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Home My WebLink About18-06 Traffic Impact Analysis0 0 A Traffic Impact Analysis of the Woodside Commercial Center Located in: Frederick County, Virginia Prepared for: GreyWolfe, Inc. 1073 Redbud Road Winchester, VA 22603 Prepared by: Patton Harris Rust & Associates, pc Eng neers. Surveyors. Planners, Landscape Architects. 300 Foxcrofl Avenue, Suite 200 P Martinsburg. West Virginia 25401 -i- T 304264,2711 F 304 264.3671 June 12. 2006 November 8, 2006 J 0 0 • OVERVIEW Report Summary Patton Harris Rust & Associates, pc (PHR +A) has prepared this document to present the traffic impacts associated with the proposed Woodside Commercial Center located at the southeastern corner of the intersection of Woodside Road (Route 671) and Martinsburg Pike (US Route 11), in Frederick County, Virginia. The proposed development is to be comprised of 75,000 square feet of retail. Access to the site is to be provided via two (2) site - driveways along the south side of Woodside Road and a site - driveway along the east side of US Route 11. The proposed development will be built -out over a single transportation phase by the year 2010. Figure 1 is provided to illustrate the location of the proposed Woodside Commercial Center with respect to the surrounding roadway network. Methodology The traffic impacts accompanying the Woodside Commercial Center were obtained through the following sequence of activities: • Assessment of background traffic including other planned projects in the study area; • Calculation of trip generation for the proposed Woodside Commercial Center; • Distribution and assignment of the Woodside Commercial Center development - generated trips onto the completed roadway network; and • Analysis of capacity and level of service using the latest version of the highway capacity software, HCS +, for existing and future conditions. EXISTING CONDITIONS PHR +A conducted AM and PM peak hour manual turning movement counts at the intersections of Route 11/ Hopewell Road/Brucetown Road, Hopewell Road / 481 northbound ramps, Hopewell Road/ I -81 southbound ramps and Route 11/ Woodside Road. ADT (Average Daily Traffic) was established 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 9.2 % based on the published Virginia Department of Transportation (VDOT) traffic count data. Figure 2 shows the existing ADT (Average Daily Trips) and AM /PM peak hour traffic volumes at key locations throughout the study area. Figure 3 illustrates the respective existing lane geometry and levels of service. All traffic count data and HCS+ levels of service worksheets are included in the Appendix section of this report. go Traffic Impact Analysis of the Woodside Commercial Center H November Project Number er 8, 2 1 00 6 er 8, 26 Page I 0 No Scale i s 0 Cleo i k P k Q m U Figure 1 Vicinity Map - Woodside Commercial Center P A Traffic Impact Analvsis of the Woodside Commercial Center Project Number: 14556 -1 -0 November 8, 2006 Page 2 0 r No Scale t J f r f7 fr / f- i J t i f f § f x le $i ) VJ L'C 1 i t i,F t sx 43 s 7 r r ! > z 5 Figure 1 PH Vicinity Map - Woodside Commercial Center A Traffic Impact Analysis of the Woodside Commercial Center Project Number: 14556 -1 -0 November 8, 2006 Page 2 0 No Scale •eo o - df 4 e !� oo o <�� f Nry � S;te 2 �� /(97136) eq7� 5q /� � s .. SIT 0 Road z o � d N�62(4 Y( �3 54(52) ` I BlucetO (74)8��t I (53 )52 ry N e �� ra 0 Q i AM Peak Hour (PM Peak Hour) 40 Figure 2 Existing Traffic Conditions ATraffic Impact Analysis of the Woodside Commercial Center Project Number: 14556 -1 -0 November 8, 2006 Page 3 i " �L i L7 No Sc • • U AM Peak Hour (PM Peak Hour) * Denotes Unsignalized Critical Movement �} Denotes two -way left turn lane Figure 3 Existing Lane Geometry and Levels of Service l t A Traffic Impact Annlvsis of the Woodside Commercial Center w H Project Number 14556-1 November 8, 2006 6 Page 4 E 0 No Scale Unsignalized Intersection U • feJ Unsignalized Intersection x� U Figure 3 Existing Lane Geometry and Levels of Service P Un s ti. wig afi7 ,�C� * �R' <• a 0� SITE Ho Pew c e ll Rd O a � a � E m Hope Well Road zm T C �C(C) c �)C Brucetown Road y� In ersecfl n AM Peak Hour (PM Peak Hour) * Denotes Unsignalized Critical M Denotes two -way left turn lane A Traffic Impact Analysis of the Woodside Commercial Center Project Number: 14556 -1 -0 November 8, 2006 Page 4 • • 2010 BACKGROUND CONDITIONS C` Based upon the VDOT (Virginia Department of Transportation) historical average daily traffic data (between years 2002 and 2004) for Route 11 within the vicinity of the site, a growth rate of 3.5 % was calculated and applied to the existing traffic volumes (shown in Figure 2) to obtain the 2010 base conditions. Additionally, PHR +A included specific future developments located within the vicinity of the proposed site. Using the 7 th Edition of the Institute of Transportation Engineers' (ITE) Trip Generation Report PHR +A has provided Table 1 to summarize the 2010 "other developments" trip generation. Figure 4 shows the 2010 background ADT and AM /PM peak hour traffic volumes at key locations throughout the study area network. Figure 5 shows the respective 2010 background lane geometry and AM /PM peak hour levels of service. All HCS+ levels of service worksheets are included in the Appendix section of this report. Table 1 2010 Background Developments Trip Generation Summary • Code Land Use Amount In AM Peak Hour Out Total In PM Peak Hour Out Total ADT Sempeles Properly (Partial Build -Out) 130 Industrial Park 598,950 SF 336 74 409 106 398 503 3,719 820 Retail 49,000 SF 62 40 102 188 203 391 4,271 Total 398 113 511 293 601 894 7,990 Clearbrook Properties (Fall Build -Out) 120 GA Heavy Industrial 120,000 SF 54 7 61 3 20 23 180 932 H -T Restaurant 8,000 SF 48 44 92 53 34 87 1,017 Total 102 52 153 56 54 110 1,197 Rutherford's Farm Industrial Park (Full Build -Out) 130 Industrial Park 1,400,000 SF 1,022 224 1.246 270 1,018 1,288 9.744 820 Retail 20,000 SF 36 23 60 RA 113 216 2,386 Total 1,058 247 1,306 374 1,131 1,504 12,130 North Stephenson Tract OMPS Property (Full Build -Out) 110 Light Industrial 800,000 SF 752 103 855 118 863 981 5,874 Total 752 103 855 118 863 981 5,874 Stephenson Village (Partial Build -Out) 210 Single-Family Detached 429 units 77 232 310 255 144 399 4,290 220 Apartment 240 units 20 103 123 100 49 149 1,573 230 Townhouse/Condo 390 units 26 125 150 127 62 189 3,393 251 Elderly Housing - Detach 266 units 29 51 80 78 44 123 1,064 253 Elderly Housing - Attach 72 units 3 2 5 4 3 7 251 Total 155 513 667 564 302 866 10570 P RA IL J A Traffic Impact Analvsis of the Woodside Commercial Center Project Number: 14556 -1 -0 November 8, 2006 Page 5 C 0 No Scale 0 N � `ll C, QC7 i SITE Ro ° r � o z ear F 2 (93 )134 (IS 6 �D 5 y 44 1 1 60(2 46 V(21xj ti o ti � r AM Peak Hour (PM Peak Hour) Figure 4 2010 Background Traffic Conditions P A Traffic Impact Analysis of the Woodside Commercial Center Project Number: 14556 -1 -0 November 8, 2006 Page 6 • • E • • IIMI AM Peak Hour (PM Peak Hour) Figure 4 2010 Background Traffic Conditions PH A Traffic Impact Analysis of the Woodside Commercial Center R+A Project Number: 14556 -1 -0 November 8, 2006 Page 6 • • No Scale • • Ro ad \ v p Unsignafized Unsignalized O N In[erseelion y Inlereeelion Q oaa � IIruceto wn Road *q, )p �1S � . �c y ln[ersclion In te m U� ly C' edi . mF Q� R Q�rCn S� e ° U w it NR - 1 Len / 1 Right SR - I Left / I Right Hopewell e, &/> O `�L e oiI °, Rd SITE Ro ad \ v p Unsignafized y Inlereeelion Q � IIruceto wn Road *q, )p � ro U� ly s d Signeb ed- Imvrovements Q� R lnicruenon Intersection Altgnmeni ' LOS =]ftm: Signalization P RR -1 Left I IRight WR - 1 Right it NR - 1 Len / 1 Right SR - I Left / I Right Umignalized Intersection m AM Peak Hour (PM Peak Hour) * Denotes Unsignalized Critical Movement Denotes two -way left turn lane Figure 5 2010 Background Lane Geometry and Levels of Service 1t H RA A Traffic Impact Analysis of the Woodside Commercial Center Project Number: 14556 -1 -0 November 8, 2006 Page 7 0 TRIP GENERATION 11 Using the 7th Edition of the Institute of Transportation Engineers' (ITE) Trip Generation Report PHR +A has prepared Table 2 to summarize the trip generation for the proposed Woodside Commercial Center. Table 2 Proposed Development: Woodside Commercial Center Trip Generation Summary Code Land Use Amount AM Peak Hour In Out Total PM Peak Hour In Out Total ADT 820 Retail 75,000 SF 80 51 132 249 269 518 5,633 Total 80 51 132 249 269 518 5,633 TRIP DISTRIBUTION AND TRIP ASSIGNMENT The distribution of trips, shown in Figure 6, was based upon local travel patterns for the roadway network surrounding the proposed Woodside Commercial Center site. Figure 7 shows the respective development - generated AM/PM peak hour trips and ADT assignments. • u 2010 BUILD -OUT CONDITIONS The Woodside Commercial Center 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 within the study area. Figure 9 shows the respective 2010 build -out lane geometry and AM /PM peak hour levels of service. All HCS+ levels of service worksheets are included in the Appendix section of this report. P � A Traffic Impact Analysis of the Woodside Commercial Center Project Number: 14556 -1 -0 November 8, 2006 Page 8 i 0 TRIP GENERATION Using the 7th Edition of the Institute of Transportation Engineers' (ITE) Trip Generation Report PHR +A has prepared Table 2 to summarize the trip generation for the proposed Woodside Commercial Center. Table 2 Proposed Development: Woodside Commercial Center Trin Generation Summary TRIP DISTRIBUTION AND TRIP ASSIGNMENT The distribution of trips, shown in Figure 6, was based upon local travel patterns for the roadway network surrounding the proposed Woodside Commercial Center site. Figure 7 shows the respective development- generated AM /PM peak hour trips and ADT assignments. 2010 BUILD -OUT CONDITIONS The Woodside Commercial Center assigned trips (Figure 7) were added to the 2010 background traffic volumes (Figure 4) to obtain 2010 build -out conditions. Figure S shows the 2010 build -out ADT and AM /PM peak hour traffic volumes at key locations within the study area. Figure 9 shows the respective 2010 build -out lane geometry and AM /PM peak hour levels of service. All HCS+ levels of service worksheets are included in the Appendix section of this report. A Traffic Im pact Analysis of the Woodside Commercial Center P ^ Project Number: er 8, 2 1-0 �� l November 8, 2006 Page 8 AM Peak Hour PM Peak Hour ADT Code Land Use Amount In Out Total In Out Total 820 Retail 75,000 SF 80 51 132 249 269 518 5,633 Total 80 51 132 249 269 518 5 633 TRIP DISTRIBUTION AND TRIP ASSIGNMENT The distribution of trips, shown in Figure 6, was based upon local travel patterns for the roadway network surrounding the proposed Woodside Commercial Center site. Figure 7 shows the respective development- generated AM /PM peak hour trips and ADT assignments. 