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Home My WebLink About12-07 Traffic Impact Analysis0 0 0 A Traffic Impact Analysis of the Opequon Crossing Located in: Frederick County, Virginia Prepared for: Wayne L. Hill The Ryland Group, Inc. Washington Division 4100 Monument Corner Drive Fairfax, VA 22030 Prepared by: Patton Harris Rust & Associates Eng neer s. Surveyors. Planners. Landscape Ar chi tech. 10212 Governor Lane Boulevard Suite 1007 PH Williamsport. Maryland 21795 T 301 .223.4010 • F 301 .223.6831 November 18, 2008 0 n LJ IJ 0 OVERVIEW Report Summary 6 Patton Harris Rust & Associates (PHR +A) has prepared this document to present the traffic impacts associated with the proposed Opequon Crossing development located along the south side of Route 7 (Berryville Pike), east of Valley Mill Road, in Frederick County, Virginia. The proposed project will include 155 single - family detached units and 170 townhouse units. Access will be provided via a sole site- driveway to be located along the west side of the proposed Haggerty Connector Road. The proposed Haggerty Connector will serve as the connection between the site and Route 7. The development will be built -out in a single phase by the year 2010. PHR+A has provided Figure I to illustrate the location of Opequon Crossing with respect to the surrounding roadway network. Methodology All methodology utilized in this report was based upon the December 11, 2007 scoping meeting (in Edinburg, VA) with Virginia Department of Transportation (VDOT) and Frederick County staff. The traffic impacts accompanying the Opequon Crossing development were obtained through a sequence of activities as the narratives that follow document. • Assessment of background traffic including other planned projects in the area of impact, • Calculation of trip generation for the proposed Opequon Crossing development, • Distribution and assignment of the Opequon Crossing development - generated trips onto the study area roadway network, • Analysis of capacity and levels of service for existing and future conditions using Synchro 7. EXISTING CONDITIONS In order to determine the existing traffic volumes along Route 7 at the proposed Haggerty Connection, PHR +A conducted AM and PM peak hour manual turning movement counts at the intersection of Route 7Nalley Mill Road in Frederick County, Virginia. PHR +A established the ADT (Average Daily Traffic) along each of the study area roadway links using a "k" factor (the ratio of PM peak hour traffic volumes to 24 -hour traffic volumes) of 7.70 % based upon Virginia Department of Transportation (VDOT) 2006 traffic count data. Figure 2 shows the existing ADT and AM /PM peak hour traffic volumes along Route 7 at the proposed location of the Haggerty Connection. Figure 3 shows the existing lane geometry along Route 7. Traffic count data worksheet is included in the Appendix section of this report. P A Daffic /mnac( Anal vdis of (he Opequon Crossing Project Number: 12617 -1-0 November 18, 2008 Page I 0 6 i 0 No Scale .:-..,- _..f�� `r pFactory z f j�lea ciao r�C Llfl �ds =Rd? �� SITE' ' `f Lly4, \ Q { h w ' li7 J, P 1 - �r � A F 1 "N-1 V Figure I Vicinity Map: Opequon Crossing, in Frederick County, Virginia P ATm(dc Impact Anakvi.s of die OPeaann Crossing Project Number: 