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HomeMy WebLinkAbout19-06 Traffic ImpactA Traffic Impact Analysis of the Seefried Property Located in: Frederick County, Virginia Prepared for: Seefried Properties 4200 Northside Parkway Building 1, Suite 300 Atlanta, GA 30327 Prepared by: Patton Harris Rust Associates, pc Engneers. Surveyors. Planners. Landscape Architects. 300 Foxcroft Avenue, Suite 200 Martinsburg, West Virginia 25401 p RA T 304.264.2711 .I L i J l. F 304.264.3671 October 6, 2006 OVERVIEW Report Summary Patton Harris Rust Associates, pc (Pi -IR +A) has prepared this document to present the traffic impacts associated with the proposed Seefried Property located along the north side of Fort Collier Road, west of Brooke Road, in Frederick County, Virginia The proposed project is to be comprised of 1,000,000 square feet of industrial park with access to be provided via "Option A" a single (1) site driveway along north side of Fort Collier Road or "Option B" a single (1) site driveway along west side of Brooke Road. The project is to be built -out over a single transportation phase by the year 2010. Figure 1 is provided to illustrate the location of the proposed Seefried Property with respect to the surrounding roadway network. Methodology The traffic impacts accompanying the Seefried Property were obtained through a sequence of activities as the narratives that follow document: Assessment of background traffic including other planned projects in the study area, Calculation of trip generation for the proposed Seefried Property, Distribution and assignment of the Seefried Property development generated trips onto the completed roadway network, Analysis of capacity and level of service using the latest version of the highway capacity software, HCS for existing and future conditions. EXISTING CONDITIONS Per the Virginia Department of Transportation (VDOT) request, PHR +A conducted AM and PM peak hour manual turning movement counts at the intersection of Route 11 (Martinsburg Pike) Welltown Road, Brooke Road Route 11, Brooke Road Fort Collier Road, Fort Collier Road Baker Lane and Fort Collier Road Route 7. ADT (Average Daily Traffic) was established along each of the study area roadway links using a "k" factor (the ratio of PM peak hour traffic volumes to 24 -hour traffic volumes) of 8.5% based on the published Virginia Department of Transportation (VDOT) traffic count data. Figure 2 shows the existing ADT (Average Daily Trips) and AM/PM peak hour traffic volumes at key locations throughout the study area roadway network. Figure 3 illustrates the respective existing lane geometry and levels of service. All traffic count data and HCS+ levels of service worksheets are included in the Appendix section of this report. A Tragic Impact Analysis of the Seefried Property Project Number: 14572 -1 -0 October 6, 2006 Pagel Figure 1 Vicinity Map Seefried Property in Frederick County, Virginia P A Traffic Impact Analysis of ihe Seefried Property Project Number: 14572 -1 -0 October 6, 2006 Page, 2 No Scale 1 Nh 03)32 �f e (25)22 S 6 SITE AM Peak Hour(PM Peak Hour) a�Average Daily Trips _p Figure 2 Existing Traffic Conditions A Tragic Impact Analysis of the Seefried Property Project Number: 14572 -1 -0 October 6, 2006 Page 3 r No Scale Signalized Intersection LOS =l1(B) Mat Signalized Intersection LOS—C(C) �r8 m 1t jr Signalized Intersection LOS =B(B) B ra, B roke Ro wee (B)B am* Signalized Intersection LOS=B(C) (661 4 SITE iP Q C o I /nU W eq AM Peak Hour (PM Peak Hour) Denotes Unsignalized Critical Movement —PH-ZA 3 Existing Lane Geometry and Levels of Service A Tragic Impact Analysis of the Secfried Property Project Number: 14572 -1 -0 October 6, 2006 Page 4 Code Land Use Amount In AM Peak Hour Out Total In PM Peak Flour Out Total ADT Winchester Gateway 310 Hotel 100 SF 25 16 41 31 28 59 522 310 Hotel 100 SF 25 16 41 31 28 59 522 820 Shopping Center 160274 SF 127 81 208 410 444 855 9,228 932 H -T Restaurant 7,500 45 41 86 50 32 82 954 944 Gas Station 8 48 48 96 55 55 111 1,348 Total Trips 301 227 527 681 690 1,371 13,651 Total Pass -by 19 19 39 70 70 140 1,586 Total Internal 27 27 55 29 29 58 691 Total "New" Trips 254 180 434 582 591 1,174 11,374 Orrick Paramount 251 Elderly Housing Detach 50 units 6 10 15 18 12 30 300 252 Elderly Housing Attach 100 units 4 4 8 7 4 11 348 565 Day Care 6,000 SF 41 36 77 32 36 68 476 710 Office 20,000 SF 46 6 52 17 84 101 386 820 Retail 80,200 SF 84 53 137 260 281 541 5,884 881 Pharmacy w/ DT 15,000 SF 23 17 40 63 66 129 1,322 912 Drive -in Bank 6,000 SF 41 33 74 137 137 274 1,351 932 H -T Restaurant 6,000 SF 36 33 69 40 26 66 763 932 H -T Restaurant 6,000 SF 36 33 69 40 26 66 763 Total 315 226 541 614 672 1,286 11,593 2010 BACKGROUND CONDITIONS Based upon the VDOT (Virginia Department of Transportation) historical average daily traffic data (between years 2002 and 2004) for Route 11 and Route 7 within the vicinity of the site, PHIL +A applied a conservative annual growth rate of 4.5 per year to the existing traffic volumes (shown in Figure 2) to obtain the 2010 base conditions. Additionally, PHR +A included specific future developments located within the vicinity of the proposed site. Using the 7 Edition of the Institute of Transportation Engineers' (ITE) Trip Generation Report, PHR +A has provided Table 1 to summarize the 2010 "other developments" trip generation. PHR +A has also provided Figure A to show the location of each development in the Appendix section of this report. Figure 4 shows the 2010 background ADT and •AM/PM peak hour traffic volumes at key locations throughout the study area network. Figure 5 shows the respective 2010 background lane geometry and AM /PM peak hour levels of service. All HCS+ levels of service worksheets are included in the Appendix section of this report. Table 1 2010 Background Development Trip Generation Summary A Traffic Impact Analysis of the Seefried Property Project Number: 14572 -1 -0 October 6, 2006 Page 5 Code Land Use Amount In AM Peak Hour Out Total PM Peak Hour In Out Total ADT Star Fort 210 Single Family Detached 70 units 15 44 58 50, 28 78 700 Total 15 44 58 50 28 78 700 Regents Crescent 210 Single- Family Detached 28 units 7 22 29 22 12 34 280 230 Townhouse/Condo 42 units 4 21 26 20 10 30 365 Total 12 43 55 42 22 64 645 Rutherford's Farm Industrial Park 130 Industrial Park 420,000 SF 307 67 374 81 305 386 2,923 Total 307 67 374 81 305 386 2,923 Stephenson Village 210 Single Family Detached 400 units 72 217 289 235 138 373 4,000 230 Townhouse /Condo 300 units 21 103 124 99 49 148 2,610 251 Elderly Housing Detach 531 units 45 73 117 100 64 164 2,238 252 Elderly Housing Attach 144 units 5 6 12 10 6 16 501 520 Elementary School 550 stud. 94 65 160 2 4 6 710 Total 237 465 702 445 261 706 10,059 Russell- Glendobhin 210 Single-Family Detached 200 units 37 112 149 128 72 200 2,000 Total 37 112 149 128 72 200 2,000 Stonewall Industrial Park 110 Light Industrial 165 acres 1,028 211 1,239 159 565 724 7,229 Total 1,028 211 1,239 159 565 724 7,229 Haggerty Property 210 Single- Family Detached 180 units 34 102 135 115 67 182 1800 220 Apartment 60 units 7 27 33 33 18 51 511 230 Townhouse /Condo 60 units 6 28 34 26 13 40 522 Total 46 157 203 174 98 272 2833 Chadwell Property 210 Single Family Detached 30 units 8 23 30 23 13 36 300 Total 8 23 30 23 13 36 300 Butcher Property 210 Single Family Detached 69 units 14 43 58 48 28 77 690 Total 14 43 58 48 28 77 690 Red -Bud Run 210 Single Family Detached 300 units 55 165 219 182 107 288 3,000 Total 55 165 219 182 107 288 3,000 Toll Borthers- Eddy's Lane 210 Single Family Detached 80 units 16 49 65 55 32 88 800 Total 16 49 65 55 32 88 800 Fieldstone 210 Single- Family Detached 63 units 13 40 54 45 26 71 630 230 Townhouse /Condo 207units 16 77 92 73 36 109 1,801 Total 29 117 146 118 62 180 2,431 Misc Other Developments along Chanting Drive* 210 Single Family Detached 300 units 55 165 219 182 107 288 3,000 230 Townhouse/Condo I30units 11 53 64 50 25 75 1,131 820 Retail 120,000 SF 107 68 175 339 367 706 7,645 Total 172 286 458 570 498 1,069 11,776 Includes Giles Farm, Toll Brothers, Abrams' Pointe, Coventry Court and miscellaneous residential. Table 1 (continued) 2010 Background Development Trip Generation Summary P I I A Traffic Impact Analysis of the Seefried Property Project Number: 14572 -1 -0 October 6, 2006 Page 6- J No Scale _P (120)37 m# (25)22 SITE r Figure 4 2010 Background Traffic Conditions AM Peak Hour(PM Peak Hour) 12A A Traffic Impact Analysis of Seefried Property Project Number: 14572 -1 -0 October 6, 2006 Page 7 —P 5 i No Scale Signalized Intersection LOS =B(C) B Make Road Signalized Intersection LOS =F(F) ck 1( Signalized! Intersection 305 =DfD1 "Suggested Improvements" Sigaalizatiou SR -2 Lefts EB NB -I Left (D)B sty Y (Signalized U Intersection E LOS =B(D) AM Peak Hour (PM Peak Hour) Denotes Unsignalized Critical Movement 2010 Background Lane Geometry and Levels of Service A Traffic Impact Analysis of the Seefried Property Project Number: 14572 -1 -0 October 6, 2006 Page 8 Code Land Use Amount AM Peak Hour PM Peak Hour ADT In Out Total In Out Total 130 Industrial Park 1,000,000 SF 498 109 607 171 642 812 5,708 Total 498 109 607 171 642 812 5,708 TRIP GENERATION Using the 7th Edition of the Institute of Transportation Engineers' (ITE) Trip Generation Report, PHR +A has prepared Table 2 to summarize the trip generation for the proposed Seefried Property. Table 2 Proposed Development: Seefried Property Trip Generation Summary TRIP DISTRIBUTION AND TRIP ASSIGNMENT The distribution of trips, shown in Figure 6, was based upon local travel patterns for the roadway network surrounding the proposed Seefried Property. Figure 7 shows the respective development generated AM/PM peak hour trips and ADT assignments. 