2010 BUILD -OUT CONDITIONS The Woodside Commercial Center assigned trips (Figure 7) were added to the 2010 background traffic volumes (Figure 4) to obtain 2010 build -out conditions. Figure S shows the 2010 build -out ADT and AM /PM peak hour traffic volumes at key locations within the study area. Figure 9 shows the respective 2010 build -out lane geometry and AM /PM peak hour levels of service. All HCS+ levels of service worksheets are included in the Appendix section of this report. A Traffic Im pact Analysis of the Woodside Commercial Center P ^ Project Number: er 8, 2 1-0 �� l November 8, 2006 Page 8 • LJ • n L No Scale LyH w v- Figure 6 • P l+ i H Trip Distribution Percentages A Traffic Impact Analysis of the Woodside Commercial Center Project Number: 14556 -1-0 November 8, 2006 Page 9 0 0 Figure 7 Development- Generated Trip Assignments P � A Traffic Impact Analysis of the Woodside Commercial Center Project Number: 14556 -I -0 56-1 -0 November 8, 2006 Page 10 • i • �� AM Peak Hour (PM Peak Hour) _R Tel AJ + / A \ ,E 1 Figure 7 Development- Generated Trip Assignments P � 1 � i A Traffic Impact Analysis of the Woodside Commercial Center Project Number: 14556 -1 -0 November 8, 2006 Page 10 AM reaK Hour trivi reaK [tour) 0 0 0 lI • Figure 8 2010 Build -out Traffic Conditions AM Peak Hour (PM Peak Hour) A Traffic Impact Analysis of the Woodsi Commercial Center P � Project Number. 14556 -I -0 November 8, 2006 Page t 1 AM Peak Hour (PM Peak Hour) 0 0 H Figure 9 uenotes unsignanzea crnicai ivi Denotes two -wav left turn lane 2010 Build -out Lane Geometry and Levels of Service P A � TrufFc Impact Ana /ysis of the Woodside Commercial Center Project Number: 14556 -1 -0 November 8, 2006 Page 12 11 0 0 LCLLV LCJ VI�JL�.'��4ULCU I.L LUC4�1�1 Figure 9 2010 Build -out Lane Geometry and Levels of Service A Traffic Impact Analvsis of the Woodside Commercial Center P /� Project Number: er 14 8, 2 1 6 �� November 8, 2006 Page 12 . P' A2 +/ \ 11 Denotes two -way left tur lane 0 0 • • CONCLUSION The traffic impacts associated with the proposed Woodside Commercial Center are acceptable and manageable. All of the study area intersections, except the intersections of Route 11/ Hopewell Road/Brucetown Road, Route 11/ Woodside Road and Hopewell Road/ 1 -81 southbound ramps, will maintain overall levels of service "C" or better during 2010 build -out conditions. Although the intersection of Hopewell Road / I -81 southbound ramps will operate at level of service "D" during the PM peak hour, it is unlikely that a signal warrant would be met. Therefore, traffic signalization is not recommended. The following describes the suggested roadway improvements for each of the study area intersections as shown in Figure 9 during 2010 build -out conditions. • Route 11 / Hopewell Road/Brucetown Road Traffic signalization along with dedicated left and right -turn lanes in the eastbound direction, dedicated left and right -turn lanes in the northbound direction, dedicated left and right -tum lanes in the southbound direction, and a dedicated right -turn lane in the westbound direction will be required to maintain acceptable levels of service during background and build -out conditions. • Route 11 / Woodside Road Traffic signalization will be required to maintain acceptable levels of service during build -out conditions. • Site Driveway #1 / Route 11 : This intersection will require a shared westbound thru /right lane, dedicated northbound thru and right lanes, and dedicated southbound thru and left lanes to maintain acceptable levels of service during build - out conditions. • Site Driveway #2 / Woodside Road This intersection will require a shared eastbound thru/right lane, a shared westbound thru/left lane, and a shared northbound left/right lane to maintain acceptable levels of service during build -out conditions. • Site Driveway #3 / Woodside Road This intersection will require a shared eastbound thru /right lane, a shared westbound thru /left lane, and a shared northbound left/right lane to maintain acceptable levels of service during build -out conditions. • Per the VDOT Road Design Manual, PHR +A also determined that additional turn lanes along Route 11 within the study area intersections will not be required. P R A Traffic Impact Analysis of the Woodside Commercial Center Project Number: 14556 -1 -0 November 8, 2006 Page 13 0 Woodside Commercial Center Stonewall Magisterial District Frederick County, Virginia Tax Map Number 33- (A) -124A Total Area: 9435acres Owner ofRecord. SilverWolfe, LLC 1073 Redbud Road Winchester, VA 22603 (540) 667-2001 • Contact Gary R. Oates, LS -B, P8 Grey Wolfe, Inc. 1073 Redbud Road Winchester, VA 22603 (540) 667 -2001 ofc (540) 545 -4001 fax • 11/8/2006 • 11 L 1 Patton Harris Rust Associates TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHRA Intersection Hopewell /Brucetown Road /Route Agency/Co. Date Performed A nalysis Time Period PHRA 11/06/2006 A M Peak urisdiction Frederick County, VA A nalysis Year Existin Conditions Project Description Woodside Commercial Center East/West Street: Ho ewell /Brucetown Road North /South Street: Route 11 Intersection Orientation: North -South I Study Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 42 141 52 11 208 120 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 47 160 59 12 236 136 Percent Heavy Vehicles 7 7 Median Type Two Way Left Turn Lane FIT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 68 54 52 54 39 62 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 77 61 59 61 44 70 Percent Heavy Vehicles 7 1 7 1 7 7 7 7 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR I LTR Delay, Queue Length, and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR (veh /h) 47 12 175 197 C (m) (veh /h) 1159 1321 501 483 c 0.04 0.01 0.35 0.41 5% queue length 0.13 0.03 1.55 1.96 Control Delay (s /veh) 8.2 7.8 16.0 17.5 LOS A A C C A pproach Delay (s /veh) 16.0 17.5 pproach LOS C C • 11 L 1 Patton Harris Rust Associates • • 11/8/2006 • Patton Harris Rust Associates TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHRA Intersection Hopewell /Brucetown Road /Route Agency/Co. PHRA urisdiction Frederick Count , VA Date Performed nal sis Time Period 11/06/2006 PM Peak A nalysis Year Existin Conditions Project Description Woodside Commercial Center East/West Street: Ho ewell /Brucetown Road North /South Street: Route 11 Intersection Orientation: North -South I Study Period hrs : 0.25 V ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 88 264 72 41 155 120 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 100 300 81 46 176 136 Percent Heavy Vehicles 7 -- -- 7 Median Type Two Way Left Turn Lane FIT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 54 76 53 52 46 47 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 61 86 60 59 52 53 Percent Heavy Vehicles 7 7 7 7 7 7 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR (veh /h) 100 46 164 207 C (m) (veh /h) 1221 1151 350 358 lc 0.08 0.04 0.47 0.58 95% queue length 0.27 0.12 2.40 3.47 Control Delay (s /veh) 8.2 8.3 24.0 28.0 LOS A A C D A pproach Delay (s /veh) 24.0 28.0 A pproach LOS C D Patton Harris Rust Associates • • 11/8/2006 • 0 Patton Harris Rust Associates TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHRA Intersection Hopewell Rd./ 181 NB Ramps Agency/Co. PHRA J urisdiction Frederick County, VA Date Performed 1110612006 A nalysis Year Existin Conditions A nalysis Time Period M Peak Hour Project Description Woodside Commercial Center East/West Street: Hopewell Road North /South Street: 181 NB Ramps Intersection Orientation: East -West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T L T R Volume veh /h 19 105 132 69 Peak -Hour Factor, PHF 0.88 0.88 !0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 21 119 0 150 78 Percent Heavy Vehicles 7 7 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 24 69 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 27 0 78 0 0 0 Percent Heavy Vehicles 7 0 7 7 0 7 Percent Grade ( %) 0 0 Flared Approach N V Storage 0 2 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay Queue Length and Level of Service A pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 21 105 C (m) (veh /h) 1311 821 lc 0.02 0.13 95% queue length 0.05 0.44 Control Delay (s /veh) 7.8 10.0 LOS A B pproach Delay (s /veh) 10.0 pproach LOS B • 0 Patton Harris Rust Associates • • 11/8/2006 • 1 W L J Patton Hams Rust Associates TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHRA I ntersection Hopewell Rd. / 181 NB Ram s Ag ency/Co. PHRA Jurisdiction Frederick County, VA D Date Performed A nalysis Time Period 11/06/2006 PM Peak nal sis Year A nalysis Existinq Conditions Project Descri tion Woodside Commercial Center East/West Street: Hopewell Road North /South Street: l81 NB Ramps Intersection Orientation: East -West IStudy Period hrs : a25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 27 81 169 85 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 30 92 0 0 192 96 Percent Heavy Vehicles 7 7 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 C onfiguration LT TR ,Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R V olume veh/h) 38 102 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 43 0 115 0 0 0 Percent Heavy Vehicles 7 0 7 7 0 7 Percent Grade ( %) 0 0 Flared Approach N y Storage 0 2 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay Queue Length and Level of Service A pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 30 158 C (m) (veh /h) 1246 815 c 0.02 0.19 95% queue length 0.07 0.72 Control Delay (s /veh) 8.0 10.5 LOS A B A pproach Delay (s /veh) 10.5 pproach LOS B Patton Hams Rust Associates • 11/8/2006 • LJ 9 Patton Harris Rust Associates TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHRA Intersection Hopewell Rd. /181 SB Ramps Agency/Co. PHRA Jurisdiction Frederick County, VA Date Performed A nalysis Time Period 1110612006 A M Peak A nalysis Year Existing Conditions Project Description Woodside Commercial Center East/West Street: Hopewell Road North /South Street: 181 SB Ram s Intersection Orientation: East -West I Study Period hrs : 0.25 V ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 102 29 51 105 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 0 115 32 57 119 0 Percent Heavy Vehicles 0 1 7 Median Type Undivided PIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Movement 7 L Northbound 8 T 9 R 10 L Southbound 11 T 12 R Volume veh/h) 22 17 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 0 0 0 25 0 19 Percent Heavy Vehicles 0 0 0 7 0 7 Percent Grade ( %) 0 0 Flared Approach N y Storage 0 1 PIT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration I LR Delay Queue Length, and Level of Service A pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 57 44 C (m) (veh /h) 1405 1058 c 0.04 0.04 95% queue length 0.13 0.13 Control Delay (s /veh) 7.7 10.3 LOS A B pproach Delay (s /veh) 10.3 pproach LOS B • LJ 9 Patton Harris Rust Associates • • 11/8/2006 7 • • Patton Harris Rust Associates TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHRA I ntersection Hopewell Rd./ 181 SB Ram s Agency/Co. PHRA J urisdiction Frederick County, VA Date Performed A nalysis Time Period 1110612006 PM Peak A nalysis Year Existing Conditions Pro Description Woodside Commercial Center EasUWest Street: Hopewell Road North /South Street: 181 SB Ramps Intersection Orientation: East -West I Study Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 55 24 71 136 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 0 62 27 80 154 0 Percent Heavy Vehicles 0 -- -- 7 Median Type Undivided FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 53 35 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 0 0 0 60 0 39 Percent Heavy Vehicles 0 0 0 1 7 0 7 Percent Grade ( %) 0 0 Flared Approach N Y Storage 0 1 :IT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay Queue Length, and Level of Service A pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 80 99 C (m) (veh /h) 1475 942 lc 0.05 0.11 95% queue length 0.17 0.35 Control Delay (s /veh) 7.6 11.0 LOS A B pproach Delay (s /veh) 11.0 pproach LOS B Patton Harris Rust Associates 0 0 11/8/2006 • Patton Hams Rust Associates TWO -WAY STOP CONTROL SUMMARY General Information Site Information nal st PHRA Intersection Cedar Hill /Woodside 11 & Route Ag ency/Co. PHRA Jur is d i ct ion Frederick County, VA Date Performed A nalysis Time Period 1110612006 M Peak A nalysis nal sis Year Existing Conditions Project Description Woodside Commercial Center East/West Street: Cedar Hili/Woodside Road North /South Street: Route 11 Intersection Orientation: North -South Study Period hrs : 0.25 V ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 16 254 1 1 292 2 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 18 288 1 1 331 2 Percent Heavy Vehicles 7 -- 7 -- Median Type Two Way Left Turn Lane PIT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 5 0 37 10 0 0 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 5 0 42 11 0 0 Percent Heavy Vehicles 7 7 7 7 7 7 Percent Grade ( %) 0 0 Flared Approach N I N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR I LTR Delay, Queue Length and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR (veh /h) 18 1 11 47 C (m) (veh /h) 1199 1245 501 677 lc 0.02 0.00 0.02 0.07 95% queue length 0.05 0.00 0.07 0.22 Control Delay (s /veh) 8.0 7.9 12.3 10.7 LOS A A B B A pproach Delay (slveh) 12.3 10.7 pproach LOS B B • Patton Hams Rust Associates • • 11/8/2006 �J • Patton Harris Rust Associates TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHRA Intersection Cedar Hill /Woodside 11 & Route Agency/Co. Date Performed A nalysis Time Period PHRA 1110612006 PM Peak J urisdiction Frederick County, VA A nalysis Year Existinq Conditions Project Description Woodside Commercial Center East/West Street: Cedar Hi11ANbodside Road North /South Street: Route 11 Intersection Orientation: North -South I Study Period hrs : 0.25 V ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 56 305 4 0 280 7 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 63 346 4 0 318 7 Percent Heavy Vehicles 7 -- 7 -- Median Type Two Way Left Turn Lane RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 6 0 32 4 0 1 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 6 0 36 4 0 1 Percent Heavy Vehicles 7 7 7 7 7 7 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR (veh /h) 63 0 5 42 C (m) (veh /h) 1207 1182 465 657 lc 0.05 0.00 0.01 0.06 95% queue length 0.17 0.00 0.03 0.20 Control Delay (s /veh) 8.1 8.0 12.8 10.9 LOS A A B B A pproach Delay (s /veh) 12.8 10.9 A pproach LOS B 8 Patton Harris Rust Associates • • 11/8/2006 11 Patton Harris Rust Associates TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHRA ntersection Hopewell /Brucetown Road /Route Ag ency/Co. /Co. PHRA Jur is d i ct ion Frederick County, VA Date Performed A nalysis Time Period 1110612006 M Peak nal sis Year A nalysis 2010 Background Conditions Pro Description Woodside Commercial Center East/West Street: Ho ewell /Brucetown Road North /South Street: Route 11 Intersection Orientation: North -South I Study Period hrs : 0.25 V ehicle Volumes and Adjustments Ma Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 124 354 60 13 654 166 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 140 402 68 14 743 188 Percent Heavy Vehicles 7 7 -- -- Median Type Two Way Left Turn Lane FIT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R V olume veh/h) 134 62 181 62 45 71 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 152 70 205 70 51 80 Percent Heavy Vehicles 7 7 7 7 7 7 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay Queue Length and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR (veh /h) 140 14 201 427 C (m) (veh /h) 715 1066 0 208 c 0.20 0.01 2.05 95% queue length 0.72 0.04 32.33 Control Delay (s /veh) 11.3 8.4 527.7 LOS B A F F A pproach Delay (s,'veh) 527.7 A pproach LOS F 11 Patton Harris Rust Associates • • 11/8/2006 • W • Patton Harris Rust Associates TWO -WAY STOP CONTROL SUMMARY General Information Site Information nal st PHRA Intersection Hopewell /Brucetown Road /Route Ag ency/Co. PHRA Jur is d i ct ion Frederick Coun ty, VA Date Performed A nalysis Time Period 1110612006 PM Peak nal sis Year A nalysis 2010 Background Conditions grow Project Description Woodside Commercial Center East/West Street: Ho ewell /Brucetown Road North /South Street: Route 11 Intersection Orientation: North -South I Study Period hrs : 0.25 V ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 244 797 83 47 390 167 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 277 905 94 53 443 189 Percent Heavy Vehicles 7 -- -- 7 Median Type Two Way Left Turn Lane RT Channelized 0 0 Lanes 1 1 0 1 1 0 Cogution L TR L TR U st am Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R V olume veh/h) 93 87 155 60 53 54 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 105 98 176 68 60 61 Percent Heavy Vehicles 7 7 7 7 7 7 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR (veh /h) 277 53 189 379 C (m) (veh /h) 927 673 0 0 c 0.30 0.08 9 5% queue length 1.26 0.26 Control Delay (s /veh) 10.5 10.8 LOS B B F F A pproach Delay (s /veh) A pproach LOS Patton Harris Rust Associates • • 11/8/2006 HCS + DETAILED REPORT General Information Analyst PHR +A Agency or Co. PHR +A Date Performed 1110612006 Time Period AM Peak Hour Site Information Intersection Rt. 11 & Hopewell Rd/Brucetown Area Type All other areas Jurisdiction Frederick County, VA 2010 Background Conditions Analysis Year Woodside Commercial Project ID Center- Suggested Improvements • Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, N1 1 1 1 0 1 1 1 1 1 1 1 1 Lane Group L T R LT R L T R L T R Volume, V (vph) 134 62 181 62 45 71 124 354 60 13 654 166 % Heavy Vehicles, %HV 7 7 7 7 7 7 7 7 7 7 7 7 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 Pretimed (P) or Actuated (A) A A A A A A A A A A A A Start-up Lost Time, h 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb Ped / Bike / RTOR Volumes Lane Width 0.0 0 12.0 0.0 0 12.0 0.0 60 12.0 0 0.0 0 12.0 0.0 20 12.0 0.0 0 12.0 0.0 0 12.0 0.0 0 12.0 0.0 0 12.0 0.0 0 12.0 0.0 50 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 1 0 0 0 0 Min. Time for Pedestrians, Gp 1 3.2 3.2 3.2 3.2 Phasing I EW Perm 1 02 03 04 1 NS Perm 06 07 08 Timing G= 30.0 G= G= G= G= 48.0 G= G= G- Y= 6 Y= Y= 1Y= IY= 6 Y= IY= IY= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control De y, and LOS Determination EB I WB I NB SB LT TH RT LT TH RT LT TH RT LT TH I RT Adjusted Flow Rate, v 141 65 127 112 54 131 373 63 14 688 122 Lane Group Capacity, c 405 592 503 475 503 223 947 805 458 947 805 v/c Ratio, X 0.35 0.11 0.25 0.24 0.11 0.59 0.39 0.08 0.03 0.73 0.15 Total Green Ratio, g/C 0.33 0.33 0.33 0.33 0.33 0.53 0.53 0.53 0.53 0.53 0.53 Uniform Delay, d 22.6 20.8 21.8 21.7 20.7 14.3 12.4 10.2 10.0 16.0 10.7 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.11 0.11 0.11 0.18 0.11 0.11 0.11 0.29 0.11 Incremental Delay, d 0.5 k20.8 0.3 0.3 0.1 4.0 0.3 0.0 0.0 2.8 0.1 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 23.1 22.1 22.0 20.8 18.3 12.7 110.3 10.0 18.8 10.7 Patton Harris Rust Associates • 0 11/8/2006 Copyright © 2005 University of Florida, All Rights Reserved HCS +T Version 5.2 Generated: 11/8/2006 11:41 AM • • Patton Harris Rust Associates Control Delay • Lane Group LOS C I C C I C C 8 I B B A B B Approach Delay 22.3 21.6 13.7 17.5 Approach LOS C C B B Intersection Delay 17.6 Xr� = 0.58 Intersection LOS B Copyright © 2005 University of Florida, All Rights Reserved HCS +T Version 5.2 Generated: 11/8/2006 11:41 AM • • Patton Harris Rust Associates • • 11/8/2006 HCS +' DETAILED REPORT General Information Analyst PHR +A Agency or Co. PHR +A Date Performed 1110612006 Time Period PM Peak Hour Site Information Intersection Rt. 11 & Hopewell Rd/Brucetown Area Type All other areas Jurisdiction Frederick County, VA 2010 Background Conditions Analysis Year Woodside Commercial Project ID Center- Suggested Improvements Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, N1 1 1 1 0 1 1 1 1 1 1 1 1 Lane Group L T R LT R L T R L T R Volume, V (vph) 93 87 155 60 53 54 244 797 83 47 390 167 % Heavy Vehicles, %HV 7 7 7 7 7 7 7 7 7 7 7 7 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 Pretimed (P) or Actuated (A) A A A A A A A A A A A A Start-up Lost Time, 11 2.0 2.0 12.