50/Retail Boulevard/Round Hill Road intersection. Specifically, this analysis includes: ® Year 2023 existing land use and transportation system conditions within the site vicinity; ■ Planned development improvements in the study area; ■ Forecast year 2024 background traffic conditions during the weekday a.m. and weekday p.m. peak periods, including regional growth; • Trip generation and distribution estimates for the proposed development users; • Trip generation and distribution estimates for "in-process" developments identified through the scoping process to the roadway network; • Forecast year 2024 background traffic conditions with full build-out of"in-process"developments during the weekday a.m. and weekday p.m. peak periods; • Trip generation and distribution estimates for full build-out of the proposed development; • Forecast year 2024 total traffic conditions during the weekday a.m. and weekday p.m. peak periods; • Evaluate VDOT turn lane warrants at the site-access driveways and adjacent study intersections; • Access management evaluation; • Conclusions and recommendations. 8 Kittelson&Associates,Inc. Round Hill Crossing Gasoline Station Development Project#:28764 Introduction July 2023 Figure 1 illustrates the site vicinity. Prior to full build-out of the larger Round Hill development, access is proposed via the existing partial entrance at Chambersville Lane, full-movement entrance at Retail Boulevard, and a proposed right-in to the convenience store development.The anticipated full build-out year is 2024. Figure 2 illustrates the conceptual site development plan. SCOPE OF THE REPORT This analysis determines the transportation-related impacts associated with the proposed Round Hill Crossing Gasoline Station development and was prepared in accordance with Virginia Department of Transportation (VDOT) requirements for traffic operation analyses.The study intersections,time periods for analysis, land use, growth rate, trip generation assumptions, and overall scope of this project were confirmed with VDOT staff and are provided in Appendix A. Operational analyses were performed at the following intersections: 1. US 50 (Northwestern Turnpike)/Route 803 (Round Hill Road)/Retail Boulevard 2. Retail Boulevard/Crock Wells Mill Drive 3. US 50/Future Right-in Entrance (Site Driveway) 9 Kittelson&Associates,Inc. Round Hill Wawa July 2023 N v �O �U 37 mJ _ U ROCK WELLS MILL DR o 50 m VDOT CHAMBERSVILLE LN MAINTENANCE 803 W DWY Q ROUND HILL RD 0 522 0 a 259 `a 8 - so 1 a `a E SITE 7 N m 37 0 N Mo 50 522 3 a m FREDE ICK COUNTY,VA N S 81 0 n 3 �- Study Intersections 0- Future Study Intersections Site Vicnity Map Figure Frederick County, VA 1 N W N � KITTELSON X%] &ASSOCIATES Round Hi//Wowo July 2023 RESIDUAL AREA --- 25.05 ACI__ G �d e� M `\ 1 -------- ------------ LOCATION o` g '� _ t1� �• • LOCATION MAP `I '° firs 1: r I way�,y It� SITE DATA TABLE 4 II �-- ] SIG n-G_____ + I,l cn 1r coon ouk..T on uaxnKe �_ mEo� - O Eo r 0 ' �� 1 4 + koFronaanprvG SPn.Ces. FOR CONCEPT RPOSES ONLNL W 6PJ1St:`1 I awa - >k�c Pl1Y i CONCEPTWLL PLANo DEVELOPMENT COMPANY,LLC ell r ----- - ---- B HLER�I mE ,t, . _ •_ .- - CONCEPT PLAN NOTE8 i"r _ R.rvE. a «ErvF CONCEPTA Conceptual Site Plan Figure Provided by Bohler(April 2023) 2 Frederick County,VA aKITTELSON &ASSOCIATES Section 2 Existing Conditions Round Hill Crossing Gasoline Station Development Project#:28764 Existing Conditions July 2023 EXISTING CONDITIONS The existing conditions analysis identifies the site conditions and current operational and geometric characteristics of the roadways within the study area. SITE CONDITIONS AND ADJACENT LAND USES The proposed site is a commercial property to build a 5,915 square-foot convenience store and 16 gasoline fuel pumps in the northwest quadrant of the US 50 (Northwestern Turnpike)/Retail Boulevard/Route 803 (Round Hill Road) intersection.The site will be located in an area bounded by Wal- Mart Drive on the north, Northwestern Turnpike to the south, Retail Boulevard to the east and VDOT Maintenance Driveway in the west. The site lies approximately half a mile west of the Route 37/US 50 interchange. Surrounding land uses in the vicinity of the site are predominantly commercial and low-density residential uses. The Walmart Supercenter is located along Retail Boulevard just north of Crock Wells Mill Drive. Three restaurants and two banks are also located along Crock Wells Mill Drive that likely use Retail Boulevard as their main egress point. The Virginia Department of Transportation maintenance facility is located in the southwest quadrant of the US 50/Retail Boulevard/Round Hill Road intersection. TRANSPORTATION FACILITIES Table 1 summarizes the existing transportation facilities and roadways in the study area. Retail Boulevard and Crock Wells Mill Drive provide access to the Walmart Supercenter and restaurants parking. Table 1. Existing Transportation Facilities and Roadway Designations SpeedNumber Posted Roadway Shoulder 11111111111W 0 Functional of Width Width Bicycle eestrl •... Sidewalks US 50 Principal (Northwestern Arterial 19,000 5 35 100 0-4 Yes No No Turnpike) Route 803 (Round Hill Major 1,100 2 35 24 4 Yes No No Road) Collector Retail Not Boulevard Local Road available 4 30 62 0 Yes No No Crock Wells Local Road Not 3 25 35 0 Yes No No Mill Drive available 1 Per the VDOT Functional Classification Map(Reference 1). z 2021 AADT Volumes per the VDOT Traffic Counts Map(Reference 2). Pedestrian and Bicycle Facilities Crosswalks are provided across the north leg of the US 50 and Retail Boulevard intersection as well as across the east leg of the Crock Wells Mill Drive and Retail Boulevard intersection. Currently, pedestrian signals are not installed at any of these crosswalk locations. 13 Kittelson&Associates,Inc. Round Hill Crossing Gasoline Station Development Project#:28764 Existing Conditions July 2023 There are no bicycle facilities in the study area along public roadways. Sidewalks are available on the west side of Round Hill Road, the north side of US 50, and both sides of Retail Boulevard. A quarter mile path exists on the north side of US 50 between Retail Boulevard and Echo Lane, offering a recreational walking route for pedestrians in the vicinity. Transit Facilities There are no public transit services available in the study area. TRAFFIC VOLUMES Existing volumes at the Northwestern Turnpike/Retail Boulevard/Round Hill Road intersection was obtained from an ongoing STARS Study for the US 50 corridor between the Virginia Department of Transportation (VDOT) Area Headquarters (AHQ) and Keating Drive within Frederick County and the City of Winchester, Virginia. Traffic data collection was conducted with schools in session on November 9, 2022. Peak hour turning movement counts for the intersection of Retail Boulevard and Crock Wells Mill Drive were estimated based on the following assumptions: o During the a.m. peak hour, approximately 65 percent of the trips along Retail Boulevard originate from Walmart,while the remaining 35 percent are generated by the restaurants and bank located along Crock Wells Mill Drive. o During the p.m. peak hour, approximately 85 percent of the trips along Retail Boulevard originate from Walmart,while the remaining 15 percent are generated by the restaurants and bank located along Crock Wells Mill Drive. o Out of the trips originating from Walmart, around 70 percent use the northern access point, representing the southbound approach volumes. The remaining 30 percent utilize the southern access point to Walmart,which corresponds to the westbound approach volumes. o All trips generated from the restaurants and bank along Crock Wells Mill Drive would exclusively use Crock Wells Mill Drive for their movements which corresponds to the westbound approach volumes. Appendix 8 contains all turning movement count data sheets and intersection approach photographs. Existing Conditions Analysis Traffic operations were evaluated in accordance with VDOT's Traffic Operations and Safety Analysis Manual (TOSAM) (Reference 3). Synchro 11 was used to evaluate existing weekday a.m. and p.m. peak hour conditions. The software was used to evaluate several measures of effectiveness (MOEs) for the 14 Kittelson&Associates,Inc. Round Hill Crossing Gasoline Station Development Project#:28764 Existing Conditions July 2023 study area including per-vehicle delay, level-of-service, volume-to-capacity ratio, and queuing. Level of service (LOS) analysis was performed in accordance with the procedures stated in the Highway Capacity Manual, 6t" Edition (Reference 4). Operational Analysis Figure 3 shows the existing lane configurations and traffic control devices,existing conditions intersection operational results and lane group LOS for the weekday a.m. and weekday p.m. peak hours. Capacity analysis results for the study intersections are summarized in Table 2. Appendix C includes the existing level-of-service worksheets for existing traffic conditions. The results indicate that the signalized study intersection currently operates at LOS C or better during all time periods under existing traffic conditions, and unsignalized critical movement/approaches are operate at LOS B or better. However, there are a few individual movements with undesirable LOS at the following location: US 50/Round Hill Rd/Retail Blvd(#1) o During the weekday a.m. peak hour, the left-turn movements on eastbound and southbound approaches operate at LOS E. However, the approaches operate below capacity (volume-to- capacity [v/c] ratio of 0.7). o During the weekday p.m. peak hour, the left-turn movements on all approaches as well as right- turn movement on northbound approach operate at LOS E. However, the movements operate below capacity (volume-to-capacity [v/c] ratio of 0.76). 15 Kittelson&Associates,Inc. Hound Hill Crossing Gasoline Station Development Project#:28764 Existing Conditions July 2023 Table 2. Existing Conditions-Synchro 11-Delay, LOS, and Queuing Results Intersection Information 111111Fr--'1ff AM Peak Hour PM Peak Hour 'IIIIIl Existing -M Intersection Traff ic I Approach Lane turn- LOS BOQ Delay LOS BOQ Delay Contro Group lane (feet) (sec) (feet) (sec) lengths EB EBL 300 E 104 67.5 E 114 69.3 EBT C 494 21.1 B 206 16.3 EBR 280 B 0 12.1 B 0 13.1 EB Approach C 23.6 C 22.4 WB WBL D 72 46.8 E 92 63.2 US 50/ W BT A 70 9.2 B 389 13 Round Hill WBR 1000 B 0 12.2 B 1 13.6 Rd/ Retail Sinalized WB Approach B 13.0 B 15.6 Blvd gNB NBLT D 21 53.1 E 30 56.9 NBR 250 D 0 52.9 E 0 56.1 (#1) NB Approach D W 52.9 E 56.2 SB SBL 300 E 104 55.7 E 159 58.8 SBT D 14 48.4 D 31 47.7 SBR 275 D 0 48.5 D 76 48.3 SB Approach D 54 D 53.8 Overall LOS ]a] C 25.8 C 26.6 WB WBL 160 B 17 10 B 38 12.9 Retail Blvd W BTR A 0 8.6 A 0 8.7 & WB Approach B 10 B 12.9 Crock Wells Unsinalized NB NBTR 0 0 0 0 Mill Dr gNB Approach 0 0 SB SBL A 0 7.4 A 0 7.5 (#2) SBTR A 0 A 0 SB Approach I 1 0.1 0 * Note that Back of Queue(BOQ)measures report 95th percentile queue lengths. F-]LOS EorF NB=Northbound;SB=Southbound; EB=Eastbound;WB=Westbound; L=Left;T=Through;R=Right 16 Kittelson&Associates,Inc. Round Hill Wawa August 2023 Retail Blvd/ N © Crock Wells Mill Dr m �a 11�► � mJ **� 50 (150') CROCK WELLS MALL D OHO II R lV US 50/Retail Blvd/ 0 Round Hill Rd VDOT CHAMBERSVILLE LN g MAINTENANCE 803 D\/VY Q ROUND HILL RD (300') (280') 0 N WEEKDAY AM WEEKDAY PM © WEEKDAY AM WEEKDAY PM Q Q 11�► 11L l�, CDe�=1)2 CM=WB CO A A LOS=B *-10 B B V/C==0156 �123OfU 01 2 1� 1� k M 0 WEEKDAY AM WEEKDAY PM 0 WEEKDAY AM WEEKDAY PM -p 0 0 w C--, 0 w -p 49 4 173 240 14 285 r mT- .11LL 11L�. m � .11 �. -6 E Ji B B -a 72 LOS=C 17 79 LOS=C 36 0 - A B 1236 Del=25.8 �410 592 Del=26.6 1168 LB D B O 7 V/C=0.64 47 8 U/C=0.65 64 Yi l� I� _ 111W 0 0 w w 6 1 87 5 7 60 a 3 a CM=CRITICAL MOVEMENT(UNSIGNALIZED) LOS=INTERSECTION LEVEL OF SERVICE(SIGNALIZED)/ CRITICAL MOVEMENT LEVEL OF SERVICE (UNSIGNALIZED) Del=INTERSECTION AVERAGE CONTROL DELAY(SIGNALIZED)/ CRITICAL MOVEMENT CONTROL DELAY(UNSIGNALIZED) V/C=CRITICAL VOLUME-TO-CAPACITY RATIO Existing Lane Configurations Figure i - STOP SIGN g Existing Traffic Conditions and Lane Group LOS 3 -TRAFFIC SIGNAL Frederick County, VA z � KITTELSON � &ASSOCIATES Round Hill Crossing Gasoline Station Development Existing Conditions May 2023 Section 3 Transportation Impact Study 18 Kittelson&Associates,Inc. Round Hill Crossing Gasoline Station Development Project#:28764 Transportation Impact Study July 2023 TRANSPORTATION IMPACT STUDY Year 2024 background and total traffic conditions were analyzed to determine impacts for full build-out of the development. YEAR 2024 BACKGROUND TRAFFIC CONDITIONS Year 2024 background traffic operations were analyzed to establish a baseline to measure the specific impacts of the proposed development. Transportation Improvements The existing traffic signal at the intersection will be upgraded to include pedestrian crossing signals and push buttons to activate the crossing phase when needed.This improvement aims to enhance pedestrian safety and accessibility in the area.The project is expected to be completed by the year 2024. To accommodate the future pedestrian crossing, the signal timing and phasing needed to be adjusted. The following inputs in Synchro were modified accordingly: Pedestrian Walking Speed: Based on the Manual on Uniform Traffic Control Devices(MUTCD),an average walking speed of 3.5 feet per second (fps) was used for calculating pedestrian crossing times.This value aligns with the assumption that most pedestrians, including seniors and individuals with disabilities, can comfortably walk at this speed. Crosswalk Width:The crosswalk on the north leg of Retail Blvd measures 89 feet wide, which was taken into account for accurate pedestrian crossing time calculations. Pedestrian Clearance Interval(Do Not WalkTime): Following MUTCD guidelines,the pedestrian clearance interval, also known as the "Do Not Walk" time or"Flashing Don't Walk" time,was determined using the formula: Pedestrian Clearance Interval= (Crosswalk Width/Pedestrian Walking Speed) +Pedestrian Reaction Time=(89/3.5) +3 —29 sec The pedestrian reaction time was assumed to be 3 seconds, accounting for the delay between the signal change and pedestrians beginning to clear the intersection. Pedestrian Walk Interval (Walk Time): As per MUTCD recommendations the walk interval should be at least 7 seconds in length so that pedestrians will have adequate opportunity to leave the curb or shoulder before the pedestrian clearance time begins. 19 Kittelson&Associates,Inc. Round Hill Crossing Gasoline Station Development Project#:28764 Transportation Impact Study July 2023 Approved Development Traffic During the scoping process,one background development project was identified with VDOT in the vicinity of the site. Winchester Shops Development will be located in an unoccupied area bounded by Echo Lane on the east side and Crock Wells Mill Drive on the west side. The development plan includes 13,562 square feet of strip retail center and is expected to be constructed by 2024. The proposed access plan includes two driveways on Crock Wells Mill Drive. The developer provided the site access locations. Appendix D contains the Winchester Shops Development Site Plan. A trip generation estimate was developed using ITE 11th Edition assuming ITE Land Use Code 822- Strip Retail Plaza (<40k). Fifty percent of new trips are assumed to originate to/from the east on US 50 and the other half originates to/from the west of project site. Pass-by trips were assumed for this type of land use. Eighty percent of the pass-by trips were assumed to originate to/from east on US 50 or from Route 37 and 20 percent originating to/from the west on US 50. The Shops are anticipated to generate a total of 642 new trips and 160 pass-by trips per day, 14 trips during the morning peak hour and 97 during the afternoon peak hour. Table 3 shows the estimated trip generation potential of Winchester Shops Development.The assignment of site-generated trips from "in- process" Development is presented in Figure 4. Table 3. Estimated Trip Generation (Winchester Shops Development) Strip Retail Plaza (<40k) 822 13.562 1,000 802 35 21 14 97 48 49 S.F. Pass-bys (0%AM, 40% PM, 30%SAT) (160) 0 0 0 (39) (19) (20) Net New Tris 1 642 35 21 14 58 29 29 The background traffic volumes were developed by considering regional traffic growth within the study area and full build-out of Winchester Shops Development. 20 Kittelson&Associates,Inc. Round Hill Wawa July 2023 N o m" Q � U v Z CROCK wELL3 M,LL DR �U�O m 50 VDOT CHAMBERSVILLE LN MAINTENANCE 803 W DWY Q ROUND HILL RD © WEEKDAY AM WEEKDAY PM 0 r o 7 0 m N �a X15 Q' U 2 1 /W 1 1, U o cn o v n ti 'o a 0 0 WEEKDAY AM WEEKDAY PM 0 ° \ 2 0 7 4 0 15 3 0 4 0 o � 3 7 5 10 10 o \O 0 0 0 0 �Lo R * R 1 I 1 I Ix a 0 0 0 0 0 0 m N i O n 3 In-process Development Trips Figure Weekday AM and PM Peak Hours Frederick County, VA KITTELSON &ASSOCIATES Round Hill Crossing Gasoline Station Development Project#:28764 Transportation Impact Study July 2023 Regional Growth Per VDOT direction, a 1.0 percent annual growth rate was used to account for regional growth at the study intersections. 2024 Background Traffic Operational Analysis The 2024 lane configurations and traffic control devices are similar to the existing lane configurations. Figure 5 displays the overall intersection operational results of the year 2024 background traffic operations and lane group LOS for the weekday a.m. and p.m. peak hours.Table 4 summarizes the peak hour levels of service, 95th percentile queue, and delay for each lane group by intersection. Table 4. 2024 Background Conditions-Synchro 11-Delay, LOS, and Queuing Results Traffic Lane Proposed LB DelayIntersection ApproachJOS a mL Control Group turn-lane feet) (sec lengths �L EB EBL 300 E 109 68.1 E 121 55.2 EBT C 504 21.4 B 212 16.7 EBR 280 B 0 12.2 B 0 13.3 EB Approach C 24 C 21.3 WB WBL D 73 48.2 E 95 64.7 US 50/ W BT A 72 9.6 B 412 17.1 Round Hill WBR 1000 B 0 12.4 B 1 15.1 Rd/ Retail Signalized WB Approach B 13.3 B 19.4 Blvd NB NBLT D 21 53.1 E 30 56.9 NBR 250 D 0 52.9 E 0 56.1 (#1) NB Approach D 52.9 E 56.2 SB SBL 300 E 107 55.9 E 169 60.3 SBT D 14 48.2 D 31 47.3 SBR 275 D 0 48.2 D 77 47.9 SB Approach D 54.2 D 54.6 Overall LOS C 26.2 C 28.5 WB HBTR BL 160 B 20 10.1 B 43 13.3 Retail Blvd A 0 8.6 A 0 8.7 & WB Approach B 10.1 B 13.3 Crock Wells Unsinalized NB NBTR A 0 0 A 0 0 Mill Dr gNB Approach 0 0 SB SBL A 0 7.4 A 0 7.5 (#2) 1 SBTR A 0 A 0 SB Approach 0.1 0 11 * Note that Back of Queue(BOQ)measures report 95th percentile queue lengths. NB=Northbound;SB=Southbound; EB=Eastbound;WB=Westbound; L=Left;T=Through;R=Right The results indicate that similar to the Existing Condition, the signalized study intersection is forecast to operate at LOS C or better during all time periods under 2024 background traffic conditions, and unsignalized critical movement/approaches are forecast to operate at LOS B or better. However, there are a few individual movements with undesirable LOS at the following location: 22 Kittelson&Associates,Inc. Round Hill Crossing Gasoline Station Development Project#:28764 Transportation Impact Study July 2023 US 50/Round Hill Rd/Retail Blvd(#1) o During the weekday a.m. peak hour, the left-turn movements on eastbound and southbound approaches are forecast to operate at LOS E. However,the approaches are anticipated to operate below capacity (volume-to-capacity [v/c] ratio of 0.7). o During the weekday p.m. peak hour, the left-turn movements on all approaches as well as right- turn movement on northbound approach are forecast to operate at LOS E. However, the movements are anticipated to operate below capacity(volume-to-capacity [v/c] ratio of 0.76). Appendix E contains the 2024 background traffic operational analysis worksheets. 