2010 BUILD -OUT CONDITIONS The Seefried Property assigned trips (Figure 7) were added to the 2010 background traffic volumes (Figure 4) to obtain 2010 build -out conditions. Figure 8 shows the 2010 build -out ADT and AM/PM peak hour traffic volumes at key locations within the study area roadway network. Figure 9 shows the respective 2010 build -out lane geometry and AM/PM peak hour levels of service. All HCS+ levels of service worksheets are included in the Appendix section of this report. A Traffic Impact Analysis of the Seefried Property Project Number_ 14572 -1 -0 October 6, 2006 Page 9 PT IRA Trip Distribution Percentages A Tragic Impact Analysis of the Seefried Property Project Number: 14572 -1 -0 October 6, 2006 Page 10 -PHRA r Figure 7 No Scale la Scenario A p9 5" 1, 9, 1 4q( B rooke R o s SITE a s Y s o2, (32 .0 9 9(68) eon 07)50_0 gal 2b AM Peak Hour(PM Peak Hour) Average?DalygTrip's 2010 Development Generated Trips A Traffic Impact Analysis of the Seefried Property Project Number: 14572 -1 -0 October 6, 2006 Page I1 No Scale C 1( so Brook (138)87 A (25)22 )1 SITE Scenario A ga Scenario B AM Peak Hour(PM Peak Hour) `Aver age i D_ a� I vgT ri p_s —PHRA Figure 8 2010 Build -out Traffic Conditions A Traffic Impact Analysis of the Seefried Property Project Number: 14572 -1 -0 October 6, 2006 Page 12 "Suggested Improvements" VB- I Right �Siknalizedq 1 t e�Lti intersection Signalized I ntersection LOS =F(F) eA Signalize Intersection LOS =C(C) No Scale lar "Suggested Improvements" Signalization SB I Left NR -1 Left Jn t& aliaed. dntorsection LtUS'.D(15)j Signalized Intersection LOS =C(E) C (E) B r ooke Road "Suggested Improvements" Signalization SB 2 Lefts En NB I Left 69 SITI e Scenario A tt3I Sgn 1 �1 i I "Suggested I tern n I Improvements' =LOS C(U) Sign:dizallon 2a I Signalized Intersection LOS".B(C) New Intersection Ibi pSRel d- fop. OS =se© Scenario B Unsignalized Intersection teal. "Suggested Improvements" 5 gnaIIzal SB I Left WB 1 Left New Intersection (Signalized U Intersection W LOS —C(N) AM Peak Hour (PM I'eak Hour) Denotes Unsignalized Critical Movement PHA Figure 9 P 2010 Build -out Lane Geometry and Levels of Service A Traffic Impact Analysis ofihe Seefried Property Project Number: 14572 -1 -0 October 6, 2006 Page 13 CONCLUSION The traffic impacts associated with the proposed Seefried Property are acceptable and manageable. For each of the study area intersections, the following describes the recommended roadway improvements as well as the associated HCS+ intersection levels of service: Route 11 Welltown Road: An additional eastbound left-turn lane, northbound left turn lane and two (2) southbound left -turn lanes will be required to maintain an overall intersection level of service "D" or better during 2010 background and build -out conditions. Route 11 Brooke Road A separate westbound right -turn lane would be required to maintain overall intersection level of service "C" during 2010 build -out conditions. Route 7 Fort Collier Road: An additional southbound left-turn lane and northbound left-turn lane will be required to maintain overall intersection level of service "D" or better during 2010 build -out conditions. Brooke Road Fort Collier Road: Traffic signalization would be required to maintain overall intersection level of service "D" or better during 2010 build -out conditions for both Scenarios #A and #B. Additionally, southbound lest -tum lane and westbound right turn-lane would be required for Scenario #B during 2010 build -out conditions. Site Driveway #A Fort Collier Road: Traffic signalization along with westbound left and right turn lanes would be required to maintain overall intersection level of service "C" or better during 2010 build -out conditions for Scenario #A. Site Driveway #B Brooke Road: A northbound right turn-lane would be required to maintain overall intersection level of service "D" or better during 2010 build -out conditions for Scenario #B. A Tragic Impact Analysis of the Seefried Property Project Number: 14572 -1 -0 October 6, 2006 Page 14 No Scale List of Developments: #1 Winchester Gateway #2 Orrick Property #3 Star Fort #4 Regents Crescent #5 Rutherford's Farm Indust. Park #6 Stephenson Village #7 Russell- Glendobbin Stonewall Indust. Park H R F FigureA #9 naggerty Property #10 Chadwell Property #11 Butcher Property #12 Red -Bud Run #13 Toll Brothers- Eddy's Lane 1114 Fieldstone 415 Misc. other developments along Charming Drive 2010 "Other" Background Developments HCS DETA LED REPORT Site Information General Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/01/06 Time Period AM Peak Hour Intersection Brooke Rd /Route 11 Area Type All other areas Jurisdiction Frederick County, VA Analysis Year Existing Conditions Project ID Seefried Properties Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 0 0 1 1 1 1 Lane Group LR T R L T Volume, V (vph) 119 110 205 212 235 248 Heavy Vehicles, %HV 3 3 3 3 3 3 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A A A A Start -up Lost Time, li 20 2.0 2.0 2.0 2.0 Extension of Effective Green, e 20 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qu 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 Parking Grade Parking N 0 N N 0 N N 0 N \Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 Min. Time for Pedestrians Gp 3.2 3.2 3.2 Phasing WB Only 02 03 04 NS Perm 06 07 08 Timing G= 29.0 G= G= G= G= 39.0 G= G= G= Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 80.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 260 233 241 267 282 Lane Group Capacity, c 609 899 764 550 899 v/c Ratio, X 0.43 0.26 0.32 0.49 0.31 Total Green Ratio, g/C 0.36 0.49 0.49 0.49 0.49 Uniform Delay, d 19.2 120 12.4 13.8 12.4 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.11 0.11 0.11 0.11 Incremental Delay, d 0.5 0.2 0.2 0.7 0.2 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 Control Delay 19.7 12.2 12.7 14.4 12.6 Lane Group LOS B B B B B Approach Delay 19.7 12.4 13.5 Approach LOS B B B Intersection Delay 1e Copyright 2005 University of Florida All Rights Reserved I X c =0.46 HCS Version 5.2 Inter Ion LOS I B 1 Generated: 10/5/2006 3:24 PM HCS+TM DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A iDate Performed 6/01/06 Time Period PM Peak Hour Intersection Brooke Rd /Route 11 Area Type All other areas Jurisdiction Frederick County, VA Analysis Year Existing Conditions Project ID Seefried Properties Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 0 0 1 1 1 1 Lane Group LR T R L T Volume, V (vph) 251 169 296 165 152 256 AI Heavy Vehicles, %HV 3 3 3 3 3 3 Peak Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A A A A Start-up Lost Time, li 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 Arrival Type, AT 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, 1 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 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 Parking Grade Parking N 0 N N 0 N N 0 N 'parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 Min. Time for Pedestrians Gp 3.2 3.2 3.2 Phasing WB Only 02 03 04 NS Perm 06 07 08 Timing G= 35.0 G= G= G= G= 33.0 G= G= G= Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 80.