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb Ped / Bike / RTOR Volumes Lane Width 0.0 0 12.0 0.0 0 12.0 0.0 30 12.0 0 0.0 0 12.0 0.0 10 12.0 0.0 0 12.0 0.0 0 12.0 0.0 10 12.0 0.0 0 12.0 0.0 0 12.0 0.0 30 12.0 Parking / Grade / Parking N 5 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NS Perm 06 07 1 08 Timing G= 26.0 G= G= JG= G= 52.0 G= IG= JG= Y= 6 JY= Y= Jy= Y= 6 Y= JY= ly= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control De y, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 98 92 132 119 46 257 839 77 49 411 144 Lane Group Capacity,c 340 500 425 410 436 481 1026 872 172 1026 872 vie Ratio, X 0.29 0.18 0.31 0.29 0.11 0.53 0.82 0.09 0.28 0.40 0.17 Total Green Ratio, g/C 0.29 0.29 0.29 0.29 0.29 0.58 0.58 0.58 0.58 0.58 0.58 Uniform Delay, d 24.8 24.0 25.0 24.8 23.5 11.6 15.2 8.5 9.6 10.4 8.9 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k Incremental Delay, d Initial Queue Delay, d 0.11 0.5 0.0 0.11 0.2 0.0 0.11 0.4 0.0 0.11 0.11 0.4 0.0 0.1 0.0 0.14 1.2 0.0 0.36 5.3 0.0 0.11 0.0 0.0 0.11 0.9 0.0 0.11 0.3 0.0 0.11 0.1 0.0 25.3 24.2 25.4 25.2 23.6 12.8 20.5 8.5 10.5 10.7 70 Patton Harris Rust Associates • • 11/8/2006 Copyright Q2005 University of Florida, All Rights Reserved HCS.TM Version 5.2 Generated: 11/a/2006 11:41 AM 0 • Patton Hams Rust Associates Control Delay • Lane Group LOS C I C C I C C 8 I C A B I B A Approach Delay 25.0 24.8 18.0 10.3 Approach LOS C C B B Intersection Delay 17.4 X� = 0.65 Intersection LOS B Copyright Q2005 University of Florida, All Rights Reserved HCS.TM Version 5.2 Generated: 11/a/2006 11:41 AM 0 • Patton Hams Rust Associates • • 11/8/2006 r Patton Harris Rust Associates TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHRA Intersection Hopewell Rd. /181 Ram s NB Ag ency/Co. Date Performed A nalysis Time Period PHRA 1110612006 AM Peak Hour J urisdiction Frederick County, VA A nalysis Year 010 Background Conditions Project Description Woodside Commercial Center East/West Street: Hopewell Road North /South Street: 181 NB Ramps Intersection Orientation: East -West Study Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 22 252 175 160 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 25 286 0 0 198 181 Percent Heavy Vehicles 7 -- -- 7 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR U stream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 28 125 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 31 0 142 0 0 0 Percent Heavy Vehicles 7 0 7 7 0 7 Percent Grade ( %) 0 0 Flared Approach N V Storage 0 2 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length and Level of Service A pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 25 173 C (m) (veh /h) 1153 656 lc 0.02 0.26 95% queue length 0.07 1.06 Control Delay (s /veh) 8.2 12.4 LOS A B pproach Delay (stveh) 12.4 pproach LOS B r Patton Harris Rust Associates • • 11/8/2006 • • LJ Patton Harris Rust Associates TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHRA I nt ersection Hopewell Rd./ Ramps 181 NB Ag ency/Co. PHRA Jurisdiction Frederick County, VA Date Performed 1110612006 A nalysis Year 2010 Background Conditions A nalysis Time Period PM Peak Project Description Woodside Commercial Center East/West Street: Hopewell Road North /South Street: 181 NB Ram s Intersection Orientation: East -West Stud Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R V olume veh/h) 31 192 218 246 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 35 218 0 0 247 279 Percent Heavy Vehicles 7 7 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 44 142 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 50 0 161 0 0 0 Percent Heavy Vehicles 7 0 7 7 0 7 Percent Grade ( %) 0 0 Flared Approach N Y Storage 0 2 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Lencith and Level of Service A pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 35 211 C (m) (veh /h) 1016 650 c 0.03 0.32 95% queue length 0.11 1.41 Control Delay (s /veh) 8.7 13.2 LOS A B pproach Delay (s/veh) 13.2 pproach LOS B Patton Harris Rust Associates • • 11/8/2006 fL J 1 7 1J E Patton Hams Rust Associates TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHRA Intersection Hopewell Rd./ 181 SB Ram s Agency/Co. PHRA Jurisdiction Frederick County, VA Date Performed A nalysis Time Period 1110612006 A M Peak A nalysis Year 20 10 Background Conditions Pro Description Woodside Commercial Center East/West Street: Hopewell Road North /South Street: 181 SB Ram s Intersection Orientation: East -West IStudy Period hrs : 0.25 V ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R V olume veh/h) 117 33 82 120 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 0 132 37 93 136 0 Percent Heavy Vehicles 0 7 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 157 20 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 0 0 0 178 0 22 Percent Heavy Vehicles 0 0 0 7 0 7 Percent Grade ( %) 0 0 Flared Approach N y Storage 0 2 FIT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration I LR Delay, Queue Len th and Level of Service A pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 93 200 C (m) (veh /h) 1379 567 c 0.07 0.35 5% queue length 0.22 1.58 Control Delay (s /veh) 7.8 15.2 LOS A C A pproach Delay (s/veh) 15.2 pproach LOS C fL J 1 7 1J E Patton Hams Rust Associates 0 ) • 11/8/2006 W •, Patton Hams Rust Associates TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nal y st PHRA Intersection Hopewell Rd. /181SB Ramps Agency/Co. PHRA J urisdiction Frederick County, VA Date Performed A nalysis Time Period 11/06/2 PM Peak k A nalysis Year 2010 Backg round Conditions Project Description Woodside Commercial Center East/West Street: Hopewell Road North /South Street: 181 SB Ramps Intersection Orientation: East -West I Study Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 63 28 106 156 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 0 71 31 120 177 0 Percent Heavy Vehicles 0 7 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 160 40 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 0 0 0 181 0 45 Percent Heavy Vehicles 0 0 0 7 0 7 Percent Grade ( %) 0 0 Flared Approach N Y Storage 0 2 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay Queue Length and Level of Service A pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 120 226 C (m) (veh/h) 1459 594 c 0.08 0.38 95% queue length 0.27 1.77 Control Delay (s /veh) 7.7 15.6 LOS A C A pproach Delay (s /veh) 15.6 A pproach LOS C Patton Hams Rust Associates 9 0 11/8/2006 r1 k.I 2 u Patton Harris Rust Associates TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHRA Intersection Cedar Hill /Woodside 11 & Route Agency/Co. PHRA J urisdiction Frederick Count r, VA Date Performed A nalysis Time Period 1110612006 AM Peak A nalysis Year 2010 Background Conditions Project Description Woodside Commercial Center East/West Street: Cedar Hill/Woodside Road North /South Street: Route 11 Intersection Orientation: North -South I Study Period hrs : 0.25 V ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 18 454 1 1 743 2 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 20 515 1 1 844 2 Percent Heavy Vehicles 7 1 7 Median Type I Two Way Left Turn Lane FIT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 1 12 L T R L T R Volume veh/h) 6 0 42 11 0 0 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 6 0 47 12 0 0 Percent Heavy Vehicles 7 7 7 7 7 7 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delav, Queue Len th and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR (veh /h) 20 1 12 53 C (m) (veh /h) 770 1025 239 346 c 0.03 0.00 0.05 0.15 95% queue length 0.08 0.00 0.16 0.53 Control Delay (s /veh) 9.8 8.5 20.9 17.3 LOS A A C C A pproach Delay (s /veh) 20.9 17.3 A pproach LOS C C r1 k.I 2 u Patton Harris Rust Associates . • 11/8/2006 • • Patton Harris Rust Associates TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHRA ntersection Cedar Hill /Woodside 11 & Route Agency/Co. PHRA J urisdiction Frederick County, VA Date Performed A nalysis Time Period 1110612006 PM Peak A nalysis Year 2010 Background Conditions Project Description Woodside Commercial Center East/West Street: Cedar Hill/Woodside Road North /South Street: Route 11 Intersection Orientation: North -South Stud Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 64 830 5 0 520 8 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 72 943 5 0 590 9 Percent Heavy Vehicles 7 7 M edian Type Two Way Left Turn Lane PIT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 7 0 37 5 0 1 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 7 0 42 5 0 1 Percent Heavy Vehicles 7 7 7 7 7 7 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay Queue Length and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR (veh /h) 72 0 6 49 C (m) (veh /h) 954 704 207 414 is 0.08 0.00 0.03 0.12 95% queue length 0.24 0.00 0.09 0.40 Control Delay (s /veh) 9.1 10.1 22.9 14.9 LOS A B C B pproach Delay (s /veh) 22.9 14.9 pproach LOS C B Patton Harris Rust Associates • • 11/8/2006 E f Patton Harris Rust Associates TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHRA Intersection Hopewell /Brucetown Road /Route Agency/Co. PHRA urisdiction Frederick County, VA Date Performed A nalysis Time Period 11/06/2006 M Peak A nalysis Year 2010 Build -out Conditions Pro Description Woodside Commercial Center East/West Street: Ho ewell /Brucetown Road North /South Street: Route 11 Intersection Orientation: North -South Study Period hrs : 0.25 V ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R V olume veh/h) 124 362 60 13 659 192 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 140 411 68 14 748 218 Percent Heavy Vehicles 7 7 -- Median Type Two Way Left Turn Lane RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR U stream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 174 62 181 62 45 71 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 197 70 205 70 51 80 Percent Heavy Vehicles 7 1 7 7 7 7 7 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay Queue Length and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 S 9 10 11 12 Lane Configuration L L LTR LTR (veh /h) 140 14 201 472 C (m) (veh /h) 693 1058 0 192 c 0.20 0.01 2.46 95% queue length 0.75 0.04 39.48 Control Delay (s /veh) 11.5 8.4 7102 LOS B A F F A pproach Delay (s /veh) 710.2 A pproach LOS F E f Patton Harris Rust Associates • • 11/8/2006 V Mill • Patton Harris Rust Associates TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHRA Intersection Hopewell /Brucetown Road /Route Agency/Co. PHRA Frederick County, Date Performed A nalysis Time Period 1110612006 PM Peak al sis Year A nalysis 2010 Build -out Conditions Pro ect Description Woodside Commercial Center East West Street: Ho ewell /Brucetown Road North /South Street: Route 11 Intersection Orientation: North -South Stud Period hrs : a25 V ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 244 822 83 47 417 302 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 277 934 94 53 473 343 Percent Heavy Vehicles 7 7 Median Type Two Way Left Turn Lane RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 217 87 155 60 53 54 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 246 98 176 68 60 61 Percent Heavy Vehicles 7 7 7 7 7 7 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR (veh /h) 277 53 189 520 C (m) (veh /h) 790 657 0 0 We 0.35 0.08 95% queue length 1.58 0.26 Control Delay (s /veh) 12.0 11.0 LOS B B F F A pproach Delay (s /veh) A pproach LOS Patton Harris Rust Associates 11/8/2006 HCS +' DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 1110612006 Time Period AM Peak Hour Intersection Rt. 11 & Hopewell Rd/Brucetown Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build -out Conditions Woodside Commercial Project ID Center - Suggested Improvements Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 1 1 0 1 1 1 1 1 1 1 1 Lane Group L T R LT R L T R L T R Volume, V (vph) 174 62 181 62 45 71 124 362 60 13 659 192 % Heavy Vehicles, %HV 7 7 7 7 7 7 7 7 7 7 7 7 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 Pretimed (P) or Actuated (A) A A A A A A A A A A A A Start-up Lost Time 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, LIE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 3.2 Phasing I EW Perm 1 02 03 04 NS Perm 06 07 08 Timing G= 30.0 G= G= G= G= 48.0 G= G= G= Y= 6 Y= Y= IY= IY= 6 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Dela , and LOS Determination EB I WB I NB SB LT TH I RT LT TH RT LT TH RT LT TH I RT Adjusted Flow Rate, v 183 65 1 191 112 75 131 381 63 14 694 202 Lane Group Capacity, c 405 592 503 475 503 219 947 805 452 947 805 v/c Ratio, X 0.45 0.11 0.38 0.24 