12617 -1 -0 November 18, 2008 Page 2 C� • No Scale SITE r AM Peak HOur(Pil4 Peak Hour) • Figure 2 Existing Traffic Conditions P A Trn(rc Impact Analvsi.s oldie Opeouon Crossing Project Number: 12617 -1 -0 November 18, 2003 Pagc 3 • r C � J 0 No Scale 4 0 SITE Figure 3 Existing Lane Geometry and Level of Service P A Dalpc Impel Ann(FSi.s of the Oncnuon Crossine Project Number: 12617 -1 -0 November IS, 2008 Page 4 0 0 • 2010 BACKGROUND CONDITIONS PHR +A increased the existing traffic volumes along Route 7 using a growth rate (per the December 11, 2007 seeping meeting) of two percent (2 %) per year through Year 2010. Additionally, PHR +A included all trips relating to specific future "other developments" located within the vicinity of the site. Based upon the T h Edition of the Institute of Transportation Engineers' (ITE) Trip Generation Report Table 1 is provided to summarize the 2010 "other developments" trip generation. Table 1 "Other Developments" 2010 Trip Generation Summary Code Land Use Amount In AM Peak Hour Out Total In PM Peak Hour Out Total ADT Twin Lakes Phase 10 230 Townhouse/Condo 71 units 8 28 36 30 17 46 464 Total 8 28 36 30 17 46 464 Haggerty Properly 210 Single - Family Detached 76 units 16 47 63 53 31 84 760 230 Townhouse/Condo 224 units 26 87 113 94 53 147 1,466 Total 42 134 176 147 84 231 2,226 Figure 4 shows the 2010 background ADT and AM /PM peak hour traffic volumes at the intersection of Route 7/Haggerty Connector Road. Figure 5 shows the corresponding 2010 background lane geometry and levels of service. All Synchro 7 levels of service worksheets are included in the Appendix section of this report. Table 2 is provided to show the 95 percentile back of queue and levels of service for each lane group during 2010 background conditions. A Tm(Rc Impact Ann(vsis o te ec N umber: 2617 -1-0 H Novanbe Crossinq Project umber i 18, 2 008 1-0 r 18, 2 Page 5 0 No Scale 0 AM Peak Hour(PM Peak Hour) Figure 4 2010 Background Traffic Conditions P RA A Traffic /nroacl Anal v.Vis of the Ooeauon Cro.ssinc Project Number: 12617 -1 -0 November 18, 2008 Page 6 0 0 0 0 J Figure 5 2010 , Background Lane Geometry and Level of Service P H A A Daffic lnu>acl Anahsis of the Oneauon Crossing Project Number: 12617 -1 -0 November 18, 2008 Paec 7 Signaliud'. 'Sex' Intersection Inlcn,`cti.n" No Scale A)q� 7 Unsignalind Intersection y � i �'Yi `9 lt' JP � P 7 °c G o` SITE C• N G 3 art O� ` s i y 4� Un51gnalized Intersection Denotes Unsignalized Critical Movement T T A AM Peak Hour (PM Peak Hour) J Figure 5 2010 , Background Lane Geometry and Level of Service P H A A Daffic lnu>acl Anahsis of the Oneauon Crossing Project Number: 12617 -1 -0 November 18, 2008 Paec 7 • Levels of Service and Back of Queue (95 %) Results 2010 Background Conditions J * Assumed 25 feet Vehicle Length L Table 2 Opequon Crossing Intersection Traffic Control Lane Group/ Approach AM Peak Hour PM Peak Hour LOS Back of ueue LOS Back of Oueue Route 7 & Haggerty Road Signalized EB/T B 331.D A 96.0 EB/TR EB LOS B A WB/L A 25.0 A 26.0 WB/T -Lapel A 97.0 B 391.0 WB/T -Lane2 WB LOS A B NB/LR B 72.0 B 46.0 NB LOS B B Overall LOS B B Haggerty Rd & Site- Driveway / Iaggerty Dr #2 Unsignalized EB/LR A 25.0 A 25.0 NB /LT A 25.0 A 25.0 SB/TR - - Haggerty Road & gg Y Haggerty Dr #1 