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 477 336 188 173 291 Lane Group Capacity, c 741 761 647 363 761 v/c Ratio, X 0.64 0.44 0.29 0.48 0.38 Total Green Ratio, g/C 0.44 0.41 0.41 0.41 0.41 Uniform Delay, d 17.6 16.9 15.7 17.2 16.4 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.22 0.11 0.11 0.11 0.11 Incremental Delay, d 1.9 0.4 0.3 1.0 0.3 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 Control Delay 19.5 17.3 15.9 18.2 16.7 Lane Group LOS B B 8 8 B Approach Delay 19.5 16.8 17.3 Approach LOS B 8 8 Intersection Delay Copyright 2005 University of Florida All Rights Reserved X 0.56 I Intel lion LOS I 8 HCS Version 5.2 Generated: 1015/2006 3:25 PM HCS DETA LED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/01/06 Time Period AM Peak Hour Intersection Fort Collier Rd /Baker Lane Area Type All other areas Jurisdiction Frederick County, VA Analysis Year Existing Conditions Project ID Seefried Properties Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 1 1 0 1 0 0 1 0 0 1 0 Lane Group L T R LTR LTR LTR Volume, V (vph) 29 140 25 26 274 55 58 44 14 58 47 47 Heavy Vehicles, %HV 3 3 3 3' 3 3 3 3 3 3 3 3 Peak Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A A A A A A A A A A Start -up Lost Time, li 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N N 0 N )Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 Min. Time for Pedestrians Gp 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NS Perm 06 07 08 Timing G= 38.0 G= G= G= G= 30.0 G= G= G= Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T a25 Cycle Length, C 80.0 Lane Group Capacity, Control De ay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 33 159 28 404 132 172 Lane Group Capacity, c 422 876 745 833 536 558 v/c Ratio, X 0.08 0.18 0.04 0.48 0.25 0.31 Total Green Ratio, g/C 0.47 0.47 0.47 0.47 0.38 0.38 Uniform Delay, d 11.5 12.1 11.2 14.3 17.2 17.7 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.11 0.11 0.11 0.11 0.11 Incremental Delay, d 0.1 0.1 0.0 0.4 0.2 0.3 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 11.5 12.2 11.2 14.8 17.5 18.0 Lane Group LOS 8 8 8 B B B Approach Delay 12 0 14.8 17.5 18.0 Approach LOS 8 8 8 B Intersection Delay I Copyright 2005 University of Florida All Rights Reserved I X c 0.41 I !injection LOS HCS +TM Version 5.2 1 8 Generated: 10/5/2006 3:25 PM HCS+TM DETAILED REPORT• General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/01/06 Time Period PM Peak Hour Intersection Fort Collier Rd /Baker Lane Area Type All other areas Jurisdiction Frederick County, VA Analysis Year Existing Conditions Project ID Seefried Properties Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 1 1 0 1 0 0 1 0 0 1 0 Lane Group_ L T R LTR LTR L TR Volume, V (vph) 28 280 119 60 173 41 74 85 56 78 98 29 Heavy Vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A AA A A A A A A A Start-up Lost Time, li 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 20 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, I 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 0 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 O N N O N N O N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 Min. Time for Pedestrians Gp 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NS Perm 06 07 08 Timing G= 38.0 G= G= G= G= 30.0 G= G= G= Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 80.0 Lane Group Capacity, Control De ay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH- RT LT TH RT Adjusted Flow Rate, v 32 318 135 312 245 233 Lane Group Capacity, c 490 876 745 737 550 541 v/c Ratio, X 0.07 0.36 0.18 0.42 0.45 0.43 Total Green Ratio, g/C 0.47 0.47 0.47 0.47 0.38 0.38 Uniform Delay, d 11.4 13.3 12.1 13.8 18.8 18.6 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.11 0.11 0.11 0.11 0.11 Incremental Delay, d 0.1 0.3 0.1 0.4 0.6 0.6 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 'Control Delay 11.4 13.6 12.2 14.2 19.3 19.2 Lane Group LOS B B B 6 8 8 Approach Delay 13 0 14.2 19.3 19.2 Approach LOS 8 8 8 B Intersection Delay Copyright 2005 University of Florida All Rights Reserved 1 c 0.43 I Intt:tion LOS HCS +TM Version 5.2 8 Generated: 10/5/2006 3:25 PM General Information (Analyst gency /Co. Date Performed nalysis Time Period •NO -WAY STOP CONTROL SUM• PHR +A PHR +A 06/01/06 AM Peak Hour Project Description Seefried Properties East/West Street: Brooke Road Intersection Orientation: North -South Site Information Intersection Jurisdiction Analysis Year Fort Collier Road /Brooke Road Virginia Existing Conditions North /South Street: Fort Collier Road Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Movement olume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Minor Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Percent Grade Flared Approach Storage RT Channelized Lanes Configuration Northbound 1 L 0.88 0 2 Undivided 0 Eastbound 7 L 0.88 0 2 0 2 T 26 0.88 29 1 0 8 T 0.88 0 0 0 N 0 0 3 R 239 0.88 271 0 0 TR 9 R 0.88 0 2 0 0 Southbound 4 L 1 0 0.88 11 3 0 LT 10 L 311 0.88 353 3 0 5 T 8 0.88 9 1 0 11 T 0.88 0 0 N 0 0 LR 6 R 0.88 0 0 0 Westbound 12 R 21 0.88 23 3 0 0 0 Delay, Queue Length, and Level of Service Approach Movement Lane Configuration v (veh /h) C (m) (veh /h) v/c 95% queue length Control Delay (s /veh) ').OS j pproach Delay (s /veh) pproach LOS Northbound 1 Southbound 4 LT 11 1255 0.01 0.03 7.9 A Westbound 7 8 LR 376 790 0.48 2.59 13.6 B 9 13.6 8 Eastbound 10 11 12 Copyright 2005 University of Florida, All Rights Reserved HCS +T Version 5.2 Generated: 10/5/2006 3:26 PM ONO -WAY STOP CONTROL SUM•Y General. Information Site Information Intersection Fort Collier Road /Brooke Road Analyst PHR +A Agency /Co. PHR +A Jurisdiction Virginia Date Performed 06/01/06 Analysis Year Existing Conditions Analysis Time Period PM Peak Hour Project Description Seefried Properties East/West Street: Brooke Road North /South Street: Fort Collier Road Intersection Orientation: North -South 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 plume (veh /h) 12 419 23 27 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR (veh /h). 0 13 476 26 30 0 Percent Heavy Vehicles 2 3 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R. Volume (veh /h) 272 23 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR (veh /h) 0 0 0 309 0 26 Percent Heavy Vehicles 2 0 2 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 LR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 26 335 C (m) (veh /h) 1069 653 vlc 0.02 0.51 95% queue length 0.07 2.94 Control Delay (s /veh) 8.5 16.2 'tOS A C Approach Delay (s /veh) 16.2 !Approach LOS C Copyright 2005 University of Florida, All Rights Reserved HCS +TM Version 5.2 Generated: 10!5!2006 3:26 PM HCS DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/01/06 Time Period AM Peak Hour Intersection Fort Collier Rd /Route 7 Area Type All other areas Jurisdiction Frederick County, VA Analysis Year Existing Conditions Project ID Seefried Properties Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 2 0 1 2 1 0 1 1 1 1 0 Lane Group L TR L T R LT R L TR Volume, V (vph) 32 384 22 88 502 251 33 47 125 228 50 35 Heavy Vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A A A A AA A A A A Start up Lost Time, li 2.0 2.0 2.0 2.0 2.0 2.0 2.0 20 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 120 12.0 120 12.0 12.0 Parking Grade Parking N 0 NN 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NS Perm 06 07 08 Timing G= 35.0 G= G= G= G= 33.0 G= G= G= Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 80.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 36 461 100 570 285 91 142 259 97 Lane Group Capacity, c 324 1524 382 1537 686 662 647 531 714 v/c Ratio, X 0.11 0.30 0.26 0.37 0.42 0.14 0.22 0.49 0.14 Total Green Ratio, g/C 0.44 0.44 0.44 0.44 0.44 0.41 0.41 0.41 0.41 Uniform Delay, d 13.3 14.6 14.3 15.1 15.5 14.6 15.2 17.3 14.6 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 Incremental Delay, d 0.2 0.1 0.4 0.2 0.4 0.1 0.2 0.7 0.1 initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ibontrol Delay 13.5 147 14.7 15.3 15.9 14.7 15.4 18.0 14.7 Lane Group LOS 8 B 8 8 8 8 8 8 B Approach Delay 14 6 15.4 15.1 17.1 Approach LOS 8 8 B 6 Intersection Delay I 415 Copyright 2005 University of Florida, All Rights Reserved X 0.45 I Int•ction LOS I 8 HCS Version 5.2 Generated: 10/5/2006 3:26 PM HCS DETAILED REPORT• General Information Site Information Analyst PHR-FA Agency or Co. PHR +A Date Performed 6/01/06 Time Period PM Peak Hour Intersection Fort Collier Rd /Route 7 Area Type All other areas Jurisdiction Frederick County, VA Analysis Year Existing Conditions Project ID Seefried Properties Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 2 0 1 2 1 0 1 1 1 1 0 Lane Group L TR L T R LT R L TR Volume, V (vph) 103 886 25 110 744 312 65 80 88 352 80 56 Heavy Vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak Hour Factor, PHF 0.88 a88 0. 88 0.88 0.88 0.88 0.88 0.88 a 88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A AA A A AA A A A A Start Lost Time, It 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N N 0 N )Parking Maneuvers, Nm Buses. Stopping, NB 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NS Perm 06 07 08 Timing G= 35.0 G= G= G= G= 33.0 G= G= G= Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 80.