0.15 0.60 0.40 0.08 0.03 0.73 0.25 Total Green Ratio, g/C 0.33 0.33 0.33 0.33 0.33 0.53 0.53 0.53 0.53 0.53 0.53 Uniform Delay, d 23.5 20.8 22.9 21.7 21.0 14.4 12.5 10.2 10.0 16.1 11.3 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.11 0.11 0.11 0.11 0.19 0.11 0.11 0.11 0.29 0.11 Incremental Delay, d 0.8 0.1 0.5 0.3 0.1 4.5 0.3 0.0 0.0 3.0 0.2 Initial Queue Delay, d 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 24.3 20.8 23.4 22.0 21.2 18.8 12.8 10.3 10.0 19.1 11.5 J ;1 J Patton Harris Rust Associates • • 11/8/2006 Copyright © 2005 University of Florida, All Rights Reserved HCS +TM Version 5.2 Generated: 11/8/2006 11:46 AM 1 Patton Harris Rust Associates Lane Group LOS C I C C I C C 8 I B B A I B B Approach Delay 23.4 21.7 13.9 17.2 Approach LOS C C B B Intersection Delay 18.0 X = 0.62 Intersection LOS B Copyright © 2005 University of Florida, All Rights Reserved HCS +TM Version 5.2 Generated: 11/8/2006 11:46 AM 1 Patton Harris Rust Associates 0 0 11/8/2006 HCS +" DETAILED REPORT General Information Site Information Analyst PHR + A Agency or Co. PHR +A Date Performed 1110612006 Time Period PM Peak Hour Intersection Rt. 11 & Hopewell Rd/Brucetown Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build -out Conditions Woodside Commercial Project ID Center - Suggested Improvements Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 1 1 0 1 1 1 1 1 1 1 1 Lane Group L T R LT R L T R L T R Volume, V (vph) 217 87 155 60 53 54 244 822 83 47 417 302 % Heavy Vehicles, %HV 7 7 7 7 7 7 7 7 7 7 7 7 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 Pretimed (P) or Actuated (A) A A A A A A A A A A A A Start-up Lost Time, li 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2 0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qe 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 0 0 00 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12. Parking / Grade / Parking N 5 N N MOI N N 0 N Parking Maneuvers, Nm M.O0 Buses Stopping, NB 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 Phasing I EW Perm 02 03 04 NS Perm 06 07 08 Timing G= 26.0 G= G= G= G= 52.0 G= G= G= Y= 6 Y= Y= IY= IY= 6 Y= ly= ly= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Dela , and LOS Determination EB I WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 228 92 163 119 57 257 865 87 49 439 318 Lane Group Capacity, c 340 500 425 410 436 458 1026 872 154 1026 872 v/c Ratio, X 0.67 0.18 0.38 0.29 0.13 0.56 0.84 0.10 0.32 0.43 0.36 Total Green Ratio, g/C 0.29 0.29 0.29 0.29 0.29 0.58 0.58 0.58 0.58 0.58 0.58 Uniform Delay, d 28.2 24.0 25.6 24.8 23.6 11.9 15.6 8.5 9.8 10.7 10.2 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.24 0.11 0.11 0.11 0.11 0.16 0.38 041 041 0.11 0.11 Incremental Delay, d 5.1 0.2 0.6 0.4 0.1 1.6 6.5 0.1 1.2 0.3 0.3 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 33.3 24.2 26.2 25.2 23.8 13.4 22.2 8.6 11.0 10.9 10.4 L U Ll Patton Hams Rust Associates 0 0 11/8/2006 Copyright © 2005 University of Florida, All Rights Reserved HCS + Version 5.2 Generated: 11 /8/2006 11:47 AM • ® Patton Harris Rust Associates Lane Group LOS C I C C I C C 8 I C A B I B B Approach Delay 29.2 24.8 19.3 10.7 Approach LOS C C B B Intersection Delay 18.9 X = 0.79 Intersection LOS B Copyright © 2005 University of Florida, All Rights Reserved HCS + Version 5.2 Generated: 11 /8/2006 11:47 AM • ® Patton Harris Rust Associates . 0 11/8/2006 1 u C Patton Harris Rust Associates TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHRA Intersection Hopewell Rd./ Ram s 181 NB Ag ency/Co. PHRA J urisdiction Frederick County, VA Date Performed A nalysis Time Period 1110612006 A M Peak Hour A nalysis Year 2010 Build -out Conditions Project Description Woodside Commercial Center East/West Street: Hopewell Road North /South Street: 181 NB Ramps Intersection Orientation: East -West Stud Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 22 260 195 165 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 25 295 0 0 221 187 Percent Heavy Vehicles 7 7 Median Type Undivided FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 28 157 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 31 0 178 0 0 0 Percent Heavy Vehicles 7 0 7 7 0 7 Percent Grade ( %) 0 0 Flared Approach N V Storage 0 2 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delav, Queue Len th and Level of Service A pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 25 209 C (m) (veh /h) 1124 657 c 0.02 0.32 95% queue length 0.07 1.37 Control Delay (s /veh) 8.3 13.0 LOS A B A pproach Delay (s /veh) 13.0 A pproach LOS B 1 u C Patton Harris Rust Associates . • 11/8/2006 • Patton Harris Rust Associates TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHRA Intersection Hopewell Rd. /181 Ram s NB A gency/Co. /Co. PHRA Frederick County, VA Date Performed A nalysis Time Period 1110612006 PM Peak Hour A nalysis Y nal sis Year 2010 Build -out Conditions Project Description Woodside Commercial Center EastfWest Street: Hopewell Road North /South Street: l 81 NB Ramps Intersection Orientation: East -West I Study Period hrs : 0.25 V ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 31 217 326 273 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 35 246 0 0 370 310 Percent Heavy Vehicles 7 7 Median Type Undivided FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 44 242 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 50 0 275 0 0 0 Percent Heavy Vehicles 7 0 7 7 0 7 Percent Grade ( %) 0 0 Flared Approach N y Storage 0 2 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay Queue Length and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 35 325 C (m) (veh /h) 889 636 c 0.04 0.51 95% queue length 0.12 2.92 Control Delay (s /veh) 9.2 16.4 LOS A C A pproach Delay (s /veh) 16.4 A pproach LOS C Patton Harris Rust Associates • • 11/8/2006 I] C J i Patton Harris Rust Associates TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHRA I ntersection Hopewell Rd. /l81 SB Ram s Ag ency/Co. PHRA Jurisdiction Frederick County, VA Date Performed A nalysis Time Period 1110612006 M Peak A nalysis nal sis Year 2010 Build -out Conditions di Project Description Woodside Commercial Center East/West Street: Hopewell Road North /South Street: 181 SB Ramps Intersection Orientation: East -West IStudy Period hrs : 0.25 V ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 117 33 102 120 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 0 132 37 115 136 0 Percent Heavy Vehicles 0 7 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Movement 7 L Northbound 8 T 9 R 10 L Southbound 11 T 12 R Volume veh/h) 165 20 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 0 0 0 187 0 22 Percent Heavy Vehicles 0 0 0 7 0 7 Percent Grade ( %) 0 0 Flared Approach N y Storage 0 2 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 115 209 C (m) (veh /h) 1379 522 c 0.08 0.40 95% queue length 0.27 1.91 Control Delay (s /veh) 7.8 16.9 LOS A C A pproach Delay (s /veh) 16.9 A pproach LOS C I] C J i Patton Harris Rust Associates 0 • ]]/ 8/2006 U • Patton Harris Rust Associates TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHRA Intersection Hopewell Rd. /181 SB Ram s A gency/Co. PHRA Frederick County, Date Performed A nalysis Time Period 1110612006 PM Peak Hour al sis Year A nalysis 2010 Build -out Conditions Project Description Woodside Commercial Center East/West Street: Hopewell Road North /South Street: 181 SB Ramps Intersection Orientation: East -West I Study Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 63 28 214 156 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 0 71 31 243 177 0 Percent Heavy Vehicles 0 7 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 185 40 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 0 0 0 210 0 45 Percent Heavy Vehicles 0 0 0 7 0 7 Percent Grade ( %) 0 0 Flared Approach N y Storage 0 2 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration i LR Delay, Queue Length and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 243 255 C (m) (veh /h) 1459 367 c 0.17 0.69 95% queue length 0.60 5.03 Control Delay (s /veh) 8.0 34.4 LOS A D A pproach Delay (s /veh) 34.4 A pproach LOS D Patton Harris Rust Associates 0 0 11/8/2006 11 11 11 Patton Hams Rust Associates TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHRA Intersection Cedar Hill /Woodside 11 & Route Agency/Co. PHRA J urisdiction Frederick County, VA Date Performed A nalysis Time Period 11/06/2006 M Peak Hour A nalysis Year 2010 Build -out Conditions Project Description Woodside Commercial Center East/West Street: Cedar Hill/Woodside Road North /South Street: Route 11 Intersection Orientation: North -South I Study Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 18 459 25 25 751 2 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 20 521 28 28 853 2 Percent Heavy Vehicles 7 7 Median Type I Two Way Left Turn Lane RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 6 0 42 27 0 15 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 6 0 47 30 0 17 Percent Heavy Vehicles 7 1 7 7 7 7 7 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration I LTR LTR Delay, Queue Length and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR (veh /h) 20 28 47 53 C (m) (veh /h) 764 996 273 336 c 0.03 0.03 0.17 0.16 95% queue length 0.08 0.09 0.61 0.55 Control Delay (s /veh) 9.8 8.7 20.9 17.7 LOS A A C C pproach Delay (s /veh) 20.9 17.7 pproach LOS C C 11 11 11 Patton Hams Rust Associates 0 • 11/8/2006 V to Patton Hams Rust Associates TWO -WAY STOP CONTROL SUMMARY General Information Site Information nal st PHRA Intersection Cedar Hill /Woodside 11 & Route Agency/Co. PHRA Frederick County, Date Performed A nalysis Time Period 1110612006 PM Peak Hour al sis Year A nalysis 2010 Build -out Conditions Project Description Woodside Commercial Center East/West Street: Cedar Hill/Woodside Road North /South Street: Route 11 Intersection Orientation: North -South I Study Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound I Southbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 64 857 79 75 545 8 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 72 973 89 85 619 9 Percent Heavy Vehicles 7 7 Median Type Two Way Left Turn Lane FIT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 7 0 37 85 0 82 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR veh /h 7 0 42 96 0 93 Percent Heavy Vehicles 7 7 7 7 7 7 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR veh /h) 72 85 189 49 C (m) (veh /h) 930 637 192 207 c 0.08 0.13 0.98 0.24 95% queue length 0.25 0.46 8.23 0.89 Control Delay (s /veh) 9.2 11.5 111.4 277 LOS A 8 F D A pproach Delay (s /veh) 111.4 27.7 A pproach LOS F D Patton Hams Rust Associates • • 11/8/2006 HCS + DETAILED REPORT General Information Site Information Analyst PHR + A Agency or Co. PHR +A Date Performed 1110612006 Time Period AM Peak Hour Intersection Rt. 11 & CedarHill/Woodside Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build -out Conditions Woodside Commercial Project ID Center- Suggested