Loading...
HomeMy WebLinkAbout02-07 Impact AnalysisSIGNAL ��� ER _TASK RO 0 \ \2 S � E %. ZONINGS B3 \ WHITE'S STORAGE i 7QNING EXISTING B3 PROPOSED. B2 EXISTING- B3 PROPOSED, B2 EXISTING RA - 10,65 AC EXISTING B3 - 8.23 AC TOTAL - 18,88 AC EXISTING HOME DEPOT / DISTRIBUTION CENTER EXISTING M -1 F_ - EASTGATE COMMERCIAL ti GENERALIZED DEVELOPMENT PLAN O \ FREDERICK COUNTY, VIRGINIA EX. ZONING- B2 O G� F I, a FUTURE RIGHT —IN RIGHT —OUT E%ISTING� RA PROPOSED. B2 , > FUTU >.' l IGNAL CC�� 1� W, E / EXISTING /B2 ' G 5 EXISTING RA PROPOSED B2 Patton, Harris, Rust & Associates 117 E. Picadilly St. Winchester, Virginia 226C VOICE: (540) 667 -2139 FAX: (540) 665 -0491 Eastgate Commercial Impact Analysis Statement • EASTGATE COMMECIAL PROPERTY REZONING - IMPACT ANALYSIS STATEMENT NOVEMBER 2006 A. INTRODUCTION The 20.04 acre Eastgate Commercial site is comprised of 6 parcels located North and South of Maranto Manor Drive in close proximity to the intersection of Tasker Road and Route 522 — Front Royal Pike (See figure 1). A 8.23 acre portion of the site was zoned B3 as part of Eastgate Commerce Center in 1997. The remaining 11.81 acres of the property is zoned RA (Rural Areas) (See Figure 2). This analysis seeks to identify any impacts to Frederick County associated with rezoning the Property to the B -2 (General Business) zoning district. Combining these two areas with the large adjacent tract of B -2 would create a more unified development that is in accordance with the vision set forth in Frederick County's Comprehensive Plan. Figure 3 depicts the envisioned zoning designation for the property. Development of this site as a commercial center would serve as a transitional area between the more intensive uses located in the Eastgate Industrial Park and the residential development pattern prevalent along Tasker Road. Additionally, the subject rezoning would help to provide an increasingly viable commercial node at the intersection of Tasker Road and Route 522. The property is located outside of the Urban Development Area (UDA) boundary but wholly within the Sewer and Water Service Area (SWSA). The applicant is confident that the proposed rezoning includes a proffer program that will appropriately and effectively mitigate any impacts of this development. The commercial land use envisioned for the site is consistent with the land use policies of the Comprehensive Policy Plan and would serve as a valuable amenity to the residential development that prevails in the vicinity of Tasker Road. B. COMPREHENSIVE POLICY PLAN The Fastcrn Frederick County Long Range Land Use Plan is the sole plan indicating the future land use designation of the subject site. Through this document, the Comprehensive Policy Plan envisions commercial uses along the eastern end of Tasker Road (See Figure 4). Areas outside of the UDA but within the SWSA are intended for commercial and /or industrial use per the Frederick County Comprehensive Plan. As the subject acreage is located within the SWSA boundary, is has the right to public sewer and water for non- residential purposes. The proposed rezoning of the subject acreage from B -3 (Industrial Transition) and RA (Rural Areas) to B -2 (General Business) is consistent with the land use .policies of the Comprehensive Policy Plan. FIGUI s 0 6 a te , SUBJECT SITE SUBJECT SITE i6` 111 R� MJECT SITE D B -2 B -3 D M -1 EASTGATE COMMERCIAL Patton, Harris, Rust & Associate: ch o N I y CURRENT ZONING 117 E Picadilly St Winchester, Virginia 226( p Q VOICE (540) 667 -2139 FAX: (540) 665 -049, FREDERICK COUN7Y, 14ROIN14 FIG( \G� SUBJECT SITE SUBJECT M gRgHr SUBJECT SITE °o SITE SUBJECT SITE B -2 ® B -3 ® M -1 c4 EASTGATE COMMERCIAL Patton, Harris, Rust & Associates, o ti I y PROPOSED ZONING 117 E FuSly St 9P denier, Virginia 2260' O p a VOICE (540) 667 -2139 FAX: (540) 665 -0493 fWaICK COUMY, NRGIN14 FIGU t i \ . +-+ r � - llam_• !.`' <' .�, . Y Proposed Rt 37 By -Pa UDA SMA 7 __ Ruaa1 Cumanunity Cent 4• ,y!'' _ — Residential �- / ' .i ce -_ GtION�eYS InslrtuLOnal Recreation is H *toric S DSA - 4 r.' Planned Umt Develops P T Eastern Frederick County Long Range y Land Use Plan J N `boo Ptnmtp��a�eCOU'Wti W E •` =aniwY 70Gd e EASTGATE COMMERCIAL Patton, Harris, Rust & Associates ti I y LONG RANGE LAND USE PLAN 117 E. Picadilly St. Winchester, Virginia 7260 \ O Q VOICE: (540) 667 -2139 FAX: (540) 665 -0493 FREDERICK COUNTY, WRGINL4 FIGL • Eastgate Commercial C. SUITABILITY OF THE SITE Impact Analysis Statement Site Background and History A portion of the site is part of the Eastgate Commerce Center that was originally rezoned in August of 1991 to allow both commercial and light industrial uses. In 1997, the Frederick County Board of Supervisors approved a new rezoning application resulting in the subject site's current land use designations. In 2004, Frederick County amended the Comprehensive Policy Plan, expanding the Sewer and Water Service Area to the south of the original Eastgate Commerce Center to envelop the Home Depot Distribution Center in addition to several RA zoned parcels along Front Royal Pike. This expansion brought the RA zoned area of the Eastgate Commercial site into the SWSA. Location and Access 0 The property is located south of the terminus of Tasker Road (VA Route 642) at Front Royal Pike (VA Route 522 South) within the Shawnee Magisterial District. The site is located on either side of Maranto Manor Drive with Route 522 bordering the site to the East, an existing self- storage facility and Adelphia facility to the West, and The Home Depot Distribution Center to the South. Access will be provided through the existing B2 zoned acreage by a northern entrance on Tasker Road and an eastern entrance on Route 522. The properties located South of Maranto Manor Drive will access Maranto Manor with a right - in /right -out access located on the Property Frontage with Route 522 (See Figure 5). Currently, Maranto Manor provides a connection from Route 522 to the Home Depot entrance before ending at a temporary cul -de -sac. In accordance with the currently approved Master Plan for the Property, the connection of Maranto Manor to Rainville Road will be provided as Eastgate Commerce Center continues to develop. Site Suitability The Eastgate Commercial site represents a unique opportunity to create a more cohesive commercial development. The property is bound by roadways on three sides, which, in effect, presents the subject area as a single site despite its multiple parcels and different zoning designations. This rezoning seeks to solidify that notion and ensure that development at the site is performed in a unified manner that best serves the commuruty. It is important to note that this application seeks a conditional rezoning of the RA portion of the property concurrent with a down - zoning of the B -3 acreage. The site does not contain conditions that would preclude or substantially hinder development activities. The following table provides an area summary of envitonmental features: • Environmental Features Total Project Area 20.04 Acres Area in Flood Plain 0.00 Acres 0.0% Area in Steep Slopes 0.00 Acres 0.0 / Area in Wetlands TBD Acres 0.0% Lakes & Ponds 0.24 Acres 1.2% SIGNAL EX. ZONIND B3 WHITE'S STORAGE / �gRIFS R ROPC EX. ZONING H2 \ G� FUTURE PROPOSED B2 \ RIGHT —OUT EXISTING B3 EXISTING, RA PROPOSED, H2 Mq; PROPOSED, B2 q 'v" FUTU �oRIGNAL N LAN �F - XISTING, Bz SITE AN EXISTING RA - 10,65 AC � -' , EXISTING B3 - 8,23 AC \�' EXISTING A2 TOTAL - 18.88 AC C QR)iYiHT -IN GHT -OUT J , EXISTING RA PROPOSED 22 EXISTING HOME DEPOT DISTRIBUTION CENTER EXISTING, M -1 � T� FIGUF ti EASTCATE COMMERCIAL Patton, Harris, Rust & Associates, o ti \ y GENERALIZED DEW PLAN 117 E. Picadilly St. IYnchester, Virginia 22601 O p a VOICE: (540) 667 -2139 FAX: (540) 665 -0493 FREDERICK COWTY, WRGIIVA FIGUF 0 0 Eastgate Commercial • hnpact Analvsis Statement Data from the National Wetlands Inventory indicates that there are no identified wetlands or waterways located on the site. A field analvsis, however, revealed the location of a possible wetlands area on the southwest corner of the existing B -3 area adjacent to the existing self storage facility. The very limited size of this environmental feature and its unobtrusive location would not deter development activity. A small, man -made pond is situated on the 12A tract north of Maranto Manor Drive. Without any natural inflow or outflow, this feature will likely not fall under federal or state regulations (See Figure 6). The General Soil Map of the Soil Survey of Frederick County, Virginia indicates that the soils comprising the subject parcels fall under the Weikert - Berks- Blairton soil association. The predominant sod types on the site are Clearbrook channery silt loam, 2 to 7 percent slopes (map symbol 9B) and Weikert-Berks channery silt loams, 7 to 15 percent slopes (map symbol 41C) as shown on map sheet number 48 of the survey. This soil type is not considered prime farmland. The characteristics of this soil type and any implications for site development are manageable through the site engineering process. D. TRANSPORTATION • A traffic impact analysis (TIA) was prepared for this application using composite data collected from other studies to the area as well as actual traffic counts. Using traffic generation figures from the I.T.E. 'Trip Generation Manual, 7` Ed tion the TIA projects that the proposed development will produce 13,957 vehicle trips per day (VPD). The TIA further indicates that study area roads and intersections have the capacity to accommodate the trips generated by this project at acceptable and manageable level of service conditions. It is important to note that the TIA does not take into account the existing traffic generation potential of the 833 acres of the site are currently zoned B3. Additionally, the TitA includes potential traffic generation from a potential industrial land bay located south of the property that could use the Maranto Manor access point in the future. This land bay is not part of this rezoning and represents only about 1,500 of the total trips, but was included as part of the study to facilitate good planning practices for a potential future rezoning. As such, the proposed development plan would produce fewer trips than the 13,957 trips projected by the Till. Nevertheless, the applicant has proffered to address the transportation improvements indicated by the TIA as being necessary in order to accommodate a level of service (LOS) C or higher for the affected intersections. These proffered improvements include: - Signalization at the intersection of Tasker Road and Rainville Road. - Signalization of the future project entrance and the existing entrance to the Home Depot Distribution Center on Maranto Manor Drive. - Installation of an Eastbound left turn lane at the existing signalized intersection of • Maranto t\Ianor Drive and Route 522. E • a a EASTGATE COMMERCIAL ENVIRONMENTAL FEATURES (5' CONTOUR DATA) FREDERICK COUNTY, VIRCIMA a 0 Patton, Harris, Rust & Associates, p( 117 E. Picadilly St. Winchester, Virginia 22601 VOICE: (540) 667 -2139 FAX: (540) 665 -0493 FIGURE ti y O � Q EASTGATE COMMERCIAL ENVIRONMENTAL FEATURES (5' CONTOUR DATA) FREDERICK COUNTY, VIRCIMA a 0 Patton, Harris, Rust & Associates, p( 117 E. Picadilly St. Winchester, Virginia 