Unsignalized WB /LR A 25.0 A 25.0 NB/TR - - SB /LT A 25.0 A 25.0 EB = Eastbound, WB = Westbound, NB = Northbound, SB = Southbound, L: Left, T:Thm, R: Right P H A A Traffic hnnact Analysis of the Oneguon Cwssinp Project Number: 12617 -1 -0 November 18, 2008 Page 8 0 0 0 TRIP GENERATION PHR +A determined the number of trips entering and exiting the site using equations and rates provided in the 7 th Edition of the Institute of Transportation Engineers' (ITE) Trip Generation Report as well as using the rates provided by VDOT Staunton District for ITE Code 230. Table 3 was prepared to summarize the total trip generation associated with the proposed Opequon Crossing development. Table 3 Proposed Development: Opequon Crossing Trin Generation Summar Code Land Use Amount In ANI Peak Hour Out Total In PM Peak Hour Out 'Total ADT 210 Single- Family Detached 155 units 29 88 118 100 59 159 1,550 230 Townhouse/Condo 170 units 20 66 86 71 40 111 1,1w Total 49 154 204 171 99 270 2,658 TRIP DISTRIBUTION AND TRIP ASSIGNMENT • The distribution of trips was based upon local travel patterns for the road network surrounding the proposed site. PHR +A utilized the trip distribution percentages shown in Figure 6 to assign the Opequon Crossing trips (Table 3) throughout the study area roadway network. Figure 7 shows the respective development - generated AMIPM peak hour trips and ADT assignments. 2010 BUILD -OUT CONDITIONS C The Opequon Crossing assigned trips (Figure 7) were added to the 2010 background traffic volumes (Figure 4) to obtain 2010 build -out conditions. Figure 8 shows the 2010 build -out ADT and AM/PM peak hour traffic volumes at key locations through out the study area roadway network. Figure 9 shows the respective 2010 build -out lane geometry and AMIPM peak hour levels of service. PHR +A has provided Table 4 to show the 95 percentile back of queue and levels of service for each lane group during 2010 build -out conditions. All Synchro 7 levels of service worksheets are included in the Appendix section of this report. P A 7 naf6c hnoact Anolvsis of (he Onequon Crossing Project Number: 12617 -1 -0 November 18, 2008 Page 9 • ! i No Scale �)� ke 7 4 Go c y�� 6 Oz SIT b �~ O f O ! C PtLd N`t i Q . P f �� fy - D n� n Figure 6 Trip Distribution Percentage P � ATraffic /ngmc(AardvsP ofdie N umber: 12617 -1-0 Project umber 12617 -1 -0 November I8, 2008 Paoe 10 0 0 No Scale AM Peak Hour(PM Peak Hour) Figure 7 Development- Generated Trip Assignments PH ATra((ic Impact AnahwP oect N umber: 1 2617 - 1 -0 R+A Project umber: 12617 -I -0 November 18, 2008 Page I I 9 E No Scale AM Peak Hour(PM Peak Hour) 0 Figure 8 2010 Build -out Traffic Conditions P H A A Tragic /mI)acl Analysis of the Onenuon Crossing Project Number: 12617 -1 -U November 18, 2WS Page 12 • • 0 • sigoahzzd '. °New :lnterseUion,` Intersection" i),LOS B(B) 14 No Scale i e• ; rg r 4 7 Unsignalized Intersection 7 .lp�P "tiOC c` G S IT E e� SIT b 3 6 5 C ��P O U HF �L �d J � N 0 Q c e G o yJ� Unsignahzed Intersection * Denotes Unsignalized Critical Movement AM Peak Hour (PM Peak Hour) __D A Figure 9 2010 Build -out Lane Geometry and Level of Service P A Dallic Gnyact Analvsis of die Onegoon Crossing Project Number: 12617 -1 -0 November 19. 