Improvements Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT I TH I RT LT TH RT Number of Lanes, N1 0 1 0 0 1 0 1 1 0 1 1 0 Lane Group LTR LTR L TR L TR Volume, V (vph) 6 0 42 27 0 15 18 459 25 25 751 2 % Heavy Vehicles, %HV 7 7 7 7 7 7 7 7 7 7 7 7 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A A A A A A A A A A Start-up Lost Time, 11 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qt 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 3.2 Phasing I EW Perm 1 02 03 04 NS Perm 06 07 08 Timing G= 25.0 G= G= G= G= 53.0 G= G= G= Y= 6 Y= Y= ly= IY= 6 Y= IY= IY= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Cap acity , Control Dela , and LOS Determination EB I WB I NB SB LT TH I RT LT I TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 55 48 20 550 28 855 Lane Group Capacity, c 424 388 174 1038 386 1045 v/c Ratio, X 0.13 0.12 0.11 0.53 0.07 0.82 Total Green Ratio, g/C 028 0.28 0.59 0.59 0.59 0.59 Uniform Delay, d 24.3 1 24.3 8.2 11.1 79 14.7 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.11 0.11 0.13 0.11 0.36 Incremental Delay, d 0.1 0.1 0.3 0.5 0.1 5.2 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 24.5 24.5 8.5 11.6 8.0 19.9 LJ n U Patton Harris Rust Associates • • 11/8/2006 Copyright © 2005 University of Florida, All Rights Reserved HCS + Version 5.2 Generated: 11/8/2006 11:50 AM • r1 LJ Patton Harris Rust Associates Lane Group LOS I C I C A I B A I B Approach Delay 24.5 24.5 11.5 19.5 Approach LOS C C B B Intersection Delay 16.9 X� = 0.60 Intersection LOS B Copyright © 2005 University of Florida, All Rights Reserved HCS + Version 5.2 Generated: 11/8/2006 11:50 AM • r1 LJ Patton Harris Rust Associates . • 11/8/2006 HCS +' DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 1110612006 Time Period PM Peak Hour Intersection Rt. 11 & Cedar Hill/Woodside Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build -out Conditions Woodside Commercial Project ID Center - Suggested Improvements Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 0 1 0 0 1 0 1 1 0 1 1 0 Lane Group LTR LTR L TR L TR Volume, V (vph) 7 0 37 85 0 82 64 857 79 75 545 8 % Heavy Vehicles, %HV 7 7 7 7 7 7 7 7 7 7 7 7 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A A A A A A A A A A Start-up Lost Time, li 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 '0 0 0 20 0 0 0 D 0 1 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 1 3.2 3.2 Phasing EW Perm F 02 03 04 NS Perm 06 07 08 Timing G= 20.0 G= G= G= G= 58.0 G= G= G= Y= 6 Y= Y= 1Y= JY= 6 Y= Y= IY= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Dela , and LOS Determination EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 39 167 73 1064 85 627 Lane Group Capacity, c 329 297 395 1130 99 1142 vie Ratio, X 0.12 0.56 0.18 0.94 0.86 0.55 Total Green Ratio, g/C 0.22 0.22 0.64 0.64 0.64 0.64 Uniform Delay, d 28.0 31.1 6.5 14.5 1 12.7 8.8 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.16 0.11 0.45 0.39 0.15 Incremental Delay, d 0.2 2.4 0.2 14.9 48.7 0.6 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 28.1 33.5 6.7 29.4 61.5 9.4 C L Patton Harris Rust Associates 0 0 11/8/2006 Copyright © 2005 University of Florida, All Rights Reserved HCS +TM Version 5.2 Generated: 11/8/2006 11:50 AM • • Patton Harris Rust Associates Lane Group LOS C C A I C E I A Approach Delay 28.1 33.5 279 15.6 Approach LOS C C C 8 Intersection Delay 24.1 X� = 0.84 Intersection LOS C Copyright © 2005 University of Florida, All Rights Reserved HCS +TM Version 5.2 Generated: 11/8/2006 11:50 AM • • Patton Harris Rust Associates • • 11/8/2006 1] LI P Copyright © 2005 University of Florida, All Rights Reserved HCS +Tm Version 5.2 Generated: 11/8/2006 11:51 AM Patton Harris Rust Associates TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHRA Intersection Site Drive #1 & Route 11 Agency/Co. PHRA J urisdiction Frederick County, VA Date Performed 1110612006 A nalysis Year 2010 Build -out Conditions A nalysis Time Period A M Peak Pro Description Woodside Commercial Center East/West Street: Site Drive #1 North /South Street: Route 11 Intersection Orientation: North -South I Study Period hrs : 0.25 V ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 497 24 8 812 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR (veh /h 0 552 26 8 902 0 Percent Heavy Vehicles 7 2 Median Type Two Way Leff Turn Lane FIT Channelized 0 0 Lanes 0 1 1 1 1 0 Configuration T R L T U stream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 15 5 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR (veh /h 0 0 0 16 0 5 Percent Heavy Vehicles 7 1 7 7 1 2 7 1 2 Percent Grade ( %) 0 0 Flared Approach N y Storage 0 2 FIT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR (veh /h) 8 21 C (m) (veh /h) 996 429 c 0.01 0.05 95% queue length 0.02 0.15 Control Delay (s /veh) 8.6 15.4 LOS A C A pproach Delay (s /veh) 15.4 A pproach LOS C 1] LI P Copyright © 2005 University of Florida, All Rights Reserved HCS +Tm Version 5.2 Generated: 11/8/2006 11:51 AM Patton Harris Rust Associates • _ R L 75 25 0.90 0.90 83 27 2 Two Way Left Turn Lane 0 1 1 R L 11/8/2006 TWO -WAY STOP CONTROL SUMMARY Information ISite Information A nalyst PHRA Intersection Site Drive #1 & Route 11 Agency/Go. PHRA J urisdiction Frederick County, VA Date Performed 1110612006 A nalysis Year 2010 Build -out Conditions A nalysis Time Period PM Peak 0.90 Hourly Flow Rate, HFR veh /h Vehicle Volumes and Adjustments Major Street Northbo Movement 1 2 L T Volume veh/h) 973 Peak -Hour Factor, PHF 0.90 0.90 Hourly Flow Rate, HFR veh /h 0 1081 Percent Heavy Vehicles 7 Median Type FIT Channelized Lanes 0 1 Configuration T Minor Street Move Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicle Percent Grade ( %) Flared Approach Storage RT Channelized 0 �r m -0- —O —0_ �r m -0- ration Copyright © 2005 University of Florida, All Rights Reserved HCS +T^^ Version 5.2 Generated: 1118/2006 11:51 AM Patton Harris Rust Associates —O —0 �0 ration Copyright © 2005 University of Florida, All Rights Reserved HCS +T^^ Version 5.2 Generated: 1118/2006 11:51 AM Patton Harris Rust Associates • • 11/8/2006 11 11 11 Copyright©2005 University of Florida, All Rights Reserved HCS + Version 5.2 Generated: 11/8/2006 11:51 AM Patton Harris Rust Associates TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHRA Intersection Site Drive #2 & Woodside Rd Agency/Co. PHRA J urisdiction Frederick County, VA Date Performed 1110612006 A nalysis Year 2010 Build -out Conditions A nalysis Time Period AM Peak Project Description Woodside Commercial Center East/West Street: Woodside Rd North /South Street: Site Drive #2 Intersection Orientation: East -West I Study Period hrs : "0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 14 36 0 19 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR veh /h 0 15 40 0 21 0 Percent Heavy Vehicles 7 7 Median Type Undivided FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 23 0 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR veh /h 25 0 0 0 0 0 Percent Heavy Vehicles 7 0 7 7 0 0 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service A pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 0 25 C (m) (veh /h) 1519 939 c 0.00 0.03 95% queue length 0.00 0.08 Control Delay (s /veh) 7.4 8.9 LOS A A A pproach Delay (s /veh) 8.9 A pproach LOS A 11 11 11 Copyright©2005 University of Florida, All Rights Reserved HCS + Version 5.2 Generated: 11/8/2006 11:51 AM Patton Harris Rust Associates • 0 11/8/2006 • C J Copyright © 2005 University of Florida, All Rights Reserved HCS + Version 5.2 Generated: 11/8/2006 11:53 AM Patton Harris Rust Associates TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHRA Intersection Site Drive #3 & Woodside Rd A gency/Co. PHRA J urisdiction Frederick County, VA Date Performed 1110612006 A nalysis Year 2010 Build -out Conditions A nalysis Time Period PM Peak Project Description Woodside Commercial Center East/West Street: Woodside Rd North /South Street: Site Drive #3 Intersection Orientation: East -West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh /h ) 5 37 0 6 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR (veh /h) 0 5 41 0 6 0 Percent Heavy Vehicles 7 7 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT U stream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 40 0 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR (veh /h 44 0 0 0 0 0 Percent Heavy Vehicles 7 0 7 7 0 0 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length and Level of Service A pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 0 44 C (m) (veh /h) 1530 969 c 0.00 0.05 95% queue length 0.00 0.14 Control Delay (s /veh) 7.4 8.9 LOS A A A pproach Delay (s /veh) 8.9 Approach LOS A Copyright © 2005 University of Florida, All Rights Reserved HCS + Version 5.2 Generated: 11/8/2006 11:53 AM Patton Harris Rust Associates 11/8/2006 I TWO -WAY STOP CONTROL SUMMARY 0 ency /Co. PHRA urisdiction Frederick CounE Date Performed 11/06/2006 nal sis Year 2010 Build -out [A Tim P PM P Intersection Orientation: East -West Pro Description Woodside Commercial Center East/West Street: Woodside Rd North /South Street: Site Drive #2 Intersection Orientation: East -West I Study Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 42 112 0 46 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR (veh /h 0 46 124 0 51 0 Percent Heavy Vehicles 7 7 Median Type Undivided FIT Channelized 0 0 Lanes 0 1 0 0 1 1 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 121 0 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR (veh /h 134 0 0 0 0 0 Percent Heavy Vehicles 7 0 7 7 0 0 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration I LR Delay Queue Length and Level of Service A pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 0 134 C (m) (veh /h) 1378 821 C 0.00 0.16 95% queue length 0.00 0.58 Control Delay (s /veh) 7.6 10.2 LOS A B A pproach Delay (s /veh) 10.2 Approach LOS B Copyright © 2005 University of Florida, All Rights Reserved HCS +T Version 5.2 Generated: 11/812006 11:52 AM Patton Hams Rust Associates • • TWO -WAY STOP CONTROL SUMMARY Site Information 11/8/2006 Drive #3 & Woodside Rd [Agency/Co. I PHRA I sdiction Frederick County, VA Date Performed 1110612006 nal sis Year 2010 Build -out Conditions [A Tim P JA P 0.90 0.90 N Volume veh/h) 1 2 1 12 1 0 1 11 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR veh /h 0 2 13 0 12 0 Percent Heavy Vehicles 7 7 Median Type Undivided RT Channelized 0 0 Lanes 1 0 1 0 0 1 0 Configuration TR LT U stream Signal 1 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 Volume veh /h L 8 T R 0 L T R Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR veh /h 8 0 0 0 0 0 Percent Heavy Vehicles 7 1 0 7 7 0 0 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length and Level of Service A pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 0 8 C (m) (veh /h) 1571 984 c 0.00 0.01 95% queue length 0.00 0.02 Control Delay (s /veh) 7.3 8.7 LOS A A A pproach Delay (s /veh) 8.7 A pproach LOS A Copyright © 2005 University of Florida, All Rights Reserved HCS + Version 5.2 Generated: 11/8/2006 11:52 AM Patton Hams Rust Associates • ! 