22601 VOICE: (540) 667 -2139 FAX: (540) 665 -0493 FIGURE Eastgate Commercial Impact Analysis Statement The TIt1 also indicated the need for signalization at the intersection of Tasker Road and Route 522. This signal was proffered as part of the earlier Eastgate Commerce Center rezoning. E. SEWAGE CONVEYANCE AND WATER SUPPLY Sewage and water service will be provided to the site by the Frederick County Sanitation Authority via a 6" force main and a 12" water line. Assuming a build out of approximately 200,000 square feet a standard rate of 200 gallons per day per 1,000 square feet of commercial space, it is anticipated that the proposed use will generate approximately 40,000 GDP of water consumption with equivalent sewer flows. F. SITE DRAINAGE Site drainage collects and leaves the site to the south, as it drains to Wrights Run. It is anticipated that lugh quality erosion control practice will mitigate adverse storm-water discharge impacts. Actual specification of temporary and permanent facilities will be provided with final engineering and will comply with all County, State and Federal regulations. G. SOLID WASTE DISPOSAL Solid waste will be transferred to the Frederick County landfill by commercial carrier. Assuming 25 lbs /1 square feet of floor area, solid waste generation is projected to be approximately 5,000 pounds per day. H. HISTORIC SITES AND STRUCTURES The Frederick County Rural Landmarks Survey does not identify any potentially significant structures on the subject acreage or within close proximity of the properties. The subject properties are not located within the study boundary or core area of any identified Civil War battlefield. I. IMPACT ON COMMUNITY FACILITIES The Frederick County Fiscal Impact Model was run to assess the likely impact of the proposed project on capital facilities. The output module generated by this analysis indicated that the proposed land uses would result in a net positive fiscal impact. Nevertheless, the apphcant has proffered to contribute a total of $4,000 to Frederick County for Fire and Rescue Department and Sheriff's Office purposes, respectively. This contribution is offered in recognition of the unique demands on public safety services commonly associated with commercial development. E 0 A Traffic Impact Analysis of Eastgate Rezoning Located in: Frederick County, Virginia Prepared for: • Wrights Run, L.P. 2800 S. Shirlington Road Suite 803 Arlington, VA 22206 Prepared by: Patton Harris Rust & Associates, pc Eno neers. Surveyors. Planners. Landscape Architects. � ///�\\ 300 Foxcrott Avenue. suite 200 H T 304,264.2711 ` r 304.264 6 West Virginia 25401 October 25, 2006 • o 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 Eastgate Rezoning development located along the west side of Route 522 (Front Royal Pike), south of Tasker Road, in Frederick County, Virginia. The proposed development is comprised of 166,662 square feet of retail /commercial, 47,000 square feet of office and 224,600 square feet of warehouse /industrial development. Access to the proposed development will be provided via two (2) site - driveways to be located along Moranto Manor Drive (planned future roadway) and two (2) right in/out only site - driveways to be located along Route 522. Build -out will occur over a single transportation phase by the year 2010. Figure I is provided to illustrate the location of the proposed Eastgate Rezoning development with respect to the surrounding roadway network. Methodology The traffic impacts accompanying the Eastgate Rezoning development were obtained through a sequence of activities as the narratives that follow document: • Assessment of background traffic including growth rates and other planned projects in the area of impact, • Calculation of trip generation for the proposed Eastgate Rezoning development, • Distribution and assignment of the Eastgate Rezoning development generated trips onto the completed study area road network, • Analysis of capacity and level of service using the latest version of the highway capacity software, HCS -2000, for existing and future conditions. EXISTING CONDITIONS Patton Harris Rust & Associates (PHR +A) conducted AM and PM peak hour manual turning movement counts at the intersections of Route 522 /Tacker Road, Tasker Road /Rainville Road and Route 522/Maranto Manor Drive. PHR +A established the ADT (Average Daily Traffic) along each of the study area roadway links using an average "k" factor (the ratio of PM peak hour traffic volumes to 24 -hour traffic volumes) of 8% as determined from the Virginia Department of Transportation (VDOT) traffic count data Figure 2 shows the existing ADT and AM /PM peak hour traffic volumes at key locations throughout the study area network. Figure 3 shows the respective existing lane geometry and AM /PM peak hour levels of service. All traffic count data and HCS -2000 levels of service worksheets are included in the Appendix section of this report. • A A Traffic Impact Anahsis of Easteate Rezonine P �` Project Number. 2 l�� ` October r 25, 25, 2006 006 Page I 0 r • • No Scale incloster 522 ogionnalrAwrl. s � L� L heMn ap Memnda Peek f �1 `61 m 4 F it rat --'^ cE✓Ea � 522 � 1 ly 1 ' C L lep�ens City t,. ,r p' ry�'�� c rte 7 S 2/7 SITE�� P Figure 1 Vicinity Map: Eastgate Rezoning, in Frederick County, Virginia P R+A A Traffic 6nrmcl AnaNsis of Eastente Rezoning Project Number: 13612 -1 -3 October 25, 2006 Page 2 0 • No Scale • Figure 2 P Existing Traffic Conditions AM Peak Hour(PM Peak Hour) A Traffic Impact Analysis of Eas1wate Re Project Number: 13612 -1 -3 October 25, 2006 Page 3 0 • Unsignalized Intersection Unsignalized 1 Intersection 9 FA �c •y Signalized 522 SITE 5:` = °;:= I A(A ..05 =A(A, ^` �s O �' \ . Y �i s r SITE No Scale Ll'Hltl l- Figure 3 • P Existing Lane Geometry and Levels of Service r Denotes slop sign control ® Denotes traffic signal control * Denotes Unsignalized Critical Movement AM Peak Hour (PM Peak Hour) A Traffic Impact Analysis of Easleale Rezoninz Project Number: 13612 -1 -3 October 25, 2006 Page 4 11 r� L 0 2010 BACKGROUND CONDITIONS PHR +A applied a conservative annual growth rate of five percent (5 %) to the existing traffic volumes (shown in Figure 2) to obtain 2010 base conditions. In order to incorporate trips associated with the specific future "other developments" located within the vicinity of the proposed site, PHR +A utilized the following reports: 1) Traffic Impact Analvsis for the Home Depot Distribution Center @ East.eate Rezonin,Q by Vettra Company, dated October 2002; 2) A Phased Traffic Impact Analvsis of Crosspointe Center by PHR +A, dated September 2003; 3) A Traffic Impact Analvsis of Freedom Manor by PHR +A, dated July 2004; 4) A Phased Traffic Impact Analysis of the Villages at Ar trip , by PHR +A, dated December 2004 and 5) A Traffic Impact Analvsis of Cedar Meadows by PHR +A, dated April 2005. Based upon the 7` Edition of the Institute of Transportation Engineers' (ITE) Trip Generation Report PHR +A has provided Table 1 to summarize the trip generation for the "other developments" surrounding the site. 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 corresponding 2010 background lane geometry and AM /PM peak hour levels of service. All HCS -2000 levels of service worksheets are included in the Appendix section of this report. P R+A A Traf is Impact Anahais of Lasicate Rezoning Project Number: 13612 -1 -3 October 25, 2006 Page 5 0 • • 0 0 Table 1 2010 "Other Developments " Trip Generation Summary Code Land Use Amount AM Peak Hour In Out Total In PM Peak [four Out Total ADT Background Development # I Home Depot Distribution Center - Phase 2' 150 Warehousing 252,000 SF 65 14 79 21 62 82 927 Background Development # 2 The Shenandoah - Phase 2 -- Mixed Land Use 478 336 814 704 773 1,477 17,094 Background Development # 3 Development West of Site on Tasker Road 210 Single - Family Detached 300 Units 55 165 219 182 107 288 3,000 Background Development # 4 Wakeland Property 820 Retail 80,000 SF 84 53 137 259 281 540 5,874 Background Development # 5 #11 Elementary School and Admiral Byrd Middle School 520 Elementary School 640 stud. 110 76 186 2 5 6 826 522 Middle School 850 stud. 223 168 391 66 61 128 1,377 7btal Trips 332 244 577 68 66 134 2,203 Background Development # 6 Freedom Manor 210 Single - Family Detached 120 units 23 70 93 80 47 126 1,200 Background Development # 7 Tasker Woods 210 Single - Family Detached 120 units 23 70 93 80 47 126 1 200 230 Townhouse/Condo 199 units 15 74 90 71 35 106 1,731 710 Office 179,000 SF 263 36 299 47 232 279 2,089 Total Trips 302 180 482 198 313 511 5.020 Background Development # 8 Cedar Meadows 251 Elderly Housing - Detach 140 units 14 23 37 38 24 63 721 Background Development # 9 820 Retail 191,665 SF 141 90 231 462 500 962 10,365 Background Development #10 710 Office 35,990 SF 73 10 83 20 99 119 607 Background Development #11 710 Office 22,216 SF 1 50 7 56 1 18 86 104 1 419 Note 1: The existing Home Depot Distribution Center will be expanded by 252,000 SF Note 2: Trip generation values are taken directly from the report: Home Depot Distribution Center @ Eastgate P R+A A Traffic Impact Anal"is of Easreate Rezoninv Project Number: 13612 -1 -3 October 25, 2006 Page 6 0 0 • Table 1 (cont.) 2010 "Other Developments " Trip Generation Summary P A Traffic Impact Analysis of Eastenre Rezoning Project Number: 13612 -1 -3 October 25, 2006 Page 7 AM Peak Hour PM Peak Hour Code Land Use Amount ADT In Out Total In Out Total Background Development # 12 Artrip (Phase 2) Land Ilav A 210 Single - Family Detached 102 units 20 60 81 69 40 109 1.017 230 Townhousc /Condo 438 units 29 140 168 135 67 202 3.811 820 Retail 10,000 SF 24 15 39 66 71 137 1,520 Land Bay B 210 Single - Family Detached 37 units 9 27 36 28 16 44 373 Land Bay C 488 Soccer Complex 3field 2 2 4 43 19 62 214 Total Trips 84 244 328 340 214 554 fi 935 Total Internal 1 1 2 16 16 31 107 Total "New Trips" 83 243 326 325 198 523 6,828 Background Development # 13 Crosspointe Center (Phase 2) 210 Single - Family Detached 775 unite 138 414 552 435 245 679 7,750 230 Townhouse/Condo 200 units 15 74 89 73 36 109 1,740 253 Elderly Housing - Attach 100 units 4 3 7 6 4 10 348 710 Office 90,000 SF 151 21 171 31 150 180 1,224 820 Retail 440,000 SF 236 151 386 801 868 1,669 17,673 Total Trips 544 661 1.205 1,346 1302 2.648 28.735 Total Internal 80 80 159 330 330 660 6.954 Total Pass -by 29 29 58 125 125 250 2,651 Total "New Trips" 435 553 988 8911 847 1,737 19,130 P A Traffic Impact Analysis of Eastenre Rezoning Project Number: 13612 -1 -3 October 25, 2006 Page 7 O 0 0 • No Scale ` -YHm Figure 4 P RA 2010 Background Traffic Conditions AM Peak Hour(PM Peak Hour) A Traffic Imoact Analui r of F_asleare Rezoninz Project Number: 13612 -1 -3 October 25, 2006 Page 8 • • No Scale signalized "Suggested Intersection Improvements" 1.OS—C(C) $ignaliznlion T dsoc NB - 1 Left Rp , Intersection Unsignalized �� 1 ` `4 Intersection � Unsignalized Intersection 4 %). lion Impmvemen LS' :1 C) New lnterseclion C s,CI (c)B �-Y- t- Figure 5 P H A SITE a \ �1 �\ 5 SITE Signalized "Suggested Intersection Improvement."' LOS =C(C) Signalira[ion NB - IIetl 11 as�' d 522 Signalized 522 Intersection LOS =C(C) Denotes stop sign control ® Denotes traffic signal control * Denotes Unsignalized Critical Movement AM Peak Hour (PM Peak Hour) 2010 Background Lane Geometry and Levels of Service A Traffic Impact Analysis of Easteate Rezoning Project Number: 13612 -1 -3 October 25, 2006 Page 9 0 0 TRIP GENERATION PHR +A determined the number of trips entering and exiting the site using equations and rates provided in the 7' Edition of the Institute of Transportation Engineers' (ITE) Trip Generation Report Table 2 was prepared to summarize the total trip generation associated with the Eastgate Rezoning development. Table 2 Proposed Development: Eastgate Rezoning Trin Generation Summary Land Bay Code Land Use Amount AM In Peak Dour Out Total PNI In Peak Out hour Total At)]' A 820 Retail 124,146 SF 109 69 178 347 375 722 7,816 B 820 Retail 42,516 SF 57 37 94 171 185 356 3,895 C 710 Office 47,000 SF 90 12 103 22 109 131 746 D 110 Light Industrial 112,300 SF 91 12 103 13 97 110 737 D 150 Warehousing 112,300 SF 74 16 90 18 54 72 764 Total 421 147 568 571 820 1,391 13.957 TRIP DISTRIBUTION AND TRIP ASSIGNMENTS The distribution of trips was based upon local travel patterns for the roadway network surrounding the Eastgate Rezoning development. PHR +A utilized the trip distribution percentages shown in Figure 6 to assign the proposed Eastgate Rezoning trips (Table 2) throughout the study area. Figure 7 shows the respective development- generated ADT and AM/PM peak hour trip assignments. 