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 117 1035 125 845 355 165 100 400 155 Lane Group Capacity, c 203 1530 138 1537 686 612 647 497 714 v/c Ratio, X 0.58 0.68 0.91 0.55 0.52 0.27 0.15 0.80 0.22 Total Green Ratio, g/C 0.44 0.44 0.44 0.44 0.44 0.41 0.41 0.41 0.41 Uniform Delay, d 16.9 18.0 21.0 16.7 16.4 15.5 14.7 20.7 15.2 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.17 0.25 0.43 0.15 0.12 0.11 0.11 0.35 0.11 Incremental Delay, d 4.0 1.2 49.4 0.4 0.7 0.2 0.1 9.4 0.2 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 'Control Delay 20.9 19.2 70.4 17.1 17.1 15.8 14.9 30.1 15.3 Lane Group LOS C B E 8 B 8 8 C 8 Approach Delay 19 4 22.1 15.4 25.9 Approach LOS 8 C B C Intersection Delay Copyright 2005 University of Florid All Rights Reserved X 0.86 I Int.ction LOS HCS +TM Version 5.2 C Generated: 10/5/2006 3:26 PM HCS DETA LED REPORT• General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/01/06 Time Period AM Peak Hour Intersection Rt. 11 Welltown Road Area Type All other areas Jurisdiction Frederick County, VA Analysis Year Existing Conditions Project ID Seefried Properties Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 2 1 1 2 1 0 1 0 0 1 1 Lane Group LT R L T R LTR LT R Volume, V (vph) 163 1039 75 101 1247 157 57 20 25 232 17 239 Heavy Vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak -Hour Factor, PHF 0.88 a 88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A- A A A A A A A A A Start -up Lost Time, h 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 10 0 0 40 0 0 0 0 0 40 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking Grade Parking N O N N O N N O N N 0 N Parking Maneuvers, Nm Buses Stopping, Ns 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 3.2 Phasing EB Only EW Perm 03 04 NS Perm 06 07 08 Timing G= 10.0 G= 35.0 G= G= G= 23.0 G= G= G= Y= 0 Y= 6 Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 80.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 185 1181 74 115 1417 133 116 283 226 Lane Group Capacity, c 311 1976 882 180 1537 686 256 358 451 v/c Ratio, X 0.59 0.60 0.08 0.64 0.92 0.19 0.45 0.79 0.50 Total Green Ratio, g/C 0.56 0.56 0.56 0.44 0.44 0.44 0.29 0.29 0.29 Uniform Delay, d 15.5 11.5 8.0 17.6 21.2 13.8 23.3 26.3 23.7 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.18 0.19 0.11 0.22 0.44 0.11 0.11 0.34 0.11 Incremental Delay, d 3.1 0.5 0.0 7.4 9.5 0.1 1.3 11.4 0.9 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 .Control Delay 18.6 12.0 8.1 25.0 30.8 14.0 24.6 37.7 24.6 Lane Group LOS 5 8 A C C 5 C D C Approach Delay 12 7 29.0 24.6 31.9 Approach LOS B C C C 1) Intersection Delay I Copyright O 2005 University of Florida, All Rights Reserved 1 X 0.95 I Inli:ction LOS I C HCS +TM Version 52 Generated: 10/5/2006 3:26 PM HCS DETA LED REPORT• General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/01/06 Time Period PM Peak Hour Intersection Rt. 11 Welltown Road Area Type All other areas Jurisdiction Frederick County, VA Analysis Year Existing Conditions Project ID Seefried Properties Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 2 1 1 2 1 0 1 0 0 1 1 Lane Group L T R L T R LTR LT R Volume, V (vph) 223 1166 72 55 1151 210 48 29 28 274 25 274 Heavy Vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A A A A AA A A A A Start up Lost Time, li 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, 1 1.000 1.000• 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 10 0 0 40 0 0 0 0 0 40 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N N 0 N )Parking Maneuvers, Nm Buses Stopping, Na 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 3.2 Phasing EB Only EW Perm 03 04 NS Perm 06 07 08 Timing G= 10.0 G= 31.0 G= G= G= 25.0 G= G= G= Y= 0 Y= 6 Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 015 Cycle Length, C 78.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 253 1325 70 63 1308 193 120 339 266 Lane Group Capacity, c 320 1846 824 116 1396 623 327 396 503 vlc Ratio, X 0.79 0.72 0.08 0.54 0.94 0.31 0.37 0.86 0.53 Total Green Ratio, g/C 0.53 0.53 0.53 0.40 0.40 0.40 0.32 0.32 0.32 Uniform Delay, d 15.7 14.1 9.2 18.1 22.6 16.1 20.4 24.8 21.7 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.34 0.28 0.11 0.14 0.45 0.11 0.11 0.39 0.13 Incremental Delay, d 12.6 1.4 0.0 5.2 12.1 0.3 0.7 16.7 1.1 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 28.4 15.5 9.2 23.2 34.7 16.4 21.1 41.5 22.7 Lane Group LOS C 6 A C C 8 C D C Approach Delay 172 32.0 21.1 33.2 Approach LOS 13 C C C Intersection Delay I Copyright 2005 University of Florida, All Rights Reserved X 1.01 Ir•:ection LOS HCS Version 5.2 c Ge erated: 10/5/2006 3:26 PM HCS+TM DETA LED REPOR• Site Information General Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/01/06 Time Period AM Peak Hour Intersection Brooke Rd /Route 11 Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Background Conditions Project ID Seefried Properties Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 0 0 1 1 1 1 Lane Group LR T R L T Volume, V (vph) 139 129 427 248 275 365 Heavy Vehicles, %HV 3 3 3 3 3 3 Peak Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A A A A Start -up Lost Time, h 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 Arrival Type, AT 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 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 Parking Grade Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 Min. Time for Pedestrians Gp 3.2 3.2 3.2 Phasing WB Only 02 03 04 NS Perm 06 07 08 Timing G= 28.0 G= G= G= G= 40.0 G= G= G= Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 80.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 305 485 282 313 415 Lane Group Capacity, c 588 923 784 351 923 v/c Ratio, X 0.52 0.53 0.36 0.89 0.45 Total Green Ratio, g/C 0.35 0.50 0.50 0.50 0.50 Uniform Delay, d 20.6 13.6 12.2 18.0 12.9 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.12 0.13 0.11 0.42 0.11 Incremental Delay, d 0.8 0.6 0.3 23.6 0.3 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 'Control Delay 21.5 14.1 12.5 41.7 13.3 Lane Group LOS C 8 8 D 8 Approach Delay 21.5 13.5 25.5 Approach LOS C B C (Intersection Delay I t,7 Copyright 2005 University of Florida. All Rights Reserved I X c 0.74 I Int /action LOS HCS Version 5.2 8 Generated: 10/5/2006 3:27 PM HCSi-TM DETAILED REPORT• General Information Site Information Analyst PHR +A )Agency or Co. PHR +A Date Performed 6/01/06 Time Period PM Peak Hour Intersection Brooke Rd /Route 11 Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Background Conditions Project ID Seefried Properties Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes; Ni 0 0 1 1 1 1 Lane Group LR T R L T Volume, V (vph) 294 198 416. 193 178 423 Heavy Vehicles, %HV 3 3 3 3 3 3 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A A A A Start -up Lost Time, h 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 Arrival Type, AT 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 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 Parking Grade Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nrn Buses Stopping, NB 0 0 0 0 0 Min. Time for Pedestrians Gp 3.2 3.2 3.2 Phasing WB Only 02 03 04 NS Perm 06 07 08 Timing G= 35.0 G= G= G= G= 33.0 G= G= G= Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 80.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 559 473 219 202 481 Lane Group Capacity, c 741 761 647 252 761 vlc Ratio, X 0.75 0.62 0.34 0.80 0.63 Total Green Ratio, g/C 0.44 0.41 0.41 0.41 0.41 Uniform Delay, d 18.9 18.6 16.0 20.6 18.7 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.31 0.20 0.11 0.35 0.21 Incremental Delay, d 4.4 1.6 0.3 16.8 1.7 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 IControl Delay 23.3 20.1 16.4 37.4 20.4 Lane Group LOS C C 8 D C Approach Delay 23.3 18.9 25.4 Approach LOS C 8 C Intersection Delay I •2.5 Copyright 2005 University of Florida All Rights Reserved X 0.78 I Inection LOS 1 HCS +TM Version 5.2 Generated: 10/5/2006 3:27 PM HCS +T" DETA LED REPOR• General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/01/06 Time Period AM Peak Hour Intersection Fort Collier Rd /Baker Lane Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 10 BK Conditions Project ID Seefried Properties Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 1 1 0 1 0 0 1 0 0 1 0 Lane Group L T R LTR LTR LTR Volume, V (vph) 29 164 25 26 321 55 58 44 14 58 47 47 Heavy Vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A AA A A A A A A A Start-up Lost Time, It 2.0 2.0 2.0 2.0 2.0 20 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, I 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 120 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N N 0 N )Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 Min. Time for Pedestrians Gp 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NS Perm 06 07 08 Timing G= 38.0 G= G= G= G= 30.0 G= G= G= Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 80.0 Lane