4 Inteaeetiou: E-W:HOPEWELL RD Weather Fil Name N-S: I -81 RAMP Count B J1P In0ut B 17P Location CLEAR BROOKAA Count Date 5/42006 15 Minute EB: HOPEWELL RD Wit: HOPEWELL RD NB: 1 -81 RAMP SB: 15 Min. Period N,S. Period Begining Left Thou Right Total Left Thor Right Total Left Th. Right Total Left Thou Right Total E & W Begining 7:00 5 8 0 13 0 9 6 15 2 0 10 12 0 0 U 0 40 7:00 7:15 4 12 0 16 0 13 8 21 4 0 13 17 U 0 0 0 54 7:15 7:30 4 11 0 15 0 12 8 20 3 0 12 15 0 0 0 0 50 7:30 7'45 3 12 0 15 0 15 9 24 4 0 16 20 0 0 0 D 59 745 800 5 13 0 18 0 17 12 29 4 0 18 22 0 0 0 D 69 8:00 8:15 6 12 0 18 0 19 8 27 6 0 17 23 0 0 0 D 68 8:15 8:30 4 W 0 19 0 14 6 20 8 0 16 24 0 0 0 D 62 830 845 4 15 0 19 0 17 8 25 6 0 18 24 0 0 0 D 68 8:45 A.M.Total 35 97 0 132 0 116 65 181 37 0 120 157 0 0 0 D 470 A Al.Total 16:00 4 16 0 20 0 33 18 51 8 0 24 32 0 0 0 0 103 16410 16:15 5 16 0 21 0 31 16 47 7 0 24 31 0 0 0 0 99 16:15 1630 7 14 0 2t 0 34 16 50 11 0 29 40 0 0 0 0 III 16:30 16:45 11 13 0 24 0 33 15 48 12 0 25 37 0 0 0 D 109 16:45 17:00 9 12 0 21 0 34 12 46 12 0 24 36 0 0 0 D 103 17:00 17:15 10 9 0 19 0 29 10 39 15 0 23 38 0 0 0 0 96 17:15 17:30 9 7 0 16 0 27 9 32 14 0 19 33 0 0 0 0 81 17:30 1745 8 8 0 16 0 25 6 31 12 0 17 29 0 0 0 0 76 17:45 P.M Total 63 95 0 158 0 242 102 344 91 0 185 276 0 0 0 0 778 P.M. Total I Hour EB'. HOPEWELL RD WB: HOPEWELL RD NB: 1 -81 RAMP SB: IHour Period N,S, Period Begining Left Thou Right Total Left That Right Total Left Thw Right Total Left Thou Right Total E & W Begining 7,00 16 43 0 59 0 49 31 80 13 0 51 64 0 0 0 0 203 7:00 7.15 16 48 0 64 0 57 37 94 15 0 59 74 0 0 0 0 232 7:15 730 18 48 0 66 0 63 37 100 17 0 63 80 0 0 0 0 246 7:30 745 19 51 0 69 it 65 35 100 22 0 67 89 0 0 0 0 258 7:45 S.W 19 54 0 73 0 67 34 101 24 0 69 93 0 0 0 0 267 8:00 16:00 27 59 0 86 0 131 65 196 38 0 102 140 0 0 0 0 422 16:W 16:15 32 55 0 87 0 132 59 191 42 0 102 144 0 0 0 0 422 16:15 1630 37 48 0 85 0 130 53 183 50 0 I01 151 0 0 0 0 419 16:30 1645 39 41 0 80 0 119 46 165 53 0 91 144 0 0 0 0 389 16:45 17:00 36 36 0 72 0 111 37 148 53 0 83 136 0 D 0 0 356 17:00 I Hour EB: HOPEWELL RD WB: HOPEWELL RD NB: 1 -81 RAMP SB: I Hour Period N.S, Period Begining Left Th. Right Total Left Thru Right Total Left Tluu Right Total Left Thru Right Total E & W Begining 9.00 19 54 0 73 0 67 34 101 24 0 69 93 0 0 0 0 267 8:00 A.M. Peak PHF = 0.96 THE = 0.87 THE = 0.97 PHF = 0.97 A.M. Peak 16:00 27 59 0 86 0 Lit 65 196 38 0 102 140 0 0 0 0 422 itim P.M. Peak PHF = 0.90 THE = 0.96 THE = 0.88 PHF = 0.95 P.M. Peak • • 0 lot,,,. tmou: E-W: HOPI. ELL RD Weather a' FII Name N -S: 1- 8I-RAY /P Count H 11P I nput By JJP L oration CLEAR BROOKVA Count Date 5152006 15 Minute Ed : HOPEWELL RD WB: HOPEWELL RD NB: SB: 1 -81 -RAMP 15 Min. Period N.S. Period Begining Leff Tinto Right Total Lcft Thou Right Total Left Thou Right Total Left Thou Right Total E & W Begining 7A0 0 9 6 15 12 5 0 17 0 0 0 0 3 0 3 6 38 700 7:15 0 8 4 12 10 6 0 16 0 0 0 0 5 0 4 9 37 7:15 7:30 0 10 7 17 9 6 0 15 0 0 0 0 4 0 2 6 38 7:30 745 0 14 6 20 14 9 0 23 0 0 0 0 6 0 4 10 53 7:45 8:00 0 13 8 21 14 8 0 22 0 0 0 0 6 0 3 9 52 800 8:15 0 12 9 21 II 12 0 23 0 0 0 0 6 0 6 12 56 8:15 8:30 0 14 6 20 12 14 0 26 0 0 0 0 4 0 4 8 54 8:30 845 0 12 7 19 10 10 0 20 0 0 0 0 7 0 4 11 50 845 A.M. Total 0 92 53 145 92 70 0 162 0 0 0 0 41 0 30 71 378 A.M. Total 16.00 0 11 5 16 16 19 0 35 0 0 0 0 14 0 6 20 71 1600 16:15 0 9 3 12 15 22 0 37 0 0 0 0 12 0 5 17 66 16:15 16:30 0 13 6 19 13 25 0 38 0 0 0 0 15 0 8 23 80 16:30 1645 0 14 6 20 19 25 0 43 0 0 0 0 17 0 6 23 86 16:45 1700 0 16 5 21 22 27 0 49 0 0 0 0 12 0 10 22 92 1700 17:15 0 12 7 19 18 21 0 39 0 0 0 0 9 0 II 20 78 17:15 17:30 0 11 4 15 14 17 0 31 0 0 0 0 11 0 9 20 66 17:30 1745 0 12 4 16 12 14 0 26 0 0 0 0 7 0 5 12 54 1745 P.M. Total 0 98 40 138 128 170 0 298 0 0 0 0 97 0 60 157 593 P.M. Total 1 Hour EB: HOPEWELL RD WB: HOPEWELL RD NB: SB: 1 -81 -RAMP IHour Proud N,S, Period Begining Left Th. Right Total Left Than Right Total Left Tluu Right Total Left Thou Right Total E &W Begining 7:00 (1 41 23 64 45 26 0 71 0 0 0 0 18 0 13 31 166 700 7:15 0 45 25 70 47 29 0 76 0 0 0 0 21 0 13 34 180 7:15 7:30 0 49 30 79 48 35 0 83 0 0 0 0 22 0 15 37 199 7:30 745 0 53 29 82 51 43 0 94 0 0 0 0 22 0 17 39 215 745 800 0 51 30 81 47 44 0 91 0 0 0 D 23 0 17 40 212 800 16:0 0 47 20 67 62 91 0 153 0 0 0 D 58 0 25 83 303 1600 16:15 0 52 20 72 68 99 0 167 0 0 0 0 56 0 29 85 324 16:15 16:30 0 55 24 79 71 98 0 169 0 0 0 D 53 0 35 88 336 1630 16:45 0 53 22 75 72 90 0 162 0 0 B D 49 0 36 85 322 16.45 17:00 0 51 20 71 66 79 0 145 0 0 0 0 39 0 35 74 290 IZW I Hour EB: HOPEWELL RD WB: HOPEWELL RD NB SB: 1 -81 -RAMP I Hour Period N,S, Period Begining Left Thou Right Total Left Thor Right Total Lcft Thou Right Total Left Thou Right Total E & W Begining 7:45 0 53 29 82 51 43 0 94 0 0 0 0 22 0 17 39 215 745 A.M. Peak PHF = 0.98 PHF = 0.90 PHF = PHF = 0.81 0.96 A.M. Peak 16:30 0 55 24 79 71 98 0 169 0 0 0 0 53 0 35 88 336 16:30 P.M. Peak PHF = 0.94 PHF = 0.86 PHF = PHF = 0.96 0.91 P.M. Peak I 0 0 4 bactcection: E -W: Hoocw>•II Road /Bmcetown Road WcntherD Filc Name N -S: Route 11 Coum By SD ti ut R SD Location Clcarbtoak. VA Count Date 829/'(1)5 I S Minute EB: Hopewell Road WB: Bmcetown Road NB: Route 1 I SB: Route 11 15 Min. Proud N,S, Period Begining Lcft Thou Right Total Lcft Thou Right Total Left Turn Right Total Left That Right Total E &W Begining 7:00 23 18 17 58 22 13 19 54 12 41 16 69 5 59 38 102 283 7:00 7:15 16 15 22 53 14 8 16 38 17 39 15 71 1 53 27 81 243 7:15 7:30 16 II 8 35 6 II 14 31 5 30 9 44 3 55 31 89 199 7:30 7:45 13 10 5 28 12 7 13 32 8 31 12 51 2 41 24 67 178 7:45 800 H 8 4 23 15 8 18 41 13 29 17 59 6 42 32 80 203 &00 8:15 9 12 10 31 9 5 11 25 H 26 13 50 6 33 25 64 170 8:15 8:30 14 9 22 45 7 H 6 24 12 29 9 50 4 40 15 59 178 8:30 8:45 10 7 18 35 5 8 3 16 1S 34 12 61 5 37 17 59 171 8:45 900 0 0 0 0 0 0 0 0 0 0 0 0 0 0 U 0 0 900 9:15 0 0 (1 U 0 0 0 0 0 0 0 0 0 0 U 0 11 9:15 9:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:30 9:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:45 A.M. Total 112 90 106 309 90 71 1110 261 93 259 103 455 32 360 209 601 1625 A.M.Totnl 16:00 18 11 5 34 12 9 13 34 17 58 16 91 6 32 12 50 209 1600 16:15 17 II 12 40 14 10 17 41 21 61 14 96 8 39 21 68 245 16:15 1600 14 8 12 34 14 11 8 33 19 76 17 112 9 34 37 80 259 16:30 16:45 10 6 16 32 8 11 9 28 26 fig 19 114 14 37 33 84 258 1645 17:00 13 8 13 34 16 14 13 43 22 58 22 102 10 45 29 84 263 17:00 17:15 11 7 9 27 10 9 10 29 25 53 26 104 8 36 30 74 234 17:15 17:30 14 8 14 36 8 7 6 21 19 57 21 97 8 32 23 63 217 17:30 17:45 13 8 10 31 7 5 5 17 22 52 23 97 10 35 26 71 216 17:45 1800 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1800 18:15 0 0 0 0 0 0 0 0 11 0 0 0 0 0 0 0 0 18:15 18:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18:30 1845 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1845 P.M. Total 110 67 91 268 rig 76 81 246 171 484 158 813 73 290 211 574 1901 P.M. Total Hour EB: Hopewell Road WB: Bmcetown Road NB: Route 11 SB: Route I 1 1 Hour ' 1 Period N,S, Period Begining Left Thou Right Total Left Thou Right Total Left Thou Right Total Left Thor Right Total E& W Begining 7:00 68 54 52 174 54 39 62 155 42 141 52 235 II 208 120 339 903 7:00 7:15 56 44 39 139 47 34 61 142 43 129 53 225 12 191 114 317 823 7:15 730 49 41 27 117 42 31 56 129 37 116 51 204 17 171 112 300 750 7:30 7:45 47 39 41 127 43 31 48 122 44 115 51 210 18 156 96 270 729 745 800 44 36 54 134 36 32 38 106 51 118 51 220 21 152 89 262 722 8:00 8:15 33 28 50 III 21 24 20 65 38 89 34 161 15 110 57 182 519 8:15 830 24 16 40 80 12 19 9 40 27 63 21 III 9 77 32 118 349 8:30 8:45 10 7 18 35 5 8 3 16 15 34 12 61 5 37 17 59 171 8:45 9:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 900 1600 59 36 45 140 48 41 47 136 83 264 66 413 37 142 103 282 971 1600 16:15 54 33 53 140 52 46 47 145 88 264 72 424 41 155 120 316 1025 16:15 16:30 48 29 50 127 48 45 40 133 92 256 84 432 41 152 129 322 1014 1630 1645 48 29 52 129 42 41 38 121 92 237 88 417 40 150 115 305 972 16:45 1700 51 31 46 128 41 35 34 110 88 220 92 400 36 148 108 292 930 1700 17:15 38 23 33 94 25 21 21 67 66 162 70 298 26 103 79 209 667 17:15 17:30 27 16 24 67 15 12 11 38 41 109 44 194 18 67 49 134 433 17:30 1745 13 8 10 31 7 5 5 17 22 52 23 97 10 35 26 71 216 17:45 18:00 0 0 0 0 0 0 0 0 D 0 II II 0 0 (I 0 0 190) I Hour EB: Hopewell Road WB: Bmcetown Road NB: Rome I 1 SB: Route I I I Hour Period N,S, Period Begirung Left Thm Right Total Left Thm Right Total Left Thor Right Total Left Th. Right Total E &W Begiaing 700 68 54 52 174 54 39 62 155 42 141 52 235 II 208 120 339 903 700 A.M. Peak PHF = 0.75 PHF = 0.72 PHF = 0.83 PH1 = 0.83 0.80 A.M. Peak 16:15 54 33 53 140 52 46 47 145 88 ^_64 72 424 41 155 120 316 1025 16:15 P.M. Peak PHF = 0.88 PHF = 0.84 PHF = 0.93 PHF = 0.94 0.97 P.M. Peak • • Intersection: : CEDAR HILL RD Wcather Fil Name N -S: ROUT 11 Count B AP I nput By 33P _ Location CLEAR BROOK,VA Count Dale 5842006 15 Minute EB: CEDAR HILT. RD WB: RT 671 NB: ROUTE 1 I SB: ROUTE 11 15 Min. Period N,S, Period Begining Left Th. Right Taal Left Th. Right Total Left Th. Right Total Left Thru Right Total E & W Begining 7:00 1 0 12 13 4 0 0 4 6 28 0 34 1 44 I 46 97 7:00 7:15 4 0 8 12 5 0 0 5 5 36 0 41 0 53 0 53 111 7:15 7:30 0 0 I0 10 1 0 0 1 5 25 0 30 0 54 0 54 95 7:30 7:45 0 0 7 7 0 U 0 0 0 23 1 24 0 57 1 58 89 745 800 1 0 9 10 2 0 0 2 3 18 0 21 0 42 0 42 75 8:00 8:15 2 0 9 H 1 0 0 1 3 40 0 43 0 43 0 43 98 8:15 830 1 0 3 4 0 0 1 1 3 25 0 28 0 36 0 36 69 8:30 8:45 0 0 2 2 1 0 0 1 7 33 0 40 0 41 0 41 84 8:45 A.M. Total 9 0 60 69 14 0 1 15 32 228 1 261 1 370 2 373 718 A.M. Total 16:00 3 0 7 10 2 0 0 2 19 78 1 98 0 50 1 51 161 1600 16:15 1 0 7 8 1 0 1 2 13 74 2 89 0 34 2 36 135 16:15 1630 2 0 3 5 0 0 0 0 II 75 0 86 0 35 1 36 127 16:30 16:45 0 0 15 15 1 0 0 1 13 66 1 80 0 27 3 30 126 1645 17:00 0 0 11 II 2 0 0 2 15 75 1 91 0 41 0 41 145 17:00 17:15 1 0 5 6 1 0 0 1 12 81 2 95 0 30 4 34 136 17:15 17:30 1 0 8 9 0 0 0 0 15 65 0 80 0 34 1 35 124 17:30 17:45 1 0 3 4 0 0 0 0 10 76 1 87 0 30 0 30 121 17:45 P.M. Total 9 0 59 68 7 0 1 8 108 590 8 706 0 281 12 293 1075 P.M. Total I Hour EB: CEDAR HILL RD WB: RT 671 NB: ROUTE I I SB: ROUTE 11 I Hour Period N,S, Period Begining Left Thm Right Total Left Thou Right Total Left Thru Right Total Left That Right Total E & W Begining 7:00 5 0 37 42 10 0 0 10 16 112 1 129 1 208 2 211 392 7:00 7:15 5 0 34 39 8 0 0 8 13 102 1 116 0 206 1 207 370 ' 7:15 7:30 3 0 35 38 4 0 0 4 11 106 1 118 0 196 1 197 357 7:30 7:45 4 0 28 32 3 0 1 4 9 106 1 116 0 178 1 179 331 7:45 8:00 4 0 23 27 4 0 1 5 16 116 0 132 0 162 0 162 326 8:00 16:00 6 0 32 38 4 0 1 5 56 293 4 353 0 146 7 153 549 1600 16:15 3 0 36 39 4 0 1 5 52 290 4 346 0 137 6 143 533 16:15 16:30 3 0 34 37 4 0 0 4 51 297 4 352 0 133 8 141 534 16:30 1645 2 0 39 41 4 0 0 4 55 287 4 346 0 132 8 140 531 16:45 17:00 3 0 27 30 3 0 0 3 52 297 4 353 