2010 BUILD -OUT CONDITIONS The Eastgate Rezoning assigned trips (Figure 7) were then 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 throughout the study area. Figure 9 shows the respective 2010 build -out lane geometry and AM /PM peak hour levels of service. All HCS -2000 levels of service worksheets are provided in the Appendix section of the report. P A Trof c Impact Analysis of Eastgate Rezonine Project Number: 13612 -1 -3 October 25, 2006 Page 10 • • LI 0 No Scale Lq -jm\, Figure 6 P Trip Distribution Percentages A Traffic Impact AnalPsis of F_aslcale Re onine Project Number 13612 -1 -3 October 25, 2006 Page I I 0 E 0 AM Peak Hour(PM Peak Hour) 9 Figure 7 Development- Generated Trip Assignments P H A A Traffic Impact Analysis of Easteare Re - onine Project Number: 13612 -1 -3 October 25, 2006 Page 12 A w AM Peak Hour(PM Peak Hour) E Figure 8 2010 Build -out Traffic Conditions P A Traffic Impact Analysis of F.asigate Rezoning Project Number: 13612 -1 -3 October 25, 2006 Page 13 I- L -1 LI • a 0 No Scale Signalized "Suggested Inlersectiun Impmreenents" I =C(C) Signalization T jr � ef NB -2 [.eft (r R0 'ln N6 �� Intersenion 1 Unsignalized Intersection F Unsignalized t `1 Intersection � ,/`+ j f a red "Suggested lion Improvemen' (C) Ncw Intersection �n J o. V C(C) l (C)B � ll J 4 Signalized " Sugguted Inlersectiun Improvements" LOS =C(C) Signalization NB -11 <ft EB - 1 Lcft f� .dakcr�o� * � / S �� •� d Intersection Improvements" I,OS =C(C) FB -I heft Aso � �� Cl c` • Ot` ni Signalized 522 O NO �Y Inlersectiun 522 LOS =C(F) LAND BAY LAND BAY " a " LAND BAY C Q Denotes stop sign control fi Denotes traffic signal control * Denotes Unsignalized Critical Movement AM Peak Hour (PM Peak Hour) Figure 9 2010 Build -out Lane Geometry and Levels of Service P X 1 i "Suggested Improvements" • : ,.. '� New Intersection Unsignalized Intersection �� Pas)` Dr �A N1 LAND BAY " LAND BAY " A Traffic Impact Analysis of hastente Rezonine Project Number: 13612 -1 -3 October 25, 2006 Page 14 rI CONCLUSION 0 The traffic impacts associated with the Eastgate Rezoning development, assuming suggested improvements, are acceptable and manageable. Based upon HCS -2000 results, each of the study area intersections will operate with overall levels of service "C" or better during 2010 build -out conditions. The following reiterates the suggested roadway configuration required for each of the study area roadway intersections during 2010 build - out conditions: • Route 522/Tasker Road In order to achieve acceptable levels of service, this intersection will require traffic signalization along with an additional eastbound and northbound left -turn lane. • Tasker Road/Rainville Road In order to achieve acceptable levels of service, this intersection will require traffic signalization and two (2) northbound left- turn lane. • Route 522 /Maranto Manor Drive In order to maintain acceptable levels of service, this intersection will require an additional eastbound left -turn lane. • Rainville Road /Maranto Manor Drive This is a new intersection. It will be an unsignalized intersection with westbound left/right shared lane, northbound thru /right shared lane and a southbound left /thru shared lane. • Site Driveway #I /Maranto Manor Drive: This is a new unsignalized intersection. It will require eastbound thru and right -turn lane, westbound left and thru lane and northbound left and right -turn lane. • Site Driveway #2/Maranto Manor Drive: This intersection will require signalization along with eastbound separate left, and thru /right shared lane; westbound separate left, thru, right turn lane; northbound separate left and thru /right shared lane and southbound separate left, thru, right turn lane. • Site Driveway #3 1Route 522: This is a new right in /out only intersection. It will require an eastbound right turn lane and a southbound right turn lane. • Site Driveway #4 /Route 522: This is a new right in /out only intersection. It will require an eastbound right turn lane and a southbound right turn lane. A Traffic lrnoact Anahsis o(Easteate Rezotine P RA October L l Project Number: r25,2-12006 3 1 11111���L r 25, Page 15 Analyst PHR +A Agency or Co. PHR +A Date Performed 0711012006 Time Period AM Peak Hour Timing G = 23.0 JG= Y= 6 JY= Duration of Analysis, T = 0.25 Lane Group Capacitv, Control Adjusted flow rate, v Lane group capacity, c v/c ratio, X Total green ratio, g/C Uniform delay, d Progression factor, PF Delay calibration, k Incremental delay, d Initial queue delay, d 15 448 0.03 II Site Information Number of lanes, N 1 0 1 Area Type Lane group L Frederick County, VA R Existing Conditions Volume, V (vph) 14 6 % Heavy vehicles, %HV 3 3 Peak -hour factor, PHF 0.95 0.95 Pretimed (P) or actuated (A) A A Start -up lost time, h 2.0 j 2.0 Extension of effective green, e 2.0 2.0 Arrival type, AT 3 3 Unit extension, UE 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 unmet demand, O 0.0 0.0 • Initial Ped / Bike / RTOR volumes 0 0 Lane width 12.0 12.0 Parking / Grade / Parking N 0 N Parking maneuvers, N Buses stopping, N 0 0 Min. time for pedestrians, G„ 3.2 Timing G = 23.0 JG= Y= 6 JY= Duration of Analysis, T = 0.25 Lane Group Capacitv, Control Adjusted flow rate, v Lane group capacity, c v/c ratio, X Total green ratio, g/C Uniform delay, d Progression factor, PF Delay calibration, k Incremental delay, d Initial queue delay, d 15 448 0.03 II Site Information Intersection Maranto Manor Dr. & 522 Area Type All other areas Jurisdiction Frederick County, VA Analysis Year Existing Conditions Project ID Eastgate Rezoning 0 10 3.2 NS Perm 1 06 1 1 G= 55.0 1 G= I G= Y= 6 1Y= ly= Cvrle I ennth C = ■ iii -- 9 505 461 1939 0.02 0.26 0.61 0.61 6.9 8.1 1.000 1.000 0.11 0.11 0.0 0.1 0 0 3.2 08 G= Y= 611 9 1939 1568 0.32 0.01 0.61 1.00 8.4 0.0 1.000 0.950 0.11 0.11 0.1 0.0 • a Control delay 25.2 25.0 1 1 6.9 8.2 1 8.5 1 0.0 Lane group LOS C I I C A I A A A Approach delay 25,1 8.1 8.4 Approach LOS C A A Intersection delay 8.6 X = 0.23 Intersection LOS A HCS2000 M Copyright © 2000 University of Florida, All Rights Reserved Version 4. 1, • 0 • Analyst PHR +A Agency or Co. PHR +A Date Performed 0711012006 Time Period PM Peak Hour Intersection mararnu manor ur. 6 m. All Area Type A A71 other areas Jurisdiction Frederick County, VA Analysis Year Existing Conditions Project ID East ate Rezonin Volume and Timing input EB WB NB SB LT TH RT LT TH RT LT I TH RT LT TH RT Number of lanes, N 1 0 1 0 0 0 1 2 0 0 2 1 Lane group L R L T T R Volume, V (vph) 9 5 4 657 617 6 % Heavy vehicles, %HV 3 3 3 14 14 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A Start -up lost time, I, 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, LIE 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 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 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 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 1 1 0 0 0 0 0 Min. time for pedestrians, G P 1 3.2 3.2 3.2 Phasing EB Only 02 03 04 NS Perm 06 07 08 Timing G= 23.0 G= G= G= G= 55.0 G= G= G= Y= 6 Y= Y= 1Y= IY= 6 Y= Y= 1Y= Duration of Analysis. T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH I RT Adjusted flow rate, v 9 5 4 692 649 6 Lane group capacity, c 448 401 439 1939 1939 1568 v/c ratio, X 0.02 0.01 0.01 0.36 0.33 0.00 Total green ratio, g/C 0.26 0.26 0.61 0.61 0.61 1.00 Uniform delay, d, 25.1 25.0 6.8 8.7 8.6 0.0 . Progression factor, PF 1.000 1.000 1.000 1.000 1.000 0.950 Delay calibration, k 0.11 0.11 0.11 0.11 0.11 0.11 Incremental delay, d 0.0 0.0 0.0 0.1 Initial queue delay, d. • a Control delay 25.1 25.0 1 1 6.9 8.8 1 8.7 1 0.0 Lane group LOS C I I C A I A A A Approach delay 25.1 8.8 8.6 Approach LOS C A A Intersection delay 8.9 X = 0.26 Intersection LOS A HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Ver,ion 4.1e 0 TWO -WAY STOP CONTROL SUMMARY General Information Site Information • PHR +A Intersection Tasker Rd. & Rainville Rd. PHR +A J urisdiction Frederick County, VA MPer 0212812006 A nalysis Year Existin Conditions eriod IA AAP e k Hour Project Description 522 Ventures EasUWest Street: Tasker Road North /South Street: Rainville Road Intersection Orientation: East -West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound I Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 0 345 13 15 126 0 Peak -hour factor, PHF 0.95 0.87 0.87 0.91 0.91 0.95 Hourly Flow Rate (veh /h) 0 396 14 16 138 0 Proportion of heavy vehicles, P 0 3 Median type Undivided RT Channelized? 0 0 Lanes 0 1 1 1 1 0 Configuration T R L T U stream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R i Volume veh/h) 7 0 18 0 0 0 Peak -hour factor, PHF 0.78 0.95 0.78 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 8 0 23 0 0 0 Proportion of heavy vehicles, PHV 3 0 3 0 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 Control Delay. Queue encith, Level of Service A pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR Volume, v (vph) 16 31 Capacity, c (vph) 1143 595 c ratio 0.01 0.05 Queue length (95 %) 0.04 0.16 Control Delay (s /veh) 8.2 11.4 LOS A B • Approach delay (s /veh) 11.4 Approach LOS B HCS2000 M Copyright 0 2IX73 University of Florida, All Rights Reserved Version 4. TWO -WAY STOP CONTROL SUMMARY HC52Mi"d Copyright 0 2003 University of Florida. All Rights Reserved Version 4. General Information Site Information • Analyst PHR +A Intersection Tasker Rd. & Rain ville Rd. Agency/Co. PHR +A J urisdiction Frederick County, VA Date Performed 0212812006 A nalysis Year Existing Conditions A nalysis Time Period PM Peak Hour Project Description 522 Ventures East/West Street: Tasker Road North /South Street: Rainville Road Intersection Orientation: East -West I Study Period hrs : 0.25 Vehicle Volumes and Adjustments Ma'or Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 0 219 9 19 376 0 Peak -hour factor, PHF 0.95 0.91 0.91 0.92 0.92 0.95 Hourly Flow Rate (veh /h) 0 240 9 20 408 0 Proportion of heavy vehicles, PHV 0 3 Median type Undivided PIT Channelized? 