23 Kittelson&Associates,Inc. Round Hill Wawa August 2023 Retail Blvd/ N © Crock Wells Mill Dr a mJ (150') CROCK WELLS MALL DR OHO r� 50 lV US 50/Retail Blvd/ 0 Round Hill Rd VDOT CHAMBERSVILLE LN g MAINTENANCE 803 D\/VY Q + ROUND HILL RD (300') (280') N © WEEKDAY AM WEEKDAY PM © WEEKDAY AM WEEKDAY PM Q CDel=1)33 CM=WB m q A m LOS=B �1g B � Del=10.1 1311� **� V/C*=0.167 I I' I I' UI � Q WEEKDAY AM WEEKDAY PM 0 WEEKDAY AM WEEKDAY PM ppw ppw 51 4 180 246 14 303 ins ✓1LL [if . . .lj �. 76 LOS=C 17 84 LOS=C 36 -� E - A g F B a 1255 Del=26.2 420 608 � Del=28.5 1190 N io g D B E io 7 V/C=0.65 47 1 V/C=0.67 65 I � R R o �t \ t 1 \ t 1W p p w w 6 1 88 5 7 61 a 3 a CM=CRITICAL MOVEMENT(UNSIGNALIZED) LOS=INTERSECTION LEVEL OF SERVICE(SIGNALIZED)/ CRITICAL MOVEMENT LEVEL OF SERVICE (UNSIGNALIZED) Del=INTERSECTION AVERAGE CONTROL DELAY(SIGNALIZED)/ CRITICAL MOVEMENT CONTROL DELAY(UNSIGNALIZED) V/C=CRITICAL VOLUME-TO-CAPACITY RATIO Background Lane Configurations Figure i -STOP SIGN Background Traffic Conditions and Lane Group LOS 5 -TRAFFIC SIGNAL Frederick County, VA z � KITTELSON � &ASSOCIATES Round Hill Crossing Gasoline Station Development Project#:28764 Transportation Impact Study July 2023 YEAR 2024 TOTAL TRAFFIC CONDITIONS The total traffic conditions analysis forecasts how the transportation system in the study area will operate once the Gasoline Station is built out and operational. The total traffic volume estimates were developed by adding the predicted site-generated traffic to the background traffic volumes.These analyses are outlined in the following sections. Proposed Development Plan The proposed site is a commercial property located in the northwest quadrant of the US 50/Retail Boulevard/Round Hill Road intersection. The plan includes the construction of a convenience store spanning 5,915 square feet, along with the installation of 16 gasoline fuel pumps. The primary entrance will be established through a fourth leg at the intersection of Retail Boulevard and Crock Wells Mill Drive. Additionally, a right-in entrance will be provided along US 50, situated just west of Retail Boulevard. Trip Generation Trip generation estimates for the proposed development were developed using the standard reference Trip Generation, 11th Edition (Reference 5) published by the Institute of Transportation Engineers (ITE). Table 5 summarizes the trip generation estimates for the proposed development. The development is estimated to generate approximately 7,591 weekday daily trips, 540 weekday a.m. (270 in, 270 out), and 467 weekday p.m. (234 in, 233 out) peak hour trips when built out in year 2024. 76 percent of the total trips are assumed to be pass-by, including 10 percent internal trips between the site and the existing shopping center to the east. Additionally, 20 percent of the total trips are expected to be diverted from adjacent roadways, suggesting that they would have otherwise occurred on nearby roads. Therefore, only 4 percent of the total trips, approximately 380 daily trips, are estimated to be net new trips directly generated by the proposed site. Table 5. Estimated Trip Generation LML— ..n • • Convenience 945 5.915 1,000 7,591 540 270 270 467 234 233 Store/Gas Station S.F. Pass-b s 76%AM, 75% PM/SAT (5,693) (410) (205) (205) (350) (176) (174) Internal to shopping center(]0%of Pass-by trips) (569) (41) (21) (21) (35) (18) (17) Diverted 20%AM/PM/SAT (1,518) (108) (54) (54) (93) (47) (46) Net New Tris 380 22 11 11 24 11 13 'Land Use Subcategory:16 to 24 fueling positions. 25 Kittelson&Associates,Inc. Round Hill Crossing Gasoline Station Development Project#:28764 Transportation Impact Study July 2023 Trip Distribution and Trip Assignment Local and regional trip distribution estimates for the project were developed based on anticipated future travel patterns observed near the site and major origin/destination patterns in the site vicinity. Figure 6 illustrates the assumed trip distribution pattern. Approximately 50 percent of the net new trips were estimated to be traveling to and from the west on US 50, while the remaining 50 percent of the trips were allocated to the east on US 50. Additionally, it was assumed that approximately 78 percent of the pass-by and diverted trips were traveling to and from Route 37, with the remaining 22 percent of the trips allocated to the east on US 50 or considered internal trips within the Round Hill Crossing developments. Trip Assignment The following assumptions were made while assigning trips to the site access points and adjacent intersections: • Trips to/from east on US 50: o Approximately five to 10 percent of the trips (including net new, pass-by, and diverted trips) entering the site would utilize Retail Boulevard,while the remaining 90 to 95 percent of those trips would utilize the proposed right-in driveway along US 50. o All trips (net new, pass-by, and diverted) exiting the site would exclusively use Retail Boulevard. o Pass-by trips would exit towards the west on US 50,whereas net new trips and diverted trips would exit towards the east on US 50. • Trips to/from west on US 50: o All trips (net new, pass-by, and diverted) entering or exiting the site would utilize Retail Boulevard. o Pass-by trips would exit towards the east on US 50, while net new trips and diverted trips would exit towards the west on US 50. • Internal trips within the development would utilize Crock Wells Mill Rd. Figure 7 shows the assignment of site-generated trips to the surrounding roadway network during the weekday a.m. and p.m. peak hours. 26 Kittelson&Associates,Inc. Round Hill Wawa July 2023 N A �o GAO 40 10 0 M 49% CROCK WELLS MILL DR U 37 g°0 � z Q 0 50% m VDOT 50 MAINTENANCE CHAMBERSVILLE LN DWY Q 1% 803 ROUND HILL RD m 0 N M O 3 a m ro N n 6\- -ASSUMED \o-ASSUMED NET-NEW TRIP DISTRIBUTION Assumed Trip Distribution Figure N -ASSUMED PASS-BY/DIVERTED/INTERNAL TRIP DISTRIBUTION Frederick County, VA X � ��►�_P KITTELSON &ASSOCIATES Round Hill Wawa July 2023 N o m" Q vm 37 CROCK WELLSM,LL OR �GrO z 50 O co VDOT CHAMBERSVILLE LN MAINTENANCE 803 W DWY Q ROUND HILL RD © © WEEKDAY AM WEEKDAY PM > m mY m = A 200 172 Df 3 14 4- 14 13 -+-- 13 p 0 Z U) O LO U) © o © WEEKDAY AM WEEKDAY PM n m C-.4 m m 10� �o x0(15a) 2so 00 9 Df t a U 1 I' U ° o 0 0 n N N m 0 0 WEEKDAY AM WEEKDAY PM 0 N 174 0 76 150 0 66 m � SILL m � � l � � l � 3 (300') c .259 � 40 _34 21 � 35 m o 0LO Y_ (280') o Lo 0 0 ►r o 0 ►r o N U) U) '` vt 1 W 1 t I t w 0 0 0 0 0 0 N g N 33 Proposed Lane Configurations and Site-Generated Trips Fi ure g Weekday AM and PM Peak Hours 7 Frederick County, VA KITTELSON &ASSOCIATES Round Hill Crossing Gasoline Station Development Project#:28764 Transportation Impact Study July 2023 2024 Total Traffic Operational Analysis The year 2024 total traffic conditions analysis forecasts how the study locations will operate after full build-out of the proposed development. The site-generated trips shown in Figure 7 were added to the year 2024 background traffic volumes to develop the year 2024 build-out traffic volumes. 29 Kittelson&Associates,Inc. Round Hill Crossing Gasoline Station Development Project#:28764 Transportation Impact Study July 2023 Figure 8 shows the year 2024 total traffic overall intersection operations and lane group LOS for the weekday a.m. and p.m. peak hours. Table 6 displays the peak hour levels of service, delays, and 95t"-percentile queues for each lane group by intersection. All critical approaches of unsignalized study intersections are forecast to operate below capacity at LOS D or better under the total traffic condition. Appendix F contains the year 2024 total traffic level of service worksheets. As shown in the figures, all study intersections and site access driveways are forecast to continue to operate at LOS C or better under 2024 total traffic conditions. As would be expected, 95t" percentile queues are forecast to generally grow slightly with the addition of site-generated traffic, but the change is incremental and does not change the overall queuing condition outlined under year 2024 background traffic conditions. Table 6.Year 2024 Total Traffic Conditions-Synchro 11-Delay, LOS, and Queuing Results r - Intersection Information 0 Exist AM Peak Hour PM Peak Houm Intersection Traffic Approach Lane Proposed LOS BOQ Delay LOS BOQ Delay L Control Group lane lengths (feet) (sec) (feet) (sec) 7C)y EB EBL 300 E #183 65.7 E #180 58.4 EBT C 491 24.1 B 204 17.7 EBR 280 B 0 13.8 B 0 14.2 EB Approach C 27.6 C 24.4 WB W BL D 74 48.7 E 95 66.7 W BT B 82 13.1 C 451 22.3 Round Hill W BR 1000 B 0 15.7 B 3 17.1 Rd/Retail Blvd& WB Approach B 16.4 C 1 24.3 US 50 Signalized NB NBLT D 21 53.1 E 30 56.9 (#1) 1 NBR 250 D 0 52.9 E 0 56.1 NB Approach D 1 52.9 E 56.2 SB SBL 300 D #160 54.5 E #209 62.5 SBT D 14 45.3 D 31 45.6 SBR 275 D 60 46.1 E #248 57 SB Approach D 50.5 E 59.4 Overall LOS C 30.6 C 34.6 EB I EBLTR B 32 10.5 B 35 11.9 EB Approach B 10.5 B 1 1.9 WB W BL 160 C 40 15.6 D 120 32.6 Retail Blvd& IWBTR B 3 11 B 3 13.4 Driveway WB Approach C 15.2 D 31.8 1/Crock Wells Mill Unsignalized NB NBLT A 3 7.6 A 3 8.2 Dr NBTR A 0 A 0.1 (#2) NB Approach 2.6 1 1 2.1 SB SBL A 0 7.4 A 0 7.5 SBTR A 0 A 0 SB Approach 1 0.1 0 US50& EB Approach A 0 A 0 Driveway Unsignalized WB Approach (#3) 1 A 0 A 0 * Note that Back of Queue(BOQ)measures report 95th percentile queue lengths. #95th percentile volume exceeds capacity;queue may be longer. m Volume for 95th percentile queue is metered by upstream signal. NB=Northbound;SB=Southbound; EB=Eastbound;WB=Westbound; L=Left Turn;T=Through;R=Right Turn 30 Kittelson&Associates,Inc. Round Hill Crossing Gasoline Station Development Project#:28764 Transportation Impact Study July 2023 Based on the Synchro reports, it is evident that queues at several movements at the US 50(Northwestern Turnpike)/Retail Boulevard/Route 803 (Round Hill Road) intersection are exceeding capacity. To ensure accurate assessment, maximum queue lengths have been obtained from SimTraffic reports, utilizing data from 10 microsimulation runs.The maximum queue length represents the longest observed or simulated queue during the analysis period. The data presented in Table 7 illustrates that all maximum queues on all approaches can be accommodated within the available storage lengths. Table 7.Year 2024 Total Traffic Conditions—SimTraffic—Maximum Queuing Results Intersection Information AM Peak Hour PM Peak Hour Traff 1C Lane Existing/ Maximum Maximum Fintersection Control Approach Group turn-Ian Queue Queue length,A Jw6_ (feet) A16 (feet) EB EBL 300 271 169 EBT - 388 235 EBR 280 154 58 Round Hill W B W BL - 136 123 Rd/Retail Blvd & WBT - 222 445 US 50 Signalized WBR 1000 60 52 NB N B LT - 54 60 (#1) NBR 250 147 74 SB SBL 300 213 251 SBT - 34 212 SBR 275 135 272 31 Kittelson&Associates,Inc. Round Hill Wawa July 2023 N © WEEKDAY AM WEEKDAY PM m 3 �a Z Q o LO CROCK WELLS MSLL � 50 �R © WEEKDAY AM WEEKDAY PM m 3 a) VDOT >_ MAINTENANCE 803 LOS=A D\/VY 0 1 D0500 200 0 1 De1=0.0 172 Z 1351 --0' V/C=N/A 491 713 --0- V/C=N/A 1454 ROUND HILL RD CHAMBERSVILLE LN o U) © WEEKDAY AM WEEKDAY PM ©E--,4V/' WEEKDAY AM WEEKDAY PM Q Q (-,, m I 000 WB X-1 CM=WB �1N � B B - C 10 LOS=D 9B C B D 5.6 131 /C=0.6.6 235**� **� 296 /C=*0.679 11'' I I' U I(gyp in r N, W 0 WEEKDAY AM WEEKDAY PM 0 WEEKDAY AM WEEKDAY PM -p p p p w o w)� B -p bV/C=0.67 $-47 C-N 14 369 114 LOS-C 28 C B B - j a 1230 � O1--34.6 1225iiCD B D B `O 7 C=0.74 65n Of m W �I1 / 1 761 a 3 a CM=CRITICAL MOVEMENT(UNSIGNALIZED) LOS=INTERSECTION LEVEL OF SERVICE(SIGNALIZED)/ CRITICAL MOVEMENT LEVEL OF SERVICE (UNSIGNALIZED) Del=INTERSECTION AVERAGE CONTROL DELAY(SIGNALIZED)/ CRITICAL MOVEMENT CONTROL DELAY(UNSIGNALIZED) V/C=CRITICAL VOLUME-TO-CAPACITY RATIO Total Traffic Condition and Lane Group LOS Fi ure g z Frederick County, VA $ � KITTELSON � &ASSOCIATES Round Hill Crossing Gasoline Station Development Project#:28764 Transportation Impact Study July 2023 RIGHT-TURN LANE WARRANT ANALYSIS The evaluation of the westbound right-turn lane warrant at the proposed right-in driveway was conducted, taking into consideration the total traffic conditions projected for the year 2024. The VDOT Road Design Manual (RDM)-Appendix F: Access Management Design Standards For Entrances and Intersections was used as guidance. Figure 9 presents the results of the warrant evaluation, indicating that the westbound approach satisfies the right-turn lane warrants during all peak hours under the projected year 2024 total traffic condition. 120 -r 140 FULL-WIDTH TURN LANF AND TAPER REQUIRED, cr ;. 7 ILL] 80 :. U M 3 50 TAPER REQUIRED z _. rr H .......... [=7 44 it a 20 RADIUS REQUIRED NO TURD LADIES OR TAPERS REQUIRED 104 200 304 444 Soo 600 700 PHV APPROACH TOTAL,VEHICLES PER HOUR Weekday a.m. peak hour Weekday p.m. peak hour Figure 9. US 50 at proposed Driveway—2024 Total Traffic—Right-Turn Lane Warrant ACCESS SPACING REQUIREMENTS An evaluation of the proposed entrances to the Round Hill Crossing Gasoline Station development was performed with respect to VDOT's Access Management policies outlined in Appendix F of the Road Design Manual (Reference 2). Figure 10 illustrates the proposed spacing of the site entrances with respect to adjacent intersections and commercial access points. 33 Kittelson&Associates,Inc. Round Hill Crossing Gasoline Station Development Project#:28764 Transportation Impact Study July 2023 Crock Wells Mill Drive and Retail Boulevard Intersection Based on Table 2-2 of the RDM, the proposed full access entrance on Retail Boulevard should be located outside the functional area of the adjacent US 50 (Northwestern Turnpike)/Retail Boulevard/Route 803 (Round Hill Road) intersection. The upstream functional area of the signalized intersection is a function of several factors: 1. Distance traveled by during perception-reaction time, 2. Distance traveled to complete deceleration to a stop, and 3. Distance required to store the longest queue expected most of the time. Table 8 summarizes the functional area of the adjacent US 50 (Northwestern Turnpike)/Retail Boulevard/Route 803 (Round Hill Road) intersection (#1) rounded to the nearest foot based on an assumed 30 mile-per-hour design speed, a 2.5-second perception-reaction time, and an 11.2 foot-per- second-per-second (ft./sec.') deceleration rate. Table 8. Upstream Functional Area—US 50/Retail Boulevard/Route 803(#1)—North Leg Distance Measure Distance(ft.) Distance Traveled during Perception-Reaction Time (ft.) 110 Distance Traveled during Deceleration to Stop (ft.) 86 Distance Required to Store the Longest Queue Expected Most of the Time. (ft.) 31 Upstream Functional Area 227 Proposed Spacing 313 The distance required to store the longest queue expected most of the time was derived from the maximum queuing information estimated under weekday a.m. peak hour conditions in year 2024 total traffic conditions. As shown in Figure 10, the proposed entrance on Retail Boulevard is located outside the upstream functional area of the adjacent signalized intersection. The proposed full access entrance is located approximately 313 feet from the southbound stop bar at the adjacent signalized intersection. As such, the minimum spacing standard per RDM is met. US 50(Northwestern Turnpike)and Site Driveway(0) Based on Table 2-2 of the RDM,the proposed right-in entrance on US 50(Northwestern Turnpike) should be located a minimum of 305 feet from adjacent intersections and commercial entrances. It should also be located outside the functional area of the adjacent US 50 (Northwestern Turnpike)/Retail Boulevard/Route 803 (Round Hill Road) intersection (#1). The downstream functional area of the signalized intersection is a function of two factors: 1. Distance traveled by during perception-reaction time, and 2. Distance traveled to complete deceleration to a stop. 34 Kittelson&Associates,Inc. Round Hill Crossing Gasoline Station Development Project#:28764 Transportation Impact Study July 2023 Table 9 summarizes the functional area of the adjacent US 50 (Northwestern Turnpike)/Retail Boulevard/Route 803 (Round Hill Road) intersection (#1) rounded to the nearest foot based on an assumed 35 mile-per-hour design speed, a 2.5-second perception-reaction time, and an 11.2 foot-per- second-per-second (ft./sec.') deceleration rate. Table 9. Downstream Functional Area—US 50/Retail Boulevard/Route 803 (#1)—West Leg Distance Traveled during Perception-Reaction Time (ft.) 128 Distance Traveled during Deceleration to Stop (ft.) 118 Downstream Functional Area 246 Proposed Spacing 248 As shown in Figure 10, the proposed entrance on US 50 (Northwestern Turnpike) is located outside the downstream functional area of the adjacent signalized intersection.The proposed full access entrance is located approximately 248 feet from the adjacent signalized intersection to the east and 347 feet from the Virginia Department of Transportation maintenance facility driveway to the west. As such, the minimum spacing standard per RDM is met. 35 Kittelson&Associates,Inc. Round Hi//wawa ialy2023 Wto SITE �... qWW" � Loeprrowerar Waw& 1 i f 11TC DATA TAWR - � ii dA{ ! � W�1WT:NomHWE9TE>dvTUM�n1E x r � . 1! 