0 135 5 140 526 1700 1 Hour EB: CEDAR HILL RD WB: RT 671 NB: ROUTE I 1 SB: ROUTE 11 I Hour Penh N,S, Period Beaming Left Th. Right Total Left Th. Right Total Left Thru Right Total Left Thru Right Total E &W Begining 7:00 5 0 37 42 10 0 0 10 16 112 1 129 1 208 2 211 392 7:00 A.M. Peak PHF = 0.81 PHF = 0.50 PHF = 0.79 PHF = 0.91 0.88 A.M. Peak 16:00 6 11 32 38 4 0 1 5 56 293 4 353 0 146 7 153 549 1600 P.M. Peak PHF = 0.63 PHF = 0.63 PHF = 0.90 PHF = 0.75 0.85 P.M. Peak 0 7 1 Ll Patton Harris Ruse Associates, pc • Engineers surveyors. Rann Landscape Architects. � 300 Foxcrogt Avenue, Suite 1 �L l i,1rginia254 5401 Phone Addendum PH �` 1 ,/ \ Phone 304. :304.264.27 i11 Fax 304.264.3636 71 To: Susan Eddy Organ izationlCompany: Frederick County Planning Department From: Michael Glickman, PE' Date: August 3, 2006 An Addendum to: A 7aiac Impact Anon rh of the Ihoodride Coninenial Project Name /Subject: Center PHR +A Project file Number: 14556 -1 -0 Patton Harris Rust & Associates, pc (PHR +A) has prepared an addendum to: A Traac LnpactAnalnt ol Woodside Commercial Center by PHR +A, dated June 12, 2006. The Woodside Commercial Center development is to be located at the southeastern corner of the intersection of Woodside Road (Route 671) and Martinsburg Pike (US Route 11), in Frederick County, Virginia. The purpose of this document is to present a correction to the 2010 Build -out Lane Geometry and Levels of Service figure that was presented in the June 2006 study. Specifically, the northbound and southbound movements at the intersection of Routel1 /Hopewell Road /Brucetown Road have been change from LOS A to LOS C during both the AM and PNI peak hours. Figure 1 shows the respective 2010 build -out lane geometry and AM /PM peak hour levels of service. All HCS+ levels of service worksheets arc included in the Appendix section of this report. AUG 4 2006 i I 1 Pl t - -- IT Page 1 of 2 Patton Harris Ru* Associates, pc 0 Addendum To: Susan Edda Page 2 of 2 I Figure 1 2010 Build -out Lane Geometry and Levels of Service Engineers • Surveyors • Planners • Landscape Architects AM Peak Hour (PM Peak Hour) * Denotes Unsignalized Critical Movement +A De notes two -way left turn lane • • 8/3/2006 SHORT.REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 08/03/2006 Time Period AM Peak Hour Intersection Rt. 11 & Hopewell R Area Type All l other ther a areas Jurisdiction Analysis Year 2010 Build -out Conditions Volume and Timing Input EB WB NB SB LT TH RT LT TH I RT LT TH RT LT TH RT Number of Lanes 0 1 1 0 1 0 1 1 0 1 1 0 Lane Group LT R LTR L TR L TR Volume (vph) 95 62 97 62 45 71 82 226 60 13 284 140 % Heavy Vehicles 7 7 7 7 7 7 7 7 7 7 7 7 PHF 0.95 0.95 0.95 10.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 10.95 Pretimed /Actuated (P /A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 20 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped /Bike /RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking /Grade /Parking N 0 N N 0 N N t320 N N 0 N Parking /Hour Bus Stops /Hour 0 0 0 0 0 0 Minimum Pedestrian Time 3.2 3.2 3.2 Phasing I EB Only WB Only 03 04 NS Perm 06 107 08 Timing G= 16.0 IG= 19.0 G= IG= I G= 30.0 G= IG= IG= Y= 10 IY= 10 Y= 1Y= Y= 5 Y= 1Y= IY= Duration of Anal sis hrs = 0.25 Cycle Len th C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 165 102 187 86 301 14 446 Lane Group Capacity 306 268 349 152 573 261 563 v/c Ratio 0.54 0.38 0.54 0.57 0.53 0.05 0.79 Green Ratio 0.18 0.18 0.21 0.33 0.33 0.33 0.33 Uniform Delay d 33.6 32.6 31.6 24.6 24.2 20.4 27.2 Delay Factor k 0.14 0.11 0.14 0.16 10.13 0.11 0.34 Incremental Delay d 1.9 0.9 1.6 4.9 1 0.9 0.1 7.6 PF Factor 1.000 1.000 1.000 1.000 11.000 1.000 1.000 Control Delay 35.6 33.5 33.2 29.5 25.1 20.5 34.8 Lane Group LOS D C C _ Lj C C C Approach Delay 34.8 33.2 26.1 34.4 Approach LOS C C C C Intersection Delay 31.8 Intersection LOS C Copyright © 2005 University of Florida, All Rights Reserved HCS. Version 5.2 Generated: 0/3/2006 10:13 AM Patton Harris Rust Associates • . 8/3/2006 SHORT REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 08/03/2006 Time Period PM Peak Hour Intersection Rt. 11 & Hopewell R Area Type All l other ther a areas Jurisdiction Analysis Year 2010 Build -out Conditions Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 0 1 1 0 1 0 1 1 0 1 1 0 Lane Group LT R LTR L TR L TR Volume (vph) 63 87 102 60 53 54 152 374 83 47 262 144 % Heavy Vehicles 7 7 7 7 7 7 7 7 7 7 7 7 PHF 0.95 0.95 0.95 10.95 0.95 0.95 0.95 10.95 0.95 0.95 0.95 0.95 Pretimed /Actuated (P /A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped /Bike /RTOR Volume 0 0 0 0 0 1 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 1 12.0 12.0 1 12.0 1 12.0 Parking /Grade /Parking N 5 N N 0 N N 0 N N 0 1 N Parking /Hour Bus Stops /Hour 1 0 0 0 0 0 0 0 Minimum Pedestrian Time 1 3.2 3.2 3.2 1 3.2 Phasing EB Only WB Only 03 04 NS Perm 06 07 08 Timing G= 14.0 G= 15.5 G= IG= IG = 30.5 G= G= I G= Y= 10 IY= 10 Y= IY= IY= 5 Y= Y= IY= Duration of Anal sis hrs = 0.25 Cycle Length C = 85.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 158 107 176 160 481 49 1428 Lane Group Capacity 279 242 304 198 620 160 603 v/c Ratio 0.57 0.44 0.58 0.81 0.78 0.31 0.71 Green Ratio 0.16 0.16 0.18 0.36 0.36 0.36 0.36 Uniform Delay d 32.7 32.0 31.8 24.6 24.2 19.6 23.4 Delay Factor k 0.16 1 0.11 0.17 1 0.35 10.33 1 0.11 0.27 Incremental Delay d 2.7 1.3 2.8 21.5 6.2 1.1 3.9 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 35.4 33.3 34.5 46.1 30.4 20.7 27.3 Lane Group LOS D C C D C C C Approach Delay 34.5 34.5 34.3 26.6 Approach LOS C C C C Intersection Delay 32.0 Intersection LOS C Copyright © 2005 University of Florida, All Rights Reserved HCS + Version 5.2 Generated: 813/2006 10:13 AM Patton Harris Rust Associates 0 Patton Harris Rust & Associates, pc Engineers. Surveyors. Planners. Landscape Architects. PH 300 Fvxcroft Avenue, Suite 200 RAT 304.264, Wes Virginia 25401 T 304.264.2711 F 304.2643671 To: Organ izationlCompany: Address: Telephone Number: Date: From: Project Name /Subject: Via: Quantity File # n L 111Transmittal Susan I'-ddp l� J Frederick County Planning Department T 107 North Kent Street Winchester, VA 22601 August 3, 2006 Michael Glickman, P.E. Woodside Commercial Center UPS — Overnight Internal Project File #: 14556 -1 -0 Date Description Transmitted An Addendum to a Traffic Impact Analysis of the Woodside Commercial ❑ Herevdth 1 14556 -1 -0 8/3/06 Center ❑ Under separate cover Notes: Material ❑ Originals ❑ Photocopies ❑ Diskette ❑ Shop Drawings ❑ Mylar ❑ Ozalid Prints ❑ Invoice ❑ Sepia Purpose ❑ Your Use ❑ Your Files ❑ Approval ❑ Please Return corrected Prints ❑ Please Submit: Revised Prints Received by: Date: 0 0 COUNTY of FREDERICK Department of Planning and Development 107 North Kent Street, Suite 202 . Winchester, Virginia 22601 -5000 Telephone: 540/665 -5651 FAX: 540/665 -6395 TO: (1 u.,� n q ra m COMPANY: V D 0T FAX #: S ( D 9cbq 5(v Date: I I ;4 1 U(P Number of Pages (including cover sheet) Remarks: From the desk of: ��' Q r Ki ,15 0 O 0 0 Figure 8 P R+A 2010 Build -out Traffic Conditions A Traffic Impact Analysis of the Woodside Commercial Center Project Number: 14556 -1 -0 June 12, 2006 Page 11 0 0 Denotes Unsignalized Critical Movement Denotes two -w ay left turn lane :7A r:=:= Figure 9 2010 Build -out Lane Geometry and Levels of Service A Traffic lmoact Awlvsis of the Woodside Commercial Center ProJect Number. 14556 -1 -0 June 12, 2006 Page 12 0 0 No Sc AM Peak Hour (PM Peak Hour) * Denotes Unsignalized Critical Movemei Denotes tw -way left turn lane Figure 5 2010 Background Lane Geometry and Levels of Service A Traffic Impact Analysis of the Woodside Commercial Center P l l ProjectNumber: Ju e 12, 2 6 H + June 12, age 7 Page 7 0 No Sc AM Peak Hour (PM Peak Hour) p +n Figure 4 2010 Background Traffic Conditions A Traffic impact Awbsis of the Woodside Commercial Cente P T A Project Number: e 12, 2 1 6 H + \ Tune 12, age 6 Page 6 Ll \ ` X, c� 0 Patton Harris Rtq?B Associates, pc Addendum To: Lloyd Ingram Page 2 of 3 No Scale Figure 1 AM Peak Hour(PM Peak Hour) 2008 Build -Out Peak Hour Traffic Volumes Engineers • Surveyors • Planners • Landscape Architects Patton Harris RAS, Associates, pc Addendum To: Lloyd Ingram Page 3 of 3 No Scale signal i2 W "Suggested Wtersection Im me LOS =C(C) ignaliz�tion U C(C) (C)C� DTE: Ai.atam to :atom yeuown d a.. for the c.W nd am v abound du= ion to acc oum for We offset. Denotes stop sign control C ' Denotes traffic signal control Denotes two -way left turn lane * Denotes Unsignalized Critical Movement AM Peak Hour (PM Peak Hour) 2 2008 Build -Out Lane Geometry and Levels of Service Engineers • Surveyors • Planners • Landscape Architects 0 0 No Scale Improvements" signalba6on & EB -1 left -tt Denotes stop sign control I Denotes traffic signal control Denotes two-way left turn Ian( * Denotes Unsignalized Critical Movemen AM Peak Hour (P Peak 1 1 Figure 9 2008 Build -Out Lane Geometry and Levels of Service A Traffic Impact Analysis o(fhe Clearbrook Properties P H T Project Number r 13, 2005 1-0 �� \ October 13, 2 Page 12 0 0 CONCLUSION The traffic impacts associated with the proposed Clearbrook Properties are acceptable and manageable. Per the VDOT Road Design Manual, PHR +A also evaluated the need for turn lanes along Route 11 at the intersection of Route 11 (Martinsburg Pike)/Hopewell RoadBrucetown Road and Route I1 /site- driveway. The following describes the recommended roadway improvements for each of the study area intersections (also shown in Figure 9 for build -out conditions): o Route 11/Hopewell RoadBrucetown Road Signalization and one eastbound left - turn lane will be required to maintain acceptable levels of service during 2008 build -out conditions. Also, one northbound left -turn lane is warranted per the VDOT Road Design Manual • Route 11 /Site - Driveway: Per the VDOT Road Design Manual, one northbound left- turn lane is warranted. A Traffic Impact Analysis of the LleamroOK rrppenies P� T /� Project Number: 13957 -1 -0 1 � +- / \ October 13, e 13 111 \��111 l Page ]3 0 0 Impact Statement For consideration of Rezoning the lands for the Clearbrook Business Center Stonewall Magisterial District Frederick County, Virginia November 1, 2005 Revised February 13, 2006 Tax Map Numbers 33- (A) -122A 33 -(A) -123 Total Area: 16.886 acres Owner: R & J Land Development, LLC 1631 Redbud Road Winchester, VA 22603 (540) 974 -6768 Contact: Gary R. Oates, LS -B, PE GreyWolfe, Inc. 1073 Redbud Road Winchester, VA 22603 (540) 667 -2001 ofc (540) 545 -4001 fax FED 1 4 2006 F. 1 Immediate TX Result Report ( Jul, 24�ODb 3:32PM ) Fa• Header) Date Time Destination Mode ------------------------------------------------- Ju1.24. 3:30PM 540 984 5607 G3TES file TXtime Page Result User Name No. --------------------------------------------=--- 1 P. 12 OK 4215 # Batch M . Memory E ECM S Standard . Reduction x LAN —Fax A RX Notice L Send later 9 For a rd ing D Detail F Fine . Del i�ery O RX Notice Re q.