2008 Page 13 • • 0 Table 4 Opequon Crossing Levels of Service and Back of Queue (95 %) Results 2010 Build -out Conditions Intersection Traffic Control Lane Group/ Approach AM Peak Hour PM Peak Hour LOS ac o ueue LOS ac o ueue Route 7 & Haggerty Road Signalized EWT C 462.0 A 146.0 EB /TR EB LOS C A WB/L B 38.0 B 83.0 WB/T -Lanel B 141.0 B 426.0 WB T -Lane2 WB LOS B B NB/LR C 170.0 C 161.0 NB LOS C C Overall LOS B B Haggerty Rd & Site- Driveway /Haggerty Dr #2 Unsignalized EB /LR B 35.0 B 25.0 NB/LT A 25.0 A 25.0 SBIfR - - Haggerty Road & Haggerty Dr #1 Unsignalized WB/LR A 25.0 A 25.0 NB/TR - - SB/LT A 25.0 A 25.0 0 * Assumed 25 feet Vehicle Length EB = Eastbound, WB = Westbound, NB = Northbound, SB = Southbound, L: Left, T:Thru, R: Right • P H A A Traffic Impel Analysis of (he Oneguon Cro.ssinu Project Number: 12617 -1 -0 November 18, 2008 Page 14 • u u E CONCLUSION Based upon Synchro 7 analysis results, all study area intersections of the proposed Opequon Crossing will maintain level of service "C" or better during 2010 build -out conditions. A Traffic Impact Analv.eis o(Me Oueuuon Crossing Project Number: 12617 -1 -0 November 18, 2008 Page 15 11 • 0 E 0 "SIX -YEARS AFTER" DEVELOPMENT 2016 TRAFFIC IMPACTS PHR +A applied an annual growth rate of 2% to the existing traffic volumes through Year 2016. Additionally, all trips relating to specific future "other developments" located within the vicinity of the site were included. The trip generation for the background development remains consistent with the Table I of "2010 background conditions" (Page 5). The Opequon Crossing development assigned trips (Table 3) were then added to the 2016 background conditions to obtain 2016 build -out conditions. Figure 10 shows the 2016 build -out ADT and AM /PM peak hour traffic volumes at key locations throughout the study area network. Figure 11 shows the respective 2016 build -out lane geometry and AM/PM peak hour levels of service. Table 5 is provided to show the 95' percentile back of queue and levels of service for each Zane group during 2016 build -out conditions. All Synchro levels of service worksheets are included in the Appendix section of this report. P A Traffic Impact Anal"is of the Oneouon C ossink Project Number: 12617 -1 -0 November 18, 2008 Page 16 • 0 11 • • No Scale e �? e 09 )1 S2 r� 3x(18191 ` 2)511 8(133) s 9 S` 7 ` J lya'�j z� G S•^ •^ SITE . rs a P P� I O s AM Peak Hour(PM Peak Hour) 17 T) . A Figure 10 2016 Build -out Traffic Conditions P A 7rafOc 6nimei Analysis of the Oueguon Oossine Project Number: 12617 -1 -0 November 18. 2008 PaPc 17 • 0 • • Signaliixd "New Intersection' Intence[ion" No Scale _,�_ B(C) lg1C� - 7 a Unsigmalized Intersection P c G gC� SITE Q� v .� O O ��P�O a P� O�y X 4 J .l P, 1( y d ` s �G Unsignalizad Intersection * Denotes Unsignalized Critical Movement AM Peak Hour (PM Peak Hour) T7 T_), A H 1.1. Figure 11 2016 Build -out Lane Geometry and Level of Service P ATrnffic /mpacr Anahais of the Oneouon Crossine Project Number: 12617 -1 -0 November 18, 2008 Page 18 0 • Ci Table 5 Opequon Crossing Levels of Service and Back of Queue (95 %) Results 2016 Build -out Conditions Intersection Traffic Control Lane Croup/ Approach AM Peak Hour PM Peak Hour LOS ac o ueue LOS ac o Oueue Route 7 & Haggerty Road Signalized EB/T C 567.0 A 168.0 EB/TR EB LOS C I A WB /L C 41.0 C 122.0 