0 0 Lanes 0 1 1 1 1 0 Configuration T R L T 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) 9 0 16 0 0 0 Peak -hour factor, PHF 0.69 0.95 0.69 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 13 0 23 0 0 0 Proportion of heavy vehicles, PHV 3 0 3 0 0 0 Percent grade ( %) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 0 0 0 0 0 Confi uration LR Control Delay. Queue Len th Level of Service A pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR Volume, v (vph) 20 36 Capacity, c (vph) 1311 590 v/c ratio 0.02 0.06 Queue length (95 %) 0.05 0.19 Control Delay (s /veh) 7.8 11.5 LOS A B . Approach delay (s /veh) 11.5 Approach LOS _ B HC52Mi"d Copyright 0 2003 University of Florida. All Rights Reserved Version 4. • • a Rights Reserved • HCS2000TM Copyright © 2003 University of Florida, AR Rights Reserved Version 4. Version 4.Id TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed nal sis Time Period PHR +A PHR +A 0212812006 AM Peak Hour Intersection J urisdiction A nalysis Year Tasker & Rt 522 Frederick County, VA Existing Conditions Pro ect Description 522 Ventures East/West Street: Tasker Road North /South Street: Route 522 Intersection Orientation: North - South I Study Period hrs : 0.25 ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 82 446 0 0 518 60 Peak -Hour Factor, PHF 0.89 0.89 0.95 0.95 0.96 0.96 Hourly Flow Rate, HFR 92 501 0 0 539 62 Percent Heavy Vehicles 3 3 Median Tye Raised curb FIT Channelized 0 0 Lanes 1 2 0 0 2 1 Configuration L T T R [ Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 79 0 286 Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles 0.95 0 0 0.95 0 0 0.95 0 0 0.85 92 3 0.95 0 0 0.85 336 3 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 AT Channelized 0 0 Lanes 0 0 0 1 0 1 Configuration L R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R (vph) 92 92 336 C (m) (vph) 965 354 725 c 0.10 0.26 0.46 95 %, queue length 0.32 1.02 2.47 Control Delay 9.1 18.7 14.2 LOS A C 8 A pproach Delay 15.2 Approach LOS C Rights Reserved • HCS2000TM Copyright © 2003 University of Florida, AR Rights Reserved Version 4. Version 4.Id TWO -WAY STOP CONTROL SUMMARY General Information Site Information • Analyst Agency /Co. Date Performed Analysis Time Period PHR +A PHR +A 02 PM Peak Hour Intersection J urisdiction A nalysis Year Tasker & Rt 522 Frederick County, VA Existing Conditions Proiect Description 522 Ventures East/West Street: Tasker Road North /South Street: Route 522 Intersection Orientation: North - South I Study Period hrs : 0.25 Vehicle Volumes and Adjustments Ma'orStreet Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 297 660 0 0 571 99 Peak -Hour Factor, PHF 0.94 0.94 0.95 0.95 0.92 0.92 Hourly Flow Rate, HFR 315 702 0 0 620 107 Percent Heavy Vehicles 3 3 Median Type Raised curb RT Channelized 0 0 Lanes 1 2 0 0 2 1 Configuration L T T I R Upstream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 64 0 172 -Hour Factor, PHF 0.95 0.95 0.95 0.93 0.95 0.93 • Peak Hourly Flow Rate, HFR 0 0 0 68 0 184 Percent Heavy Vehicles 0 0 0 3 0 3 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 1 Configuration L R Delay Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R (vph) 315 68 184 C (m) (vph) 866 154 683 C 0.36 0.44 0.27 95% queue length 1.67 2.00 1.09 Control Delay 11.5 45.7 12.2 LOS 8 E 8 Approach Delay 21.2 Approach LOS C Rights Reserved HCS2000TM Version 4.1d Copyright © 2003 University or Florida, All Rights Reserved Version 4. 0 • • L a HCS20W DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 07,'10/2006 Time Period AM Peak Hour Intersection Maranto Manor Dr. & Site Dr #2 Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Background Conditions Project ID East ate Rezonin Volume and Timiniq Input EB WB NB SB LT TH FIT LT I TH I FIT LT I TH I RT LT TH FIT Number of lanes, N 0 1 0 0 1 0 0 1 1 0 1 1 Lane group LTR LTR LT R LT R Volume, V (vph) 78 0 67 376 0 63 9 0 245 41 0 50 Heavy vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start -up lost time, 1, 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, O 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 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, N Buses stopping, N 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NB Only NS Perm 07 08 Timing G= 45.0 G= G= G= G= 8.0 G= 25.0 G= G= Y= 6 Y= Y= Y= Y= 0 Y= 6 Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB I NB SB LT TH FIT LT TH FIT LT TH FIT LT I TH I FIT Adjusted flow rate, v 161 488 10 272 46 56 Lane group capacity, c 583 593 574 575 388 436 v/c ratio, X 0.28 0.82 0.02 0.47 0.12 0.13 Total green ratio, g/C 0.50 0.50 0.37 0.37 0.28 0.28 Uniform delay, d 13.1 19.1 18.2 21.8 24.3 24.3 Progression factor, PF 1.000 1 1.000 1 1 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.36 1 1 0.11 0.11 0.11 0.11 Incremental delay, d 0.3 9.2 0.0 0.6 0.1 0.1 0 a a Initial queue delay, d Control delay 1 13.3 1 28.3 18.2 22.5 24.4 24.5 Lane group LOS g C B C C C Approach delay 13.3 28.3 22.3 24.4 Approach LOS B C C C Intersection delay 23.9 X� = 0.67 Intersection LOS C HCS2000T.M Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 • • 0 a a HCS20W DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 0711012006 Time Period PM Peak Hour Intersection Maranto Manor Dr. & Site Dr #2 Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Background Conditions Project ID East ate Rezonin Volume and Timing Input EB WB NB SB LT TH RT LT I TH I RT LT I TH I RT LT TH RT Number of lanes, N 0 1 0 0 1 0 0 1 1 0 1 1 Lane group LTR LTR LT R LT R Volume, V (vph) 254 0 21 72 0 208 102 0 613 225 0 275 % Heavy vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Pretimed (P) or actuated (A) A A A A j A A A A A A A A Start-up lost time, I, 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, Q 0.0 0.0 0.0 0.0 1 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 100 0 1 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, N. Buses stopping, N 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NB Only NS Perm 07 08 Timing G= 37.0 G= G= G= G= 11.0 G= 30.0 G= G= Y= 6 Y= Y= Y= Y= 0 Y= 6 Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH I RT Adjusted flow rate, v 305 311 113 570 250 306 Lane group capacity, c 388 579 448 714 396 523 v/c ratio, X 0.79 0.54 0.25 0.80 0.63 0.59 Total green ratio, g,'C 0.41 0.41 0.46 0.46 0.33 0.33 Uniform delay, d 23.1 20.0 15.1 21.0 25.3 24.8 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.33 0.14 1 0.11 0.34 0.21 0.18 Incremental delay, d 10.3 1.0 0.3 6.4 3.2 1.7 0 r db Initial queue delay, d Control delay 33.3 1 21.0 1 15.4 27.4 28.6 26.5 Lane group LOS C C 8 C C C Approach delay 33.3 21.0 25.4 27.5 Approach LOS C C C C Intersection delay 26.6 X� = 0.79 Intersection LOS C HCS2000TM Copyright O 2000 University of Florida, All Rights Reserved Version 4. • 0 • • • 7 rl HCS20W DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 0711012006 Time Period AM Peak Hour Intersection Maranto Manor Dr. & Rt. 522 Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Background Conditions Project ID East ate Rezonin Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT I TH RT LT TH RT Number of lanes, N 1 0 1 0 0 0 1 2 0 0 2 1 Lane group L R L T T R Volume, V (vph) 97 188 291 1040 1522 149 % Heavy vehicles, %HV 3 3 3 14 14 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A Start -up lost time, I, 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 1.000 Initial unmet demand, O 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 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 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EB Only 02 03 04 NB Only NS Perm 07 08 Timing G= 15.0 G= G= G= G= 18.0 G= 55.0 G= G= Y= 6 Y= Y 1Y= Y= 0 Y= 6 Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB 1 NB SB LT TH RT LT TH RT LT TH RT LT I TH RT Adjusted flow rate, v 102 198 306 1095 1602 157 Lane group capacity, c 263 612 389 2316 1745 1192 v/c ratio, X 0.39 0.32 0.79 0.47 0.92 0.13 Total green ratio, g/C 0.15 0.39 0.73 0.73 0.55 0.76 Uniform delay, d 38.4 21.3 28.8 5.6 20.5 3.2 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.33 0.11 0.44 0.11 Incremental delay, d 1.0 0.3 10.3 • 0 Initial queue delay, d Control delay 39.3 1 21.6 39.1 1 5.7 1 28.7 3.3 Lane group LOS D I I C D i A C A Approach delay 27,6 13.0 26.4 Approach LOS C 8 C Intersection delay 21,1 X� = 0.90 Intersection LOS C HCS2000T,M Copyright © 2000 University of Florida, All Rights Reserved Version 4.'. • • • • • HCS20W DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 0711012006 Time Period PM Peak Hour Intersection Maranto Manor Dr. & Rt. 522 Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Background Conditions Project ID East ate Rezonin Volume and Timing Input EB WB NB SB LT TH RT LT I TH RT LT I TH RT LT TH RT Number of lanes, N 1 0 1 0 0 0 1 2 0 0 2 1 Lane group L R L T T R Volume, V (vph) 329 510 113 1862 1493 1 167 % Heavy vehicles, %HV 3 3 3 14 14 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A Start-up lost time, I, 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 Initial unmet demand, O Ped / Bike / RTOR volumes 1.000 0.0 0 1.000 1.000 0.0 150 0 1.000 0.0 1.000 0.0 0 1.000 0.0 1.000 0.0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 1 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EB Only 02 03 04 NB Only NS Perm 07 08 G= 26.5 JG= G= G= G= 11.0 G= 55.5 G= G= Timing Y= 6 Y= Y= Y= IY= 0 Y= 6 IY = Y= Duration of Analysis, T = 0.25 Cycle Length, C = 105.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB I NB SB LT TH RT LT TH RT LT TH RT LT I TH I RT Adjusted flow rate, v 346 379 119 1960 1572 1 176 Lane group capacity, c 442 650 254 2010 1677 1314 v/c ratio, X 0.78 0.58 0.47 0.98 0.94 0.13 Total green ratio, g/C 0.25 0.41 0.63 0.63 0.53 0.84 Uniform delay, d 36.6 23.7 18.3 18.5 23.1 1.6 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.33 0.17 0.11 0.48 0.45 0.11 Incremental delay, d 8.9 1.3 1.4 14.6 110.5 1 0.0 • a A Initial queue delay, d Control delay 45.5 25.1 19.7 33.1 1 33.7 1.6 Lane group LOS D C 8 I C C A Approach delay 34.8 32.3 30.4 Approach LOS C C C Intersection delay 32,0 X� = 0.92 Intersection LOS C HCS2000 Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 • • L me 315 c -Hour Factor, PHF 0.8f ly Flow Rate, HFR 351 ent Heavy Vehicles 3 • Peak -Hour Factor, F'HF Hourly Flow Rate, HFR Percent Heavy Vehicle: Percent Grade ( %) Flared Approach Storage RT Channelized ration Approach LOS Rights Reserved • HCS2000rs Version 4.10 F Copyright ® 2003 University or Florida, All Rights Reserved Version J Tasker & Rt 522 Frederick County, VA 2010 Background Condition: TWO -WAY STOP CONTROL SUMMARY General Information Site Information • Analyst PHR +A Agency /Co. PHR +A Date Performed 0711112006 A nalysis Time Period AM Peak Hour Intersection J urisdiction A nalysis Year Project Description East ate Rezonin East/West Street: Tasker Road North /South Street: Rot Intersection Orientation: North -South [S tudy Period hrs : 0.2� [V ehicle Volumes and Adiustments L me 315 c -Hour Factor, PHF 0.8f ly Flow Rate, HFR 351 ent Heavy Vehicles 3 • Peak -Hour Factor, F'HF Hourly Flow Rate, HFR Percent Heavy Vehicle: Percent Grade ( %) Flared Approach Storage RT Channelized ration Approach LOS Rights Reserved • HCS2000rs Version 4.10 F Copyright ® 2003 University or Florida, All Rights Reserved Version J Tasker & Rt 522 Frederick County, VA 2010 Background Condition: Q 0 .evel NB 1 L 351 585 0.60 3.96 20.0 C 0000 Raised curb ©00© 0 - -0 0 - -0 000 000 so�o vv ©v 0000 Q 0 .evel NB 1 L 351 585 0.60 3.96 20.0 C E • arsection Orientation: North -So. TWO -WAY STOP CONTROL SUMMARY or Street General Information dement Site Information 0.92 Analyst Agency/Co. Date Performed A nalysis Time Period PHR +A PHR +A 0711112006 PM Peak Hour Intersection J urisdiction A nalysis Year Tasker & Rt 522 Frederick County, VA 2010 Background Conditions 'ect Descri tion East ate Rezonin irly Flow Rate, HFR 891 , Po East/West Street Tacker Road North /South Street: Route 522 arsection Orientation: North -So. hicle Volumes and Ad or Street R dement 1 0.92 L ume 838 rk -Hour Factor, PHF 0.94 irly Flow Rate, HFR 891 cent Heavy Vehicles 3 Street cent Grade ( - ed Approach rage Channelized es ifiquration Approach LOS Rights Reserved • HC52000 Vernon 4.Id 0 0 104me d il•TOMIT. 