1 asanc� —41 l FOR CONCEPT POSES PURONLY _ CONCEPTUAL PLAN _ •• ___—�- __ J DEVELOPMENT COMPANY,LLC ,1 f > r3 BOHLER// ESr�RNTU 1 _ r 748 7 -._ _ - • CONCEPT PLAN NDTM Gal 3 t ti. W �-• �� f '"' eoweerrA '`. -*A 3' /V1 �I -Proposed Spacing /V-1 Functional Area of �x Minimum Commercial Access Management Evaluation Figure Signalized Intersection Driveway Spacing� 1 0 Frederick County,VA KITTELSON &ASSOCIATES Section 4 Conclusions and Recommendations Round Hill Crossing Gasoline Station Development Conclusions and Recommendations May 2023 CONCLUSIONS AND RECOMMENDATIONS The results of the traffic impact analysis indicate that the proposed development can be constructed with minor impacts on operations on the surrounding transportation system.The findings of this analysis are discussed below. Existing Conditions All study intersections currently operate at level of service (LOS) C or better during all peak hours. Year 2024 Background Traffic Conditions ■ A 1.0-percent annual growth rate was identified to account for near-term regional traffic growth. ■ All study intersections are forecast to continue to operate at LOS D or better under 2024 background traffic conditions. ■ One in-process developments was identified by WVDOH for inclusion in background conditions: o Winchester shops:The development plan includes 13,562 square feet of strip retail center and is expected to be constructed by 2024.The Shops are anticipated to generate a total of 642 new trips and 160 pass-by trips per day, 14 trips during the morning peak hour and 97 during the afternoon peak hour ■ All study intersections are forecast to continue to operate at LOS D or better under 2024 background traffic conditions. Proposed Development Plan ■ The Gasoline Station development is anticipated to be fully built-out in year 2024, consisting of a 5,915 square-foot convenience store and 16 gasoline fuel pumps. ■ A right-in entrance will also be provided along US 50,just to the west of Retail Boulevard. ■ The development is estimated to generate approximately 7,591 weekday daily trips,540 weekday a.m. (270 in, 270 out), and 467 weekday p.m. (234 in, 233 out) peak hour trips when built out in year 2024. Year 2024 Total Traffic Conditions ■ All study intersections and site access driveways are forecast to continue to operate at LOS C or better under 2024 total traffic conditions. ■ As would be expected, 95t" percentile queues are forecast to generally grow slightly with the addition of site-generated traffic, but the change is incremental and does not change the overall queuing condition outlined under background traffic conditions. Queue lengths are projected to be accommodated within the available storage length. Access Management Evaluation ■ An evaluation of the proposed entrances to the Round Hill Crossing Gasoline Station development was performed with respect to VDOT's Access Management policies. 38 Kittelson&Associates,Inc. Round Hill Crossing Gasoline Station Development Conclusions and Recommendations May 2023 ■ The proposed full access entrance on Retail Boulevard is located approximately 313 feet from the adjacent signalized intersection to the south. It is located outside of the upstream functional area of the adjacent US 50 (Northwestern Turnpike)/Retail Boulevard/Route 803 (Round Hill Road) signalized intersection, meeting the minimum spacing standard per RDM. ■ The proposed right-in entrance on US 50 (Northwestern Turnpike) is approximately 248 feet away from the adjacent signalized intersection to the east and 347 feet from the Virginia Department of Transportation maintenance facility driveway to the west. The spacing complies with the minimum requirement of 305 feet from adjacent intersections and commercial entrances per RDM. Additionally, it is located outside the functional area of the adjacent US 50 (Northwestern Turnpike)/Retail Boulevard/Route 803 (Round Hill Road) signalized intersection, thus fulfilling the minimum spacing standard per RDM. Recommendation Based on the analysis conducted, no off-site improvements or mitigations have been identified as necessary concerning the intersection operations. However, based on the right-turn lane warrant analysis, it has been determined that the westbound approach meets the right-turn lane warrants for all peak hours under the projected year 2024 total traffic condition. Consequently, it is planned to provide an exclusive right turn lane at the proposed driveway along US 50 to accommodate the traffic flow efficiently. 39 Kittelson&Associates,Inc. Section 5 References Round Hill Crossing Gasoline Station Development References May 2023 REFERENCES 1. VDOT Functional Classification Map. h ttps.11www.arcgis.com/home/webmap/viewer.h tml?webmap=3eco6c9odb6649c988d98734fB 5baddb. Accessed June 17, 2023. 2. VDOTTraffic Counts Map. https.11www.virginiaroods.orgldatasets/traffic-volum%xplore. Accessed June 17, 2023. 3. VDOT's Traffic Operations and Safety Analysis Manual(TOSAM) 4. Transportation Research Board. Highway Capacity Manual. 2016. 5. Institute of Transportation Engineers. Trip Generation, 11th Edition. 2022. 41 Kittelson&Associates,Inc. Appendix A Scoping Correspondence XVDOTof Virginia Department PRE-SCOPE OF WORK MEETING FORM Transportation Information on the Project Traffic Impact Analysis Base Assumptions The applicant is responsible for entering the relevant information and submitting the form to VDOT and the locality no less than three (3) business days prior to the meeting. If a form is not received by this deadline, the scope of work meeting may be postponed. Contact Information Consultant Name: Andrew Butsick, PE& John Callow - Kittelson & Associates, Inc. Tele: (703) 885-8970 E-mail: abutsick kittelson.com Developer/Owner Name: Richie Wilkins Tele: (540) 662 7215 E-mail: rwilkins wilkinsco.com Project Information Project Name: Round Hill Wawa Locality/County: Frederick Project Location: (Attach regional and site See Figure I - attached specific location ma Submission Type Comp Plan ❑ Rezoning ❑ Site Plan ® Subd Plat ❑ Round Hill Crossing is a proffered commercial 70-acre property located in the northwest quadrant of the US 50 (Northwestern Turnpike)/Route 37 interchange. A portion of the development has already been built-out(including the WalMart center)with access provided via Retail Boulevard and Chambersville Lane along US 50. Additional development is planned in the northwest quadrant of the US 50/Retail Boulevard intersection; however, a transportation impact analysis is proffered at such time that the development generates over 15,000 vehicles per day. Project Description: (Including details on the land As part of a proposed proffer amendment to adjust the ADT threshold for a full TIA use, acreage, phasing, access location, etc. Attach additional of the larger Round Hill development, this traffic study will be conducted to sheet if necessary) evaluate the ability of the existing and proposed entrances to accommodate the development of a 5,915 square-foot convenience store with 16 gasoline fuel pumps in the NW quadrant of the US 50/Retail Boulevard/Round Hill Road intersection. Prior to full build-out of the larger Round Hill development, access is proposed via the existing partial entrance at Chambersville Lane, full-movement entrance at Retail Boulevard, and a proposed right-in to the convenience store development. Figure 2 illustrates a conceptual site plan. Proposed Use(s): (Check all that apply; attach Residential ❑ Commercial ® Mixed Use ❑ Other ❑ additional pages as necessary) It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. Residential Uses(s) 1,000 S.F. Number of Units: GFA ITE LU Code(s): Other Use(s) Commercial Use(s) ITE LU Code(s): ITE LU Code(s): 945 (see attached Trip Gen table) Independent Variable(s): Square Ft or Other Variable: Total Peak Hour Trip Less than 100 ❑ 100 — 499 ❑ 500 — 999 ® 1,000 or more ❑ Projection: Traffic Impact Analysis Assumptions Study Period Existing Year: 2023 Build-out Year: 2024 Design Year: Study Area Boundaries North: Wal-Mart Drive South: US 50 (Northwestern Turnpike) (Attach map) East: Route 37 NB Ramps West: VDOT Maintenance Driveway External Factors That Could Affect Project Future build out of the Round Hill Crossing development (Planned road improvements, Winchester Shops (13,562 SF strip retail center along Crock Wells Mill Drive) other nearby developments) Consistency With Comprehensive Plan Yes (Land use, transportation plan) 2021 AADT Volumes from VDOT Available Traffic Data US 50 (Round Hill Road West to Route 37) - 19,000 (Historical, forecasts) Route 803 (Round Hill Road) [Singhass Road to US 50] - 1,100 Trip Distribution Road Name: See Figure 3 Road Name: (Attach sketch) Road Name: Road Name: 1% on public Peak Period for Study ® AM ® PM ❑ SAT Annual Vehicle Trip roadways (see (check all that apply) Growth Rate: attached historical Peak Hour of the Generator 6-9am 4-7pm AADTs 1.US 50/Retail Boulevard/Round Study Intersections Hill Road 6' and/or Road Segments 2.Retail Boulevard/Crock Wells (Attach additional sheets as Mill Drive �' necessary) 3.US 50/Right-In Entrance (Turn 8. It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. lane & access management evaluations only) 4. 9. 5. 10. Internal allowance: ❑ Yes ® No Trip Adjustment Factors Reduction: Internal trips from Pass-by allowance: ® Yes ❑ No adjacent shopping center to be taken Reduction: 76 AM, 75%PM/SAT% trips frompass-by trip estimates% trips Software Methodology ® Synchro ❑ HCS (v.2000/+) ❑ aaSIDRA ❑ CORSIM ❑ Other Traffic Signal Proposed or Affected Analysis Software: Synchro v11, Sim Traffic (oversaturated conditions) (Analysis software to be used, Results: HCM Methodology progression speed, cycle length) Improvement(s) Assumed or to be Signalized pedestrian crossing across the north leg of the US 50/Retail Boulevard Considered intersection Background Traffic Studies Considered Winchester Shops (13,562 SF strip retail center along Crock Wells Mill Drive) Plan Submission ❑ Master Development Plan (MDP) ❑ Generalized Development Plan (GDP) ® Preliminary/Sketch Plan ❑ Other Plan type (Final Site, Subd. Plan) ® Queuing analysis ❑ Actuation/Coordination ❑ Weaving analysis Additional Issues to be ❑ Merge analysis ❑ Bike/Ped Accommodations ® Intersection(s) Addressed ❑ TDM Measures ® Other Access Management Evaluation, Turn Lane Evaluations NOTES on ASSUMPTIONS: All parameters of the study will be compliant with the provisions and analysis procedures established in VDOT's Traffic Operations and Safety Analysis Manual (TOSAM). Pass-by trips from the ITE trip generation estimate will be broken into pass-by, diverted(from Route 37), and internal trips as shown in Figure 3. It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. Round Hill Wawa SCOPE OF WORK MEETING ADDITIONS TO THE REQUIRED ELEMENTS,CHANGES TO THE METHODOLOGY OR STANDARD ASSUMPTIONS,AND SIGNATURE PAGE Any additions to the Required Elements or changes to the Methodology or Standard Assumptions due to special circumstances that are approved by VDOT: AGREED: -4"Niwik DATE: 04/26/2023 Applicant or Consultant PRINT NAME: Andrew Butsick Applicant or Consultant SIGNED: DATE: VDOT Representative PRINT NAME: VDOT Representative SIGNED: DATE: Local Government Representative PRINT NAME: Local Government Representative Round Hill Wawa Apri12023 N �O �U 37 mJ � co _ U ROCK WELLS MILL DR o 50 03 VDOT CHAMBERSVILLE LN MAINTENANCE 803 W DWY Q ROUND HILL RD 0 522 E N 0 259 m 81 0 50 N ryi O O SITE 7 3 37 LL 0 50 ti 522 n 0 N b M 11 FREDE ICK COUNTY,VA a a 81 a E Study Intersections 0- Future Study Intersections Site Vicnity Map Figure Frederick County, VA 1 �� KITTELSON &ASSOCIATES Round Hi//Wd— April 2023 REA• F - Z.05 ACI__ E jV r/A►� LOCATION MAP tea ! y i wal W8 SITE DATA TABLE uwoPr coon GURAT on uRRnKE %1A wEw, �cuan `J� LL r ZA FOR CONCEPT I � P SanCeS. • � � 1 wawsi.l-4';I i � TOTAL PARK— RKINGSPP.C—FS ES I PURPOSESONLY CONCEPTUAL PLANo RLAGKZOO ,•� '��— DEVELOPMENT CAP COMPANY,LLC _ - _ �_� �► �� r �RxwN AE`_11 A,aax� BOHLER// BEST N 711RNP11r - ,r -- µ - " CONCEPT PLAN NOTE8 cum M. CONCEPT Conceptual Site Plan Figure Provided by Bohler(April 2023) 2 Frederick County,VA KITTELSON &ASSOCIATES Round Hill Wawa Apr#2023 N A �o �O �40 �O m� 1co0 'O 9' 4 * DROCK WELLS Mlll DR v 37 B% o p 5p% m VDOT 50 MAINTENANCE CHAMBERSVILLE LN DWY N O Q Q U 1% 803 ROUND r a ND HILL RD LL a 0 e N N b M AA a �O v J"J a -ASSUMED NET-NEW TRIP DISTRIBUTION Figure wlo Assumed Trip Distribution 40!00* -ASSUMED PASS-BY/DIVERTED/INTERNAL TRIP DISTRIBUTION Frederick County, VA 3 X% 1404/v� KITTELSON X &ASSOCIATES Round Hill Wawa ITE Trip Gen 11`h Ed Using Convenience Store Size as Independent Variable' Peak Hour Adjacent Street Weekday Saturday Weekday AM Peak Hour Weekday PM Peak Hour Saturday Peak Hour Land Use ITE Code Units Daily '• Out Out Out To be used in the Convenience Store/Gas Station 945 1 5.915 1 1,000 S.F. 1 7,591 1 6,746 1 540 1 270 1 270 1 467 1 234 1 233 1 415 1 208 1 207 analysis Pass-bys(76%AM,75%PM/SAT) (5,693) 1 (5,060) 1 (410) 1 (205) 1 (205) 1 (350) 1 (176) 1 (174) 1 (311) 1 (156) 1 (155) Net New Trips 1 1,898 1 1,686 1 130 1 65 1 65 1 117 1 58 1 59 1 104 1 52 1 52 1Land Use Subcategory:16 to 24 fueling positions zSaturday Daily rates not available for LUC 945 using Subcategory:16 to 24 fueling positions.Ratio of Weekday PM Peak Hour/Weekday Daily trips assumed to apply to Saturday Peak Hour/Saturday Daily trips to estimate Saturday Daily trips. Using Number of Fueling Positions as Independent Variable' Peak Hour Adjacent Street Weekday Saturday Weekday AM Peak Hour Weekday PM Peak Hour Saturday Peak Hour Land Use ITE Code Units Daily Dai Iy2 Total In Out Out Out Convenience Store/Gas Station 945 1 16 1 Fueling postions 1 5,532 6,124 1 506 1 253 1 253 1 430 1 215 1 215 1 476 1 233 1 243 Pass-bys(76%AM,75%PM/SAT) (4,149) 1 (4,593) 1 (385) 1 (192) 1 (193) 1 (323) 1 (161) 1 (162) 1 (357) 1 (175) 1 (182) Net New Trips 1 1,383 1 1,531 1 121 1 61 1 60 1 107 1 54 1 53 1 119 1 58 1 61 1Land Use Subcategory:GFA(5.5-10k) zSaturday Daily rates not available for LUC 945 using Subcategory:GFA(5.5-10K).Ratio of Weekday PM Peak Hour/Weekday Daily trips assumed to apply to Saturday Peak Hour/Saturday Daily trips to estimate Saturday Daily trips. Historical VDOT AADT1 25,000 20,000 20,000 21,000 21,000 19,000 20,000 21,000 19,000 20,000 Q 15,000 17,000 Q 10,000 Q 5,000 1,100 1,100 1,100 1,200 1,000 1,000 1,000 980 1,100 0 2013 2014 2015 2016 2017 2018 2019 2020 2021 SUS 50 (Northwestern Turnpike) Route 803 (Round Hill Road) 1 https://www.virginiadot.org/info/ct-TrafficCounts.asp Appendix 6 All Turning Movement Count Data Sheets Peggy Malone and Associates 904-992-8072 File Name : 3-US 50 & Retail Blvd AM Site Code : Start Date : 11/9/2022 Page No : 1 Groups Printed-Cars Retail Blvd US 50 Retail Blvd US 50 Southbound Westbound Northbound Eastbound StaCt 7'lID0 Right Thr. Left Peds App.To1a1 Right Thr. Left Peds A,.Total Right Thr. Left Peds A,.Total Right Thr, Left Peds App.Total Int Total 06:00 AM 7 0 19 0 26 1 40 12 0 53 8 1 0 0 9 0 188 4 0 192 280 06:15 AM 4 1 22 0 27 0 48 12 0 60 4 0 1 0 5 0 319 12 0 331 423 06:30 AM 12 2 29 0 43 2 64 22 0 88 7 0 0 0 7 0 317 11 0 328 466 06:45 AM 10 3 20 0 33 2 50 17 0 69 10 1 2 0 13 2 302 17 0 321 436 Total 33 6 90 0 129 5 202 63 0 270 29 2 3 0 34 2 1126 44 0 1172 1605 07:00 AM 9 0 41 0 50 2 63 9 0 74 18 2 1 0 21 0 269 14 0 283 428 07:15 AM 13 1 34 0 48 3 89 6 0 98 20 0 0 0 20 0 338 16 0 354 520 07:30 AM 9 2 43 0 54 3 84 11 0 98 19 1 4 0 24 2 328 17 0 347 523 07:45 AM 15 1 38 0 54 2 112 7 0 121 16 0 0 0 16 1 297 20 0 318 509 Total 46 4 156 0 206 10 348 33 0 391 73 3 5 0 81 3 1232 67 0 1302 1980 08:00 AM 10 0 46 0 56 6 79 10 0 95 11 0 0 0 11 2 232 19 0 253 415 08:15 AM 5 3 41 0 49 6 104 13 0 123 13 3 0 0 16 0 192 12 0 204 392 08:30 AM 10 0 48 0 58 4 93 10 0 107 18 1 0 0 19 0 199 16 0 215 399 08:45 AM 16 0 47 0 63 9 83 8 0 100 16 1 0 0 17 0 191 19 0 210 390 Total 41 3 182 0 226 25 359 41 0 425 58 5 0 0 63 2 814 66 0 882 1596 Grand Total 120 13 428 0 561 40 909 137 0 1086 160 10 8 0 178 7 3172 177 0 3356 5181 Apprch% 21.4 2.3 76.3 0 3.7 83.7 12.6 0 89.9 5.6 4.5 0 0.2 94.5 5.3 0 Total% 2.3 0.3 8.3 0 10.8 0.8 17.5 2.6 0 21 3.1 0.2 0.2 0 3.4 0.1 61.2 3.4 0 64.8 Retail Blvd US 50 Retail Blvd US 50 Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total InL Total Peak Hour Analysis From 06:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 9 0 41 0 50 2 63 9 0 74 18 2 1 0 21 0 269 14 0 283 428 07:15 AM 13 1 34 0 48 3 89 6 0 98 20 0 0 0 20 0 338 16 0 354 520 07:30 AM 9 2 43 0 54 3 84 11 0 98 19 1 4 0 24 2 328 17 0 347 523 07:45 AM 15 1 38 0 54 2 112 7 0 121 16 0 0 0 16 1 297 20 0 318 509 Total Volume 46 4 156 0 206 10 348 33 0 391 73 3 5 0 81 3 1232 67 0 1302 1980 %App.Total 22.3 1.9 75.7 0 2.6 89 8.4 0 90.1 3.7 6.2 0 0.2 94.6 5.1 0 PHF .767 .500 .907 .000 .954 .833 .777 .750 .000 .808 .913 .375 .313 .000 .844 .375 .911 .838 .000 .919 .946 Peggy Malone and Associates 904-992-8072 File Name : 3-US 50 & Retail Blvd AM Site Code : Start Date : 11/9/2022 Page No : 1 Groups Printed-Trucks Retail Blvd US 50 Retail Blvd US 50 Southbound Westbound Northbound Eastbound StaCt 7'lID0 Right Thr. Left Peds App.Total Right Thr. Left Peds A,.Total Right Thr. Left Peds A,.Total Right Thr, Left Peds App.Total 1nt Total 06:00 AM 0 0 1 0 1 0 5 1 0 6 0 0 0 0 0 0 6 0 0 6 13 06:15 AM 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 0 6 0 0 6 13 06:30 AM 0 0 0 0 0 0 4 2 0 6 0 0 0 0 0 0 8 0 0 8 14 06:45 AM 0 0 2 0 2 0 4 0 0 4 3 0 2 0 5 0 4 0 0 4 15 Total 0 0 3 0 3 0 20 3 0 23 3 0 2 0 5 0 24 0 0 24 55 07:00 AM 0 0 0 0 0 0 8 4 0 12 11 0 3 0 14 0 10 0 0 10 36 07:15 AM 0 0 2 0 2 0 7 0 0 7 9 0 1 0 10 0 8 0 0 8 27 07:30 AM 0 0 3 0 3 0 7 2 0 9 2 0 0 0 2 0 5 0 0 5 19 07:45 AM 0 0 3 0 3 2 11 4 0 17 4 0 1 0 5 0 8 0 0 8 33 Total 0 0 8 0 8 2 33 10 0 45 26 0 5 0 31 0 31 0 0 31 115 08:00 AM 2 0 2 0 4 1 11 5 0 17 5 0 0 0 5 2 4 0 0 6 32 08:15 AM 2 0 0 0 2 1 10 0 0 11 5 0 0 0 5 0 7 1 0 8 26 08:30 AM 2 0 3 0 5 0 11 2 0 13 5 0 1 0 6 1 11 0 0 12 36 08:45 AM 0 0 0 0 0 0 10 5 0 15 1 0 0 0 1 0 3 0 0 3 19 Total 6 0 5 0 11 2 42 12 0 56 16 0 1 0 17 3 25 1 0 29 113 Grand Total 6 0 16 0 22 4 95 25 0 124 45 0 8 0 53 3 80 1 0 84 283 Apprch% 27.3 0 72.7 0 3.2 76.6 20.2 0 84.9 0 15.1 0 3.6 95.2 1.2 0 Total% 2.1 0 5.7 0 7.8 1.4 33.6 8.8 0 43.8 15.9 0 2.8 0 18.7 1.1 28.3 0.4 0 29.7 Retail Blvd US 50 Retail Blvd US 50 Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Int Total Peak Hour Analysis From 06:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 0 0 3 0 3 2 11 4 0 17 4 0 1 0 5 0 8 0 0 8 33 08:00 AM 2 0 2 0 4 1 11 5 0 17 5 0 0 0 5 2 4 0 0 6 32 08:15 AM 2 0 0 0 2 1 10 0 0 11 5 0 0 0 5 0 7 1 0 8 26 08:30 AM 2 0 3 0 5 0 11 2 0 13 5 0 1 0 6 1 11 0 0 12 36 Total Volume 6 0 8 0 14 4 43 11 0 58 19 0 2 0 21 3 30 1 0 34 127 %App.Total 42.9 0 57.1 0 6.9 74.1 19 0 90.5 0 9.5 0 8.8 88.2 2.9 0 PHF .750 .000 .667 .000 .700 .500 .977 .550 .000 .853 .950 .000 .500 .000 .875 .375 .682 .250 .000 .708 .882 Peggy Malone and Associates 904-992-8072 File Name : 3-US 50 & Retail Blvd AM Site Code : Start Date : 11/9/2022 Page No : 1 Groups Printed-Bicycles on Crosswalk Retail Blvd US 50 Retail Blvd US 50 Southbound Westbound Northbound Eastbound 31ar1 71ID0 Right Thr. Left Peds App.Total Right Thr. Left Peds App.Total Right Thr. Left Peds App.Total Right Thru t Left Peds App.Total Int Total 06:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Apprch% 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total% Retail Blvd US 50 Retail Blvd us 50 Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Int Total Peak Hour Analysis From 06:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 06:00 AM 06:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 %App.Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Peggy Malone and Associates 904-992-8072 File Name : 3-US 50 & Retail Blvd AM Site Code : Start Date : 11/9/2022 Page No : 1 Groups Printed-Pedestrians Retail Blvd US 50 Retail Blvd US 50 Southbound Westbound Northbound Eastbound 31ar1 71ID0 Right Thr. Left Peds App.Total Right Thr. Left Peds App.Total Right Thr. Left Peds App.Total Right Th,,T Left Peds App.Total Int Total 06:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Apprch% 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total% Retail Blvd US 50 Retail Blvd us 50 Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Int Total Peak Hour Analysis From 06:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 06:00 AM 06:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 %App.Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Peggy Malone and Associates 904-992-8072 File Name : 3-US 50 & Retail Blvd AM Site Code : Start Date : 11/9/2022 Page No : 1 Groups Printed-Combined Retail Blvd US 50 Retail Blvd US 50 Southbound Westbound Northbound Eastbound 3larl 71ID0 Right Thr. Left Peds App.To1a1 Right Thr. Left Peds A,.Total Right Thr. Left Peds A,.Total Right Thr, Left Peds App.Total Int Total 06:00 AM 7 0 20 0 27 1 45 13 0 59 8 1 0 0 9 0 194 4 0 198 293 06:15 AM 4 1 22 0 27 0 55 12 0 67 4 0 1 0 5 0 325 12 0 337 436 06:30 AM 12 2 29 0 43 2 68 24 0 94 7 0 0 0 7 0 325 11 0 336 480 06:45 AM 10 3 22 0 35 2 54 17 0 73 13 1 4 0 18 2 306 17 0 325 451 Total 33 6 93 0 132 5 222 66 0 293 32 2 5 0 39 2 1150 44 0 1196 1660 07:00 AM 9 0 41 0 50 2 71 13 0 86 29 2 4 0 35 0 279 14 0 293 464 07:15 AM 13 1 36 0 50 3 96 6 0 105 29 0 1 0 30 0 346 16 0 362 547 07:30 AM 9 2 46 0 57 3 91 13 0 107 21 1 4 0 26 2 333 17 0 352 542 07:45 AM 15 1 41 0 57 4 123 11 0 138 20 0 1 0 21 1 305 20 0 326 542 Total 46 4 164 0 214 12 381 43 0 436 99 3 10 0 112 3 1263 67 0 1333 2095 08:00 AM 12 0 48 0 60 7 90 15 0 112 16 0 0 0 16 4 236 19 0 259 447 08:15 AM 7 3 41 0 51 7 114 13 0 134 18 3 0 0 21 0 199 13 0 212 418 08:30 AM 12 0 51 0 63 4 104 12 0 120 23 1 1 0 25 1 210 16 0 227 435 08:45 AM 16 0 47 0 63 9 93 13 0 115 17 1 0 0 18 0 194 19 0 213 409 Total 47 3 187 0 237 27 401 53 0 481 74 5 1 0 80 5 839 67 0 911 1709 Grand Total 126 13 444 0 583 44 1004 162 0 1210 205 10 16 0 231 10 3252 178 0 3440 5464 Apprch% 21.6 2.2 76.2 0 3.6 83 13.4 0 88.7 4.3 6.9 0 0.3 94.5 5.2 0 Total% 2.3 0.2 8.1 0 10.7 0.8 18.4 3 0 22.1 3.8 0.2 0.3 0 4.2 0.2 59.5 3.3 0 63 Retail Blvd US 50 Retail Blvd US 50 Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Int Total Peak Hour Analysis From 06:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 9 0 41 0 50 2 71 13 0 86 29 2 4 0 35 0 279 14 0 293 464 07:15 AM 13 1 36 0 50 3 96 6 0 105 29 0 1 0 30 0 346 16 0 362 547 07:30 AM 9 2 46 0 57 3 91 13 0 107 21 1 4 0 26 2 333 17 0 352 542 07:45 AM 15 1 41 0 57 4 123 11 0 138 20 0 1 0 21 1 305 20 0 326 542 Total Volume 46 4 164 0 214 12 381 43 0 436 99 3 10 0 112 3 1263 67 0 1333 2095 %App.Total 21.5 1.9 76.6 0 2.8 87.4 9.9 0 88.4 2.7 8.9 0 0.2 94.7 5 0 PHF .767 .500 .891 .000 .939 .750 .774 .827 .000 .790 .853 .375 .625 .000 .800 .375 .913 .838 .000 .921 .957 Peggy Malone and Associates 904-992-8072 File Name : 3-US 50 & Retail Blvd MID Site Code : Start Date : 11/9/2022 Page No : 1 Groups Printed-Cars Retail Blvd US 50 Retail Blvd US 50 Southbound Westbound Northbound Eastbound 3larl T1ID0 Right Thr. Left Peds App.Total Right Thr. Left Peds A,.Total Right Thr. Left Peds A,.Total Right Thr, Left Peds App.Total Int Total 11:00 AM 30 0 71 0 101 17 103 10 0 130 6 1 0 0 7 1 148 15 0 164 402 11:15 AM 31 1 77 0 109 9 128 10 0 147 11 2 0 0 13 2 137 15 0 154 423 11:30 AM 20 2 74 0 96 10 98 11 0 119 8 1 1 0 10 1 125 21 0 147 372 11:45 AM 33 2 71 0 106 17 140 9 0 166 17 0 1 0 18 2 134 19 0 155 445 Total 114 5 293 0 412 53 469 40 0 562 42 4 2 0 48 6 544 70 0 620 1642 12:00 PM 34 1 72 0 107 14 100 9 0 123 14 3 0 0 17 2 130 22 0 154 401 12:15 PM 38 2 72 0 112 13 136 12 0 161 16 3 0 0 19 0 110 28 0 138 430 12:30 PM 51 5 63 0 119 14 106 14 0 134 10 0 0 0 10 0 98 21 0 119 382 12:45 PM 47 0 83 0 130 8 127 4 0 139 6 0 0 0 6 0 123 14 0 137 412 Total 170 8 290 0 468 49 469 39 0 557 46 6 0 0 52 2 461 85 0 548 1625 Grand Total 284 13 583 0 880 102 938 79 0 1119 88 10 2 0 100 8 1005 155 0 1168 3267 Apprch% 32.3 1.5 66.2 0 9.1 83.8 7.1 0 88 10 2 0 0.7 86 13.3 0 Total% 8.7 0.4 17.8 0 26.9 3.1 28.7 2.4 0 34.3 2.7 0.3 0.1 0 3.1 0.2 30.8 4.7 0 35.8 Retail Blvd US 50 Retail Blvd US 50 Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Int Total Peak Hour Analysis From 11:00 AM to 12:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:45 AM 11:45 AM 33 2 71 0 106 17 140 9 0 166 17 0 1 0 18 2 134 19 0 155 445 12:00 PM 34 1 72 0 107 14 100 9 0 123 14 3 0 0 17 2 130 22 0 154 401 12:15 PM 38 2 72 0 112 13 136 12 0 161 16 3 0 0 19 0 110 28 0 138 430 12:30 PM 51 5 63 0 119 14 106 14 0 134 10 0 0 0 10 0 98 21 0 119 382 Total Volume 156 10 278 0 444 58 482 44 0 584 57 6 1 0 64 4 472 90 0 566 1658 %App.Total 35.1 2.3 62.6 0 9.9 82.5 7.5 0 89.1 9.4 1.6 0 0.7 83.4 15.9 0 PHF .765 .500 .965 .000 .933 .853 .861 .786 .000 .880 .838 .500 .250 .000 .842 .500 .881 .804 .000 .913 .931 Peggy Malone and Associates 904-992-8072 File Name : 3-US 50 & Retail Blvd MID Site Code : Start Date : 11/9/2022 Page No : 1 Groups Printed-Trucks Retail Blvd US 50 Retail Blvd US 50 Southbound Westbound Northbound Eastbound Slarl T1ID0 Right Thr. Left Peds App.Total Right Thr. Left Peds App.Total Right Thr. Left Peds App.Total Right Th,,T Left Peds App.Total Int Total 11:00 AM 0 0 2 0 2 0 6 3 0 9 3 0 2 0 5 0 10 0 0 10 26 11:15 AM 0 1 1 0 2 0 8 2 0 10 3 0 1 0 4 1 8 0 0 9 25 11:30 AM 0 0 0 0 0 0 6 4 0 10 3 0 0 0 3 0 12 1 0 13 26 11:45 AM 1 0 1 0 2 0 8 5 0 13 6 0 0 0 6 0 7 0 0 7 28 Total 1 1 4 0 6 0 28 14 0 42 15 0 3 0 18 1 37 1 0 39 105 12:00 PM 0 0 0 0 0 0 9 4 0 13 2 0 2 0 4 0 10 0 0 10 27 12:15 PM 0 0 2 0 2 0 6 2 0 8 4 0 1 0 5 0 7 0 0 7 22 12:30 PM 0 0 1 0 1 0 10 3 0 13 4 0 0 0 4 0 7 0 0 7 25 12:45 PM 1 0 0 0 1 1 11 0 0 12 3 0 0 0 3 1 12 0 0 13 29 Total 1 0 3 0 4 1 36 9 0 46 13 0 3 0 16 1 36 0 0 37 103 Grand Total 2 1 7 0 10 1 64 23 0 88 28 0 6 0 34 2 73 1 0 76 208 Apprch% 20 10 70 0 1.1 72.7 26.1 0 82.4 0 17.6 0 2.6 96.1 1.3 0 Total% 1 0.5 3.4 0 4.8 0.5 30.8 11.1 0 42.3 13.5 0 2.9 0 16.3 1 35.1 0.5 0 36.5 Retail Blvd US 50 Retail Blvd US 50 Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Int.Total Peak Hour Analysis From 11:00 AM to 12:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:15 AM 11:15 AM 0 1 1 0 2 0 8 2 0 10 3 0 1 0 4 1 8 0 0 9 25 11:30 AM 0 0 0 0 0 0 6 4 0 10 3 0 0 0 3 0 12 1 0 13 26 11:45 AM 1 0 1 0 2 0 8 5 0 13 6 0 0 0 6 0 7 0 0 7 28 12:00 PM 0 0 0 0 0 0 9 4 0 13 2 0 2 0 4 0 10 0 0 10 27 Total Volume 1 1 2 0 4 0 31 15 0 46 14 0 3 0 17 1 37 1 0 39 106 %App.Total 25 25 50 0 0 67.4 32.6 0 82.4 0 17.6 0 2.6 94.9 2.6 0 PHF .250 .250 .500 .000 .500 .000 .861 .750 .000 .885 .583 .000 .375 .000 .708 .250 .771 .250 .000 .750 .946 Peggy Malone and Associates 904-992-8072 File Name : 3-US 50 & Retail Blvd MID Site Code : Start Date : 11/9/2022 Page No : 1 Groups Printed-Bicycles on Crosswalk Retail Blvd US 50 Retail Blvd US 50 Southbound Westbound Northbound Eastbound StaCt T1ID0 Right Thr. Left Peds App.Total Right Thr. Left Peds App.Total Right Thr. Left Peds App.Total Right Thru t Left Peds App.Total Int Total 11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Apprch% 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total% Retail Blvd US 50 Retail Blvd US 50 Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds App.Total Right Thr. Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total [nL Total Peak Hour Analysis From 11:00 AM to 12:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:00 AM 11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1145 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 %App.Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Peggy Malone and Associates 904-992-8072 File Name : 3-US 50 & Retail Blvd MID Site Code : Start Date : 11/9/2022 Page No : 1 Groups Printed-Pedestrians Retail Blvd US 50 Retail Blvd US 50 Southbound Westbound Northbound Eastbound StaCt T1ID0 Right Thr. Left Peds App.Total Right Thr. Left Peds A,.Total Right Thr. Left Peds A,.Total Right Thr, Left Peds App.Total Int Total 11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Apprch% 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total% Retail Blvd US 50 Retail Blvd US 50 Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds App.Total Right Thr, Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total [nL Total Peak Hour Analysis From 11:00 AM to 12:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:00 AM 11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1145 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 %App.Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Peggy Malone and Associates 904-992-8072 File Name : 3-US 50 & Retail Blvd MID Site Code : Start Date : 11/9/2022 Page No : 1 Groups Printed-Combined Retail Blvd US 50 Retail Blvd US 50 Southbound Westbound Northbound Eastbound 3larl 71ID0 Right Thr. Left Peds App.Total Right Thr. Left Peds A,.Total Right Thr. Left Peds A,.Total Right Thr, Left Peds App.Total Int Total 11:00 AM 30 0 73 0 103 17 109 13 0 139 9 1 2 0 12 1 158 15 0 174 428 11:15 AM 31 2 78 0 111 9 136 12 0 157 14 2 1 0 17 3 145 15 0 163 448 11:30 AM 20 2 74 0 96 10 104 15 0 129 11 1 1 0 13 1 137 22 0 160 398 11:45 AM 34 2 72 0 108 17 148 14 0 179 23 0 1 0 24 2 141 19 0 162 473 Total 115 6 297 0 418 53 497 54 0 604 57 4 5 0 66 7 581 71 0 659 1747 12:00 PM 34 1 72 0 107 14 109 13 0 136 16 3 2 0 21 2 140 22 0 164 428 12:15 PM 38 2 74 0 114 13 142 14 0 169 20 3 1 0 24 0 117 28 0 145 452 12:30 PM 51 5 64 0 120 14 116 17 0 147 14 0 0 0 14 0 105 21 0 126 407 12:45 PM 48 0 83 0 131 9 138 4 0 151 9 0 0 0 9 1 135 14 0 150 441 Total 171 8 293 0 472 50 505 48 0 603 59 6 3 0 68 3 497 85 0 585 1728 Grand Total 286 14 590 0 890 103 1002 102 0 1207 116 10 8 0 134 10 1078 156 0 1244 3475 Apprch% 32.1 1.6 66.3 0 8.5 83 8.5 0 86.6 7.5 6 0 0.8 86.7 12.5 0 Total% 8.2 0.4 17 0 25.6 3 28.8 2.9 0 34.7 3.3 0.3 0.2 0 3.9 0.3 31 4.5 0 35.8 Retail Blvd US 50 Retail Blvd US 50 Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total int Total Peak Hour Analysis From 11:00 AM to 12:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:45 AM 11:45 AM 34 2 72 0 108 17 148 14 0 179 23 0 1 0 24 2 141 19 0 162 473 12:00 PM 34 1 72 0 107 14 109 13 0 136 16 3 2 0 21 2 140 22 0 164 428 12:15 PM 38 2 74 0 114 13 142 14 0 169 20 3 1 0 24 0 117 28 0 145 452 12:30 PM 51 5 64 0 120 14 116 17 0 147 14 0 0 0 14 0 105 21 0 126 407 Total Volume 157 10 282 0 449 58 515 58 0 631 73 6 4 0 83 4 503 90 0 597 1760 %App.Total 35 2.2 62.8 0 9.2 81.6 9.2 0 88 7.2 4.8 0 0.7 84.3 15.1 0 PHF .770 .500 .953 .000 .935 .853 .870 .853 .000 .881 .793 .500 .500 .000 .865 .500 .892 .804 .000 .910 .930 Peggy Malone and Associates 904-992-8072 File Name : 3-US 50 & Retail Blvd PM Site Code : Start Date : 11/9/2022 Page No : 1 Groups Printed-Cars Retail Blvd US 50 Retail Blvd US 50 Southbound Westbound Northbound Eastbound 31ar1 71ID0 Right Thr. Left Peds App.Total Right Thr. Left Peds A,.Total Right Thr. Left Peds A,.Total Right Thr, Left Peds App.Total Int Total 03:00 PM 55 2 76 0 133 11 257 21 0 289 19 0 2 0 21 5 132 24 0 161 604 03:15 PM 43 1 60 0 104 10 222 19 0 251 21 0 3 0 24 0 143 14 0 157 536 03:30 PM 62 2 70 0 134 12 247 17 0 276 22 5 0 0 27 1 128 18 0 147 584 03:45 PM 58 0 66 0 124 7 289 16 0 312 17 1 2 0 20 0 127 14 0 141 597 Total 218 5 272 0 495 40 1015 73 0 1128 79 6 7 0 92 6 530 70 0 606 2321 04:00 PM 58 6 71 0 135 15 259 16 0 290 15 2 2 0 19 1 132 14 0 147 591 04:15 PM 60 3 70 0 133 4 294 12 0 310 13 1 0 0 14 3 144 20 0 167 624 04:30 PM 60 2 67 0 129 7 263 11 0 281 14 4 2 0 20 2 116 23 0 141 571 04:45 PM 59 3 59 0 121 8 291 22 0 321 12 0 0 0 12 1 145 22 0 168 622 Total 237 14 267 0 518 34 1107 61 0 1202 54 7 4 0 65 7 537 79 0 623 2408 05:00 PM 62 1 66 0 129 11 296 16 0 323 12 5 2 0 19 1 125 16 0 142 613 05:15 PM 66 4 68 0 138 12 308 18 0 338 12 3 0 0 15 0 147 15 0 162 653 05:30 PM 56 4 54 0 114 9 284 14 0 307 10 2 1 0 13 1 137 9 0 147 581 05:45 PM 46 4 48 0 98 12 249 21 0 282 7 2 0 0 9 0 88 19 0 107 496 Total 230 13 236 0 479 44 1137 69 0 1250 41 12 3 0 56 2 497 59 0 558 2343 Grand Total 685 32 775 0 1492 118 3259 203 0 3580 174 25 14 0 213 15 1564 208 0 1787 7072 Apprch% 45.9 2.1 51.9 0 3.3 91 5.7 0 81.7 11.7 6.6 0 0.8 87.5 11.6 0 Total% 9.7 0.5 11 0 21.1 1.7 46.1 2.9 0 50.6 2.5 0.4 0.2 0 3 0.2 22.1 2.9 0 25.3 Retail Blvd US 50 Retail Blvd US 50 Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Int Total Peak Hour Analysis From 03:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 59 3 59 0 121 8 291 22 0 321 12 0 0 0 12 1 145 22 0 168 622 05:00 PM 62 1 66 0 129 11 296 16 0 323 12 5 2 0 19 1 125 16 0 142 613 05:15 PM 66 4 68 0 138 12 308 18 0 338 12 3 0 0 15 0 147 15 0 162 653 05:30 PM 56 4 54 0 114 9 284 14 0 307 10 2 1 0 13 1 137 9 0 147 581 Total Volume 243 12 247 0 502 40 1179 70 0 1289 46 10 3 0 59 3 554 62 0 619 2469 %App.Total 48.4 2.4 49.2 0 3.1 91.5 5.4 0 78 16.9 5.1 0 0.5 89.5 10 0 PHF .920 .750 .908 .000 .909 .833 .957 .795 .000 .953 .958 .500 .375 .000 .776 .750 .942 .705 .000 .921 .945 Peggy Malone and Associates 904-992-8072 File Name : 3-US 50 & Retail Blvd PM Site Code : Start Date : 11/9/2022 Page No : 1 Groups Printed-Trucks Retail Blvd US 50 Retail Blvd US 50 Southbound Westbound Northbound Eastbound 31ar1 71ID0 Right Thr. Left Peds App.To1a1 Right Thr. Left Peds A,.Total Right Thr. Left Peds A,.Total Right Thr, Left Peds App.Total Int Total 03:00 PM 0 0 1 0 1 1 12 2 0 15 0 0 0 0 0 0 4 0 0 4 20 03:15 PM 0 0 1 0 1 0 10 3 0 13 0 0 0 0 0 0 8 1 0 9 23 03:30 PM 0 0 1 0 1 0 6 1 0 7 3 0 0 0 3 0 5 0 0 5 16 03:45 PM 0 0 0 0 0 1 2 2 0 5 2 0 0 0 2 0 11 1 0 12 19 Total 0 0 3 0 3 2 30 8 0 40 5 0 0 0 5 0 28 2 0 30 78 04:00 PM 1 0 0 0 1 1 5 1 0 7 0 0 0 0 0 0 3 0 0 3 11 04:15 PM 1 0 0 0 1 0 6 0 0 6 0 0 1 0 1 1 4 0 0 5 13 04:30 PM 1 0 0 0 1 0 7 0 0 7 1 0 0 0 1 0 6 0 0 6 15 04:45 PM 0 0 0 0 0 0 6 0 0 6 1 0 0 0 1 0 4 0 0 4 11 Total 3 0 0 0 3 1 24 1 0 26 2 0 1 0 3 1 17 0 0 18 50 05:00 PM 2 0 0 0 2 1 4 1 0 6 1 0 0 0 1 0 7 0 0 7 16 05:15 PM 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 3 0 0 3 7 05:30 PM 0 0 1 0 1 0 4 0 0 4 0 0 0 0 0 0 5 0 0 5 10 05:45 PM 1 0 0 0 1 0 2 1 0 3 0 0 0 0 0 0 5 0 0 5 9 Total 3 0 1 0 4 1 14 2 0 17 1 0 0 0 1 0 20 0 0 20 42 Grand Total 6 0 4 010 4 68 11 0 83 8 0 1 0 9 1 65 2 0 68 170 Apprch% 60 0 40 0 4.8 81.9 13.3 0 88.9 0 11.1 0 1.5 95.6 2.9 0 Total% 3.5 0 2.4 0 5.9 2.4 40 6.5 0 48.8 4.7 0 0.6 0 5.3 0.6 38.2 1.2 0 40 Retail Blvd US 50 Retail Blvd US 50 Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Int Total Peak Hour Analysis From 03:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:00 PM 03:00 PM 0 0 1 0 1 1 12 2 0 15 0 0 0 0 0 0 4 0 0 4 20 03:15 PM 0 0 1 0 1 0 10 3 0 13 0 0 0 0 0 0 8 1 0 9 23 03:30 PM 0 0 1 0 1 0 6 1 0 7 3 0 0 0 3 0 5 0 0 5 16 03:45 PM 0 0 0 0 0 1 2 2 0 5 2 0 0 0 2 0 11 1 0 12 19 Total Volume 0 0 3 0 3 2 30 8 0 40 5 0 0 0 5 0 28 2 0 30 78 %App.Total 0 0 100 0 5 75 20 0 100 0 0 0 0 93.3 6.7 0 PHF .000 .000 .750 .000 .750 .500 .625 .667 .000 .667 .417 .000 .000 .000 .417 .000 .636 .500 .000 .625 .848 Peggy Malone and Associates 904-992-8072 File Name : 3-US 50 & Retail Blvd PM Site Code : Start Date : 11/9/2022 Page No : 1 Groups Printed-Bicycles on Crosswalk Retail Blvd US 50 Retail Blvd US 50 Southbound Westbound Northbound Eastbound 31ar1 71ID0 Right Thr. Left Peds App.Total Right Thr. Left Peds App.Total Right Thr. Left Peds App.Total Right Thru t Left Peds App.Total Int Total 03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Apprch% 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total% Retail Blvd US 50 Retail Blvd us 50 Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Int Total Peak Hour Analysis From 03:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:00 PM 03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 %App.Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Peggy Malone and Associates 904-992-8072 File Name : 3-US 50 & Retail Blvd PM Site Code : Start Date : 11/9/2022 Page No : 1 Groups Printed-Pedestrians Retail Blvd US 50 Retail Blvd US 50 Southbound Westbound Northbound Eastbound 31ar1 71ID0 Right Thr. Left Peds App.Total Right Thr. Left Peds App.Total Right Thr. Left Peds App.Total Right Th,,T Left Peds App.Total Int Total 03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 1 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 1 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total 00 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 1 Apprch% 0 0 0 0 0 0 0 0 0 0 0 100 0 0 0 0 Total% 0 0 0 0 0 0 0 0 0 0 0 0 0 100 100 0 0 0 0 0 Retail Blvd US 50 Retail Blvd us 50 Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Int Total Peak Hour Analysis From 03:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:45 PM 03:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 1 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 1 %App.Total 0 0 0 0 0 0 0 0 0 0 0 100 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .250 .250 .000 .000 .000 .000 .000 .250 Peggy Malone and Associates 904-992-8072 File Name : 3-US 50 & Retail Blvd PM Site Code : Start Date : 11/9/2022 Page No : 1 Groups Printed-Combined Retail Blvd US 50 Retail Blvd US 50 Southbound Westbound Northbound Eastbound 31ar1 71ID0 Right Thr. Left Peds App.Total Right Thr. Left Peds A,.Total Right Thr. Left Peds A,.Total Right Thr, Left Peds App.Total Int Total 03:00 PM 55 2 77 0 134 12 269 23 0 304 19 0 2 0 21 5 136 24 0 165 624 03:15 PM 43 1 61 0 105 10 232 22 0 264 21 0 3 0 24 0 151 15 0 166 559 03:30 PM 62 2 71 0 135 12 253 18 0 283 25 5 0 0 30 1 133 18 0 152 600 03:45 PM 58 0 66 0 124 8 291 18 0 317 19 1 2 0 22 0 138 15 0 153 616 Total 218 5 275 0 498 42 1045 81 0 1168 84 6 7 0 97 6 558 72 0 636 2399 04:00 PM 59 6 71 0 136 16 264 17 0 297 15 2 2 0 19 1 135 14 0 150 602 04:15 PM 61 3 70 0 134 4 300 12 0 316 13 1 1 0 15 4 148 20 0 172 637 04:30 PM 61 2 67 0 130 7 270 11 0 288 15 4 2 1 22 2 122 23 0 147 587 04:45 PM 59 3 59 0 121 8 297 22 0 327 13 0 0 0 13 1 149 22 0 172 633 Total 240 14 267 0 521 35 1131 62 0 1228 56 7 5 1 69 8 554 79 0 641 2459 05:00 PM 64 1 66 0 131 12 300 17 0 329 13 5 2 0 20 1 132 16 0 149 629 05:15 PM 66 4 68 0 138 12 312 18 0 342 12 3 0 0 15 0 150 15 0 165 660 05:30 PM 56 4 55 0 115 9 288 14 0 311 10 2 1 0 13 1 142 9 0 152 591 05:45 PM 47 4 48 0 99 12 251 22 0 285 7 2 0 0 9 0 93 19 0 112 505 Total 233 13 237 0 483 45 1151 71 0 1267 42 12 3 0 57 2 517 59 0 578 2385 Grand Total 691 32 779 0 1502 122 3327 214 0 3663 182 25 15 1 223 16 1629 210 0 1855 7243 Apprch% 46 2.1 51.9 0 3.3 90.8 5.8 0 81.6 11.2 6.7 0.4 0.9 87.8 11.3 0 Total% 9.5 0.4 10.8 0 20.7 1.7 45.9 3 0 50.6 2.5 0.3 0.2 0 3.1 0.2 22.5 2.9 0 25.6 Retail Blvd US 50 Retail Blvd US 50 Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Int Total Peak Hour Analysis From 03:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 59 3 59 0 121 8 297 22 0 327 13 0 0 0 13 1 149 22 0 172 633 05:00 PM 64 1 66 0 131 12 300 17 0 329 13 5 2 0 20 1 132 16 0 149 629 05:15 PM 66 4 68 0 138 12 312 18 0 342 12 3 0 0 15 0 150 15 0 165 660 05:30 PM 56 4 55 0 115 9 288 14 0 311 10 2 1 0 13 1 142 9 0 152 591 Total Volume 245 12 248 0 505 41 1197 71 0 1309 48 10 3 0 61 3 573 62 0 638 2513 %App.Total 48.5 2.4 49.1 0 3.1 91.4 5.4 0 78.7 16.4 4.9 0 0.5 89.8 9.7 0 PHF .928 .750 .912 .000 .915 .854 .959 .807 .000 .957 .923 .500 .375 .000 .763 .750 .955 .705 .000 .927 .952 Appendix C Year 2023 Existing Conditions Level-of-Service Worksheets Queues Existing AM 1: Round Hill Rd/Retail Blvd & US-50 06/26/2023 1# --* "t t 1 Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBL SBT SBR Lane Group Flow(vph) 76 1301 7 49 432 18 7 92 182 4 52 v/c Ratio 0.60 0.66 0.01 0.52 0.24 0.02 0.11 0.30 0.66 0.03 0.14 Control Delay 71.2 21.6 0.0 57.4 9.6 0.1 56.7 2.6 62.7 47.0 0.8 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 71.2 21.6 0.0 57.4 9.6 0.1 56.7 2.6 62.7 47.0 0.8 Queue Length 50th(ft) 55 357 0 38 51 0 5 0 68 3 0 Queue Length 95th(ft) 104 494 0 72 70 0 21 0 104 14 0 Internal Link Dist(ft) 408 939 1474 367 Turn Bay Length (ft) 300 280 1000 250 300 250 Base Capacity(vph) 163 1968 793 130 1834 854 96 326 306 176 377 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 0.47 0.66 0.01 0.38 0.24 0.02 0.07 0.28 0.59 0.02 0.14 Intersection Summary Existing AM Existing AM 4:12 pm 01/09/2023 Baseline Synchro 11 Report Page 1 HCM Signalized Intersection Capacity Analysis Existing AM 1: Round Hill Rd/Retail Blvd & US-50 06/26/2023 1# __* "t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'S tt r tt r 4 r $ r Traffic Volume(vph) 72 1236 7 47 410 17 6 1 87 173 4 49 Future Volume(vph) 72 1236 7 47 410 17 6 1 87 173 4 49 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 7.6 5.4 5.4 7.9 5.3 5.3 9.2 9.2 9.0 9.0 9.