Group Capacity, Control De ay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 33 186 28 458 132 172 Lane Group Capacity, c 389 876 745 836 536 558 v/c Ratio, X 0.08 0.21 0.04 0.55 0.25 0.31 Total Green Ratio, g/C 0.47 0.47 0.47 0.47 0.38 a 38 Uniform Delay, d 11.5 12.3 11.2 14.9 17.2 17.7 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.11 0.11 0.15 a ll a ll Incremental Delay, d 0.1 0.1 0.0 0.8 0.2 0.3 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 11.6 124 11.2 15.7 17.5 18.0 Lane Group LOS B 8 B B B 8 Approach Delay 12 1 15.7 17.5 18.0 Approach LOS 8 8 B B Intersection Delay 104 Copyright 2005 University of Florida All Rights Reserved I X c 0.44 I Intl "lction LOS HCS Version 5.2 B l Ge erated: 10/5/2006 3:28 PM HCS+ DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/01/06 Time Period PM Peak Hour Intersection Fort Collier Rd /Baker Lane Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 10 BK Conditions Project ID Seefried Properties Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, NI 1 1 1 0 1 0 0 1 0 0 1 0 Lane Group L T R LTR LTR LTR Volume, V (vph) 28 328 119 60 202 41 74 85 56 78 98 29 Heavy Vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated A A A A A A A A A A A A Start -up Lost Time, It 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, I 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 0 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 O N N O N N O N N 0 N )Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 Min. Time for Pedestrians Gp 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NS Perm 06 07 08 Timing G= 38.0 G= G= G= G= 30.0 G= G= G= Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 80.0 Lane Group Capacity, Control De ay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 32 373 135 345 245 233 Lane Group Capacity, c 467 876 745 720 550 541 v/c Ratio, X 0.07 0.43 0.18 0.48 0.45 0.43 Total Green Ratio, g/C 0.47 0.47 0.47 0.47 0.38 0.38 Uniform Delay, d 11.4 13.8 12.1 14.3 18.8 18.6 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.11 0.11 0.11 0.11 0.11 Incremental Delay, d 0.1 0.3 0.1 0.5 0.6 0.6 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 11.5 14.2 12.2 14.8 19.3 19.2 Lane Group LOS 8 B 8 8 8 8 Approach Delay 13 5 14.8 19.3 19.2 Approach LOS 8 8 8 8 I Intersection Delay I 8 Copyright 2005 University of Florida All Rights Reserved X 0.46 I Inchon LOS I B HCS Version 5.2 Generated. 10/5/2006 3:28 PM ONO -WAY STOP CONTROL SUMI+RY General Information Site Information Intersection Fort Collier Road /Brooke Road Analyst PHR +A Agency /Co. PHR +A Jurisdiction Virginia Date Performed 06/01/06 Analysis Year 10 BK Conditions Analysis Time Period AM Peak Hour Project Description Seefried Properties East/West Street: Brooke Road North /South Street: Fort Collier Road Intersection Orientation: North South 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 olume (veh /h) 30 280 12 9 Peak Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR (veh /h) 0 34 318 13 10 0 Percent Heavy Vehicles 2 3 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 C onfiguration TR LT Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R 'Volume (veh /h) 364 25 Peak Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR (veh /h) 0 0 0 413 0 28 Percent Heavy Vehicles 2 0 2 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 LR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 L ane Configuration LT LR v (veh/h) 13 441 C (m) (veh /h) 1201 754 v/c 0.01 0.58 95% queue length 0.03 3.85 Control Delay (s /veh) 8.0 16.3 `.OS A C AA pproach Delay (s /veh) 16.3 I W" pproach LOS C Copyright 2005 University of Florida, All Rights Re erved HCS +TM Version 5.2 Generated: 10/5/2006 3:28 PM Intersection Fort Collier Road /Brooke Road Jurisdiction Virginia Analysis Year 10 BK Conditions •WO -WAY STOP CONTROL SUM•RY General Information Analyst Agency /Co. Date Performed Analysis Time Period PHR +A PHR +A 06/01/06 PM Peak Hour Project Description Seefried Properties East/West Street: Brooke Road Intersection Orientation: North -South Vehicle Volumes and Adjustments Major Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Northbound 1 L 0.88 0 2 0 2 T 14 0.88 15 1 0 Site Information North /South Street: Fort Collier Road Study Period (hrs): 0.25 3 R 490 0.88 556 0 0 TR Southbound 4 L 27 0.88 30 3 0 LT 5 T 32 0.88 36 1 0 6 R 0.88 0 Undivided 0 0 Minor Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Percent Grade Flared Approach Storage RT Channelized Lanes Configuration Approach Movement ane Configuration v (veh /h) C (m) (veh/h) v/c 95% queue length C ontrol Delay (s /veh) jOS pproach Delay (s /veh) pproach LOS Eastbound 7 L 0.88 0 2 0 0 Delay, Queue Length, and Level of Service Northbound 1 8 T 0.88 0 0 N 0 0 Southbound 4 LT 30 997 0.03 0.09 8.7 A 9 R 0.88 0 2 0 0 Westbound 7 8 LR 391 604 0.65 4.68 21.2 C Westbound 10 L 318 0.88 361 3 0 0 9 21.2 C 11 T 0.88 0 0 N 0 0 LR 10 12 R 27 0.88 30 3 0 0 Eastbound 11 12 Copyright 2005 University of Florida, All Rights Re erved HCS +TM Version 5 .2 Generated: 10/5/2006 3:28 PM HCS�T DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A )Date Performed 6/01/06 Time Period AM Peak Hour Intersection Fort Collier Rd /Route 7 Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 10 BK Conditions Project 0 Seefried Properties Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 2 0 1 2 1 0 1 1 1 1 0 Lane Group L TR L T R LT R L TR Volume, V (vph) 37 684 22 88 844 294 33 47 125 267 50 41 Heavy Vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak Hour Factor, PHF 0.91 0.91 0.91 0.96 0.96 0.96 0.95 0.95 0.95 0.85 0.85 0.85 Pretimed (P) or Actuated (A) A A AA A A AA A A A A Start up Lost Time, It 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 8 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N N 0 N ?arking Maneuvers, Nm Buses Stopping, Na 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians Gp 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 SB Only NS Perm 07 08 Timing G= 40.0 G= G= G= G= 15.0 G= 15.0 G= G= Y= 6 Y= Y= Y= Y= 0 Y= 6 Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 82.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 41 767 92 879 306 84 132 314 107 Lane Group Capacity,c 229 1708 276 1713 1166 280 287 505 630 v/c Ratio, X 0.18 0.45 0.33 0.51 0.26 0.30 0.46 0.62 0.17 Total Green Ratio, g/C 0.49 0.49 0.49 0.49 0.74 0.18 0.18 0.37 0.37 Uniform Delay, d 11.8 13.8 12.8 14.3 3.3 29.0 29.9 20.2 17.6 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.11 0.11 0.12 0.11 0.11 0.11 0.20 0.11 Incremental Delay, d 0.4 0.2 0.7 0.3 0.1 0.6 1.2 2.4 0.1 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lontrol Delay 12.2 14.0 13.6 14.6 a 5 29.6 31.1 22.5 17.7 Lane Group LOS 8 8 B B A C C C 8 Approach Delay 13 9 11.9 30.5 21.3 Approach LOS 8 B C C Intersection Delay I Copyright 2005 University of Florida, All Rights Reserved I X 0.66 I Intetion LOS c HCS Version 5.2 I B Generated: 10/5/2006 3:29 PM HCS +T DETAILED REPORT. General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/01/06 Time Period PM Peak Hour Intersection Fort Collier Rd /Route 7 Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 10 BK Conditions Project ID Seefried Properties Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 2 0 1 2 1 0 1 1 1 1 0 Lane Group L TR L T R LT R L TR Volume, V (vph) 120 1623 25 110 744 312 65 80 88 352 80 56 Heavy Vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak -Hour Factor, PHF 0.91 0.91 0.91 0.96 0.96 0.96 0.95 0.95 0.95 0.85 0.85 0.85 Pretimed (P) or Actuated (A) A A AA A A AA A A A A Start -up Lost Time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 8 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N N 0 N ?arking Maneuvers, Nm 'Buses Stopping, NB 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians Gp 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 SB Only NS Perm 07 08 Timing G= 47.0 G= G= G= G= 20.0 G= 12.0 G= G= Y= 6 Y= Y= Y= Y= 0 Y= 6 Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 91.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 132 1803 115 775 325 152 93 414 160 Lane Group Capacity, c 292 1811 81 1814 1258 190 207 466 609 v/c Ratio, X 0.45 1.00 1.42 0.43 0.26 0.80 0.45 0.89 0.26 Total Green Ratio, g/C 0.52 0.52 0.52 0.52 0.80 0.13 0.13 0.35 0.35 Uniform Delay, d 13.9 21.9 22.0 13.6 2.2 38.3 36.5 25.4 21.1 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.50 0.50 0.11 0.11 0.34 0.11 0.41 0.11 Incremental Delay, d 1.1 20.1 246.5 0.2 0.1 21.1 1.6 18.5 0.2 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 control Delay 15.0 42.0 268.5 13.8 2.4 59.5 38.0 44.0 21.3 Lane Group LOS B D F B A E D D C Approach Delay 40 1 34.9 51.3 37.7 Approach LOS D C D D Intersection Delay 1 Copyright 2005 University of Florida, All Rights Reserved X =1.32 I Intel/fiction LOS HCS +TM Version 5.2 D Generated: 10/5/2006 3:29 PM HCS+TM DETA LED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/01/06 Time Period AM Peak Hour Intersection Rt. 11 Welltown Road Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Background Conditions Project ID Seefried Properties Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 2 1 1 2 1 0 1 0 0 1 1 Lane Group LT R L T R LTR LT R Volume, V (vph) 617 1297 88 118 1509 717 67 23 29 433 20 409 Heavy Vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak Hour Factor, PHF 0.94 0.94 0.94 0.98 0.98 0.98 0.94 0.94 0.94 0.94 0.94 0.94 Pretimed (P) or Actuated (A) A A A A A A AA A AA A Start up Lost Time, li 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3. 