0 0 0 0 0 0 0 0 0 0 0 t� ■il (7 L 330 0.95 354 3 Westbound 7 1 8 1 9 Copyright 0 2003 University of Florida, All Rights Reserved 5 6 T R 1074 364 0.92 0.92 1167 395 0 2 1 T R 0 _astbound 11 12 T R 0 587 0.95 0.93 0 631 0 3 0 N 0 0 0 1 R Eastbound 10 11 12 L R 354 631 452 1.40 30.21 215.8 F Version 4 I HCS20W DETAILED REPORT r Analyst PHR +A Agency or Co. PHR +A Date Performed 0711012006 Time Period AM Peak Hour Timing [ G= 25.0 IG= Y= 6 ly= Duration of Analysis, T = 0.25 Lane Group Capacity, Control • Number of lanes, N, 1 0 1 v/c ratio, X Lane group L 0.25 R 32.6 Volume, V (vph) 206 Delay calibration, k 714 Incremental delay, d % Heavy vehicles, %HV 3 3 Peak -hour factor, PHF 0.85 0.85 Pretimed (P) or actuated (A) A A Start -up lost time, 1, 2.0 1 12.0 Extension of effective green, e 2,0 2.0 Arrival type, AT 3 3 Unit extension, UE 3.0 3.0 • Filtering /metering, 1 Initial unmet demand, Q 1.000 0.0 1.000 1.000 0.0 Ped / Bike / RTOR volumes 0 50 Lane width 12.0 12.0 Parking / Grade / Parking N 0 N Parking maneuvers, N Buses stopping, N 0 0 Min. time for pedestrians, G 3.2 Timing [ G= 25.0 IG= Y= 6 ly= Duration of Analysis, T = 0.25 Lane Group Capacity, Control • Adjusted flow rate, v 242 Lane group capacity, c 438 v/c ratio, X 0.55 Total green ratio, g/C 0.25 Uniform delay, d 32.6 Progression factor, PF 1.000 Delay calibration, k 0.15 Incremental delay, d 1.5 G = Y = Intersection IasKerHo. a rrr. ozz Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Background Conditions Project ID Eastgate Rezoning - l Qunnactarl lmnrnvam NIIIIIIIIIIIIIINt 04 G= Y= 3.2 NB Only Thru & RT 07 G= 24.0 G= 39.0 G= Y= 0 Y= 6 Y- Cvrla I annth C = • a a Initial queue delay, d Control delay 34.2 33.3 32.6 9.8 1 31.2 5.1 Lane group LOS C C C I A C A Approach delay 33.5 16.1 27.2 Approach LOS C B C Intersection delay 25.0 X� = 0.86 Intersection LOS C HCS20001t't Copyright O 2000 University of Florida, All Rights Reserved Version 4. • I HCS2000 DETAILED REPORT Analyst PHR +A Agency or Co. PHR +A Date Performed 0711012006 Time Period PM Peak Hour Timing G = 20.5 JG= Y= 6 1Y= Duration of Analysis, T = 0.25 Lane Group Capacity, Control • Adjusted flow rate, v LT I TH FIT We ratio, X Number of lanes, N 1 0 1 33.7 1.000 Lane group L Incremental delay, d R Volume, V (vph) 330 587 % Heavy vehicles, %HV 3 3 Peak -hour factor, PHF 0.93 0.93 Pretimed (P) or actuated (A) A j A Start -up lost time, h 2.0 2.0 Extension of effective green, e 2.0 2.0 Arrival type, AT 3 3 Unit extension, UE 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 • Initial unmet demand, Q 0.0 0.0 Ped / Bike / RTOR volumes 0 50 Lane width 12.0 12.0 Parking / Grade / Parking N 0 N ■-- Parking maneuvers, N i• iii -. Buses stopping, N 0 1 1 0 Min. time for pedestrians, G 3 .2 Timing G = 20.5 JG= Y= 6 1Y= Duration of Analysis, T = 0.25 Lane Group Capacity, Control • Adjusted flow rate, v 355 Lane group capacity, c 399 We ratio, X 0.89 Total green ratio, g/C 0.23 Uniform delay, d, Progression factor, PF 33.7 1.000 Delay calibration, k 0.41 Incremental delay, d 21.1 nrersecuon iasrcermo. a rrr. ozz Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Background Conditions Project ID Eastgate Rezoning - 03 G= Y= [/'M 3.2 04 NB Onl1('.vc[p Thru & FIT 1 G= G= 23.G= 34.5 G= Y= Y= 0 Y= 6 Y= Length. C 26 891 1439 870 2027 1.02 0.71 0.26 0.64 33.5 10.7 1.000 1.000 0.50 0.27 36.8 1.2 ■-- i• iii -. n��s ©u se [/'M 3.2 04 NB Onl1('.vc[p Thru & FIT 1 G= G= 23.G= 34.5 G= Y= Y= 0 Y= 6 Y= Length. C 26 891 1439 870 2027 1.02 0.71 0.26 0.64 33.5 10.7 1.000 1.000 0.50 0.27 36.8 1.2 0 n Initial queue delay, d Control delay 54.8 1 16.4 70.3 1 11.9 1 44.1 1 6.5 Lane group LOS D I I B E I B D A Approach delay 31.0 34.2 34.6 Approach LOS C C C Intersection delay 33.7 X� = 0.96 Intersection LOS C HCS2000TM Copyright O 2000 University of Florida, All Rights Reserved Vmron 4. `J TWO -WAY STOP CONTROL SUMMARY General Information Site Information PHR Intersection Tasker Rd. & Rainville Rd. nal st +A Jurisdiction Frederick County, VA Ag e n cy /Co. PHR +A Date Performed 0711112006 Analysis Year Con Background Conditions A nalysis Time Period AM Peak Hour Project Description East ate Rezonin EasUWest Street: Tasker Road North /South Street: Rainville Road 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) 0 865 116 94 387 0 Peak -hour factor, PHF 0.95 0.87 0.87 0.91 0.91 0.95 Hourly Flow Rate (veh /h) 0 994 133 103 425 0 Proportion of heavy vehicles, P 0 3 Median type Undivided RT Channelized? 0 0 Lanes 0 1 1 1 1 0 Configuration T R L T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 1 9 10 11 12 • L T R L T R Volume veh/h) 54 0 50 0 0 0 Peak -hour factor, PHF 0.78 0.95 0.78 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 69 0 64 0 0 0 Proportion of heavy vehicles, PHV 3 0 3 0 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 Control Delav, Queue Len th Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR Volume, v (vph) 103 133 Capacity, c ot (vph) 616 139 /c ratio 0.17 0.96 Queue length (95 %) 0.60 6.70 Control Delay (s /veh) 12.0 127.2 B F • LOS A pproach delay (s /veh) 127.2 Approach LOS F HCS2000TM Copyright 02003 University of Florida, Ail Rights Reserved Version 4. TWO -WAY STOP CONTROL SUMMARY I Study Period hrs : 0.25 General Information Vehicle Volumes and Adjustments Site Information Major Street A nalyst PHR Me section Movement 1 2 +A urisdiction Agency/Co. 6 PHR +A 0 L Date Performed R 0711112006 A nalysis Year R A nalysis Time Period PM Peak Hour 0 692 140 169 Project Description East ate Rezonin East/West Street: Tasker Road North /South Street: Rai ntersection Orientation: East -West I Study Period hrs : 0.25 Vehicle Volumes and Adjustments Undivided Major Street Eastbound Westbound RT Channelized? Movement 1 2 3 4 5 6 0 L T R L T R Volume veh/h) 0 692 140 169 1028 0 Peak -hour factor, PHF 0.95 0.91 0.91 0.92 0.92 0.95 Hourly Flow Rate (veh /h) 0 760 153 183 1117 0 Proportion of heavy v ehicles, P 0 — 3 Northbound Median type Undivided RT Channelized? 0 0 Lanes 0 1 1 1 1 0 Configuration T R L T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 234 0 222 0 0 0 Peak -hour factor, PHF 0.69 0.95 0.69 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 339 0 321 0 0 0 Proportion of heavy v ehicles, PHV 3 0 3 0 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 Control Delay. Queue Len th Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR Volume, v (vph) 183 660 Capacity, c (vph) 742 63 c ratio 0.25 10.48 Q ueue length (95 %) 0.97 77.81 Control Delay (s /veh) 11.4 4389 B F • LOS Approach delay (s /veh) 4389 Approach LOS F HCS2000TM Copyright 0 2003 University of Florida, All Rights Reserved Version 4. I HCS2000'" DETAILED REPORT • Analyst PHR +A Agency or Co. PHR +A Date Performed 07110106 Time Period AM Peak Hour Volume Number of lanes, N 0 Lane group Volume, V (vph) % Heavy vehicles, %HV Peak -hour factor, PHF Pretimed (P) or actuated (A) Start -up lost time, I, Extension of effective green, e Arrival type, AT Unit extension, UE Filtering /metering, I • Initial unmet demand, Q Ped / Bike / RTOR volumes 0 Lane width Parking / Grade / Parking N Parking maneuvers, N Buses stopping, N Min. time for pedestrians, G Phasing WB Only EW Perm Timing G= 9.0 G= 57.0 Y= 0 IY= 6 Duration of Analysis, T = 0.25 Lane Group Capacitv, Control Deli Intersection Tasker Rd. & Rainvilk Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Background mmmm Conditions Pro ect ID Eastgate Rezoning - I Cnnnc ciorl lmnmvcm = =M= ■■il�■J�■W I TH m©ma LI IH HI mmmm Adjusted flow rate, v ©©©© 133 103 425 mmmm 69 Lane group capacity, c comma 1052 1333 232 mmmm 385 mmmm 0.94 0.10 ©©©© 0.35 0.18 mmmm Total green ratio, g/C 0.57 111 mmmm mmmm 1I1 III 111 mmmm • Uniform delay, d Progression factor, PF m©©= 1.2 1.000 21.0 1.000 7.5 1.000 0 0 0 0 3.2 03 04 G= G= Y 1Y= and LOS Determination 3 1 WB �� f�i ■■il�■J�■W I TH HT LI IH HI I LI Adjusted flow rate, v 994 133 103 425 69 Lane group capacity, c 1052 1333 232 1218 385 v/c ratio, X 0.94 0.10 0.44 0.35 0.18 Total green ratio, g/C 0.57 0.85 0.66 0.66 0.22 • Uniform delay, d Progression factor, PF 20.0 1.000 1.2 1.000 21.0 1.000 7.5 1.000 31.7 1.000 Delay calibration, k 0.46 0.11 0.11 0.11 0.11 Incremental delay, d, ■ ��� ��� III -■ 0 1 1 0 3.2 NB Only 06 G = 22.0 JG= Y= 6 Y= 3.2 - 07 - 08 G- G- Y- I Y - C = 100.0 IM ■Gir .0 WM WM WM -M 0= .M =M L 21 N LT I TH HT LI IH HI I LI Adjusted flow rate, v 994 133 103 425 69 Lane group capacity, c 1052 1333 232 1218 385 v/c ratio, X 0.94 0.10 0.44 0.35 0.18 Total green ratio, g/C 0.57 0.85 0.66 0.66 0.22 • Uniform delay, d Progression factor, PF 20.0 1.000 1.2 1.000 21.0 1.000 7.5 1.000 31.7 1.000 Delay calibration, k 0.46 0.11 0.11 0.11 0.11 Incremental delay, d, 16.2 0.0 1.4 3.2 - 07 - 08 G- G- Y- I Y - C = 100.0 IM ■Gir .0 WM WM WM -M 0= .M =M L 21 N • a a Initial queue delay, d Control delay 36.2 1 1.3 22.4 1 7.7 1 31.9 1 20.8 Lane group LOS I D A C I A C 1 11 C Approach delay 32.1 10.5 26.5 Approach LOS C 8 C Intersection delay 25.3 X� = 0.78 Intersection LOS C HCS2000 M Copyright © 2000 University of Florida, All Rights Reserved Version 4 • • I HCS20W DETAILED REPORT • 0 General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 07110106 Time Period PM Peak Hour Intersection Tasker Rd. & Rainville Rd Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Background Conditions Project ID Eastgate Rezoning - Sugg ested Improvement Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 0 1 1 1 1 0 1 0 1 0 0 0 Lane group T R L T L R Volume, V (vph) 692 140 169 1028 234 222 Heavy vehicles, %HV 3 3 3 3 3 3 Peak -hour factor, PHF 0.91 0.91 0.92 0.92 0.69 0.69 Pretimed (P) or actuated (A) A A A A A A Start-up lost time, 1 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, a 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 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 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 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing WB Only I EW Perm 03 04 NB Only 06 07 08 G= 17.0 1 G= 40.0 G= G= G= 21.0 G= G= G= Timing Y= 0 Y= 6 Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH I RT LT TH RT Adjusted flow rate, v 760 154 184 1117 339 322 Lane group capacity, c 820 1167 413 1168 409 767 v/c ratio, X 0.93 0.13 0.45 0.96 0.83 0.42 Total green ratio, g/C 0.44 0.74 0.63 0.63 