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 0.97 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.96 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1805 3539 1252 1456 3312 1369 1420 1313 3303 1900 1553 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.96 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1805 3539 1252 1456 3312 1369 1420 1313 3303 1900 1553 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow(vph) 76 1301 7 49 432 18 6 1 92 182 4 52 RTOR Reduction(vph) 0 0 3 0 0 8 0 0 88 0 0 48 Lane Group Flow(vph) 76 1301 4 49 432 10 0 7 4 182 4 4 Heavy Vehicles(%) 0% 2% 29% 24% 9% 18% 33% 0% 23% 6% 0% 4% Turn Type Prot NA Perm Prot NA Perm Split NA Perm Split NA Perm Protected Phases 5 2 1 6 3 3 4 4 Permitted Phases 2 6 3 4 Actuated Green, G(s) 7.0 62.3 62.3 6.5 62.2 62.2 5.1 5.1 9.6 9.6 9.6 Effective Green, g(s) 7.0 62.3 62.3 6.5 62.2 62.2 5.1 5.1 9.6 9.6 9.6 Actuated g/C Ratio 0.06 0.54 0.54 0.06 0.54 0.54 0.04 0.04 0.08 0.08 0.08 Clearance Time(s) 7.6 5.4 5.4 7.9 5.3 5.3 9.2 9.2 9.0 9.0 9.0 Vehicle Extension(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lane Grp Cap(vph) 109 1917 678 82 1791 740 62 58 275 158 129 v/s Ratio Prot 0.04 c0.37 c0.03 0.13 c0.00 c0.06 0.00 v/s Ratio Perm 0.00 0.01 0.00 0.00 v/c Ratio 0.70 0.68 0.01 0.60 0.24 0.01 0.11 0.07 0.66 0.03 0.03 Uniform Delay, d1 53.0 19.1 12.1 53.0 13.9 12.2 52.8 52.7 51.1 48.4 48.4 Progression Factor 1.00 1.00 1.00 0.74 0.64 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.5 2.0 0.0 7.5 0.3 0.0 0.3 0.2 4.6 0.0 0.0 Delay(s) 67.5 21.1 12.1 46.8 9.2 12.2 53.1 52.9 55.7 48.4 48.5 Level of Service E C B D A B D D E D D Approach Delay(s) 23.6 13.0 52.9 54.0 Approach LOS C B D D Intersection Summary HCM 2000 Control Delay 25.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length(s) 115.0 Sum of lost time(s) 31.5 Intersection Capacity Utilization 68.5% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group Existing AM Existing AM 4:12 pm 01/09/2023 Baseline Synchro 11 Report Page 2 HCM 6th TWSC Existing AM 2: Retail Blvd & Crock Wells Mill Dr 06/26/2023 Intersection Int Delay,s/veh 3.9 Movement WQ&WBR NBT NBR SB1&SBT Lane Configurations r tt tt Traffic Vol,veh/h 123 1 29 61 1 103 Future Vol,veh/h 123 1 29 61 1 103 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None - None Storage Length 150 0 190 - Veh in Median Storage,# 0 - 0 - 0 Grade, % 0 - 0 - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 134 1 32 66 1 112 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 123 49 0 0 98 0 Stage 1 65 - - - - - Stage 2 58 - Critical Hdwy 6.84 6.94 4.14 Critical Hdwy Stg 1 5.84 - - Critical Hdwy Stg 2 5.84 - - Follow-up Hdwy 3.52 3.32 2.22 Pot Cap-1 Maneuver 859 1009 1493 _ Stage 1 950 - - Stage 2 958 - - _ Platoon blocked, % Mov Cap-1 Maneuver 858 1009 1493 _ Mov Cap-2 Maneuver 858 - - Stage 1 950 _ Stage 2 957 Approach WB NB SB _ HCM Control Delay,s 10 0 0.1 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT _ Capacity(veh/h) 858 1009 1493 _ HCM Lane V/C Ratio 0.156 0.001 0.001 HCM Control Delay(s) 10 8.6 7.4 _ HCM Lane LOS B A A HCM 95th%tile Q(veh) 0.6 0 0 Existing AM Existing AM 4:12 pm 01/09/2023 Baseline Synchro 11 Report Page 4 HCM Unsignalized Intersection Capacity Analysis Existing AM 3: US-50 06/26/2023 Movement EBL EBT WBT WBR SBL SBR Lane Configurations tt ++T. Traffic Volume(veh/h) 0 1315 465 0 0 0 Future Volume(Veh/h) 0 1315 465 0 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 1429 505 0 0 0 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) 488 pX,platoon unblocked 0.98 0.98 0.98 vC,conflicting volume 505 1220 168 vC1,stage 1 conf vol 505 vC2,stage 2 conf vol 714 vCu, unblocked vol 439 1165 96 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) 5.8 _ tF(s) 2.2 3.5 3.3 p0 queue free% 100 100 100 _ cM capacity(veh/h) 1099 316 926 Direction, Lane# EB 1 EB 2 WB 1 WB 2 WB 3 Volume Total 714 714 202 202 101 Volume Left 0 0 0 0 0 Volume Right 0 0 0 0 0 cSH 1700 1700 1700 1700 1700 Volume to Capacity 0.42 0.42 0.12 0.12 0.06 Queue Length 95th(ft) 0 0 0 0 0 Control Delay(s) 0.0 0.0 0.0 0.0 0.0 Lane LOS Approach Delay(s) 0.0 0.0 Approach LOS Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 39.7% ICU Level of Service A Analysis Period(min) 15 Existing AM Existing AM 4:12 pm 01/09/2023 Baseline Synchro 11 Report Page 5 Queues Existing PM 1: Round Hill Rd/Retail Blvd & US-50 06/26/2023 1# --* "t t 1 Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBL SBT SBR Lane Group Flow(vph) 82 617 8 67 1217 38 12 63 297 15 250 A Ratio 0.63 0.31 0.01 0.58 0.62 0.04 0.16 0.21 0.76 0.07 0.62 Control Delay 73.9 16.9 0.0 68.4 13.2 0.1 60.2 1.6 64.1 46.7 13.1 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 73.9 16.9 0.0 68.4 13.2 0.1 60.2 1.6 64.1 46.7 13.1 Queue Length 50th(ft) 63 142 0 53 291 0 9 0 116 11 0 Queue Length 95th(ft) 114 206 0 92 389 1 30 0 159 31 76 Internal Link Dist(ft) 408 939 1474 367 Turn Bay Length (ft) 300 280 1000 250 300 250 Base Capacity(vph) 179 1970 878 148 1973 965 85 309 496 269 441 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 -A Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced A Ratio 0.46 0.31 0.01 0.45 0.62 0.04 0.14 0.20 0.60 0.06 0.57 Intersection Summary Existing PM Existing PM 9:20 am 02/15/2023 Synchro 11 Report Page 1 HCM Signalized Intersection Capacity Analysis Existing PM 1: Round Hill Rd/Retail Blvd & US-50 06/26/2023 1# __* "t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt r 4 r $ r Traffic Volume(vph) 79 592 8 64 1168 36 5 7 60 285 14 240 Future Volume(vph) 79 592 8 64 1168 36 5 7 60 285 14 240 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 7.6 5.4 5.4 7.9 5.3 5.3 9.2 9.2 9.0 9.0 9.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 0.97 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.98 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1805 3505 1399 1770 3539 1568 1718 1553 3502 1900 1599 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.98 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1805 3505 1399 1770 3539 1568 1718 1553 3502 1900 1599 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow(vph) 82 617 8 67 1217 38 5 7 62 297 15 250 RTOR Reduction(vph) 0 0 4 0 0 18 0 0 61 0 0 222 Lane Group Flow(vph) 82 617 4 67 1217 20 0 12 2 297 15 28 Confl. Peds.(#/hr) 1 1 Heavy Vehicles(%) 0% 3% 13% 2% 2% 3% 20% 0% 4% 0% 0% 1% Turn Type Prot NA Perm Prot NA Perm Split NA Perm Split NA Perm Protected Phases 5 2 1 6 3 3 4 4 Permitted Phases 2 6 3 4 Actuated Green, G(s) 7.8 64.0 64.0 6.8 63.4 63.4 4.2 4.2 13.5 13.5 13.5 Effective Green, g(s) 7.8 64.0 64.0 6.8 63.4 63.4 4.2 4.2 13.5 13.5 13.5 Actuated g/C Ratio 0.06 0.53 0.53 0.06 0.53 0.53 0.04 0.04 0.11 0.11 0.11 Clearance Time(s) 7.6 5.4 5.4 7.9 5.3 5.3 9.2 9.2 9.0 9.0 9.0 Vehicle Extension(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lane Grp Cap(vph) 117 1869 746 100 1869 828 60 54 393 213 179 v/s Ratio Prot c0.05 0.18 0.04 c0.34 c0.01 c0.08 0.01 v/s Ratio Perm 0.00 0.01 0.00 0.02 v/c Ratio 0.70 0.33 0.01 0.67 0.65 0.02 0.20 0.04 0.76 0.07 0.16 Uniform Delay, d1 55.0 15.9 13.1 55.5 20.3 13.5 56.3 56.0 51.7 47.6 48.1 Progression Factor 1.00 1.00 1.00 0.92 0.56 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.3 0.5 0.0 12.1 1.7 0.1 0.6 0.1 7.2 0.1 0.1 Delay(s) 69.3 16.3 13.1 63.2 13.0 13.6 56.9 56.1 58.8 47.7 48.3 Level of Service E B B E B B E E E D D Approach Delay(s) 22.4 15.6 56.2 53.8 Approach LOS C B E D Intersection Summary j HCM 2000 Control Delay 26.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length(s) 120.0 Sum of lost time(s) 31.5 _ Intersection Capacity Utilization 70.9% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group Existing PM Existing PM 9:20 am 02/15/2023 Synchro 11 Report Page 2 HCM 6th TWSC Existing PM 2: Retail Blvd & Crock Wells Mill Dr 06/26/2023 Intersection Int Delay,s/veh 4.3 Movement WQ&WBR NBT NBR SB1&SBT Lane Configurations r tt tt Traffic Vol,veh/h 218 1 52 70 1 321 Future Vol,veh/h 218 1 52 70 1 321 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None - None Storage Length 150 0 190 - Veh in Median Storage,# 0 - 0 - 0 Grade, % 0 - 0 - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 237 1 57 76 1 349 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 272 67 0 0 133 0 Stage 1 95 - - - - - Stage 2 177 - Critical Hdwy 6.84 6.94 4.14 Critical Hdwy Stg 1 5.84 - - Critical Hdwy Stg 2 5.84 - - Follow-up Hdwy 3.52 3.32 2.22 Pot Cap-1 Maneuver 695 983 1449 _ Stage 1 918 - - Stage 2 836 - - _ Platoon blocked, % Mov Cap-1 Maneuver 694 983 1449 _ Mov Cap-2 Maneuver 694 - - Stage 1 918 _ Stage 2 835 Approach WB NB SB _ HCM Control Delay,s 12.9 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT _ Capacity(veh/h) 694 983 1449 _ HCM Lane V/C Ratio 0.341 0.001 0.001 HCM Control Delay(s) 12.9 8.7 7.5 _ HCM Lane LOS B A A HCM 95th%tile Q(veh) 1.5 0 0 Existing PM Existing PM 9:20 am 02/15/2023 Synchro 11 Report Page 4 HCM Unsignalized Intersection Capacity Analysis Existing PM 3: US-50 06/26/2023 Movement EBL EBT WBT WBR SBL SBR Lane Configurations tt ++T. Traffic Volume(veh/h) 0 679 1413 0 0 0 Future Volume(Veh/h) 0 679 1413 0 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 738 1536 0 0 0 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) 488 pX,platoon unblocked 0.80 0.80 0.80 vC,conflicting volume 1536 1905 512 vC1,stage 1 conf vol 1536 vC2,stage 2 conf vol 369 vCu, unblocked vol 786 1248 0 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) 5.8 tF(s) 2.2 3.5 3.3 p0 queue free% 100 100 100 _ cM capacity(veh/h) 661 251 865 Direction, Lane# EB 1 EB 2 WB 1 WB 2 WB 3 Volume Total 369 369 614 614 307 Volume Left 0 0 0 0 0 Volume Right 0 0 0 0 0 cSH 1700 1700 1700 1700 1700 Volume to Capacity 0.22 0.22 0.36 0.36 0.18 Queue Length 95th(ft) 0 0 0 0 0 Control Delay(s) 0.0 0.0 0.0 0.0 0.0 Lane LOS Approach Delay(s) 0.0 0.0 Approach LOS Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 30.6% ICU Level of Service A Analysis Period(min) 15 Existing PM Existing PM 9:20 am 02/15/2023 Synchro 11 Report Page 5 Appendix D Winchester Shops Development Site Plan REVISIONS BY PAPKING CALCULATIONS 3 RC...I 9 REOl11RED PRO�CLFD T�nNr A s rzorp Pero% P � RETtllL 13562 SF' P / WSF. / zone ez zs g IG"WRL kETPLJ \\ / / o�s �CCPTpN MP / /r / 1— eozs�c. Q sons e, 2 LL IV c / o- / Z I 1 " Q o TT — /i riiU rrr rrrii / i r r -- P rrrrrriiir irrir/rr m / r r r r� �r rrgrr�rrrir✓i T -� Sono a ry Isr ri rrrrr, zone ez eoea� r r� i i ss � / "lir//iirOri r /— T r l rijrrrirr rri r i ter— r i.t'osgiy7` I rirjririri irO�' r=� � r zs Q r / iiiir�iiir�riii�r r — r ® i i / rrrrrrrrrr//irr /9 r r r rrii ri�iri rir /% ' r / rrrrr riTrr i rir rrq rirrrr r r / rrrrr rrgiriq // rrrrr rrrrr r,q w g 0 c cn W Q Lu Z W m U7~ g a U) Q _ro ,tg s rrrr�,�'rgrr r p r cn Q Q O W,o rr torr r r 0 rri �nry A 0� pry rirri'jr� �, Q�O 9 rni uirrr r az ,sea W m .zoo tij� rrrr rrrrr rri z ��-� s q nq rrrriri Z/� rrrrr UrU r Q Hz O DAG — rrgr rUri r r /r/rr U/U/r r — / rr�rUirri rrrrr nrurr n/I �_�iirii�rruir i A M. ��s� zone_oz .,o' �� ,0,riijrjri%riirrT �, �� r ruaT Egorrr. ,eoa a., „� oanvmv rill r oa � � i i rrrr rrr , it r �E- �` ENT,LLI SITE PLAN ,r Appendix E Year 2024 Background Traffic Level-of-Service Worksheets Queues Background AM 1: Round Hill Rd/Retail Blvd & US-50 06/26/2023 1# --* "t t 1 Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBL SBT SBR Lane Group Flow(vph) 80 1321 7 49 442 18 7 93 189 4 54 v/c Ratio 0.62 0.67 0.01 0.53 0.24 0.02 0.11 0.31 0.67 0.02 0.15 Control Delay 72.2 22.0 0.0 58.1 9.9 0.1 56.7 2.6 63.0 47.0 0.8 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 72.2 22.0 0.0 58.1 9.9 0.1 56.7 2.6 63.0 47.0 0.8 Queue Length 50th(ft) 58 368 0 37 52 0 5 0 71 3 0 Queue Length 95th(ft) 109 504 0 73 72 0 21 0 107 14 0 Internal Link Dist(ft) 408 939 1474 367 Turn Bay Length (ft) 300 280 1000 250 300 250 Base Capacity(vph) 163 1962 791 130 1824 851 96 326 308 177 377 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 0.49 0.67 0.01 0.38 0.24 0.02 0.07 0.29 0.61 0.02 0.14 Intersection Summary Background AM 3:31 pm 06/13/2023 Synchro 11 Report Page 1 HCM Signalized Intersection Capacity Analysis Background AM 1: Round Hill Rd/Retail Blvd & US-50 06/26/2023 1# __* "t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt r 4 r $ r Traffic Volume(vph) 76 1255 7 47 420 17 6 1 88 180 4 51 Future Volume(vph) 76 1255 7 47 420 17 6 1 88 180 4 51 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 7.6 5.4 5.4 7.9 5.3 5.3 9.2 9.2 9.0 9.0 9.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 0.97 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.96 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1805 3539 1252 1456 3312 1369 1420 1313 3303 1900 1553 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.96 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1805 3539 1252 1456 3312 1369 1420 1313 3303 1900 1553 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow(vph) 80 1321 7 49 442 18 6 1 93 189 4 54 RTOR Reduction(vph) 0 0 3 0 0 8 0 0 89 0 0 49 Lane Group Flow(vph) 80 1321 4 49 442 10 0 7 4 189 4 5 Heavy Vehicles(%) 0% 2% 29% 24% 9% 18% 33% 0% 23% 6% 0% 4% Turn Type Prot NA Perm Prot NA Perm Split NA Perm Split NA Perm Protected Phases 5 2 1 6 3 3 4 4 Permitted Phases 2 6 3 4 Actuated Green, G(s) 7.2 62.2 62.2 6.4 61.8 61.8 5.1 5.1 9.8 9.8 9.8 Effective Green, g(s) 7.2 62.2 62.2 6.4 61.8 61.8 5.1 5.1 9.8 9.8 9.8 Actuated g/C Ratio 0.06 0.54 0.54 0.06 0.54 0.54 0.04 0.04 0.09 0.09 0.09 Clearance Time(s) 7.6 5.4 5.4 7.9 5.3 5.3 9.2 9.2 9.0 9.0 9.0 Vehicle Extension(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lane Grp Cap(vph) 113 1914 677 81 1779 735 62 58 281 161 132 v/s Ratio Prot 0.04 c0.37 c0.03 0.13 c0.00 c0.06 0.00 v/s Ratio Perm 0.00 0.01 0.00 0.00 v/c Ratio 0.71 0.69 0.01 0.60 0.25 0.01 0.11 0.07 0.67 0.02 0.03 Uniform Delay, d1 52.9 19.3 12.2 53.1 14.2 12.4 52.8 52.7 51.0 48.2 48.3 Progression Factor 1.00 1.00 1.00 0.75 0.65 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 15.2 2.1 0.0 8.4 0.3 0.0 0.3 0.2 4.9 0.0 0.0 Delay(s) 68.1 21.4 12.2 48.2 9.5 12.4 53.1 52.9 56.0 48.2 48.3 Level of Service E C B D A B D D E D D Approach Delay(s) 24.0 13.3 52.9 54.2 Approach LOS C B D D Intersection Summary HCM 2000 Control Delay 26.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length(s) 115.0 Sum of lost time(s) 31.5 Intersection Capacity Utilization 69.2% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group Background AM 3:31 pm 06/13/2023 Synchro 11 Report Page 2 HCM 6th TWSC Background AM 2: Retail Blvd & Crock Wells Mill Dr 06/26/2023 Intersection Int Delay,s/veh 4.1 Movement WQ&WBR NBT NBR SB1&SBT Lane Configurations r tt tt Traffic Vol,veh/h 131 1 30 64 1 104 Future Vol,veh/h 131 1 30 64 1 104 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None - None Storage Length 150 0 190 - Veh in Median Storage,# 0 - 0 - 0 Grade, % 0 - 0 - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 142 1 33 70 1 113 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 127 52 0 0 103 0 Stage 1 68 - - - - - Stage 2 59 - Critical Hdwy 6.84 6.94 4.14 Critical Hdwy Stg 1 5.84 - - Critical Hdwy Stg 2 5.84 - - Follow-up Hdwy 3.52 3.32 2.22 Pot Cap-1 Maneuver 854 1005 1487 _ Stage 1 947 - - Stage 2 956 - - _ Platoon blocked, % Mov Cap-1 Maneuver 853 1005 1487 _ Mov Cap-2 Maneuver 853 - - Stage 1 947 _ Stage 2 955 Approach WB NB SB _ HCM Control Delay,s 10.1 0 0.1 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT _ Capacity(veh/h) 853 1005 1487 _ HCM Lane V/C Ratio 0.167 0.001 0.001 HCM Control Delay(s) 10.1 8.6 7.4 _ HCM Lane LOS B A A HCM 95th%tile Q(veh) 0.6 0 0 Background AM 3:31 pm 06/13/2023 Synchro 11 Report Page 4 HCM Unsignalized Intersection Capacity Analysis Background AM 3: US-50 06/26/2023 Movement EBL EBT WBT WBR SBL SBR Lane Configurations tt ++T. Traffic Volume(veh/h) 0 1338 477 0 0 0 Future Volume(Veh/h) 0 1338 477 0 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 1W Hourly flow rate(vph) 0 1454 518 0 0 0 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) 488 pX,platoon unblocked 0.98 0.98 0.98 vC,conflicting volume 518 1245 173 vC1,stage 1 conf vol 518 vC2,stage 2 conf vol 727 vCu, unblocked vol 441 1182 89 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) 5.8 _ tF(s) 2.2 3.5 3.3 p0 queue free% 100 100 100 _ cM capacity(veh/h) 1094 311 933 Direction, Lane# EB 1 EB 2 WB 1 WB 2 WB 3 Volume Total 727 727 207 207 104 Volume Left 0 0 0 0 0 Volume Right 0 0 0 0 0 cSH 1700 1700 1700 1700 1700 Volume to Capacity 0.43 0.43 0.12 0.12 0.06 Queue Length 95th(ft) 0 0 0 0 0 Control Delay(s) 0.0 0.0 0.0 0.0 0.0 Lane LOS Approach Delay(s) 0.0 0.0 Approach LOS Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 40.3% ICU Level of Service A Analysis Period(min) 15 Background AM 3:31 pm 06/13/2023 Synchro 11 Report Page 5 Queues Background PM 1: Round Hill Rd/Retail Blvd & US-50 06/26/2023 1# --* "t t 1 Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBL SBT SBR Lane Group Flow(vph) 88 633 8 68 1240 38 12 64 316 15 256 A Ratio 0.66 0.32 0.01 0.59 0.66 0.04 0.16 0.21 0.78 0.07 0.62 Control Delay 76.1 17.3 0.0 69.2 16.5 0.1 60.2 1.6 65.0 46.4 12.8 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 76.1 17.3 0.0 69.2 16.5 0.1 60.2 1.6 65.0 46.4 12.8 Queue Length 50th(ft) 67 148 0 54 300 0 9 0 124 11 0 Queue Length 95th(ft) 121 212 0 95 412 1 30 0 169 31 77 Internal Link Dist(ft) 408 939 1474 367 Turn Bay Length (ft) 300 280 1000 250 300 250 Base Capacity(vph) 178 1956 873 148 1878 929 85 309 496 269 446 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 -A Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced A Ratio 0.49 0.32 0.01 0.46 0.66 0.04 0.14 0.21 0.64 0.06 0.57 Intersection Summary Background PM 3:52 pm 06/13/2023 Synchro 11 Report Page 1 HCM Signalized Intersection Capacity Analysis Background PM 1: Round Hill Rd/Retail Blvd & US-50 06/26/2023 1# __* "t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt r 4 r $ r Traffic Volume(vph) 84 608 8 65 1190 36 5 7 61 303 14 246 Future Volume(vph) 84 608 8 65 1190 36 5 7 61 303 14 246 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 7.6 5.4 5.4 7.9 5.3 5.3 9.2 9.2 9.0 9.0 9.