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 0 0 0 0 10 0 0 75 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 •Parking Grade Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, Na 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 3.2 Phasing Excl. Left EW Perm 03 04 SB Only NS Perm 07 08 Timing G= 20.0 G= 46.0 G= G= G= 14.0 G= 9.0 G= G= Y= 0 Y= 6 Y= Y= Y= 0 Y= 6 Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 101.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 656 1380 94 120 1540 732 115 482 355 Lane Group Capacity, c 347 1600 714 420 1600 1025 58 401 761 v/c Ratio, X 1.89 0.86 0.13 0.29 0.96 0.71 1.98 1.20 0.47 Total Green Ratio, g/C 0.20 0.46 0.46 0.65 0.46 0.65 0.09 0.23 0.49 Uniform Delay, d 40.5 24.7 15.9 14.5 26.7 11.4 46.0 39.0 17.3 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.50 0.39 0.11 0.11 0.47 0.28 0.50 0.50 0.11 Incremental Delay, d 411.4 5.1 0.1 0.4 14.6 2.4 497.9 112.5 0.5 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 451.9 29.8 16.0 14.9 41.2 13.8 543.9 151.5 17.8 Lane Group LOS F C 8 B D B F F 8 Approach Delay 159.2 31.5 543.9 94.8 Intersection Delay 101.6 X 1.23 Intersection LOS F Copyright 2005 University of Florida, All Rights Reserved Approach LOS HCS +TM Version 5.2 Ge erated: 10/5/2006 3:29 PM HCS+'" DETAILED REPORT• General Information Site Information Analyst PHR +A )Agency or Co. PHR +A Date Performed 6/01/06 Time Period PM Peak Hour Intersection Rt. 11 Welltown Road Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Background Conditions Project ID Seefried Properties Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 2 1 1 2 1 0 1 0 0 1 1 Lane Group LT R L T R LTR LT R Volume, V (vph) 376 1426 84 64 1432 389 56 34 33 639 29 575 Heavy Vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak Hour Factor, PHF 0.94 0.94 0.94 0.98 0.98 0.98 0.94 0.94 0.94 0.94 0.94 0.94 Pretimed (P) or Actuated (A) A A A A A A A A A A A A Start up Lost Time, h 2.0 2.0 2.0 2,0 20 2.0 2.0 20 2.0 Extension of Effective Green, e 2.0 20 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped l Bike I RTOR Volumes 0 0 0 0 0 0 0 0 10 0 0 75 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 NN 0 N N 0 N N 0 N 'Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 a2 3.2 3.2 Phasing Excl. Left EW Perm 03 04 SB Only NS Perm 07 08 Timing G= 15.0 G= 47.0 G= G= G= 20.0 G= 7.0 G= G= Y= 0 Y= 6 Y= Y= Y= 0 Y= 6 Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 101.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 400 1517 89 65 1461 397 120 711 532 Lane Group Capacity, c 260 1634 730 333 1634 1133 53 470 745 v/c Ratio, X 1.54 0.93 0.12 0.20 0.89 0.35 226 1.51 0.71 Total Green Ratio, g/C 0.15 0.47 0.47 0.61 0.47 0.72 0.07 0.27 0.48 Uniform Delay, d 43.0 25.4 15.3 17.3 24.7 5.2 47.0 37.0 21.0 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.50 0.44 0.11 0.11 0.42 0.11 0.50 0.50 0.28 Incremental Delay, d 260.7 9.7 0.1 0.3 6.8 0.2 624.3 241.5 a 3 initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 303.7 35.2 154 17.6 31.5 5.4 671.3 278.5 24.3 Lane Group LOS F D B B C A F F C Approach Delay 878 25.7 671.3 169.7 Approach LOS Intersection Delay Copyright 2005 University of Florida, All Rights Reserved HCS +TM Version 5.2 Intersection LOS Generated: 10(5(2006 3:30 PM HCSI-TM DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/01/06 Time Period AM Peak Hour Intersection Rt. 11 Welltown Road Area Type All other areas Jurisdiction Frederick County, VA 2010 Background Conditions Analysis Year Project ID Seefried Properties Suggested Improvements) Volume and Timin In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 2 2 1 1 2 1 1 1 0 2 1 1 Lane Group LT R L T R L TR L T R Volume, V (vph) 617 1297 88 118 1509 717 67 23 29 433 20 409 Heavy Vehicles %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak Hour Factor, PHF 0.94 0.94 0.94 0.98 0.98 0.98 0.94 0.94 0.94 0.94 0.94 0.94 Pretimed (P) or Actuated (A) A A A A A A A A A A A A Start up Lost Time, It 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 0 0 0 0 10 0 0 75 Lane Width 12.0 12.0 12.0 12.0 120 12.0 12.0 12.0 12.0 12.0 12.0 ,Parking Grade Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, No 0 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 3.2 Phasing Excl. Left EW Perm 03 04 SB On y NS Perm 07 08 Timing G= 20.0 G= 46.0 G= G= G= 14.0 G= 9.0 G= G= Y= 0 Y= 6 Y= Y= Y= 0 Y= 6 Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 101.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 656 1380 94 120 1540 732 71 44 461 21 355 Lane Group Capacity, c 674 1600 714 420 1600 1025 122 153 472 420 761 v/c Ratio, X 0.97 0.86 0.13 0.29 0.96 0.71 0.58 0.29 0.98 0.05 0.47 Total Green Ratio, g/C 0.20 0.46 0.46 0.65 0.46 0.65 0.09 0.09 0.14 0.23 0.49 Uniform Delay, d 40.2 24.7 15.9 14.5 26.7 11.4 44.2 43.0 43.3 30.5 17.3 Progression Factor, PF 1.000 1.000 1.000 1.000 1,000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.48 0.39 0.11 0.11 0,47 0.28 0.17 0.11 0.48 0.11 0.11 Incremental Delay, d 28.0 5.1 0.1 0.4 14.6 2.4 6.9 1.0 35.3 0.0 0.5 `Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 6E2 29.8 16.0 14.9 41.2 13.8 51.1 44.0 78.6 30.5 17.8 Lane Group LOS E C 8 B D B D D E C 8 Approach Delay 41 0 31.5 48.4 51.6 Approach LOS C •D D Intersection Delay 38.6 X, 0.93 Intersection LOS D Copyright 2005 University of Florida, All Rights Reserved HCS Version 5.2 Generated: 10/5/2006 3:30 PM HCS DETAILED REPOR• General Information Site Information Analyst PHR +A 4gency or Co. PHR +A Date Performed 6/01/06 Time Period PM Peak Hour Intersection Rt. 11 Welltown Road Area Type All other areas Jurisdiction Frederick County, VA 2010 Background Conditions Analysis Year Project ID Seefried Properties (Suggested Improvements) Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 2 2 1 1 2 1 1 1 0 2 1 1 Lane Group LT R L T R L TR L T R Volume, V (vph) 376 1426 84 64 1432 389 56 34 33 639 29 575 Heavy Vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak Hour Factor, PHF 0.94 0.94 0.94 0.98 0.98 0.98 0.94 0.94 0.94 0.94 0.94 0.94 Pretimed (P) or Actuated (A) A A A A A A A A AA A A Start up Lost Time, h 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 0 0 0 0 10 0 0 75 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 7 arking Grade Parking N O N N O N N O N N 0 N Parking Maneuvers, Nm Buses Stopping, Na 0 0 0 0 0 0 0 0 0 0 0 Min. Time fo Pedestrians, Gp 3.2 3.2 3.2 3.2 Phasing Excl. Left EW Perm 03 04 SB Only NS Perm 07 08' Timing G= 15.0 G= 47.0 G= G= G= 20.0 G= 7.0 G= G= Y= 0 Y= 6 Y= Y= Y= 0 Y= 6 Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 101.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 400 1517 89 65 1461 397 60 60 680 31 532 Lane Group Capacity, c 505 1634 730 333 1634 1133 94 120 674 493 745 v/c Ratio, X 0.79 0.93 0.12. 