0.23 0.49 Uniform delay, d 23.6 3.3 14.8 15.3 32.8 14.8 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.44 0.11 0.11 0.47 0.37 0.11 Incremental delay, d 16.4 0.1 0.8 16.9 13.3 0.4 0 a Initial queue delay, d Control delay 40.0 1 3.3 15.5 32.2 46.1 1 15.2 Lane group LOS D A 8 C D 8 Approach delay 33.9 29.9 31.0 Approach LOS C C C Intersection delay 31.4 X = 0.92 Intersection LOS C HCS2000-'M Copyright © 2000 University of Florida, All Rights Reserved Version 4. • is TWO -WAY STOP CONTROL SUMMARY General Information Site Information • Analyst PHR +A Agency/Co. PHR +A Date Performed 0711112006 Analysis Time Period AM Peak Hour Intersection Maranto Manor& Rainville J urisdiction Frederick County, VA A nalysis Year 2010 Build -out Conditions Project Description East ate Rezonin East/West Street: Maranto Manor Drive North /South Street: Rainville Rd 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 0 19 0 255 34 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 20 0 268 35 0 Percent Heavy Vehicles 3 3 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT U stream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 109 0 0 0 -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 • Peak Hourly Flow Rate, HFR 0 0 114 0 0 0 Percent Heavy Vehicles 3 0 3 3 0 3 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration I LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 268 114 C (m) (vph) 1590 1055 c 0.17 0.11 95% queue length 0.61 0.36 Control Delay 7.7 8.8 LOS A A Approach Delay 8.8 A pproach LOS 7 Rights Reserved HCS2000TM Copyright © 2003 University of Florida, All Rights Reserved Verso 4.1 Version 4.1d TWO -WAY STOP CONTROL SUMMARY General Information Site Information is Analyst Agency /Co. Date Performed Analysis Time Period PHR +A PHR +A 0711112006 PM Peak Hour Intersection J urisdiction A nalysis Year Maranto Manor & Rainville Frederick County, VA 2010 Build -out Conditions Project Description East ate Rezonin East/West Street: Maranto Manor Drive North /South Street: Rainville Rd 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 0 50 0 500 4 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 52 0 526 4 0 Percent Heavy Vehicles 3 3 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 659 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 0 693 0 0 0 Percent Heavy Vehicles 3 0 3 3 0 3 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration I LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 526 693 C (m) (vph) 1548 1013 c 0.34 0.68 95% queue length 1.53 5.69 Control Delay 8.5 15.9 LOS A C Approach Delay 159 Approach LOS C Rights Reserved • HCS20IN7TM Verson 4.Id Copyright 02003 University of Florida, All Rights Reserved Version 4. • 0 E I TWO -WAY STOP CONTROL SUMMARY General Information ISite Information r1 U Build -out ast/West Street: Maranto Manor Drive North /South tersection Orientation: East -West I Study Period ehicle Volumes and Adjustments a'or Street Eastbound ovement 1 2 3 L T R plume veh/h) 0 292 29 eak -hour factor, PHF 0.95 0.95 0.95 ourly Flow Rate (veh /h) 0 307 30 roportion of heavy :hicles, P V 3 edian type Raise T Channelized? 0 anes 0 1 1 onfiauration T R Movement • Volume veh /h Peak -hour factor Hourly Flow Rate Proportion of hee vehicles, P Hv Channelized? ie connguranor ume, v (vph) oac c m (vph) ratio eue lenoth (95° Approach delay Approach LOS HC.S2WO Westbound 4 5 L T 35 474 0.95 0.95 36 498 3 1 1 L T 0 Southbounc 10 11 ©0000 ©0 ®000 --0--0 00000 - ,,Level of Service Copyright (D 2003 I TWO -WAY STOP CONTROL SUMMARY HCS20fg;rM Copyright 0 2003 University of Florida, All Rights Reserved Version 4.1 General Information Site Information • Analyst PHR +A Intersection Maranto Manor & Site Dr #1 Agency/Co. PHR +A J urisdiction Frederick County, VA Date Performed 0711112006 A nalysis Year 2010 Build -out Conditions A nalysis Time Period PM Peak Hour Project Description East ate Rezonin East/West Street: Maranto Manor Drive North /South Street: Site Drive #1 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) 0 1056 52 57 403 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 0 1111 54 60 424 0 Proportion of heavy v ehicles, PHV 3 3 Median type Raised curb RT Channelized? 0 0 Lanes 0 1 1 1 1 1 0 Configuration T R L I T Upstream Signal 0 1 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume vehlh 19 0 248 0 0 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 20 0 261 0 0 0 Proportion of heavy vehicles, PHV 3 0 3 3 0 0 Percent grade ( %) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 1 0 1 0 0 0 Configuration L R Control Delay. Queue Len th Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R Volume, v (vph) 60 20 261 Capacity, c (vph) 596 219 253 c ratio 0.10 0.09 1.03 Queue length (95 %) 0.33 0.30 10.41 Control Delay (s /veh) 11.7 23.1 107.9 LOS B C F • Approach delay (s /veh) 101.9 Approach LOS _ _ F HCS20fg;rM Copyright 0 2003 University of Florida, All Rights Reserved Version 4.1 REPORT • I Analyst PHR +A Agency or Co. PHR +A Date Performed 071'1012006 Time Period AM Peak Hour Site Intersection Duration of Analysis T = 0.25 LT I TH RT I LT TH RT I LT I TH RT I LT I TH HI LT Number of lanes, N 1 1 0 1 1 1 1 1 0 1 1 1 289 Lane group L TR 747 L T R L TR 627 L T R 0.20 Volume, V (vph) 119 16 119 440 3 86 22 0 260 62 0 83 0.47 % Heavy vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Progression factor, PF Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.39 Pretimed (P) or actuated (A) A A A A A A A A A A A A 0.5 Start-up lost time, I, 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 12.0 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 Arrival type, AT 3 3 3 3 3 3 3 3 1 3 1 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 1 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 Initial unmet demand, Q 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 Lane width 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 j N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing I EW Perm 1 02 03 04 NS Perm 06 07 08 Timing G= 42.0 G= G= G= G= 36.0 G= G= G= Y_ 6 1Y= ly= 1Y= IY= 6 1Y= ly= ly= Site Intersection Duration of Analysis T = 0.25 t uy cie L Area Type Lane Group Capacity, Control Delay, and LOS Determination Jurisdiction Frederick County, VA EB WB NB LT TH I RT LT TH RT LT TH 0.11 Adjusted flow rate, v 132 150 0.1 489 3 96 24 289 Lane group capacity, c 651 747 569 861 732 82 627 v/c ratio, X 0.20 0.20 0.86 0.00 0.13 0.29 046 Total green ratio, giC 0.47 0.47 0.47 0.47 0.47 0.40 0.40 Uniform delay, d 14.1 14.1 21.4 12.8 13.6 118.3 19.9 . Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.39 0.11 0.11 0.11 0.11 Incremental delay, d 0.2 0.1 12.6 0.0 0.1 2.0 0.5 Initial queue delay, d Site Intersection maranto manor ur. & site ur 92 #2 Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build -out Conditions .C= 90.0 69 0 92 378 738 627 0.18 0.00 0.15 0.40 0.40 0.40 17.5 16.2 17.2 1.000 1.000 1.000 0.11 0.11 0.11 0.2 0.0 0.1 a • HCS2000 M Copyright m 2000 University of Florida, All Rights Reserved Ve¢iov 4 I J I Control delay 14.3 14.3 1 34.0 12.8 13.7 20.3 20.4 1 17.7 16.2 17.3 Lane group LOS B B C 8 B C C I B 8 B • Approach delay 14.3 30.5 20.4 17.5 Approach LOS B C C B Intersection delay 23.2 X� = 0.68 Intersection LOS C HCS2000 M Copyright m 2000 University of Florida, All Rights Reserved Ve¢iov 4 I J I Analyst PHR +A Agency or Co. PHR +A Date Performed 0711012006 Time Period PM Peak Hour and Number of lanes, N, Lane group Volume, V (vph) % Heavy vehicles, %HV Peak -hour factor, PHF Pretimed (P) or actuated (A) Start-up lost time, h Extension of effective green, e Arrival type, AT Unit extension, UE Filteringimetering, I Initial unmet demand, Q Ped / Bike / RTOR volumes Lane width Parking / Grade / Parking Parking maneuvers, N Buses stopping, N Min. time for pedestrians, G Phasing I Excl. Left I EN 1 L 383 3 0 Timing G= 8.0 1 G= 26.0 Y= 6 IY= 6 Duration of Analysis, T = 0.25 Lane Group Capacity, Control Del Intersection Maranto Manor Dr. & Site Dr EB #2 Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build -out Conditions Project ID Eastqate Rezoning 0 0 0 0 3.2 3.2 03 04 NB Onl G= G= G= 8.0 Y= Y= IY= 0 and LOS Determination 0 0 0 3.2 NS Perm 07 G= 30.0 JG= Y= 6 1Y= Cvrla I annth_ C = .91 0 0 3.2 08 G= Y= EB WB NB SB LT TH I RT LT TH RT LT TH RT LT I TH I RT Adjusted flow rate, v 403 123 134 20 291 198 495 355 0 477 Lane group capacity, c 553 489 517 533 453 238 906 389 615 767 v/c ratio, X © © © © © © © © ©© 0.91 0.00 0.62 Total green ratio, giC 0.44 0.29 0.44 0.29 0.29 0.42 0.58 0.33 0.33 0.49 Uniform delay, d 22.3 24.5 15.3 23.0 27.9 23.2 11.7 28.7 20.0 16.9 • 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 0.29 0.11 0.11 0.11 0.22 0.37 0.15 0.43 0.11 0.21 Incremental delay, d 4.9 0.3 0.3 0.0 3.1 21.5 0.7 25.4 0.0 1.6 Initial queue delay, ds 0 0 0 0 3.2 3.2 03 04 NB Onl G= G= G= 8.0 Y= Y= IY= 0 and LOS Determination 0 0 0 3.2 NS Perm 07 G= 30.0 JG= Y= 6 1Y= Cvrla I annth_ C = .91 0 0 3.2 08 G= Y= EB WB NB SB LT TH I RT LT TH RT LT TH RT LT I TH I RT Adjusted flow rate, v 403 123 134 20 291 198 495 355 0 477 Lane group capacity, c 553 489 517 533 453 238 906 389 615 767 v/c ratio, X 0.73 0.25 0.26 0.04 0.64 0.83 0.55 0.91 0.00 0.62 Total green ratio, giC 0.44 0.29 0.44 0.29 0.29 0.42 0.58 0.33 0.33 0.49 Uniform delay, d 22.3 24.5 15.3 23.0 27.9 23.2 11.7 28.7 20.0 16.9 • 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 0.29 0.11 0.11 0.11 0.22 0.37 0.15 0.43 0.11 0.21 Incremental delay, d 4.9 0.3 0.3 0.0 3.1 21.5 0.7 25.4 0.0 1.6 Initial queue delay, ds a • HCS2000'M Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 • • Control delay 27.1 124.8 15.5 23.0 31.0 44.7 12.4 54.1 20.0 18.5 Lane group LOS C I C B I C C I D B D I B B Approach delay 26.6 26.0 21.6 33.7 Approach LOS C C C C Intersection delay 27.5 X = 0.88 Intersection LOS C HCS2000'M Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 • • AILED • Analyst PHR +A Agency or Co. PHA +A Date Performed 0711012006 Time Period AM Peak Hour Volume 133 Lane Intersection Number of lanes, N 1 0 1 All other areas Lane group L Analysis Year R Project ID Volume, V (vph) 172 TH 197 LT % Heavy vehicles, %HV 3 3 181 Peak -hour factor, PHF 0.95 0.95 Pretimed (P) or actuated (A) A A 1765 Start -up lost time, I 2.0 Lane group capacity, c 2.0 Extension of effective green, e 2.0 2.0 389 Arrival type, AT 3 3 1192 Unit extension, UE 3.0 0.79 3.0 0.36 Filtering /metering, 1 1.000 1.000 1.000 0.46 Initial unmet demand, O 0.0 0.98 0.0 Ped / Bike / RTOR volumes 0 0 Lane width 12.0 0.75 12.0 Parking / Grade / Parking N 0 N Uniform delay, d Parking maneuvers, N 22.9 Buses stopping, N 0 4.8 0 Min. time for pedestrians, G 3.2 Phasing I EB Only 1 02 03 Timing G= 13.0 JG= G= Y= 6 1Y= 1Y= 1.000 Lane Intersection maranto manor ur. & Ht. EB 522 Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build -out Conditions Project ID Eastqate Rezoninq =wo 3.2 04 NB Only NS Perm 07 G= G= 18.0 G= 57.0 JG= Y= IY= 0 Y= 6 Y= Cvrle I annth C = and LOS Determination = U.LJ Control EB WB I NB SB LT TH I RT LT TH I RT I LT TH RT LT TH I RT Adjusted flow rate, v 181 207 373 1095 1765 224 Lane group capacity, c 228 580 389 2380 1809 1192 v/c ratio, X 0.79 0.36 0.96 0.46 0.98 0.19 Total green ratio, g/C 0.13 0.37 0.75 0.75 0.57 0.76 Uniform delay, d 42.2 22.9 32.8 4.8 20.8 34 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.34 0.11 0.47 0.11 0.48 0.11 Incremental delay, d 17.4 0.4 35.0 0.1 15.7 0.1 Initial queue delay, d3 L7 HCS2000 M Copyright © 2000 University of Florida, All Rights Reserved Version 4 • • Control delay 59.6 1 23.2 1 1 1 67.8 4.9 1 36.6 1 3.4 • Lane group LOS Approach delay E I I C 40.2 E I A 20.9 D A 32.8 Approach LOS D C C Intersection delay 29.0 X = 1.02 Intersection LOS C HCS2000 M Copyright © 2000 University of Florida, All Rights Reserved Version 4 • • HCS20W DETAILED • Analyst PHR +A Agency or Co. PHR +A Date Performed 0711012006 Time Period PM Peak Hour Intersection 522 1— –1. ~ " " Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build -out Conditions Proiect ID Eastoate Rezoning MER 3.2 Only I NS Perm 1 07 • LT I TH RT I LT Number of lanes, N, 1 0 1 0 Lane group L R Volume, V (vph) 743 561 % Heavy vehicles, %HV 3 3 Peak -hour factor, PHF 0.95 0.95 Pretimed (P) or actuated (A) A A Start -up lost time, 1, 2.0 2.0 Extension of effective green, e 2.0 2.0 Arrival type, AT 3 3 Unit extension, UE 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 ��i iii Initial unmet demand, Q 0.0 0.0 Ped / Bike / RTOR volumes 0 175 0 Lane width 12.0 12.0 Parking / Grade / Parking N 0 N N Parking maneuvers, N Buses stopping, N 0 0 Min. time for pedestrians, G 3.2 Phasing I EB Only 1 02 03 1 04 MER 3.2 Only I NS Perm 1 07 • .