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 0.97 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.98 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1805 3505 1399 1770 3539 1568 1718 1553 3502 1900 1599 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.98 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1805 3505 1399 1770 3539 1568 1718 1553 3502 1900 1599 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow(vph) 88 633 8 68 1240 38 5 7 64 316 15 256 RTOR Reduction(vph) 0 0 4 0 0 19 0 0 62 0 0 226 Lane Group Flow(vph) 88 633 4 68 1240 19 0 12 2 316 15 30 Confl. Peds.(#/hr) 1 1 Heavy Vehicles(%) 0% 3% 13% 2% 2% 3% 20% 0% 4% 0% 0% 1% Turn Type Prot NA Perm Prot NA Perm Split NA Perm Split NA Perm Protected Phases 5 2 1 6 3 3 4 4 Permitted Phases 2 6 3 4 Actuated Green, G(s) 10.5 63.6 63.6 6.8 60.3 60.3 4.2 4.2 13.9 13.9 13.9 Effective Green, g(s) 10.5 63.6 63.6 6.8 60.3 60.3 4.2 4.2 13.9 13.9 13.9 Actuated g/C Ratio 0.09 0.53 0.53 0.06 0.50 0.50 0.04 0.04 0.12 0.12 0.12 Clearance Time(s) 7.6 5.4 5.4 7.9 5.3 5.3 9.2 9.2 9.0 9.0 9.0 Vehicle Extension(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lane Grp Cap(vph) 157 1857 741 100 1778 787 60 54 405 220 185 v/s Ratio Prot c0.05 0.18 0.04 c0.35 c0.01 c0.09 0.01 v/s Ratio Perm 0.00 0.01 0.00 0.02 v/c Ratio 0.56 0.34 0.01 0.68 0.70 0.02 0.20 0.04 0.78 0.07 0.16 Uniform Delay, d1 52.5 16.2 13.3 55.5 22.9 15.0 56.3 56.0 51.6 47.3 47.8 Progression Factor 1.00 1.00 1.00 0.93 0.65 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.7 0.5 0.0 13.2 2.1 0.1 0.6 0.1 8.7 0.0 0.1 Delay(s) 55.2 16.7 13.3 64.7 17.1 15.1 56.9 56.1 60.3 47.3 47.9 Level of Service E B B E B B E E E D D Approach Delay(s) 21.3 19.4 56.2 54.6 Approach LOS C B E D Intersection Summary j HCM 2000 Control Delay 28.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length(s) 120.0 Sum of lost time(s) 31.5 _ Intersection Capacity Utilization 71.9% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group Background PM 3:52 pm 06/13/2023 Synchro 11 Report Page 2 HCM 6th TWSC Background PM 2: Retail Blvd & Crock Wells Mill Dr 06/26/2023 Intersection Int Delay,s/veh 4.5 Movement WQ&WBR NBT NBR SB1&SBT Lane Configurations r tt tt Traffic Vol,veh/h 235 1 52 75 1 328 Future Vol,veh/h 235 1 52 75 1 328 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None - None Storage Length 150 0 190 - Veh in Median Storage,# 0 - 0 - 0 Grade, % 0 - 0 - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 255 1 57 82 1 357 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 279 70 0 0 139 0 Stage 1 98 - - - - - Stage 2 181 - Critical Hdwy 6.84 6.94 4.14 Critical Hdwy Stg 1 5.84 - - Critical Hdwy Stg 2 5.84 - - Follow-up Hdwy 3.52 3.32 2.22 Pot Cap-1 Maneuver 688 978 1442 _ Stage 1 915 - - Stage 2 832 - - _ Platoon blocked, % Mov Cap-1 Maneuver 687 978 1442 _ Mov Cap-2 Maneuver 687 - - Stage 1 915 _ Stage 2 831 Approach WB NB SB _ HCM Control Delay,s 13.3 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT _ Capacity(veh/h) 687 978 1442 _ HCM Lane V/C Ratio 0.372 0.001 0.001 HCM Control Delay(s) 13.3 8.7 7.5 _ HCM Lane LOS B A A HCM 95th%tile Q(veh) 1.7 0 0 Background PM 3:52 pm 06/13/2023 Synchro 11 Report Page 4 HCM Unsignalized Intersection Capacity Analysis Background PM 3: US-50 06/26/2023 Movement EBL EBT WBT WBR SBL SBR Lane Configurations tt ++T. Traffic Volume(veh/h) 0 700 1441 0 0 0 Future Volume(Veh/h) 0 700 1441 0 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 761 1566 0 0 0 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) 488 pX,platoon unblocked 0.78 0.78 0.78 vC,conflicting volume 1566 1946 522 vC1,stage 1 conf vol 1566 vC2,stage 2 conf vol 380 vCu, unblocked vol 723 1213 0 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) 5.8 _ tF(s) 2.2 3.5 3.3 p0 queue free% 100 100 100 _ cM capacity(veh/h) 680 259 842 Direction, Lane# EB 1 EB 2 WB 1 WB 2 WB 3 Volume Total 380 380 626 626 313 Volume Left 0 0 0 0 0 Volume Right 0 0 0 0 0 cSH 1700 1700 1700 1700 1700 Volume to Capacity 0.22 0.22 0.37 0.37 0.18 Queue Length 95th(ft) 0 0 0 0 0 Control Delay(s) 0.0 0.0 0.0 0.0 0.0 Lane LOS Approach Delay(s) 0.0 0.0 Approach LOS Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 31.2% ICU Level of Service A Analysis Period(min) 15 Background PM 3:52 pm 06/13/2023 Synchro 11 Report Page 5 Appendix F Year 2024 Total Traffic Level-of- Service Worksheets Queues Total AM 1: Round Hill Rd/Retail Blvd & US-50 07/17/2023 1# --* "t t 1 Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBL SBT SBR Lane Group Flow(vph) 121 1295 7 49 484 29 7 93 269 4 237 v/c Ratio 0.74 0.70 0.01 0.52 0.30 0.04 0.11 0.31 0.72 0.02 0.59 Control Delay 76.7 24.3 0.0 59.0 13.6 0.1 56.7 2.6 60.7 45.2 10.8 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 76.7 24.3 0.0 59.0 13.6 0.1 56.7 2.6 60.7 45.2 10.8 Queue Length 50th(ft) 88 388 0 38 61 0 5 0 99 3 0 Queue Length 95th(ft) #183 491 0 74 82 0 21 0 #160 14 60 Internal Link Dist(ft) 408 939 1474 367 Turn Bay Length (ft) 300 280 1000 250 300 275 Base Capacity(vph) 177 1867 764 131 1641 787 96 326 375 215 404 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 0.68 0.69 0.01 0.37 0.29 0.04 0.07 0.29 0.72 0.02 0.59 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Total AM 3:31 pm 06/13/2023 Synchro 11 Report Page 1 HCM Signalized Intersection Capacity Analysis Total AM 1: Round Hill Rd/Retail Blvd & US-50 07/17/2023 1# __* "t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'S tt r tt r 4 r $ r Traffic Volume(vph) 115 1230 7 47 460 28 6 1 88 256 4 225 Future Volume(vph) 115 1230 7 47 460 28 6 1 88 256 4 225 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 7.6 5.4 5.4 7.9 5.3 5.3 9.2 9.2 9.0 9.0 9.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 0.97 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.96 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1805 3539 1252 1456 3312 1369 1420 1313 3303 1900 1553 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.96 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1805 3539 1252 1456 3312 1369 1420 1313 3303 1900 1553 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow(vph) 121 1295 7 49 484 29 6 1 93 269 4 237 RTOR Reduction(vph) 0 0 3 0 0 15 0 0 89 0 0 210 Lane Group Flow(vph) 121 1295 4 49 484 14 0 7 4 269 4 27 Heavy Vehicles(%) 0% 2% 29% 24% 9% 18% 33% 0% 23% 6% 0% 4% Turn Type Prot NA Perm Prot NA Perm Split NA Perm Split NA Perm Protected Phases 5 2 1 6 3 3 4 4 Permitted Phases 2 6 3 4 Actuated Green, G(s) 10.4 58.8 58.8 6.5 55.3 55.3 5.1 5.1 13.1 13.1 13.1 Effective Green, g(s) 10.4 58.8 58.8 6.5 55.3 55.3 5.1 5.1 13.1 13.1 13.1 Actuated g/C Ratio 0.09 0.51 0.51 0.06 0.48 0.48 0.04 0.04 0.11 0.11 0.11 Clearance Time(s) 7.6 5.4 5.4 7.9 5.3 5.3 9.2 9.2 9.0 9.0 9.0 Vehicle Extension(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lane Grp Cap(vph) 163 1809 640 82 1592 658 62 58 376 216 176 v/s Ratio Prot 0.07 c0.37 c0.03 0.15 c0.00 c0.08 0.00 v/s Ratio Perm 0.00 0.01 0.00 0.02 v/c Ratio 0.74 0.72 0.01 0.60 0.30 0.02 0.11 0.07 0.72 0.02 0.15 Uniform Delay, d1 51.0 21.7 13.8 53.0 18.1 15.7 52.8 52.7 49.2 45.2 45.9 Progression Factor 1.00 1.00 1.00 0.78 0.70 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.7 2.5 0.0 7.5 0.5 0.1 0.3 0.2 5.3 0.0 0.1 Delay(s) 65.7 24.1 13.8 48.7 13.1 15.7 53.1 52.9 54.5 45.3 46.1 Level of Service E C B D B B D D D D D Approach Delay(s) 27.6 16.4 52.9 50.5 Approach LOS C B D D Intersection Summary HCM 2000 Control Delay 30.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length(s) 115.0 Sum of lost time(s) 31.5 Intersection Capacity Utilization 70.7% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group Total AM 3:31 pm 06/13/2023 Synchro 11 Report Page 2 HCM 6th TWSC Total AM 2: Retail Blvd & Driveway 1/Crock Wells Mill Dr 07/17/2023 Intersection Int Delay,s/veh 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 41 1 T. 4T 4". Traffic Vol,veh/h 10 10 250 131 10 1 50 30 64 1 104 10 Future Vol,veh/h 10 10 250 131 10 1 50 30 64 1 104 10 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized None - None None - None Storage Length 160 0 Veh in Median Storage,# 0 - 0 0 - 0 Grade, % 0 - 0 0 - 0 Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 11 11 272 142 11 1 54 33 70 1 113 11 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 251 332 62 240 302 52 124 0 0 103 0 0 Stage 1 121 121 - 176 176 - - - - - - - Stage 2 130 211 - 64 126 - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 4.14 Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 2.22 Pot Cap-1 Maneuver 682 586 990 694 610 1005 1461 1487 Stage 1 870 795 - 809 752 - - - Stage 2 860 726 - 939 791 - - - Platoon blocked, % Mov Cap-1 Maneuver 651 562 990 481 585 1005 1461 1487 _ Mov Cap-2 Maneuver 651 562 - 481 585 - - - Stage 1 835 794 777 722 _ Stage 2 812 697 671 790 Approach EB WB NB SB _ HCM Control Delay,s 10.5 15.2 2.6 0.1 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity(veh/h) 1461 945 481 608 1487 - HCM Lane V/C Ratio 0.037 0.311 0.296 0.02 0.001 HCM Control Delay(s) 7.6 0 10.5 15.6 11 7.4 - HCM Lane LOS A A B C B A HCM 95th%tile Q(veh) 0.1 1.3 1.2 0.1 0 Total AM 3:31 pm 06/13/2023 Synchro 11 Report Page 5 HCM Unsignalized Intersection Capacity Analysis Total AM 3: US-50 & Driveway 2 07/17/2023 Movement EBL EBT WBT WBR SBL SBR Lane Configurations tt ++T. Traffic Volume(veh/h) 0 1352 491 200 0 0 Future Volume(Veh/h) 0 1352 491 200 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 1470 534 217 0 0 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) 488 pX,platoon unblocked 0.96 0.96 0.96 vC,conflicting volume 751 1378 286 vC1,stage 1 conf vol 642 vC2,stage 2 conf vol 735 vCu, unblocked vol 606 1257 124 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) 5.8 _ tF(s) 2.2 3.5 3.3 p0 queue free% 100 100 100 _ cM capacity(veh/h) 932 293 870 Direction, Lane# EB 1 EB 2 WB 1 WB 2 WB 3 Volume Total 735 735 214 214 324 Volume Left 0 0 0 0 0 Volume Right 0 0 0 0 217 cSH 1700 1700 1700 1700 1700 Volume to Capacity 0.43 0.43 0.13 0.13 0.19 Queue Length 95th(ft) 0 0 0 0 0 Control Delay(s) 0.0 0.0 0.0 0.0 0.0 Lane LOS Approach Delay(s) 0.0 0.0 Approach LOS Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 40.7% ICU Level of Service A Analysis Period(min) 15 Total AM 3:31 pm 06/13/2023 Synchro 11 Report Page 6 Queues Total PM 1: Round Hill Rd/Retail Blvd & US-50 07/17/2023 1# --* "t t 1 Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBL SBT SBR Lane Group Flow(vph) 123 611 8 68 1276 48 12 64 384 15 413 A Ratio 0.75 0.32 0.01 0.59 0.72 0.05 0.16 0.21 0.84 0.06 0.86 Control Delay 80.3 18.1 0.0 71.3 21.1 0.2 60.2 1.6 67.1 45.3 32.2 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 80.3 18.1 0.0 71.3 21.1 0.2 60.2 1.6 67.1 45.3 32.2 Queue Length 50th(ft) 94 151 0 55 368 0 9 0 148 10 76 Queue Length 95th(ft) #180 204 0 95 451 3 30 0 #209 31 #248 Internal Link Dist(ft) 408 939 1474 367 Turn Bay Length (ft) 300 280 1000 250 300 275 Base Capacity(vph) 184 1902 855 148 1775 889 85 309 501 272 493 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 -A Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced A Ratio 0.67 0.32 0.01 0.46 0.72 0.05 0.14 0.21 0.77 0.06 0.84 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Total PM 3:52 pm 06/13/2023 Synchro 11 Report Page 1 HCM Signalized Intersection Capacity Analysis Total PM 1: Round Hill Rd/Retail Blvd & US-50 07/17/2023 1# __* "t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt r 4 r $ r Traffic Volume(vph) 118 587 8 65 1225 46 5 7 61 369 14 396 Future Volume(vph) 118 587 8 65 1225 46 5 7 61 369 14 396 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 7.6 5.4 5.4 7.9 5.3 5.3 9.2 9.2 9.0 9.0 9.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 0.97 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.98 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1805 3505 1399 1770 3539 1568 1718 1553 3502 1900 1599 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.98 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1805 3505 1399 1770 3539 1568 1718 1553 3502 1900 1599 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow(vph) 123 611 8 68 1276 48 5 7 64 384 15 412 RTOR Reduction(vph) 0 0 4 0 0 25 0 0 62 0 0 268 Lane Group Flow(vph) 123 611 4 68 1276 23 0 12 2 384 15 145 Confl. Peds.(#/hr) 1 1 Heavy Vehicles(%) 0% 3% 13% 2% 2% 3% 20% 0% 4% 0% 0% 1% Turn Type Prot NA Perm Prot NA Perm Split NA Perm Split NA Perm Protected Phases 5 2 1 6 3 3 4 4 Permitted Phases 2 6 3 4 Actuated Green, G(s) 12.4 61.7 61.7 6.8 56.5 56.5 4.2 4.2 15.8 15.8 15.8 Effective Green, g(s) 12.4 61.7 61.7 6.8 56.5 56.5 4.2 4.2 15.8 15.8 15.8 Actuated g/C Ratio 0.10 0.51 0.51 0.06 0.47 0.47 0.04 0.04 0.13 0.13 0.13 Clearance Time(s) 7.6 5.4 5.4 7.9 5.3 5.3 9.2 9.2 9.0 9.0 9.0 Vehicle Extension(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lane Grp Cap(vph) 186 1802 719 100 1666 738 60 54 461 250 210 v/s Ratio Prot c0.07 0.17 0.04 c0.36 c0.01 c0.11 0.01 v/s Ratio Perm 0.00 0.01 0.00 0.09 v/c Ratio 0.66 0.34 0.01 0.68 0.77 0.03 0.20 0.04 0.83 0.06 0.69 Uniform Delay, d1 51.8 17.2 14.2 55.5 26.3 17.0 56.3 56.0 50.8 45.6 49.8 Progression Factor 1.00 1.00 1.00 0.96 0.73 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.7 0.5 0.0 13.3 3.2 0.1 0.6 0.1 11.7 0.0 7.3 Delay(s) 58.4 17.7 14.2 66.7 22.3 17.1 56.9 56.1 62.5 45.6 57.0 Level of Service E B B E C B E E E D E Approach Delay(s) 24.4 24.3 56.2 59.4 Approach LOS C C E E Intersection Summary M HCM 2000 Control Delay 34.6 HCM 2000 Level of Service C M HCM 2000 Volume to Capacity ratio 0.74 Actuated Cycle Length(s) 120.0 Sum of lost time(s) 31.5 Intersection Capacity Utilization 82.1% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group Total PM 3:52 pm 06/13/2023 Synchro 11 Report Page 2 HCM 6th TWSC Total PM 2: Retail Blvd & Driveway 1/Crock Wells Mill Dr 07/17/2023 Intersection Int Delay,s/veh 11.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 41 1 T. 4T 4". Traffic Vol,veh/h 9 8 216 235 9 1 44 52 75 1 328 9 Future Vol,veh/h 9 8 216 235 9 1 44 52 75 1 328 9 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized None - None None - None Storage Length 160 0 Veh in Median Storage,# 0 - 0 0 - 0 Grade, % 0 - 0 0 - 0 Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 10 9 235 255 10 1 48 57 82 1 357 10 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 494 599 184 379 563 70 367 0 0 139 0 0 Stage 1 364 364 - 194 194 - - - - - - - Stage 2 130 235 - 185 369 - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 4.14 Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 2.22 Pot Cap-1 Maneuver 458 414 827 553 434 978 1188 1442 Stage 1 627 622 - 789 739 - - - Stage 2 860 709 - 799 619 - - - Platoon blocked, % Mov Cap-1 Maneuver 434 395 827 376 414 978 1188 1442 Mov Cap-2 Maneuver 434 395 - 376 414 - - - Stage 1 599 621 754 706 _ Stage 2 810 678 564 618 Approach EB WB NB SB _ HCM Control Delay,s 11.9 31.8 2.1 0 HCM LOS B D Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity(veh/h) 1188 771 376 439 1442 - HCM Lane V/C Ratio 0.04 0.328 0.679 0.025 0.001 HCM Control Delay(s) 8.2 0.1 11.9 32.6 13.4 7.5 - HCM Lane LOS A A B D B A HCM 95th%tile Q(veh) 0.1 1.4 4.8 0.1 0 Total PM 3:52 pm 06/13/2023 Synchro 11 Report Page 5 HCM Unsignalized Intersection Capacity Analysis Total PM 3: US-50 & Driveway 2 07/17/2023 Movement EBL EBT WBT WBR SBL SBR Lane Configurations tt ++T. Traffic Volume(veh/h) 0 713 1454 172 0 0 Future Volume(Veh/h) 0 713 1454 172 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 775 1580 187 0 0 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) 488 pX,platoon unblocked 0.75 0.75 0.75 vC,conflicting volume 1767 2061 620 vC1,stage 1 conf vol 1674 vC2,stage 2 conf vol 388 vCu, unblocked vol 839 1233 0 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) 5.8 _ tF(s) 2.2 3.5 3.3 p0 queue free% 100 100 100 _ cM capacity(veh/h) 591 251 810 Direction, Lane# EB 1 EB 2 WB 1 WB 2 WB 3 Volume Total 388 388 632 632 503 Volume Left 0 0 0 0 0 Volume Right 0 0 0 0 187 cSH 1700 1700 1700 1700 1700 Volume to Capacity 0.23 0.23 0.37 0.37 0.30 Queue Length 95th(ft) 0 0 0 0 0 Control Delay(s) 0.0 0.0 0.0 0.0 0.0 Lane LOS Approach Delay(s) 0.0 0.0 Approach LOS Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 35.3% ICU Level of Service A Analysis Period(min) 15 Total PM 3:52 pm 06/13/2023 Synchro 11 Report Page 6 Queuing and Blocking Report Total AM SimTraffic Reports 07/19/2023 Intersection: 1: Round Hill Rd/Retail Blvd & US-50 Movement EB EB EB EB WB WB WB WB NB NB SB SB Directions Served L T T R L T T R LT R L L Maximum Queue(ft) 271 375 388 154 136 182 222 60 54 147 182 213 Average Queue(ft) 101 204 234 9 42 74 106 12 6 53 87 115 95th Queue(ft) 211 342 367 76 98 146 185 42 32 109 158 188 Link Distance(ft) 374 374 871 871 871 871 1473 300 Upstream Blk Time(%) 0 1 Queuing Penalty(veh) 3 7 Storage Bay Dist(ft) 300 280 250 300 _ Storage Blk Time(%) 0 2 5 0 Queuing Penalty(veh) 0 2 0 0 Intersection: 1: Round Hill Rd/Retail Blvd & US-50 Movement SB SB Directions Served T R Maximum Queue(ft) 34 135 Average Queue(ft) 4 61 95th Queue(ft) 21 98 Link Distance(ft) 300 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) 275 Storage Blk Time(%) Queuing Penalty(veh) Total AM SimTraffic Report Page 1 Queuing and Blocking Report Total PM SimTraffic Reports 07/19/2023 Intersection: 1: Round Hill Rd/Retail Blvd & US-50 Movement EB EB EB EB WB WB WB WB NB NB SB SB Directions Served L T T R L T T R LT R L L Maximum Queue(ft) 169 194 235 58 123 415 445 52 60 74 230 251 Average Queue(ft) 83 95 115 4 50 237 259 15 12 28 115 145 95th Queue(ft) 143 173 201 35 100 371 396 41 40 56 190 219 Link Distance(ft) 374 374 871 871 871 871 1473 300 Upstream Blk Time(%) 0 Queuing Penalty(veh) 0 Storage Bay Dist(ft) 300 280 250 300 Storage Blk Time(%) 0 0 Queuing Penalty(veh) 0 0 Intersection: 1: Round Hill Rd/Retail Blvd & US-50 Movement SB SB Directions Served T R Maximum Queue(ft) 212 272 Average Queue(ft) 21 160 95th Queue(ft) 104 264 Link Distance(ft) 300 Upstream Blk Time(%) 0 Queuing Penalty(veh) 1 Storage Bay Dist(ft) 275 Storage Blk Time(%) 0 1 Queuing Penalty(veh) 1 0 Total PM SimTraffic Report Page 1 Ronald A. Mislowsk From: Rod Williams <_ Sent: Wednesday, November 8, 2023 10:55 AM To: Ronald A. Mislowsky Cc: Wyatt Pearson;John Bishop;Tyler Klein Subject: RE: '[External]'Round Hill Crossing Phase 2 Rezoning Ron — I have now reviewed your resubmission and have no further comments. Thanks. Rod From: Ronald A. Mislowsky<RMislowsky@Pennoni.com> Sent:Tuesday, November 7, 2023 5:16 PM To: Rod Williams<rwillia@fcva.us> Subject: '[External]'Round Hill Crossing Phase 2 Rezoning Rod,we resubmitted the proffers having made the revisions you desired. Will you have additional comments? Ronald A. Mislowsky, PE Associate Vice President Pennoni 117 East Piccadilly Street I Winchester,VA 22601 Direct:+1540-771-2085 1 Mobile:+1540-664-2110 www.pennoni.com I RMislowsky@Pennoni.com 4 11L Watch Now:1-951 Groundbreaking 1 From: Rod Williams To: Ronald A. Mislowsky Cc: Wyatt Pearson;John Bishop;Tyler Klein Subject: Rezoning Application-Round Hill Crossing Phase 2-Tax Parcel 52-A-13(the"Property") Date: Sunday,October 29,2023 3:59:53 PM Dear Ron: You have