0.20 0.89 0.35 0.64 0.50 1.01 0.06 0.71 Total Green Ratio, g/C 0.15 0.47 0.47 0.61 0.47 0.72 0.07 0.07 0.20 0.27 0.48 Uniform Delay, d 41.5 25.4 15.3 17.3 24.7 5.2 45.8 45.3 40.5 27.6 21.0 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.34 0.44 0.11 0.11 0.42 0.11 0.22 0.11 a 50 0.11 0.28 Incremental Delay, d 8.4 9.7 0.1 0.3 6.8 0.2 13.6 33 36.9 0.1 3.3 nitial Queue Delay, d 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 49.9 35.2 15.4 17.6 31.5 5.4 59.4 48.6 77.4 27.6 24.3 Lane Group LOS D D B B C A E D E C C Approach Delay 37 2 25.7 54.0 53.4 Approach LOS C •D D Intersection Delay 37.2 X c 0.90 Intersection LOS D Copyright 2005 University of Florida, All Rights Reserved HCS +TM Version 5.2 Generated: 10/5/2006 3:31 PM HCS DETAILED REPORT', General Information Site Information Analyst PHR +A Agency or Co. PHR +A bate Performed 6/01/06 Time Period AM Peak Hour Intersection Brooke Rd /Route 11 Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build -out Conditions Project ID Seefried Properties Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 0 0 1 1 1 1 Lane Group LR T R L T Volume, V (vph) 150 172 427 298 474 365 Heavy Vehicles, %HV 3 3 3 3 3 3 Peak Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A A A A Start-up Lost Time, li 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 20 Arrival Type, AT 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 0 0 0 0 Lane Width 12.0 120 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N 'Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 Min. Time for Pedestrians Gp 3.2 3.2 3.2 Phasing WB Only 02 03 04 SB Only NS Perm 07 08 Timing G= 27.0 G= G= G= G= 25.0 G= 26.0 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 RT Adjusted Flow Rate, v 365 485 339 539 415 Lane Group Capacity, c 502 533 1028 569 1045 v/c Ratio, X 0.73 0.91 0.33 0.95 0.40 Total Green Ratio, g/C 0.30 0.29 0.66 0.57 0.57 Uniform Delay, d 28.2 30.9 6.8 19.3 10.9 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.29 0.43 0.11 0.46 0.11 Incremental Delay, d 5.3 19.7 0.2 25.3 a2 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 'Control Delay 33.5 50.6 7.0 44.5 11.2 Lane Group LOS C D A D 8 Approach Delay 33.5 32.7 30.0 Approach LOS C C C Intersection Delay I Copyright 2005 University of Florida, All Rights Reserved I X c 0.95 Inter�ion LOS HCS Version 5.2 c Generated: 10/5/2006 3:37 PM HCS DETA LED REPORT• General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/01/06 Time Period PM Peak Hour Intersection Brooke Rd /Route 11 Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build -out Conditions Project ID Seefried Properties Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 0 0 1 1 1 1 Lane Group LR T R L T Volume, V (vph) 358 454 416 210 246 423 Heavy Vehicles, %HV 3 3 3 3 3 3 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A A A A Start -up Lost Time, li 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 Arrival Type, AT 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 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 Parking Grade Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 Phasing WB Only 02 03 04 SB Only NS Perm 07 08 Timing G= 46.0 G= G= G= G= 9.5 G= 22.5 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 RT Adjusted Flow Rate, v 923 473 239 280 481 Lane Group Capacity, c 853 461 1298 267 656 v/c Ratio, X 1.08 1.03 0.18 1.05 0.73 Total Green Ratio, g/C 0.51 0.25 0.83 0.36 0.36 Uniform Delay, d 22.0 33.8 1.6 25.0 2E3 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.50 0.50 0.11 0.50 0.29 Incremental Delay, d 55.5 48.7 0.1 68.4 4.3 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 Control Delay 77.5 82.5 1.6 93.4 29.5 Lane Group LOS E F A F C Approach Delay 77.5 55.3 53.0 Approach LOS E E D Intersection Delay I 01 Copyright 2005 University of Florida All Rights Reserved X 1.09 I Intelotion LOS HCS Version 5.2 E Generated: 10/5/2006 3:37 PM HCS DETA LED REPORy General Information Site Information Analyst PHR +A P gency or Co. PHR +A Date Performed 6/01/06 Time Period AM Peak Hour Intersection Brooke Rd /Route 11 Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build -out Conditions Project ID Seefried Properties Suggested Improvements Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, NI 1 1 1 1 1 1 Lane Group L R T R L T Volume, V (vph) 150 172 427 298 474 365 Heavy Vehicles, %HV 3 3 3 3 3 3 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A A A A Start -up Lost Time, It 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, I 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 0 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 P arking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 Min. Time for Pedestrians Gp 3.2 3.2 3.2 Phasing WB Only 02 03 04 SB Only NS Perm 07 08 Timing G= 27.0 G= G= G= G= 25.0 G= 26.0 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 RT Adjusted Flow Rate, v 170 195 485 339 539 415 Lane Group Capacity, c 526 1010 533 1028 569 1045 v/c Ratio, X 0.32 0.19 0.91 0.33 0.95 0.40 Total Green Ratio, g/C 0.30 0.64 0.29 0.66 0.57 0.57 Uniform Delay, d 24.4 6.5 30.9 6.8 19.3 10.9 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.11 0.43 0.11 0.46 0.11 Incremental Delay, d 0.4 0.1 19.7 0.2 25.3 0.2 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 ,Control Delay 24.8 6.6 50.6 7.0 44.5 11.2 Lane Group LOS C A D A D 8 Approach Delay 15.1 32.7 30.0 Approach LOS B C C Copyright 2005 University of Florida All Rights Reserved Intersection Delay 105 X 0.80 Intilliction LOS c HCS +TM Version 5.2 Generated: 10/5/2006 3:38 PM HCS DETAILED REPORTS General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/01/06 Time Period PM Peak Hour Intersection Brooke Rd /Route 11 Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build -out Conditions Project ID Seefried Properties Suggested Improvements Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 1 1 1 1 1 Lane Group L R T R L T Volume, V (vph) 358 454 416 210 246 423 Heavy Vehicles, %HV 3 3 3 3 3 3 Peak Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A A A A Start-up Lost Time, 11 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 20 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, I 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 0 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 -Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 Min. Time for Pedestrians Gp a2 3.2 3.2 Phasing WB Only '02 03 04 SB Only NS Perm 07 08 Timing G= 35.0 G= G= G= G= 13.0 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 RT Adjusted Flow Rate, v 407 516 473 239 280 481 Lane Group Capacity, c 681 941 615 1237 340 882 v/c Ratio, X 0.60 0.55 0.77 0.19 0.82 0.55 Total Green Ratio, g/C 0.39 0.60 0.33 0.79 0.48 0.48 Uniform Delay, d 21.9 10.7 26.9 2.4 19.5 16.6 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.19 0.15 0.32 0.11 0.36 0.15 Incremental Delay, d 1.5 0.7 5.9 0.1 15.1 0.7 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 ,bontrol Delay 23.3 11.4 32.8 2.4 34.6 17.3 Lane Group LOS C 8 C A C 8 Approach Delay 16.7 22.6 23.7 Approach LOS B C C Intersection Delay Copyright 2005 University of Florida All Rights Reserved X 0.79 I InS=ction LOS I C HCS +TM Version 5.2 Genera :ed: 10/5/2006 3:38 PM Analyst PHR +A Intersection Brooke Road /Site Dr. Agency /Co. PHR +A Jurisdiction Virginia Date Performed 06/01/06 Analysis Year 10 BO Conditions Analysis Time Period AM Peak Hour e -WAY STOP CONTROL SUIIRY General Information Project Description Seefried Properties Scenario #B East/West Street: Site Driveway Intersection Orientation North -South Site Information North /South Street: Brooke Road Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Northbound 1 L 0.93 0 2 0 2 T 55 0.93 59 1 T 0 3 R 498 0.93 535 0 1 R Southbound 4 L 21 0.93 22 3 0 LT 5 T 0 0.93 0 0 1 0 6 R 0.93 Undivided 0 0 Minor Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Percent Grade Flared Approach Storage RT Channelized Lanes Configuration Eastbound 7 L 0.93 0 2 0 0 8 T 0.93 0 0 N 0 0 9 R 0.93 0 2 0 0 Westbound 10 L 109 0.93 117 3 0 0 11 T 0.93 0 0 N 2 0 LR 12 R 0 0.93 0 3 0 0 Delay, Queue Length, and Level of Service Approach Movement Lane Configuration v (veh /h) C (m) (veh /h) vlc 95% queue length Control Delay (s /veh) LOS ,Approach Delay (s /veh) Approach LOS Northbound 1 Southbound 4 LT 22 977 0.02 0.07 8.8 A Westbound 7 8 LR 117 873 0.13 0.46 9.8 A 9 9.8 A Eastbound 1 0 11 12 Copyright 2005 University of Florida, All Rights Reserved HCS Version 5,2 Generated: 10/5/2006 3:38 PM Analyst PHR +A Intersection Brooke Road /Site Dr. Agency /Co. PHR +A Jurisdiction Virginia Date Performed 06/01/06 Analysis Year 10 BO Conditions Analysis Time Period PM Peak Hour •WO -WAY STOP CONTROL SUNIIRY General Information Site Information Project Description East/West Street: Site Driveway Intersection Orientation: North -South ehicle Volumes and Adjustments Major Street Movement olume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh/h) Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Seefried Properties Scenario #B Northbound 1 L 0.93 0 2 0 2 T 41 0.93 44 1 T 0 North /South Street: Brooke Road Study Period (hrs): 0.25 3 R 171 0.93 183 0 1 R Southbound 4 L 58 0.93 62 3 0 LT 5 T 0 0.93 0 1 0 6 R 0.93 0 Undivided 0 0 Minor Street Movement Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Percent Grade Flared Approach Storage RT Channelized anes onfiguration pproach Movement Lane Configuration v (veh /h) C (m) (veh /h) v/c 95% queue length Control Delay (s /veh) LOS Eastbound 7 L 0.93 0 2 0 Delay, Queue Length, and Level of Service Northbound 1 8 T 0.93 0 0 N 0 0 Southbound 4 LT 62 1335 0.05 0.15 7.8 A 9 R 0.93 0 2 0 0 0 Westbound 7 8 LR 690 782 0.88 11.33 33.4 D Westbound 10 L 642 0.93 690 3 0 0 9 33.4 D 11 T 0.93 0 0 N 2 0 LR Eastbound 10 12 R 0 0.93 0 3 0 0 11 12 Volume (veh /h ;Approach Delay (s /veh) 'Approach LOS Copyright 2005 University of r lorida, AI$ Rights Reserved HCS +T Version 5.2 Generated: 10/5/2006 3:38 PM HCS DETAILED REPOR'+. General Information Site Information Analyst PHR Agency