WB/I -Lapel B 166.0 C 570.0 WB/T-Lane2 WB LOS B C NB /LR C 182.0 C 103.0 NB LOS C C Overall LOS C C Haggerty Rd & Site- Driveway/Haggerty Dr #2 Unsignalized EB /LR B 35.0 B 25.0 NB /LT A 25.0 A 25.0 SB/TR - - Haggerty Road & Haggerty Dr #1 Unsignalized WB /LR A 25.0 A 25.0 NB/TR - - SB /LT A 25.0 A 25.0 • * Assumed 25 feet Vehicle Length EB = Eastbound, W B = Westbound, NB = Northbound, SB = Southbound, L: Left, T:'I'hru, R: Right • P A Daffic bnnnct Anuh•sis of the Ooegtum Gossine Project Number: 12617 -1 -0 November 18, 2008 Page 19 • 0 0 • 2016 CONCLUSION Based upon Synchro 7 analysis results, all study area intersections of the proposed Opequon Crossing will maintain level of service "C" or better during 2016 build -out conditions. P H A AfgiffL ],POuct Analy -io ofthe Onegu 000055111¢ Project Number: 12617 -1 -0 November 18, 2008 Page 20 0 0 Administrative Guidelines January 29, 2008 0 �� jjjj Virginia Department PRE -SCOPE OF WORK MEETING FORM ofTransportation Information on the Project Traffic Impact Analysis Base Assumptions The applicant is responsible for having this form completed and returned to VDOT and the locality no less than three (3) business days prior to the meeting. If a completed form is !not received by this deadline, the scope of work meeting may be postponed. Consultant Name. _'. Patton Harris Rust & Associates c/o Michael Glickman Tele..,! (301) 223-4010 E-mail' Michael.Glickman @phra.com DeveloperjOw'netName: , "'I Wayne L. Hill, The Ryland Group, Inc. Washington Division 4 n i s Project Information fr Project Name .. ; ' „ Opecluon Crossing Protect Location °: Project is located south of Route 7 along the proposed Haggerty `(Attach regional and site) ,. Connection Road in Frederick County, Virginia specific location ma Project "Description _. -. ',Including type of application _ ;`(rezoning; subdivision site The Project includes 155 units of Single Family detached and 170 units of ;plan), businesssquare . Townhouse /Condo. ft, number of dwelling units - 'access,location, etc. Attach additional sheet if necessary Locality /County.. Frederick County Proposed =Use . ` (Check'all that apply „attach • . Residential Commercial ❑ Mixed Use ❑ Other ❑ additional pagesas necessa ' Residential # of Units: Mixed Use: ITE LU Code(s): # Res. Units: ITE LU Code(s): 210 Single Family Detached (155 units) 230 Townhouse /Condo (170 units) Commercial Use Scl Ft: ITE LU Code(s): Commercial Use Scl Ft: Other: ITE LU Code(s): Paee I of 6 U Administrative Guidelines Ah IMF 4 January 29, 2008 "t t L } l F�Jn 6 ..."� 0 t.`.j. a F TrafFc Im ct =Anal sis i ...� „a id { A'ssum tions.. ,: •_.., r,_,:. •,......_ _. il . �....._, Study, Period Existing Year: 2008 Build -out Year: 2010 Design Year: 2016 Study Area Boundaries North: Route 7 (Berryville Pike) South: (attach map) ° ;. East: Haggerty Connection West: 1xter ha Factors Thatr.: Could: Affect. Project," (Planned: road improvements,_ other nearby A evelopments) Consistency Wlth Compreiens(ve Plan ` Available Traffic 'Data f z: <(Historical, "forecasts) Trip Distribution: `. Road Name: Berryville Pike N % S % E40% W 60 % (Attach sketch) Road Name: N % S % E % W Road Name: N % S % E % W ' Road Name: N _% S % E_% W Annual.Vehlcle Trip Peak Period for'.: � PM Growth" Rate .. ° 2 �° 1 1 Study Circle all that a' ' I' ` (7 9) (4 6) (10 1. Route 7 /Proposed Haggerty 5 ' Connection Road. 2• Haggerty Connection Road /Haggerty 6 "Study Intersection`s "' :and /or`Road Segments: Driveway #2/Site-Drivewa *(Attach additional she1et,s!as .. 