submitted to Frederick County for review a proposed proffer statement amendment (the "Proffer Statement Amendment") for the proposed proffer condition rezoning of the Property, 28.17± acres in the Gainesboro Magisterial District, zoned in the B2 (General Business) Zoning District. I have now reviewed the Proffer Statement and it is my opinion that the Proffer Statement would be in a form to meet the requirements of the Frederick County Zoning Ordinance and the Code of Virginia, and would be legally sufficient as a proffer statement, subject to the following comments: • Item 6 of the Application does call for identification of persons holding interests in the entities owning the property (but only their names and not their respective ownership shares). The draft shows a response of "N/A". • As written, the heading of the Proffer Statement Amendment refers to the 2016 rezoning, but the relevant text relates to the 2003 rezoning. The best practice may be to reference both the 2003 and 2016 proffer statements in the heading information. Thus, perhaps the title should be: "Proffer Statement Amendment / Rezoning #s 03-03 and 08-16 / Round Hill Crossing Phase 2". Likewise, for the "Original Date of Proffers", it might work best if that item just identified the final adopted versions for both previous proffer statements, such as by indicating: "Rezoning # 03-03 — June 20, 2003 // Rezoning # 08-16 — October 3, 2016". • The magisterial district for the rezoning is Gainesboro and not Back Creek. The area of the Property has not been moved to a different district. • Because the language of the Proffer Statement Amendment refers to the GDP and to an attached exhibit, addition of the following clarifying language may be appropriate, after the language at the bottom of page 1: "Other than with respect to designating entrance connections to U.S. Route 50, neither this proffer statement amendment nor its attached exhibit in any way otherwise modifies any GDP or MDP previously approved for the property." I have not reviewed the substance of the proffers as to whether the proffers are suitable and appropriate for this specific development, as my understanding is that review will be done by staff and the Planning Commission. Sincerely yours, Rod Rezoning Comments Virginia Department of Transportation Mail to: Hand deliver to: Virginia Department of Transportation Virginia Department of Transportation Attn: Resident Engineer Attn: Resident Engineer 14031 Old Valley Pike 14031 Old Valley Pike Edinburg, Virginia 22824 Edinburg, Virginia 22824 (540) 994-5600 Applicant: Please fill out the information as accurately as possible in order to assist the Virginia Department of Transportation with their review. Attach three copies of your application form, location map,proffer statement,impact analysis,and any other pertinent information. Applicant's Name: PENWNI Telephone: 540-884-2110 Mailing Address: 117 E.PIccoNly street Sulte 200 Winchester,VA 22801 Location of property: 52-A-B The north west corner of US Route 50 and ReW Blvd. CU=nt zoning: HighWay Co^^Wdal Zoning requested: HWr"Y cornmer" Acreage: 28.17 Traffic Study dated 20230831 attached, synchro file submitted separately Virginia Department of Transportation Comments: VDO'I Ak) Q%J I GvQ4-b -Mil 'moo\JkMI) AN AL�S 1S AN> OAS Nr) VDOT Signature&Dat 46 o 2.3 oti a OT Please Return Form to Applicant 21 10 oe compeereu Dy r1unning jlujj. 1"cc r-uiwwiL r aw o A 4 . - Zoning Amendment Number*.(6j -Q-3 Anticipated PC Hearing Date 3I _ Date Received IIIi6 Anticipated BOS Hearing Date 1,3 REZONING APPLICATION FREDERICK COUNTY, VA DEPARTMENT OF PLANNING & DEVELOPMENT 1. Property Owner(s) (please attach additional page(s) if more than two owners): Name: Winchester Warehousing Inc. Specific Contact Person if Other than Above: Diane Kerns Address: P.O. Box 2368 Winchester, VA 22604 Telephone: 54 Email: d Name: Silver Lake, LLC Specific Contact Person if Other than Above: Richie Wilkins Address: 13 South Loudoun Street, Winchester, VA 22601 Telephone: 540-662-7215 Email: rwilkins@wilkinsco.com 2. Other Applicant Party (such as a contract purchaser) (please attach additional page(s) if necessary): Name: N/A Specific Contact Person if Other than Above: Address: Telephone: Email. 3. Law firm, engineering firm, or other person, if any, serving as the primary contact person for this application: Firm Name: PENNON Specific Contact Person at Firm: Ron Mislowsky Address: 117 East Piccadilly Street Suite 200 Winchester, VA 22601 Telephone: 540-664-2110 Email: rmislowsky@pennoni.com Please note that, if a law firm, engineering firm, or other person, other than the owner of the property, will be acting on behalf of the owner and/or executing papers on behalf of the owner in connection with the rezoning, the owner will need to execute a power of attorney form granting the firm or person such authority. 12 4. Project Name(if any): Round Hill Crossing, Phase 2 5. Property Information: a. Property Identification Number(s): 52-A-B b. Total acreage of the parcel(s): 28.17 c. Total acreage of parcel(s)to be rezoned(if other than whole parcel(s) is being rezoned): 28.17 d. Current zoning designation(s)and acreage(s) in each designation: Highway Commercial - 28.17 e. Proposed zoning designation(s) and acreage(s) in each designation: Highway Commercial - 28.17 f. Magisterial District(s): Gairlesboro g. Location-the property is located at(give street address(es) if assigned or otherwise exact location based on nearest road and distance from nearest intersection,using road names and route numbers): h. Adjoining Properties: Parcel ID Number Use Zoning 52-A-C VACANT B2 53-A-A AGRICULTURE RA 52-A-E,F,G RETAIL B2 52-A-71-A OFFICE/MAINTENANCE B3 52-A-252 VACANT B2 Please attach additional page(s) if necessary. Property identification numbers,magisterial districts, and deed book and page numbers/ instrument numbers may be obtained from the Office of the Commissioner of the Revenue, Real Estate Division, 107 North Kent Street, Winchester,VA 22601. 13 6. Disclosure of real parties in interest. Virginia Code § 15.2-2289 provides that localities may by ordinance require any applicant for a zoning amendment to make complete disclosure of the equitable ownership of the real estate to be affected including, in the case of corporate ownership, the name of stockholders, officers, and directors, and in any case the names and addresses of all real parties of interest. Frederick County has, by County Code § 165-101.09, adopted such an ordinance. For each business entity that is an owner or contract purchaser of the property, please list the name and address of each person owning an interest in, or who is an officer or director of, any entity that is an owner or contract purchaser of the property (you need not indicate the amount or extent of the ownership interest). Please note that this requirement does not apply to a corporation whose stock is traded on a national or local stock exchange and having more than 500 shareholders. N/A Please attach additional page(s) if necessary. 7. Checklist. Please check that the following items have been included with this application: ❑✓ Location Map ❑✓ Plat Depicting Metes/Bounds of Proposed Zoning ❑✓ Impact Analysis Statement ❑✓ Proffer Statement(if any) ❑✓ Agency Comments ❑✓ Fee ❑✓ Copies of Deed(s) to Property(ies) ❑✓ Tax Payment Verification ❑✓ Digital copies (pdf s) of all submitted items 14 ADJOINING PROPERTY OWNERS Owners of property adjoining the land will be notified of the Planning Commission and the Board of Supervisors meetings. For the purpose of this application, adjoining property is any property abutting the requested property on the side or rear or any property directly across a public right-of-way, a private right-of-way, or a watercourse from the requested property. The applicant is required to obtain the following information on each adjoining property including the parcel identification number which may be obtained from the office of the Commissioner of Revenue. The Commissioner of the Revenue is located on the 2nd floor of the Frederick Count- Administrative Building, 107 North Kent Street. Name and Property Identification Number Address Name Round Hill Crossing 13 South Loudoun St. Property# 52-A-C Winchester, VA 22601 Name BHS, LC P.O. Box 2368 Property#53-A-A Winchester, VA 22604 Name MARSHA LEE, LLC 5401 Virginia Way Property# 52-A-E Brentwood, TN 37027 Name6801 Backlick Road, LLC 5401 Virginia Way Property# 52-A-E Brentwood, TN 37027 Name Primax Properties, LLC 1100 Moreherd St. Property# 52-A-F Charlotte, NC 28204 Name Bank of Clarke 2 E. Main St. Property# 52-A-G Berryville, VA 22611 Name Commonwealth of VA P.O. Box 2249 Property# 52-A-71-A Staunton, VA 24402 Name City Nat'l Bank of WV 25 Gatewood Rd. Property# 52-A-252 Cross Lanes, WV 25313 Name Property# 16 8. Signature(s): I (we), the undersigned, do hereby respectfully make application and petition the Frederick County Board of Supervisors to amend the zoning ordinance to change the zoning map of Frederick County, Virginia. I (we) authorize Frederick County officials to enter the property for site inspection purposes. I (we) understand that the sign issued when this application is submitted must be placed at the front property line at least seven days prior to the Planning Commission public hearing and the Board of Supervisors public hearing and maintained so as to be visible from the road right-of-way until the hearing. I (we) hereby certify that this application and its accompanying materials are true and accurate to the best of my (our) knowledge. Owner: Date 20 Nov. 2023 If signing on behalf of an entity, please state name of entity and your title: Silver Lake, LLC Ronald Mislowsky, Associate Vice President, Pennoni Owner: Date 20 Nov. 2023 If signing on behalf of an entity, please state name of entity and your title: Winchester Warehousing, Inc Ronald Mislowsky, Associate Vice President, Pennoni Other Applicant Party (if any). N/A Date If signing on behalf of an entity, please state name of entity and your title: If additional signature lines are necessary, such as if more than two persons are owners, please use additional copies of this page. 15 0, Special Limited Power of Attorney County of Frederick, Virginia Frederick Planning Website: www.fcva.us NN Department of Planning&Development,County of Frederick,Virginia 107 North Kent Street,Winchester,Virginia 22641 Phone (540)665-5551 Facsimile (540)665-6395 Know All Men By These Presents That: Silver Lake,LLC Name of Properly Owner/Applicant Please note: if rhe property owner/applicant is an entity,the name of the entity should appear above. If multiple persons own the property or are applicants,an executed power of attorney$am each owner will he needed, 13 South Loudoun St.Winchester,VA 22801 540-882-7215 Mailing Address of Property Owner/Applicant Telephone Number as owner of,or applicant with respect to,the tract(s)or pareel(s)of land in Frederick County, Virginia,identified by following property identification numbers: Round Hill Crossing,Phase 2 do hereby make,constitute,and appoint: Pennoni Associates,Inc. Name of Attomey-In-Fact 117 E. Piccadilly Stmt,Suite 200 Winchester,VA 22801 540-$87-2139 Mailing Address of Attorney-in-Fact Telephone Number to act as my true and lawful attorney-in-fact for and in my name,place,and stead,with the same full power and authority I would have if acting personally,to file and act on my behalf with respect to appli 'on with Frederick County,Virginia for the following,for the shave identified property: +� Rezoning ✓ Subdivision ✓ Conditional Use Permit ,� Site Plan ✓ Master Development Plan(prelim.or final} ,, Variance or Zoning Appeal and,further,my attorney-in-fact shall have the authority to offer proffered conditions and to make amendments to previously approved proffered conditions except as follows: This appointment shall expire one year from the day that it is signed,or at such sooner time as I otherwise rescind or wadi it. Signature ' Title(if signing on bef of an entity) 6� e-�— 6L v--V "ke- L-Lc- State of V.f0i i ,County/City of nC ,To wit: I a Notary Public in and for the jurisdiction aforesaid,certify that the erson who signed the foregoing instrument personally appeared before me and has acknowledged the s e before mein the jurisdiction aforesaid this iC day of Alot)erftW ,20Z5 My Commission Expires: Q 3d ' Registration Number: S I NOTARY PU13LIC REG.#7901519 Cl:.A+IP ONWEALTH OF VIRGINIA CO Special Limited Power of Attorney County of Frederick, Virginia Frederick Planning Website: www.feva.us vvu Department of Planning&Development, County of Frederick, Virginia 107 North Kent Street, Winchester, Virginia 22601 Phone (540)665-5651 Facsimile (540)665-6395 Know All Men 6y These Presents That: Winchester Warehousing Name of Property Owner/Applicant Please note: If the property ownerlapplicant is an entity,the name of the entity should appear above. If multiple persons own the property or are applicants,an executed power of attorney from each owner will be needed. P.D. Box 2368,Winchester,VA 22604 540-667-3390 Mailing Address of Property Owner/Applicant Telephone Number as owner of,or applicant with respect to,the tract(s)or parcel(s)of land in Frederick County, Virginia,identified by following property identification numbers: Mound Hill Grossing,Phase 2 do hereby make,constitute,and appoint: Pennoni Associates, Inc. Name of Attorney-In-Fact 117 E. Piccadilly Street,Suite 200 Winchester,VA 22601 540-667-2139 Mailing Address of Attotney-In-Fact Telephone Number to act as my true and lawful attorney-in-fact for and in my name,place,and stead,with the same full power and authority I would have if acting personally,to file and act on my behalf with respect to appli tion with Frederick County,Virginia for the following,for the above identified property: ✓ Rezoning ✓ Subdivision Conditional Use Permit Site Plan ✓ Master Development Plan(prelim,or final) v Variance or Zoning Appeal and,further,my attorney-in-fact shall have the authority to offer proffered conditions and to make amendments to previously approved proffered conditions except as follows: This appointment shall expire one year from the day that it is signed,or at such sooner time as I otherwise rescind or modify it. Signature Title(if signing on behalf of an entity) ku,, State of Yt f ;n' ,County/City of PE W IL-' ,To wit: I,m ?)-k -A w' ,a Notary Public in and for the jurisdiction aforesaid, certify that the person who signed the fo egoing instrument personally appeared before me and has acknowledged the same be a me in t)7e j action aforesaid this 1�]�—day of ;�er, "wry,20z My Commission Expires: U�Aba(b Notar, ,,, ,iw Registration Number: _7`-01 ii+tary Wffllarl7e Gaveib Notary Public Reyiatration 07OD2113 Commonwealth of Virginia my GwUrAww rw 0 f THIS DEED OF DEDICATION made and dated this 23`d day of July,2004,by and �Zn i between and WINCHESTER WAREHOUSING,INC.,a Virginia corporation,and SILVER LAKE,LLC,a Virginia limited liabili.y company,hereinafter called the Declarant(Grantor for indexing purposes), and FREDERICK COUNTY. VIRGINIA, party of the second part, m M (Grantee for indexing purposes), and THE FREDERICK COUNTY SANITATION wxCO ¢0 AUTHORITY,party of the third part(Grantee for indexing purposes). WHEREAS,the Declarant is the owner in fee-sitnple of the real estate shown on the attached plat drawn by Randy A.Stow,-rs,L.S.,dated June 5,2004;containing 70.84868 acres M N M � z z° in the aggregate,and which property is further described on the Final Master Development Plan as of Winchester Warehousing,Inc.and Silver Lake,LLC,as filed in the Office of the County of F F Frederick Department of Planning and Development. Ms is the same real estate conveyed to Winchester Warehousing,Inc.and Sih er Lake,LLC by Deed of record in the Clerk's Office of the Circuit Court of Frederick County,Virginia,as Instrument No.03-0006328. WHEREAS, the said real estate as shown on the aforesaid attached plat has been (.1 subdivided into lots and the attached plat shows accurately the metes and bounds of the d Fsubdivided land, together with the d mensions of each lot thereof and also shows certain am g S surrounding land in said subdivision :o be used as storm drainage easement, sanitary sewer F 3 easements,and water easements over and across said lots,all of which shall constitute a portion �zoy of the development of the lands of Win:pester Warehousing,Inc.and Silver Lake,LLC upon the <o o c terms and conditions set forth hereinafter;and, m4 WHEREAS, the Declarant now desires to subdivide the same into lots and the subdivision of said real estate as it now appears on the aforesaid attached plat is with the free Page 1 of 6 O W N consent and in accordance with the des;res of the undersigned Declarant,and the Declarant®rreto further desires to subdivide the aforesaid real estate in accordance with the provisions of"The Virginia Land Subdivision Act' and the Frederick County Subdivision Ordinance, as are applicable and in force and effect as o f the date of execution of this Deed of Dedication. NOW,THEREFORE,this Deed of Dedication,witnesseth: That for and in consideration cf the premises and the benefits that will accrue by reason of this Dedication,the Declarant does hereby subdivide all that certain tractor parcel of land into Tract 1, Tract 2, Tract 3 and Outlot:, 1 through 7, inclusive, and Residue Tract containing 28.1659 acres,all shown on that certa n plat of survey drawn by Randy A.Stowers,L.S.,dated June 5,2004 attached hereto and by this reference made a part hereof as if set out in full,and which plat is drawn in conformity with the Final Master Development Plan on file in the Office of the Frederick County Department cf Planning and Development. The derivation of title for the aforesaid land is as stated herein b,fore in the recitals. For and in consideration of the aforesaid,the Grantor does further dedicate to Frederick County,Virginia(hereinafter sometimes referred to as"the County")for public use,that certain street designated Retail Boulevard on the plat of survey drawn by Randy A.Stowers,LS.,dated June 5,2004,attached hereto and by this reference made a part hereof as if set out in full. The Declarant further dedicat-.s to the Frederick County Sanitation Authority, those certain water and sewer easements,and combination thereof as shown on the plat of survey drawn by Randy A.Stowers,L.S.,dated June 5,2004 attached hereto and by this reference made a part hereof as if set out in full. Page 2 of 6 CD C.) N The Dedication of Subdivision of the land as shown on the attached plat is with the free consent and in accordance with the desire of the undersigned Declarant of the land being subdivided and is in conformity with ti Le provisions of"The Virginia Land Subdivision Act"as are applicable,together with the applicable ordinances and regulations of the governing body of the County of Frederick,Virginia. The County of Frederick,Virg nia,by the signature of it's agent on the attached plats, does accept the dedication to public doL vain of the land for