- ��i iii -■ � s ©sse MER 3.2 Only I NS Perm 1 07 • a a HCS2000Tsl Copyright © 2000 University of Florida, All Rights Reserved Version 4. 1 • • Control delay 264.0 1 20.7 1 1 48.7 61.8 1 76.7 1 1.6 Lane group LOS F I I C D I E E A • Approach delay 180.9 60.6 66.0 Approach LOS F E E Intersection delay 89.6 X = 1.30 Intersection LOS F HCS2000Tsl Copyright © 2000 University of Florida, All Rights Reserved Version 4. 1 • • HCS200O" •I Analyst PHR +A Agency or Co. PHR +A Date Performed 0711012006 Time Period AM Peak Hour Volume and Intersection Number of lanes, N, 2 0 1 Frederick County, VA Lane group L Pro ID R 1 ect Volume, V (vi 172 197 % Heavy vehicles, %HV 3 373 3 Peak -hour factor, PHF 0.95 0.95 Pretimed (P) or actuated (A) A 1 389 A Start-up lost time, I, 2.0 2.0 Extension of effective green, e 2.0 0.96 2.0 Arrival type, AT 3 3 Unit extension, UE 3.0 1 0.75 3.0 Filtering /metering, 1 1.000 1.000 1.000 Initial unmet demand, Q 0.0 132.8 0.0 • Ped / Bike / RTOR volumes 0 0 Lane width 12.0 1.000 12.0 Parking / Grade / Parking N 0 N Parking maneuvers, N 0.47 0.11 ■-- Buses stopping, N 0 111 0 -. Min. time for pedestrians, G 3.2 35.0 Phasing EB Only 02 03 L G 13.0 G= G= Y= 6 Y= Y= f Analysis, T = 0.25 Intersection Maranto Manor Dr. & Rt. 522 Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build -out Conditions Pro ID Eastgate Rezoning - 1 ect 0 0 3.2 04 NB Only NS Perm 07 G= G= 18.0 G= 57.0 G= Y= IY= 0 Y= 6 Y= Cvcle Lenpth, C = Lane Group Capacity, Control Delay, and LOS Determination LT TH RT LT TH FIT I LT I TH Adjusted flow rate, v 181 207 373 1095 Lane group capacity, c 442 580 1 389 2380 v/c ratio, X 0.41 0.36 0.96 0.46 Total green ratio, g/C 0.13 0.37 1 0.75 0.75 Uniform delay, d 40.0 22.9 132.8 4.8 • Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.47 0.11 ■-- Incremental delay, d 0.6 111 Ill -. .-- 35.0 0.1 I I I I -■ 0 0 3.2 04 NB Only NS Perm 07 G= G= 18.0 G= 57.0 G= Y= IY= 0 Y= 6 Y= Cvcle Lenpth, C = Lane Group Capacity, Control Delay, and LOS Determination LT TH RT LT TH FIT I LT I TH Adjusted flow rate, v 181 207 373 1095 Lane group capacity, c 442 580 1 389 2380 v/c ratio, X 0.41 0.36 0.96 0.46 Total green ratio, g/C 0.13 0.37 1 0.75 0.75 Uniform delay, d 40.0 22.9 132.8 4.8 • Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.47 0.11 Incremental delay, d 0.6 0.4 35.0 0.1 Initial queue delay, ds a a HCS2000TM Copyright C 2000 University of Florida, All Rights Reserved Version 4 u Control delay 40.6 23.2 67.8 X 4.9 1 36.6 1 3.4 • Lane group LOS Approach delay D I I C 31.3 E A 20.9 D A 32.8 Approach LOS C C C Intersection delay 28.1 X� = 0.96 Intersection LOS C HCS2000TM Copyright C 2000 University of Florida, All Rights Reserved Version 4 u AILED REPORT • Analyst PHR +A Agency or PHR +A Date y or Co. C PHR2006 Time Period PM Peak Hour Intersection Maranto Manor Dr. & Rt. 5 Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build -out Conditions Project ID Eastgate Rezoning - Suggested Improvements NB Volume and Timing Input LT TH I EB WB NB RT LT TH RT LT TH RT LT I TH RT LT Number of lanes, N 2 0 1 0 0 0 1 2 0 0 610 Lane group L R 2010 L T v/c ratio, X 0.98 Volume, V (vph) 743 561 0.88 0.98 10.95 199 1862 0.21 Total green ratio, g/C 0.23 % Heavy vehicles, %HV 3 3 0.63 0.63 3 14 0.54 0.84 Uniform delay, d Peak -hour factor, PHF 0.95 22.7 0.95 F 123.9 15.8 0.95 19.5 1.3 Pretimed (P) or actuated (A) A A A A 1.000 Start-up lost time, I, 2.0 0.49 2.0 0.24 1 2.0 2.0 0.48 Extension of effective green, a 2.0 Incremental delay, d 2.0 12.8 1 2.0 2.0 28.9 14.6 Arrival type, AT 3 0.1 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 unmet demand, O 0.0 0.0 0.0 0.0 • Initial Ped / Bike / RTOR volumes 0 175 0 0 Lane width 12.0 12.0 Parking / Grade / Parking N 0 N N N E 12.O12.0 N N Parking maneuvers, Nm Buses stopping, N 0 0 Min. time for pedestrians, G 3.2 3.2 Phasing EB Only 02 03 04 1 NB Only I NS Perm 07 Timing G= 21.0 G= G= G= G= 8.0 G= 49.0 G= i y= Y= 6 IY= Y= Y= IY= 0 IY= 6 Duration of Analysis, T = 0.25 1 Cycle Length, C = 90 t nno I mim Canarity_ Cnntrnl Delay. and LOS Determination - EB WB NB SIB LT TH I RT LT TH RT LT TH RT LT TH I RT Adjusted flow rate, v 782 406 1 209 1960 1656 275 Lane group capacity, c 794 610 238 2010 1728 1324 v/c ratio, X 0.98 0.67 0.88 0.98 0.96 0.21 Total green ratio, g/C 0.23 0.39 0.63 0.63 0.54 0.84 Uniform delay, d 34.3 22.7 123.9 15.8 19.5 1.3 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.49 0.24 1 0.40 0.48 0.47 0.11 Incremental delay, d 28.1 12.8 1 28.9 14.6 13.2 0.1 nitial queue delay, d3 HCS2000TM Copyright 0 2000 University or Florida, All Rights Reserved Version 4. • 0 Control delay 62.4 1 25.4 52.8 30.4 1 1 32.7 1 1.4 Lane group LOS Approach delay E I I C 49.8 D I C 32.6 C A 28.2 Approach LOS D C C Intersection delay 34.9 X = 0.98 Intersection LOS C HCS2000TM Copyright 0 2000 University or Florida, All Rights Reserved Version 4. • 0 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Agency/Co. PHR +A Date Performed 0711112006 Analysis Time Period AM Peak Hour Intersection Tasker& Rt522 J urisdiction Frederick County, VA A nalysis Year 2010 Build -out Conditions Project Description East ate Rezonin East/West Street: Tasker Road North /South Street: Route 522 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 V olume 320 892 0 0 1164 218 Peak -Hour Factor, PHF 0.89 0.89 0.95 0.95 0.96 0.96 Hourly Flow Rate, HFR 359 1002 0 0 1212 227 Percent Heavy Vehicles 3 3 Median Type Raised curb FIT Channelized 0 0 Lanes 1 2 0 0 2 1 Configuration L T T R U stream Si sal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 226 0 755 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.85 0.95 0.85 Hourly Flow Rate, HFR 0 0 0 265 0 888 Percent Heavy Vehicles 0 0 0 3 0 3 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 1 Configuration L R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R (vph) 359 265 888 C (m) (vph) 462 42 438 c 0.78 631 2.03 95% queue length 6.83 31.07 61.65 Control Delay 35.0 2578 491.2 LOS E F F Approach Delay 970.8 Approach LOS F • Rights Reserved HCS2000'`v' Copyright ©2003 University of Florida, All Rights Reserved Version 4. version 4.Id TWO -WAY STOP CONTROL SUMMARY General Information Site Information • Analyst PHR +A Agency/Co. PHR +A Date Performed 0711112006 Analysis Time Period PM Peak Hour Intersection Tasker & Rt 522 J urisdiction Frederick County, VA A nalysis Year 2010 Build -out Conditions Project Description East ate Rezonin East/West Street: Tasker Road North /South Street: Route 522 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 875 1730 0 0 1325 455 Peak -Hour Factor, PHF 0.94 0.94 0.95 0.95 0.92 0.92 Hourly Flow Rate, HFR 930 1840 0 0 1440 494 Percent Heavy Vehicles 3 3 Median Type Raised curb FIT Channelized 0 0 Lanes 1 2 0 0 2 1 Configuration L T T R Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 445 0 595 • Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles 0.95 0 0 0.95 0 0 0.95 0 0 0.93 478 3 0.95 0 0 0.93 639 3 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 1 Configuration I L R Delay Queue Length. and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R (vph) 930 478 639 C (m) (vph) 296 368 c 3.14 1.74 95% queue length 83.43 39.88 Control Delay 998.5 367.8 LOS F F Approach Delay — Approach LOS — Rights Reserved HC520002" Copyright © 2003 University of Florida, All Rights Reserved Version 4 Version 4.Id TWO -WAY STOP CONTRO SUMMARY General Information ISite information yinaiysis i ime renoo WroI reap MUYL________Jll I Project Description East ate Rezonin East/West Street: Tasker Road North /South Street: Rainville Road Intersection Orientation: East -West I Study Period hrs Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 1 6 L L T R L T R Volume veh/h) 0 906 180 140 395 0 Peak -hour factor, PHF 0.95 0.87 0.87 0.91 0.91 0.95 Hourly Flow Rate (veh /h) 0 1041 206 153 434 0 Proportion of heavy v ehicles, P HV 0 106 3 89 Median type Undivided RT Channelized? 0 0 Proportion of heavy vehicles, P HV 0 Lanes 0 1 1 1 1 0 Configuration T R L T Upstream Signal 0 0 0 Flared approach Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R • Volume veh/h) 83 0 70 0 0 0 Peak -hour factor, PHF 0.78 0.95 0.78 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 106 0 89 0 0 0 Proportion of heavy vehicles, P HV 3 0 3 0 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 I LR Control Delay. Queue Len th Level of Service A pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR Volume, v (vph) 153 195 Capacity, c (vph) 555 100 c ratio 0.28 1.95 Queue length (95 %) 1.12 16.35 Control Delay (s /veh) 13.9 532.7 LOS B F • [Approach delay (s /veh) 532.7 Approach LOS F HCS2000TM Copyright 0 2003 University of Florida, All Rights Reserved Version 4 I TWO -WAY STOP CONTROL SUMMARY Ir /I [Analysis Time Period IPM Peak Hour I I I Project Description East ate Rezonin East/West Street: Tasker Road North /South Street Rainville Road 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) 0 700 275 259 1065 0 Peak -hour factor, PHF 0.95 0.91 0.91 0.92 0.92 0.95 Hourly Flow Rate (veh /h) 0 769 302 281 1157 0 Proportion of heavy v ehicles, P HV 0 3 Median type Undivided RT Channelized? 