3. Haggerty Connection Road /Haggerty necessary) - Drivewa #1 7 4. 8. Trip Adjustment " Internal allowance: ❑ Yes 0 No Pass -by allowance: ❑ Yes 2 No Factors ` Reduction: % trips Reduction: % trips Software Methodology 0 Synchro ❑ HCS (v.2000 / +) El aaSIDRA El CORSIM El Other 7raffi 61 Signal, Proposed or Affected = (Analysis'software to be_used, '.. `progressionspeed }'cycle: ' length) • Page 2 of 6 Administrative Guidelines Haggerty Property, Twin Lakes development. January 29, 2008 =Plan Submission' El Master Development Plan (MDP) El Generalized Development Plan (GDP) ❑ Preliminary/Sketch Plan ❑ Other Plan type (Final Site, Subd. Plan) +Additional Issues.fo be 0 Queuing analysis ❑ Weaving analysis ❑ Merge analysis addressed =` ❑ Intersection(s) ❑ TDM Measures ❑ Other NOTES on ASSUMPTIONS: 0 0 SIGNED: DATE: 01 /29/2008 Applicant or Consultant PRINT NAME: Michael Glickman, PE Applicant or Consultant Page 3 of 6 0 0 • Administrative Guidelines No Scale • t January 29, 2008 Figure 1 Vicinity Map: Village at Opequon in Frederick County, Virginia \J Page 4 0l' 6 0 l J • Administrative Guidelines January 29, 2008 No Scale 0 e 7 I Go c et` SITE 0 c 0 2 n 4- P si n D A Figure 2 Trip Distribution Percentage Page 5 of 6 Administrative Guidelines • Table 1 Proposed Development: Village at Opequon January 29, 2008 irm t,eneranon �!)ummar \J • Code Land Use Amount In AM Peak Hour Out Total In PM Peak Hour Out Total ADT 210 Sin-le- Family Detached 155 units 29 88 118 100 1 59 1 159 1.550 230 Townhouse /Condo 170 units 20 66 86 71 40 111 1,108 Total 49 154 204 171 99 270 2,658 0 Page 6 of 6 Intersecrion�' ° Intersection" LOS4(B) No Scale (A)g 7 E G + L SITE 0 y AM Peak Hour (PM Peak Hour) 2010 Build -out L ane Geometry and Level of Service Figure 1 Revised Build -out Lane Geometry and Level of Service 2016 Build -out Lane Geometry and Level of Service T T 0 11 Table 1 Opequon Crossing Levels of Service and Back of Queue (95 %) Results 2010 Build -out Conditions Intersection Traffic Control Lane Group/ Approach AM Peak Hour PM Peak Hour LOS uk LOS ac Route 7 & Haggerty Road Signalized EB/'F-Lane 1 B 425.0 B 218.0 217.0 EB/T -Lane 2 EB/R A 25.0 A 1 49.0 EB LOS B B WB /L D 56.0 C 134.0 WB/I -Lane 1 A 102.0 B 388.0 WB /T -Lane 2 WB LOS A B NB/L D 173.0 C 115.0 NB /R A 1 48.0 A 26.0 NB LOS C C Overall LOS B B * Assumed 25 feet Vehicle Length EB = Eastbound, WB = Westbound, NB = Northbound, SB = Southbound, L: Left, T:Thru, R Right . Table 2 Opequon Crossing Levels of Service and Back of Queue (95 %) Results 2016 Build -out Conditions Intersection Traffic Control Lane Group/ Approach AM Peak Hour PMIPeak Hour LOS ac o ueue LOS I ac o Oueue Route 7 & Haggerty Road Signalized EB/T -Lane 1 B 516.0 B 1 218.0 EB/T -Lane 2 EB /R A 25.0 A 43.0 EB LOS B B WB/L D 56.0 D 138.0 WB /T -Lane 1 A 112.0 B 424.0 WB/T -Lane 2 WB LOS A B NB/L D 187.0 D 122,0 NB/R A 50.6 A 29.0 NB LOS C C Overall LOS B B Assulllcu 25 fum v cuwic �,cugw EB = Eastbound, WB = Westbound, NB = Northbound, SB = Southbound, L: Left, T:Thru, R: Right u