Retail Boulevard herein described as such. The Storm Drainage Easement shown and designated on the aforesaid plat drawn by Randy A.Stowers,L.S.,dated lune 5,;004,as"Storm Drainage Easement"and further located on the northeast comer of Tract 1 and tf a northern portion of Outlot 7 is not dedicated hereby for use by the general public,but is dedicat,d to the common use and enjoyment of the owners of the Tract 1,2, 3 and Outlots I thru 7, inclusive,and Residue Tract containing 28.1559 acres as provided herein above, The"Storm Dr,Linage Easement"may not be altered or modified without the prior consent of the County of Frederick and the Declarant does hereby grant and convey unto the County of Frederick a perpetual right-of-way or easement over the aforesaid designated "Storm Drainage Easement"for the purpose of so providing surface drainage received from the "20'Storm Drainage Easements". Declarant does further agree that the County of Frederick shall be under no obligation to maintain said"Storm Drainage Easement". Frederick County Sanitation Authority,by the signature of its agents on the attached plats, does accept the dedications for the water and sewer easements herein described as such. Page 3 of 6 W ry C-C The Deed of Dedication made hereby is subject to the setbacks and buffer requirements imposed by the Frederick County Zon.ng Ordinance. (This spa-e intentionally left blank.) Page 4 of 6 ca c� WITNESS the following si€natures and seals: 'WINCHESTER WAREHOUSING,INC. 13y: (SEAL) C. ce President SILVER LAKE,LLC layI- _(SEAL) J es R.Wilkins,Jr.,Mem r/Manager 13y: (SEAL) J *s .. M�, . ,r/Manager STATE OF VIRGINIA CITY OF WWCIIESTER I ` I, a Notary Public in and for the State and jurisdiction aforesaid, t C. Robert Soienberger is Vice President of Winchester Warehousing,Inc.,whose name is signed to the foregoing Deed of Dedication,dated July 23, 2004,has personally appeared before me and acknowledged the same in my State and jurisdiction aforesaid. Given under my hand this ay of July,2004. My Commission expires_moo D- D S Pub 7r .r �• c• is o Page 5 of(� O W GJ STATE OF VIRGINIA CITY OrW HEST I a Notary Public in and for the State and jurisdiction aforesai do heAy cert that James R. Wilkins, Jr., Mcmber/Manager of Silver Lake,LLC,whose name is signed to the foregoing Deed of Dedication,dated July 23,2004,has personally appeared before me and acknowledged the same in my State and jurisdiction aforesaid. AW Given under my hand this,�Z day of July,2004. My Commission expires--,/, .1 0e + v STATE OF VIRGINIA CITY O W CHES O IT: I, ,a Notary Public in and for the State and jurisdiction aforesaid, do h by ce 'fy that James R. Wilkins, III, Member/Manager of Silver Lake,LLC,whose name is signed to the foregoing Deed of Dedication,dated July 23,2004,has personally appeared before me and acknowledgedthe same in my State andjurisdiction aforesaid. Given under my hand this,�M'!:�day of July,2004. My Commission expires I~ tart' u is 44% A. r Page of(i 0 w Rl. 1` al.BW `l exu t:R[sr b �4 \ 4V II VICINITY MAP SCALE: 1" = 1,500' APPROVED BY: 2�5 FREDERICK COUNTY SUBDIVISION ADMINISTRATOR DATE FREDERICK COUNTY SANITATION AUTHORIT DATE 7dlJGDSr VIRGINIA DEPARTMENT OF TRANSPO ION --DATE4 OYMER'S CONSENT: 7777 THE ABOVE AND FOREGOING SUBDIVISION OF THE PROPERTY OF WINCHESTER WAREHOUSING, INC. AND SILVER LAKE LLC, AS APPEARS ON THE ACCOMPANYING PLATS, IS WITH THE FREE CONSENT AND IN ACCORDANCE WITH THE DESIRES OF THE UNDERSIGNED OWNERS, PROPRIETORS AND TRJ111111 ,! D 't DA FOR WINCHESTER WAREHOUSING, INC. DAT NOTARY PUBLIC MY COMMISSION EXPIRES)LIWAIL hl0,a?04 CWrICOUNTY OF _ THE FOREGOING INSTRUMENT WAS ACKNOWLEDGED BEFORE ME ON BY (DATE) STATE OF YZLha,pf j (NOTARY PUBLIC) 0 _ SURVEYOR'. CERTIFICATE 1. RANDY A. STOWERS, A DULY LICENSED LAND SURVEYOR IN THE COMMONWEALTH OF VIRGINIA, HEREBY CERTIFY, TO THE BEST OF MY KNOWLEDGE AND BELIEF, THAT THE PROPERTY CONTAINED IN 'i HIS SUBDIVISION IS THE SAME PROPERTY CONVEYED TO WINCHESTER WAREHOUSING, INC. AND SILVER LAKE LLC BY DEED RECORDED AT INSTRUMENT #030016328 AMONG THE LAND RECORDS Or FREDERICK COUNTY, VIRGINIA. FINAL SUBDIVISION PLAT TOF THE PROPERTY OF MANCHESTER WAREHOUSING. INC. AND o SILVER LAKE, LLC GAINESBORO MAGISTERIAL DISTRICT FREDERICK COUNTY, VIRGINIA V0 042 3 �' SCALE: AS SHOWN DATE: JUNE 5, 2004 gilbert w. Clifford & associates �� A DIVISION OF PATTON HARRIS RUST & ASSOCIATES A PROFESSIONAL CORPORATION CONSULTING ENGINEERING — LAND SURVEYING — PLANNING 117 E. PICCADILLY STREET, WINCHESTER, VIRGINIA 22601 (540) 667-2139 SHEET t OF 12 AREA SUMMARY AREA IN T.M. 53-((A))-79: 3.4639 ACRES AREA IN T.M. 52-((A))-B: 67.4347 ACRtiS TOTAL DEVELOPMENT AREA: 70.8986 ACRS AREA IN TRACTS: 28.9134 ACRES AREA IN OUTLOTS: 11.0662 ACRES AREA IN R/W: 2.7531 ACRES C� AREA IN PARCEL B RESIDUE: 28.1659 AIRES NUMBER OF TRACTS AND OUTLOTS: 10 AVERAGE LOT SIZE: 3.9980 ACRES SMALLEST LOT SIZE. 0.7298 ACRES PARENT PARCELS 53-((A))-79, ZONED: 132 52-((A))-B. ZONED 62 MINIMUM SETBACK REQUIREMENTS FRONT = 50' REAR = 0' SIDE = 0' PARKING = 5' NOTES PERMANENT MONUMENTATION WILL BE SE" AT ALL LOT CORNERS IN COMPLIANCE WITH LOCAL ORDINANCES, CURVE TABLE CURVE RADIUS DELTA LENGTH TANGENT BEARING CHORD C12 611.00 15'09'46" 161.70 81.32 S14'40'19"W 161.23 C13 527.00 15'09'46" 139.47 70.14 514'40'19'W 139.06 C14 70,00 52'41'15' 64.37 34.66 S45'15'40"E 6213 C15 50.00 49'16'19" 43.120 22.93 S83'4533"W 41.69 C16 40.00 90'00'00" 62.123 40.00 S52"05'25"W 56.57 C17 3025.00 14'51'48" 784.73 394.58 N75'28'41"W 782.53 C18 3071.00 12'12'20" 654.21 328.35 N74 7"W 652.98 C19 328.00 4'07'51" 23.E5 11.83 S70'06'42'E 23.64 C20 40.00 78104'53" 54.51 32.44 N33'08'11"W 50,39 C21 282.00 8'42'54" 42.89 21.49 572'24'14"E 42.85 C22 464.00 108'52" 9.3) 4.65 N0628'42"E 9.30 C23 464.00 1'08'5 " 9.3) 4.65 N0628'42"E 9.30 C24 40.00 78'04'53" 54.51 32.44 544'56'42"W 50.39 C25 328,00 51'11'44" 293.38 157,14 N58'23'17"£ 283.42 C26 296.00 14'23'43" 74.<i7 37.38 N 5'35'34'E 74.17 C27 3025.00 1'24'46" 74.;19 37.30 N82`12'12'W 74.59 C28 3025.00 340'25" 193.36 97.01 N79'39'36'W 193.92 C29 3025.00 4'00'36' 211.72 105.90 N75'49'D5"W 211.67 C30 3025.00 4'12'38' 222.30 111.20 N71'42'28"W 222.25 C31 3025.00 133'22" 82:6 41.08 N68'49'28"W 82.16 C32 328.00 19'56'33" 114.16 57.67 N74'00'52'E 113.59 C33 328.00 31'15'11" 178.91 91.74 N48'25'01'E 176.70 C34 300.00 8'57'34" 46.11 23.50 Sl 354'55'W 46.86 C35 300.00 73'57'38" 387.26 225.90 1 N6946'14"E 360.92 C36 300.00 14' 3'43" 75.37 37.89 1 N2535'34"E 75.18 C37 300.00 48.45'48" 255.32 135.97 1 N8222'09"E 247.69 FINAL SUBDIVISION PLAT �H 0 OF THE PROPERTY OF y WINCHESTER WAREHOUSING. INC. �., ND SILVER ALAKE. LLC GAINESBORO MAGISTERIAL DISTRICT O FREDERICK COUNTY, VIRGINIA o No. 002342 �" SCALE:1"=150' DATE: JUNE 5, 2004 gilbert w. Clifford & ossocictes 44ft d- A EAVISION OF �,,�.1 PATTON HARRIS RUST & ASSOCIATES SUKYv'dz- A PROFESSIONAL CORPORATION CONSULTING ENGINEERING - LAND SURVEYING - PLANNING 117 E. PICCADILLY STREET, WINCHESTER, VIRGINIA 22601 (540) 667-2139 F{ ET 2 OF' 12 0 w LINE TABLE LINE BEARING LENGTH L1 S82'33'2!"E 90.87' L2 S79"16'32'E 202.61' L3 S76'13'13'E 212.03' L4 S71'54'36"E 226.09' LS I N81'39'52"E 91.66' L6 S74'56'59"E 84.30' L7 S89-26'1 9"E 44.65' LB N7432'41"E 120.48' L9 N50'15'12"E 110.22' L10 S8216'09'E 50.54' LT1 N27'58'1 i"E 224.42' L12 N78'17'2C'E 6.74' L13 1 N4732'23"W 123.48' L14 N18'23'42"E 240.68' L15 N32'00'4!"W 29.95' L16 N71'36'18"W 31.50' L17 S1823'42"W 23.50' L18 S18' 3'42"W 23.50' L19 Sl 823'42"W 23.50' L20 N1 B'23'4 ."E 23.50' L21 N18'23'4.:"E 65.69' L22 S45'11'4E"E 86.17` L23 507'05'13"W 56.35' L24 N50'51'13'E 23.63` L25 S82'43'1 '*E 57.33' L26 S40'51'O5,'E 23.25' L27 N82'54'11"W 30.00' L28 N07'05'2!i"E 30.00' L29 N82'54'11"W 30.00' L30 S07'05'2E"W 30.00' L31 S11'21'06"W 165.82' L32 S2055'3E"W 305.86' L33 S16'17'02"W 83.33' L34 N10'30'1 E"E 145.49' FINAL SUBDIVISION PLAT OF THE PROPERTY OF R WINCHESTER WAREHOUSING, INC. AND SILVER LAKE. LLC GAINESBORO MAGISTERIAL DISTRICT O y r FREDERICK COUNTY, VIRGINIA v SCALE:1"=150' DATE: JUNE 5, 2004 NO. 002342 gilbert W. clifford & associates ':"5" xg_v y A WASION OF PATTON HARRIS RUST & ASSOCIATES A PROFESSIONAL CORPORATION CONSULTING ENGINEERING - LAND SURVEYING - PLANNING 117 E. PICCADILLY STREET, WINCHESTER, VIRGINIA 22601 (540) 667-2139 SHEET 3 OF 12 KEY SHEET _ 1"--300' i 1_ 20020g02 lNsr. #0 i , + RESIDUE I SHEETS 1 , I - BOULEVARD- I 'RETNIL _ -- --�--: 7D OUTLOT 1 TRACT , o -----I ' TRACT 2 o ' OUTLOT 2 I � OUTLOT 3 1 ,,S TS 61 9 8c 111 1 OUTLOT 4 i TRACT 1 I I 0 I I , OUTLOT 6 SH E �1 �- OUTLOT 7 FINAL SUBDIVISION PLAT OF THE PROPERTY OF WINCHESTER WAREHOUSING, INC. CNY0. 00m ND SILVER ALAKE, LLC GAINESBORO MAGISTERIAL DISTRICT FREDERICK COUNTY, VIRGINIA CALE: V=150' DATE: JUNE 5, 2004 fgilbert w. Clifford & associates A DIVISION OF PATTON HARRIS RUST & ASSOCIATES A PROFESSIONAL CORPORATION CONSULTING ENGINEERING - LAND SURVEYING - PLANNING 117 E. PICCADILLY STREET, WINCHESTER, VIRGINIA 22601 (540) 667-2139 SHEET 4 OF j FRUIT HILL ORCHARD. INC- _ T.M. 53-((A))-A 8 ZONE:AGA 1 5' 7�n 2.12': Q CD O.B. 12.12!- 845 PG IZP1636 18�1; O Q — � 721.2Li a ui o RETA L BOULEVARD z 2.7531 ACRES " '` to i HERESY DEDICATED r Cn FOR PUBLIC � n v N r STREET PURPOSES Lo Q a ,+N 0 I $ 28.01' w w I 20' STORM w pj Z DRAINAGE x Q rn EASEMENT 84' C\i C'qQ 1 b w G1 N n I z RESIDUE "' n o m W Lo r- 17 rrI WINCHESTERoo �WARE:HOUSING, INC_ � C141 00 � Co 00) N N Q SILVER LAKE: LLC I � W " fTl P/0 T.M, 52-((A))�-B rn INST. #030016328 1 ZONE: 82 p� USE: AG °p 28.1659 AC. �, 00 w � La c? p^E r ry 52()0, I AAs N CID 5^ Np705 2' ? N 29.73 w$ 1� N 10CD 04 I 0 z J NO Zp0 30 f S84�g"7' A!' J ck ,z� ,q M r ZR ,pGE - _ E ASEMENT y 7 '7 200 6$ l2 I , G �A��$1 00 50�� 'rNa252 W E 5 w VPR�-SFINAL SUBDIVISION PLAT �k94$• ; S• ?100 Rf OF THE PROPERTY OF WINCHESTER WAREHOUSING, INC. N74'39'17p N ND� 0 D SILVER ALAKE, LLC 151.70 1 GAINESBORO MAGISTERIAL DISTRICT q FREDERICK COUNTY, VIRGINIA CALE: 1"=150' DATE: JUNE 5. 2004 o �W lIEBS y gilbert w. Clifford & associates GRAPHIC SCALE " NO. 0= A DIVISION OF o 75 iso wo PATTON HARRIS RUST & ASSOCIATES A PROFESSIONAL CORPORATION CONSULTING ENGINEERING - LAND SURVEYING - PLANNING � 117 E. PICCADILLY STREET, WINCHESTER, VIRGINIA 22601 1 inch = 150 fL (540) 667-2139 SHEET 5 OF 12 FRUIT Njr ORCH T.M. 5,?- ARD INC. ' �7�6'18`E D.B. �(A))-A a 848 pG 84 1.9' ZONI:-! RA. 1208 L' 20' w o I 2 1 1-AC CASEMfNTDRA1NApE c� Ni8 8 9'3?`E 36'8 1 co 15.00' _ C, N7136.18„ c7 z A W s TRAcr 38,85, 84• ,,� m 4.9585 2 Lo m ! AC: V) RETAIL BOULEVARD rOD ^' rm I ;� 2.7531 ACRES z N7138"W 6'r M --IN HERBY DEDICATED cn / FOR PUBLIC rcu 30 01, = 0 STREET PURPOSES -9 3 p S7136' A "� -ri eo wv G1 207.971—E 44G 5 co cv CIA v v� 9' z CIA cv a4 N o 24 f.62' o O z r Q6 rRAcr r 7RAC o -� /N / 20.5285 AC. , ry 3 3.4263 I AC. � ;n z 0 STORM tt DRAINAGE EASEMENT zl ' r 2U' STORM S82'54'35"E DRAINAGE EASEMENT d ? 60.25' to rno Lu o r Ll L2 L2 L1 C18 0 [ ,o ti C27 ~C _ �5 C21 L6 a cv OUTLOT 2 X30 I z UTLOT 1 1.5195 AC. CUTLOT 3 I .4018 AC. In 7- -:.5250 AC. cn OUTLOT 4 ? 3 LAI w " N v 1.372$ AC. O �`+ � �I-4 �I0 �I z �� °° I r o I N �°14Z I I`' `°I c r.Ln °�'t`So�`98x o f w N w wl 'a yos U L50' BUlLDI GSETBACK & , BU9 10.89 R'0' 152.70' _192.21' 199.38'_ 212.62' _550.4$' N83'43'51"W 728.9N825411"W L30 �SO9'38'33"W 7.96' U.S. ROUTE 50 NORTHWESTERN PIKE R/W VARIES FINAL SUBDIVISION PLAT OF THE PROPERTY OF WINCHESTER WAREHOUSING. INC. AND �K F SILVER LAKE, LLC GAINESBORO MAGISTERIAL DISTRICT FREDERICK COUNTY. VIRGINIA CALE:1"=150' DATE: JUNE 5. 2004 o L NEIL" y gilbert w. Clifford & associates GRAPHIC SCALE " N0. oom A DIVISION OF o is iso 3130 ��/j� PATTON HARRIS RUST & ASSOCIATES A PROFESSIONAL CORPORATION 1., J*+dQt CONSULTING ENGINEERING - LAND SURVEYING - PLANNING KY . 117 E. PICCADILLY STREET, WINCHESTER, VIRGINIA 22601 1 inch = 150 ft. (540) 667-2139 SHEET 6 OF 12 FRUIT 11,LL 0RC HA cd T.M. :i3� RO INC W D.B. X148 SpA))-A 20' sr0 ZONE, G• 1208 —, EASEMENTDRAtNAGE u'E: GA 2378.65' 2Cr 1261.09' `�-_� ` �� T��CT 1 20.5285 AC V,! STORMRAINAGE / u� �J EASEMENT ',N/ (/) bio -Z7074'47" Q�Q to h 4 rn ,civ v 258.84' E m v Aj(A 4r�cJ � c- L12 ��` O m 18.00p"- N7138'tg„ W2 —I ^ 215.92 4=,d^o � J IN o; OUTLOT 7 •• -, O `00 2.986 3 A . my Q.•�4t'4- m N �/ry p °�O�• oD �L1 Q� J `Vnr GIM C,4 � o 05'54'16W vo; N32'47'25 L6 159,35' 32.86' NANCY i~r, 0 \ ,/, 0.&. 8 9. PAI)-75N a 20N o ES USE.- 552 1.5304 AC, v ro/ 2 I^ N N05'54'16"E /ry 69 e / a v v 79. ' �; �4 N07'03'08"E M�z . L25 99.47 _ 1 9.38' _ �;�• 72.01 99.47 N79'27'27"W 20' STORM 158.65' DRAINAGE EASEMENT U.S. ROUTE 50 NORTHWESTERN PIKE R/W VARIES FINAL SUBDIVISION PLAT OF THE PROPERTY OF WINCHESTER WAREHOUSING, INC. SILVER LAKE. LLC GAINESBORO MAGISTERIAL DISTRICT FREDERICK COUNTY, VIRGINIA SCALE: 1"=150' DATE: JUNE 5, 2004 O L smuts gilbert w, clifford & associates GRAPHIC SCALE u NO. ppm A DIVISION OF 0 75 150 300 PATTON HARRIS RUST & ASSOCIATES A PROFESSIONAL CORPORATION ONSULTING ENGINEERING - LAND SURVEYING - PLANNING 117 E. PICCADILLY STREET, WINCHESTER, VIRGINIA 22601 1 inch = 150 [t. (540) 667-2139 SHEET 7 OF 12 C� FRUIT HILL ORCHARD, INC. ZONE: RA �68 — D3, m T.M. 5 48((QG� A U_SE. AG r — rr . 8_�1 !� 20, WATER EASEMENT Lij 0 o o N71'36.18"W rn I I� f �p.00' _ I Cl) i I CJ N N r Ifl -TRACT 2 ^� I Ii¢� W 'INaj o All 44 ir 40 o`Fo I � I D is Cn ZN p N6 0,00 "W 2 .OD' I c t r 20' SEWER EASEMENT < I D rn n � En rn L" RESIDUE CA x WINCHESTER WAREHOUSING, INC. m Luz) c—,. & 1 � r rp SILVER LAKE: LLC co I I v O ? E r � 35" W x$22 3° i � SEWS tOi' w I f ! IJ f ,\ r I NOR.�NWE �ER� p1KE RGoTE Rlw '00es FINAL SUBDIVISION PLAT OF THE PROPERTY OF WINCHESTER WAREHOUSING. INC. 0 Y SILVER ALAICE. LLC GAINESBORO MAGISTERIAL DISTRICT FREDERICK COUNTY, VfRGINIA SCALE:: 1"=150' DATE: JUNE 5, 2004 o L llBiiS gilbert w. Clifford & associates GRAPHIC SCALE " 0. 00m A DIVISION GE a 75 Im aoo Q;7 ' PATTON HARRIS RUST & ASSOCIATES A PROFESSIONAL CORPORATION CONSULTING ENGINEERING - LAND SURVEYING - PLANNING 117 E. PICCADILLY STREET, WINCHESTER, VIRGINIA 22601 1 inch = 150 ft. (540) 667-2139 HEFT 0 OF I >RT.A#,HSS ORCHARD NIB 23'42AE 20' WATER EA PC.0 �O EPC.RA 1208 �Ne. 17.5p' oro USE.-:qG io 74.68 175c),� N18�c), o N 'N71-,3,,,8"W 300:0-�� ,�-�r„�N1$7 5Q 2 339, r-- `��' 1 011 —30p_4o`� 518• 4 �-�� to VfR WATER & 121.o.3 W N7136'18 W m ou 1 829.63' ACr Ln - Q z S6323'42- Ln I? 567• ' 3 1 $4.40• W m - 0 16 42 C �,� cn II �� NACr 1 s ao I 0 20SEWER ��n rn O -`�► EASEMENT -1 N j 185.62' 30' WA TER O ' EWER ESM& O I L20 ' 4► `� t1g 265.SpF 38"E tv SzsDi$� SO�n rn r 1' p' N 20 WATER �27j•50- r TRACT 3 , WA EASEMENT .ol f 2 20 EA WATrrR 3 SENr R EASEM ti SEMENT �v S07'05 25'W 20' WATER J 36.62' EASEMENT 30' WATER 26.12' Sl 1'30',38"W SEWER ESM& C34 32.20 S17'50.57'W 216.22' 6$•37' 31.83' —2 20' WATER �� 32.48' to � o S76.32'02'6 ` 0 S82 54'35'E 330,47' S70 w 50'274.82 I -320.41- 39"E N1923'54"E al 1 34.36' N OUTLOT 2OUTLOT 3 k 14 OUTLOTSIGV 1 OUTLOT 4 OUB OT w EASEMENT t 1 v U.S. ROUTE 50 NORTHWESTERN PIKE RJW VARIES FINAL SUBDIVISION PLAT OF THE PROPERTY OF WINCHESTER WAREHOUSING. INC. .� AND p SILVER LAKE, LLC GAINESBORO MAGISTERIAL DISTRICT FREDERICK COUNTY, VIRGINIA ALE:1"=150' DATE: JUNE 5, 2004 gilbert w. Clifford & associates GRAPHIC SCALE >, No. Dara A DIVISION OF 0 75 Iso Soo ©�� yi PATTON HARRIS RUST & ASSOCIATES A PROFESSIONAL CORPORATION Z: s �� CONSULTING ENGINEERING - LAND SURVEYING - PLANNING �'�D 117 E. PICCADILLY STREET, mNCHESTER, wRGINIA 22601 I inch = 150 It. (540) 667-2139 SHEET 9-OF 12 FRUfT HILL D @, 84 {(A))Aq p INC. 20' ZONE: pC' 1208 '3'42"E WATER EASEMENT USE: �p .'50' 106.20• c. ' X250 2°E 5.00' SOWER SM& 2v CO Co 36021. o 1 �- 2-�,`v-67 S71•36•1$ ;$•25' I!'~'- �� Co�-"l-' �opa�r'j �0, WATER 23' "� 57136'18"E L `�U Y1 EASEA4E o '� 374,76' NT 0 04 mTRACT SEWER30- , INC � ! S74�S0 MT. —20' WATER EASEMENT / 4 44`��C Q o4r J 4 4Ovj. 3p' � SE WgTE� & ` — 4�Q`�co 24' WER ESMT. n O' 28.00' SOo�Z 271271,p �� 8933&'(T�, 20' WATER 'j' x-20' WA o Q EASEMENT �a 11�ASElAe7ER N tl a, NT 2 4i a1 La cir� U OJ �_ o f((((( oar OUTLOT 7 20' WA7 �� u��ti EASEM NANC Z ry�� 55r005� C15 / T M. 53R. JOHNSO WA D.S. S {{q))� N ERSEME _� oNe C 55.2 y- n v —us E: RES OUTLOT 6 / z t� 20' W �c�, RSEMEN R � �W � U.S. ROUTE 50 NORTHWESTERN PIKE R/W VARIES FINAL SUBDIVISION PLAT OF THE PROPERTY OF WINCHESTER WAREHOUSING, INC. SILVER ALAKE. LLC GAINESBORO MAGISTERIAL DISTRICT FREDERICK COUNTY, VIRGINIA ALE: 1"=150' DATE: JUNE 5, 2004 O $� L �t w Silbert w, Clifford & GssociGtes GRAPHIC SCALE v No, 0=Ql9 A DIVISION OF 0 75 150 3o0 7 PATTON HARRIS RUST & ASSOCIATES A PROFESSIONAL CORPORATION ONSULTING ENGINEERING - LAND SURVEYING - PLANNING —�c4C�' 117 E. PICCADILLY STREET, WINCHESTER, VIRGINIA 22601 1 inch = 150 It. (540) 667-2139 SHEET 10 OF 1 HIL0 c::) T Ad. L 53 RCHAi?t) jNC' 8—(( 27 1 ZONE: RA 7208 USE. AG m m TRACT 2 1 m m m m 1 40 CDzTRACT I m m z! 0 CCESSe4SEMENT WAS ART Q Rl 0 'A J 0 N7RACT 3 �� A ZD 7 CCESS 'EASEMENT ROCK ZZ'sMl LL (PRIDR111c ATE) OUTLOT OUTLOT A 1 OUTLOT 2 1 OUTLOT 3 1 OUTLOT 4 5 U.S. ROUTE 50 NORTHWESTERN PIKE: R/W VARIES FINAL SUBDIVISION PLAT OF THE PROPERTY OF WINCHESTER WAREHOUSING. INC. AND 'IT ORALLC 5T711,14 GAINESBORO MAGISTERIAL DISTRICT ,001 m" FREDERICK COUNTY, VIRGINIA SCALE:1"=150' DATE: JUNE 5, 2004 I s . gilbert w. Clifford & associates GRAPHIC SCALE 0. A DIVISION OF 0 715 ISO 300 U7 PATTON HARRIS RUST & ASSOCIATES A PROFESSIONAL CORPORATION CONSULTING ENGINEERING - LAND SURVEYING - PLANNING 117 E. PICCADILLY STREET, VANCHESTER, VIRGINIA 22601 1 inch = 150 ft. (540) 667-2139 SHEET 11 OF 1 I✓ �RU1T HILA w S3—((.4))Aq 0, INC 848 p ry ZONE: RA 120 USE- AC Cb mm CIO (n u v m r,-Io �;� --1 t�.s•�j•OBJ N Cli a --r S' Q. 4s" OUTLOT 7 P� 1 � FANCY R. J oI PC lk- RA 55 ��, r�•-r� RES OrJTLOT g 1 � 72 �.� ACCESS EASEMENT 2� 3•• '�'� U.S. ROUTE 50 NORTHWESTERN PIKE R/W VARIES FINAL SUBDIVISION PLAT OF THE PROPERTY OF WINCHESTER WAREHOUSING, INC. AND T SILVER LLICE, LLC GAINESBORO MAGISTERIAL DISTRICT FREDERICK COUNTY, VIRGINIA E: 1"=150' DATE: JUNE 5, 2004 c gilbert w. clifford & associates GRAPHIC SCALE A OfVIS(0N OF o >a 190 wo PATTON HARRIS RUST & ASSOCIATES 0< -/�CJY A PROFESSIONAL CORPORATEON ONSULTING ENGINEERING - LAND SURVEYING - PLANNING 117 E. PICCADILLY STREET WINCHESTER, VIRGINIA 22601 1 inch = 150 ft. (540) 667-2139 SHEET 12 OF 1 4:- VIRGINIA:FREDERICK COUNTY,SCT. ThisAin,,,u e,I rot j)vntncty-as producedr tome()n 12- V.,,-aldn ,dt,nuot,l F I and 58 1-801 have been paid,if assessable 40 .Clerk 11/17/23, 10:33 AM Untitled Page Frederick Home Frederick County Virginia LIFE Ar r}iE rop Pay/Lookup Taxes Payment Home Personal Property Real Estate Dog Tags Pay Parking Violation Pay FOIA Charges Other Payments ShoppingCart(0) Pin (I s Change Email Pay Real Estate Tax Bills Map 52 A View WINCHESTER WAREHOUSING Number: B Map Name INC. uetaiied Amount Select Account# Dept# Ticket# Seq# Due Date Information(Click Due Below) View 2023 REAL ViewBill Back of 8014308 RE2023 45692 2 12/5/2023 ESTATE $25.24 Bill Total Due: $25.24 Enter Amount to Pay: 25.24 Return to Search I Pay another Bill Proceed to Shopping Cart https://fctaxes.co.frederick.va.us/Applications/TR_PayTaxes/TicketsByMap.aspx 1/1