0 0 Lanes 0 1 1 f 1 0 Configuration T R L T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 • L T R L T R Volume veh/h) 402 0 337 0 0 0 Peak -hour factor, PHF 0.69 0.95 0.69 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 582 0 488 0 0 0 Proportion of heavy v ehicles, P HV 3 0 3 0 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 Control Delay. Queue Len th Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR Volume, v (vph) 281 1070 Capacity, c (vph) 647 32 c ratio 0.43 33.44 Queue length (95 %) 2.20 132.77 Control Delay (s /veh) 14.8 14829 LOS B F pproach delay (s /veh) 14829 Approach LOS F HCS2000TM Copyright 0 2003 University of Florida, All Rights Reserved Version 4. • HCS2000" DETAILED REPORT WB General Information Site Information • Analyst PHR +A y Agency or Co. PHR +A Date Performed 07110106 Time Period AM Peak Hour Intersection Tasker Rd. & Rainville Rd Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build -out Conditions Eastgate Rezoning - Project ID Su ested Im rovement LT I Volume and Timing Input RT LT EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 1 1 1 1 0 2 0 1 0 0 0 Lane group T R L T L R Total green ratio, g/C Volume, V (vph) 0.61 906 180 140 395 0.19 83 0.32 70 Uniform delay, d % Heavy vehicles, %HV 0.9 3 3 3 3 3 3 Progression factor, PF 1.000 Peak -hour factor, PHF 1.000 1 0.87 10.87 0.91 0.91 1.000 0.78 0.78 Delay calibration, k 0.44 0.11 Pretimed (P) or actuated (A) 0.11 I A I A A A A A 12.5 0.1 17.1 Start -up lost time, I 1 2.0 12.0 2.0 2.0 2.0 1 2.0 Extension of effective green, a 2.0 1 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 1.000 Initial unmet demand, O 0.0 0.0 0.0 0.0 0.0 0.0 • Ped / Bike / RTOR volumes 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 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 Min, time for pedestrians, G 3.2 3.2 3.2 Phasing WB Only I EWPerm 03 04 N13 221y 06 07 08 Timing G= 6.0 G= 55.0 G= (3 G= 17.0 G= G= JG= Y= 0 1 Y= 6 Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 i .,..e 'm,sn Cnnnrini r`nntmi r)PIAV- and I r)S Determination • EB WB NB SIB LT TH RT LT I TH RT LT TH RT LT TH RT Adjusted flow rate, v 1041 207 154 434 106 90 Lane group capacity, c 1127 1359 199 1250 643 505 v/c ratio, X 0.92 0.15 0.77 0.35 0.16 0.18 Total green ratio, g/C 0.61 0.87 0.68 0.68 0.19 0.32 Uniform delay, d 15.6 0.9 22.6 6.1 30.6 21.9 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.44 0.11 0.32 0.11 0.11 0.11 Incremental delay, d 12.5 0.1 17.1 0.2 0.1 0.2 Initial queue delay, d3 a A HC52000"M Copyright D 2000 University of Florida, All Rights Reserved Version 4. LJ I* Control delay 28.1 1.0 39.8 6.3 30.7 22.1 • Lane group LOS Approach delay I C A 23.6 D A 15.0 C C 26.7 Approach LOS C 8 C Intersection delay 21.4 X = 0.83 Intersection LOS C HC52000"M Copyright D 2000 University of Florida, All Rights Reserved Version 4. LJ I* uAra • Analyst PHR +A Agency or Co. PHR +A Date Performed 07110106 Time Period PM Peak Hour sire mrormanon Intersection Tasker Rd. & Rainville Rd Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build -out Conditions Project ID Eastgate Rezoning - I CIInnActPrl lmnrnvPmPnt E -- - - -- - - - EB EB WB NB SB LT I TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 1 1 1 1 0 2 0 1 0 0 0 820 Lane group 432 T R L T 767 L R v/c ratio, X 0.94 0.26 Volume, V (vph) 0.97 700 275 259 1065 402 337 0.44 0.73 0.64 % Heavy vehicles, %HV 3 1 3 3 3 3 Uniform delay, d 3 23.8 4.0 21.2 15.3 Peak -hour factor, PHF 32.9 0.91 0.91 0.92 0.92 0.69 0.69 1.000 1.000 1.000 Pretimed (P) or actuated (A) I A I A A I A Delay calibration, k A 0.45 A 0.23 0.48 0.32 Start-up lost time, I 0.22 1 2.0 12.0 2.0 12,0 1 2.0 0.1 2.0 20.0 4.9 Extension of effective green, e 2.0 2.0 2.0 2.0 1 2.0 2.0 Arrival type, AT 3 1 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 1.000 unmet demand, Q 0.0 0.0 0.0 0.0 0.0 0.0 . Initial Ped / Bike / RTOR volumes 0 0 0 0 0 Lane width 12.0 12.0 1100 12.0 12.0 Parking / Grade / Parking N 0 N N N 0 N N N Parking maneuvers, N Buses stopping, N 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing WB Only EW Perm 03 04 NB Only 06 07 ub Timing G= 18.0 G= 40.0 IY= G= G= G= 20.0 1 Y= G= G= G= Y= 0 6 1Y= 1Y= 6 1Y= Duration of Analysis, T = 0.25 1 lCycleLength,C= 90.0 i ..... n..,..,., r`i.nlrnt nnlnv nnrl I nS nutorminmfinn E -- - - -- - - - EB WB NB SB LT TH RT LT I TH RT LT TH I RT LT TH RT Adjusted flow rate, v 769 1302 282 1158 583 488 Lane group capacity, c 820 1150 432 1189 756 767 v/c ratio, X 0.94 0.26 0.65 0.97 0.77 0.64 Total green ratio, g/C 0.44 0.73 0.64 0.64 0.22 0.49 Uniform delay, d 23.8 4.0 21.2 15.3 32.9 17.1 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.45 0.11 0.23 0.48 0.32 0.22 Incremental delay, d 18.1 0.1 3.5 20.0 4.9 1.8 Initial queue delay, d3 a HCS2000'M Copyright m 2000 University of Florida, All Right, Reserved Version 4, L I Control delay 42.0 1 4.1 24.7 35.3 1 37.8 18.8 • Lane group LOS Approach delay I D A 31.3 C I D 33.2 D 8 29.1 Approach LOS C C C Intersection delay 31.4 X = 0.92 Intersection LOS C HCS2000'M Copyright m 2000 University of Florida, All Right, Reserved Version 4, L I 0 a . nersection: E -W: Maranlo Mawr Drive Weather D File Name N-S: ROUTE 522 Count B SLS Input R SLS Location Frederick Count ,VA Count Date 92612006 15 Minute EIL Marinate, Manor Drive WB: NB: ROUTE 522 SB: ROUTE 522 15h Period N,S, Peri Begining Left Th. Right Total Left Thou Right Total Left Thru Right Total Left Thru MEN Total E & W Be i 7:00 7 0 0 7 0 0 0 0 1 80 0 81 0 133 2 135 223 7'.l 7:15 3 0 1 4 0 0 0 0 5 126 0 131 0 138 2 140 275 7:' 7.30 0 0 4 4 0 0 0 0 1 131 0 132 0 172 1 173 309 T.: 7:45 4 0 1 5 0 0 0 0 2 143 0 145 0 137 4 141 291 7:; 8:00 0 0 4 4 0 0 0 0 3 99 0 102 0 104 4 108 214 8:1 8:15 0 0 3 3 0 0 0 0 3 104 0 107 0 98 1 99 209 8'. 8:30 0 0 1 1 0 0 0 0 1 150 0 151 0 120 1 121 273 8:. 8-45 0 0 0 0 0 0 0 0 4 127 0 131 0 89 2 91 222 8: A.M. Total 14 0 14 28 0 0 0 0 20 960 0 980 0 991 17 1008 2016 A.M. 1600 3 0 2 5 0 0 0 0 0 153 0 153 0 0 0 0 158 16'. 16:15 6 0 4 10 0 0 0 0 1 194 0 195 0 145 1 146 351 16', 1680 1 0 0 1 0 0 0 0 2 171 0 173 0 130 2 132 306 16'. 1645 6 0 2 8 0 0 0 0 1 174 0 175 0 134 5 139 322 16. 17:00 0 0 1 1 0 0 0 0 0 132 0 132 0 177 1 178 311 17'. 17:15 3 0 1 4 0 0 0 0 2 164 0 166 0 172 0 172 342 17 17:30 0 0 1 1 0 0 0 0 1 187 0 188 0 134 0 134 323 17. 17:45 I 0 2 3 0 0 0 0 0 153 0 153 0 158 3 161 317 17'. P.M. Total 20 0 13 33 0 0 0 0 7 1328 0 1335 0 1050 12 1062 2430 P.M. 1 Hour EB: Moraine Manor Drive WB: NB: ROUTE 522 SB: ROUTE 522 I H Period N,S, Per Begining Left Thor Right Total Left Thru Right Total Left Thou Right Total Left Thin Right Total E & W Begi 7:00 14 0 6 20 0 0 0 0 9 480 0 489 0 580 9 589 1098 7: 715 7 0 10 17 0 0 0 0 11 499 0 510 0 551 11 562 1089 7. 7:30 4 0 12 16 0 0 0 0 9 477 0 486 0 511 10 521 1023 7: 7:45 4 0 9 13 0 0 0 0 9 496 0 505 0 459 10 469 987 7: 8'.00 0 0 8 8 0 0 0 0 11 480 0 491 0 411 8 419 918 8: 1600 16 0 8 24 0 0 0 0 4 692 0 696 0 409 8 417 1137 16 16:15 13 0 7 20 0 0 0 0 4 671 0 675 0 586 9 595 1290 16 16:30 10 0 4 14 0 0 0 0 5 641 0 646 0 613 8 621 1281 16 16:45 9 0 5 14 0 0 0 0 4 657 0 661 0 617 6 623 1298 16 17:00 4 0 5 9 0 0 0 0 3 636 0 639 0 641 4 645 1293 17 1Hour EB: Marano Manor Drive WB: NB: ROUTE 522 SB: ROUTE 522 IF N,S, Pei Period Begining Left Thin Right Total Left Thou Right Total Left Th, Right Total Left Thru Right Total E & W Beg 7:00 14 0 6 20 0 0 0 0 9 480 0 489 0 580 9 589 1098 7: A.M. Peak PHF 0.71 PHF = PHF = 0.84 PHF = 0.85 0.89 A.M. 1 16'.45 9 0 5 14 0 0 0 0 4 657 0 651 0 617 6 623 1218 16 P.M. Peak PHF = 0.44 PHF = PHF = 0.88 PHF = 0.88 0.95 P.M. 1 E 0 0 a rtertiection: E -W: TASKER RD Weather File Name N -S: RAINVR.LF: Coum B 11P In ut H JJP Location WINCHESTER,VA Count Date 5/112005 15 Minute EB: TASKER RD WB: TASKER RD NB: RAINVILLE SB: 15 h Period N,S, Pert Be ining Left Thm Right Total Left Thm Right Total Left Thru Right Total Left Thru Right Total E& W Be,. 700 0 69 1 70 4 14 0 18 1 0 3 4 0 0 0 0 92 7:( 7:15 0 77 3 80 2 17 0 19 0 0 1 1 0 0 0 0 100 7:1 7:30 0 96 2 98 3 24 0 27 1 0 3 4 (1 0 0 0 129 7:' 7:45 0 89 3 92 7 28 0 35 2 0 4 6 0 0 0 0 133 7:e 8:00 0 76 5 81 4 33 0 37 1 0 6 7 0 0 0 0 125 8:( 8:15 0 68 3 71 1 35 0 36 3 0 5 8 0 0 0 0 115 8:1 8:30 0 57 4 61 3 31 0 34 2 0 6 8 0 0 0 0 103 S. 845 0 54 4 58 4 28 0 32 3 0 5 8 0 0 0 0 98 8:• A.M. Total 0 586 25 611 28 210 0 238 13 0 33 46 0 0 0 0 895 A.M. 1600 0 35 1 36 2 67 0 69 1 0 3 4 0 0 0 0 109 16: 16:15 0 39 3 42 2 67 0 69 4 0 3 7 0 0 0 0 118 16: 16:30 0 45 0 45 3 77 0 80 1 0 5 6 0 0 0 0 131 16: 1645 0 47 1 48 5 86 0 91 3 0 6 9 0 0 0 0 148 16: 17:00 0 55 4 59 6 97 0 103 3 0 4 7 0 0 0 0 169 17: 17:15 0 57 3 60 5 93 0 98 2 0 5 7 0 0 0 0 165 17: 17:30 0 50 1 51 3 82 0 85 1 0 1 2 0 0 0 0 138 17: 17:45 0 43 2 45 5 71 0 76 2 0 3 5 0 0 0 0 126 17: PAL Total 0 371 15 386 31 640 0 671 17 0 30 47 0 0 0 0 1104 PAL I Hour EB: TASKER RD WB: TASKER RD NB: RAINVILLE SB: I H Period N.S. Per Begining Left Thm Right Total Left Thru Right Total Left Thm Right Total Left Thm Right Total E & W Beg, 7:00 0 331 9 340 16 83 0 99 4 0 0 11 14 15 18 0 0 0 0 0 0 0 0 454 487 7 7: 715 0 338 13 351 16 102 0 118 4 7:30 0 329 13 342 15 120 0 135 7 0 IS 25 0 0 0 0 502 7:'. 7:45 0 290 15 305 15 127 0 142 8 0 21 29 0 0 0 0 476 7: 8:00 0 255 16 271 12 127 0 139 9 0 22 31 0 0 0 0 441 8J 1600 0 166 5 171 12 297 0 309 9 0 17 26 0 0 0 0 506 16 16:15 0 186 8 194 16 327 0 343 11 0 IB 29 0 0 0 0 566 16 1630 0 204 8 212 19 353 0 372 9 0 20 29 0 0 0 0 613 16 16:45 0 209 9 218 19 358 0 377 9 0 16 25 0 0 0 0 620 16 17:00 0 205 10 215 19 343 0 362 8 0 13 21 0 0 0 0 598 17 1 Hour EB: TASKER RD WB: TASKER RD NB: RAINVILLE SB: 1 f N,S, Pc Period Begining Left Thru Right Total Left Thou Right Total Left Thm Right Total Lcft Th. Right Total E & W Beg 7:30 0 329 13 342 15 120 0 135 7 0 IS 25 0 0 0 0 502 7. AM. Peak PHF = 0.87 PHF = 0.91 PHF = 0.78 PHF = 0.94 A.M. 16:45 0 209 9 218 19 358 0 377 9 0 16 25 0 0 0 0 620 16 P.M. Peak PHF = 0.91 PHF = 0.92 PHF = 0.69 PHF = 0.92 P.M. 1 • tenection: E E -W: T TASKER R RD W Weather D Di F File Name N -S: R ROUTE522 C COrh'BV 1 13P I In r ra 1 11P Location W WINCHESTER,VA C Count Date 5 5/1212005 15 Minute E EB: T TASKER R RD W WB: N NB: R ROUTE 5 522 S SB: R ROUTE 522 1 15 h Period d Pert Left T Th. R Right T Total L Left T Thru R Ri ht T Total L Left T Thrt R Right T Total Be i Be ining L Left T Th. R Right T Total L d253 P 7:00 8 8 0 0 7 70 7 78 0 0 0 0 0 0 0 0 I II 6 68 0 0 7 79 0 0 9 90 6 6 9 96 7( 7:15 5 5 0 0 7 79 8 84 0 0 0 0 0 0 0 0 1 14 6 67 0 0 8 81 0 0 9 98 8 8 1 106 7: 7:30 1 11 0 0 8 83 9 94 0 0 0 0 0 0 0 0 1 17 8 82 0 0 9 99 0 0 1 107 8 8 1 115 7: 7:45 8 8 0 0 6 67 7 75 0 0 0 0 0 0 0 0 1 15 8 89 0 0 1 104 0 0 1 121 1 11 1 132 70 8 8:00 7 7 0 0 6 66 7 73 0 0 0 0 0 0 0 0 1 17 9 90 0 0 1 107 0 0 1 117 1 13 1 130 8:1 8:15 9 9 0 0 5 59 6 68 0 0 0 0 0 0 0 0 2 21 1 101 0 0 1 122 0 0 1 123 1 13 1 136 3 326 S S. 8:30 1 12 0 0 4 47 5 59 0 0 0 0 0 0 0 0 1 15 1 112 0 0 1 127 0 0 1 126 1 17 1 143 3 329 8 8:: 8:45 7 7 0 0 4 42 4 49 0 0 0 0 0 0 0 0 1 16 1 122 0 0 1 138 0 0 1 127 1 14 1 141 3 328 S Ss A.M.Total 6 67 0 0 5 513 5 580 0 0 0 0 0 0 0 0 1 126 7 731 0 0 8 857 0 0 9 909 9 90 9 999 2 2436 A A.M. 16:00 1 14 0 0 2 28 4 42 0 0 0 0 0 0 0 0 4 49 1 138 0 0 1 187 0 0 1 114 1 17 1 131 3 360 1 16: 16:15 1 17 0 0 3 30 4 47 0 0 0 0 0 0 0 0 5 51 1 147 0 0 1 198 0 0 I III 1 15 1 126 3 371 1 16'. 16:30 1 16 0 0 3 36 5 52 0 0 0 0 0 0 0 0 6 64 1 161 0 0 2 225 0 0 1 119 1 19 1 138 4 415 1 16'. 16:45 1 17 0 0 3 30 4 47 0 0 0 0 0 0 0 0 7 70 1 157 0 0 2 227 0 0 1 137 2 22 1 159 4 433 1 16: 17:00 I IS 0 0 3 37 5 55 0 0 0 0 0 0 0 0 7 77 1 164 0 0 2 241 0 0 1 142 3 31 1 173 4 469 1 17: 17:15 1 14 0 0 4 40 5 54 0 0 0 0 0 0 0 0 6 69 1 148 0 0 2 217 0 0 1 136 2 22 1 158 4 429 1 17'. 17:30 1 12 0 0 3 36 4 48 0 0 0 0 0 0 0 0 6 63 1 160 0 0 2 223 0 0 1 129 1 19 1 148 4 419 1 17'. 17:45 9 9 0 0 3 31 4 40 0 0 0 0 0 0 0 0 5 50 1 152 0 0 2 202 0 0 1 123 1 15 1 138 3 380 1 17. 7M. Total 1 117 0 0 2 268 3 385 0 0 0 0 0 0 0 0 4 493 1 1227 0 0 1 1720 0 0 1 1011 1 160 1 1171 3 3276 P P.M_ 1 Hour E EB: T TASKER R RD W WB: N NB: R ROUTE 5 522 S SB: R ROUTE 522 1 1