or Co. PHR +A Date Performed 6/01/06 Time Period AM Peak Hour Intersection Fort Collier Rd /Baker Lane Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 10 BO Conditions Project ID Seefried Properties Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 1 1 0 1 0 0 1 0 0 1 0 Lane Group L T R LTR LTR LTR Volume, V (vph) 29 218 25 26 570 55 58 44 14 58 47 47 Heavy Vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A A A A AA A A A A Start -up Lost Time, li 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 0 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 O N N O N N O N N 0 N )Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 Min. Time for Pedestrians Gp 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NS Perm 06 07 08 Timing G= 38.0 G= G= G= G= 30.0 G= G= G= Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 80.0 Lane Group Capacity, Control De ay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 33 248 28 741 132 172 Lane Group Capacity, c 256 876 745 849 536 558 v/c Ratio, X 0.13 0.28 0.04 0.87 0.25 0.31 Total Green Ratio, g/C 0.47 0.47 0.47 0.47 0.38 0.38 Uniform Delay, d 11.7 12.7 11.2 18.8 17.2 17.7 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.11 0.11 0.40 0.11 0.11 Incremental Delay, d 0.2 0.2 0.0 9.9 0.2 0.3 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 Lane Group LOS Approach Delay Approach LOS 8 8 8 127 8 C 28.8 C 8 17.5 8 8 18.0 8 Control Delay 12.0 12.9 11.2 28.8 17.5 18.0 Intersection Delay l 6 Copyright 2005 University of Florida All Rights Reserved X 0.62 I Iibection LOS HCS +TM Version 5.2 c Generated: 10/5/2006 3:38 PM HCS DETAILED REPOR• General Information Site Information Analyst PHR +A i Agency or Co. PHR +A Date Performed 6/01/06 Time Period PM Peak Hour Intersection Fort Collier Rd /Baker Lane Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 10 80 Conditions Project ID Seefried Properties Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 1 1 0 1 0 0 1 0 0 1 0 Lane Group L T R LTR LTR LTR Volume, V (vph) 28 648 119 60 288 41 74 85 56 78 98 29 Heavy Vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88' 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A A A AA A A AA A Start -up Lost Time, li 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 0 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 O N N O N N O N N 0 N parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 Min. Time for Pedestrians Gp 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NS Perm 06 07 08 Timing G= 38.0 G= G= G= G= 30.0 G= G= G= Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 80.0 Lane Group Capacity, Control De ay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 32 736 135 442 245 233 Lane Group Capacity, c 407 876 745 532 550 541 v/c Ratio, X 0. 08 0.84 0.18 0.83 0.45 0.43 Total Green Ratio, g/C 0.47 0.47 0.47 0.47 0.38 0.38 Uniform Delay, d 11.5 18.3 12.1 18.2 18.8 18.6 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.38 0.11 0.37 0.11 0.11 Incremental Delay, d 0.1 7.4 0.1 10.7 0.6 0.6 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 11.5 25.7 12.2 28.9 19.3 19.2 Lane Group LOS 8 C 8 C 8 8 Approach Delay 23 2 28.9 19.3 19.2 Approach LOS C C B 8 Intersection Delay I 15 Copyright 2005 University of Florida All Rights Reserved I X =0.67 HCS +TM I Inaction LOS Version 5.2 O Generated: 10/5/2006 3:39 PM HCS DETA LED REPORT. General Information Site Information Analyst PHR Agency or Co. PHR +A Date Performed 6/01/06 Time Period AM Peak Hour Intersection Fort Collier Rd /Site Drive Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 10 80 Conditions Seefried Properties Project ID (Suggested Improvement) Scenario #A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 0 1 1 0 1 1 Lane Group LT TR L R Volume, V (vph) 249 291 388 249 55 55 Heavy Vehicles, %HV 0 0 0 3 3 0 Peak -Hour Factor, PHF 0:89 0.89 0.89 0.89 0.89 0.89 Pretimed (P) or Actuated (A) A A A A A A Start -up Lost Time, h 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 10 0 0 0 Lane Width 12.0 12.0 12.0 12.0 ,narking Grade Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 Min. Time for Pedestrians Gp 3.2 3.2 3.2 Phasing EB Only EW Perm 03 04 SB Only 06 07 08 Timing G= 21.0 G= 47.0 G= G= G= 10.0 G= G= G= 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 RT LT TH RT Adjusted Flow Rate, v 607 705 62 62 Lane Group Capacity, c 743 931 195 664 v/c Ratio, X 0.82 0.76 0.32 0.09 Total Green Ratio, g/C 0.76 0.52 0.11 0.41 Uniform Delay, d 7.0 17.0 36.9 16.2 Progression Factor, PF 1.000 1.000 1.000 1.000 Delay Calibration, k 0.36 0.31 0.11 0.11 Incremental Delay, d 7.1 3.6 0.9 0.1 initial Queue Delay, d 0.0 0.0 0.0 0.0 Control Delay 14.1 20.6 37.8 16.3 Lane Group LOS 8 C D 8 Approach Delay 14.1 20.6 27.0 Intersection Delay 18.4 I X 0.83 Intersection LOS 1 8 Approach LOS Copyright 2005 University of Florida All Rights Reserved C HCS Version 5.2 C Generated: 10/5/2006 3:39 PM HCS DETAILED REPORT, General Information Site Information Analyst PHR +A )Agency or Co. PHR +A Date Performed 6/01/06 Time Period PM Peak Hour Intersection Fort Collier Rd /Site Drive Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 10 80 Conditions Seefried Properties Project ID (Suggested Improvement) Scenario #A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 0 1 1 0 1 1 Lane Group LT TR L R Volume, V (vph) 85 517 345 85 321 321 Heavy Vehicles, %HV 0 0 0 3 3 0 Peak Hour Factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 Pretimed (P) or Actuated (A) A A A A A A Start -up Lost Time, li 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 10 0 0 0 Lane Width 12.0 12.0 12.0 12.0 ;Parking Grade Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, Ns 0 0 0 0 Min. Time for Pedestrians Gp 3.2 3.2 3.2 Phasing EB Only EW Perm 03 04 SB Only 06 07 08 Timing G= 26.0 G= 37.0 G= G= G= 25.0 G= G= G= Y= 0 Y= 6 Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T a25 Cycle Length, C 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 677 472 361 361 Lane Group Capacity, c 741 683 438 921 v/c Ratio, X 0.91 0.69 0.82 0.39 Total Green Ratio, g/C 0.63 0.37 0.25 0.57 Uniform Delay, d 16.1 26.7 35.4 11.9 Progression Factor, PF 1.000 1.000 1.000 1.000 Delay Calibration, k 0.43 0.26 0.36 0.11 Incremental Delay, d 15.8 3.0 12.1 0.3 'Initial Queue Delay, d 0.0 0.0 0.0 0.0 Control Delay 31.9 29.7 47.5 12.2 Lane Group LOS C C D 8 Approach Delay 31.9 29.7 29.9 Approach LOS PP C C Intersection Delay 30.6 X c 0.84 Intersection LOS C Copyright 2005 University of Florida, All Rights Reserved HCS Version 5.2 Generated: 10/5/2006 3:39 PM HCS DETAILED REPORT. General Information Site Information Analyst PHR Agency or Co. PHR +A Date Performed 6/01/06 Time Period AM Peak Hour Intersection Fort Collier Rd /Route 7 Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 10 80 Conditions Project ID Seefried Properties Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 2 0 1 2 1 0 1 1 1 1 0 Lane Group L TR L T R LT R L TR Volume, V (vph) 87 684 22 88 844 493 33 47 125 310 50 52 Heavy Vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak Hour Factor, PHF 0.91 0.91 0.91 0.96 0.96 0.96 0.95 0.95 0.95 0.85 0.85 0.85 Pretimed (P) or Actuated (A) A A AA A A AA A A A A Start Lost Time, li 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 8 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N N 0 N }Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 3.2 Phasing EB Only EW Perm 03 04 SB Only NS Perm 07 08 Timing G= 5.0 G= 30.0 G= G= G= 22.0 G= 15.0 G= G= Y= 0 Y= 6 Y= Y= Y= 0 Y= 6 Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 84.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 96 767 92 879 514 84 132 365 120 Lane Group Capacity, c 192 1459 213 1254 1083 271 280 459 751 v/c Ratio, X 0.50 0.53 0.43 0.70 0.47 0.31 0.47 0.80 0.16 Total Green Ratio, g/C 0.42 0.42 0.36 0.36 0.69 0.18 0.18 0.26 0.44 Uniform Delay, d 17.5 18.3 20.5 23.2 6.0 30.0 30.9 28.9 14.1 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.13 0.11 0.27 0.11 0.11 0.11 0.34 0.11 Incremental Delay, d 2.0 0.4 1.4 1.8 0.3 0.7 1.3 9.4 0.1 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 19.6 18.7 21.9 24.9 6.3 30.7 32.2 38.3 14.2 Lane Group LOS 8 8 C C A C C D 8 Approach Delay 18.8 18.3 31.6 32.4 Approach LOS 8 8 C C Intersection Delay 106 Copyright 2005 University of Florida. All Rights Reserved X 0.76 I In•ction LOS HC$ +TM Version 5.2 I C Generated: 10/5/2006 3:40 PM HCS DETAILED REPORT• General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/01/06 Time Period PM Peak Hour Intersection Fort Collier Rd /Route 7 Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 10 80 Conditions Project ID Seefried Properties Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 2 0 1 2 1 0 1 1 1 1 0 Lane Group L TR L T R LT R L TR Volume, V (vph) 138 1623 25 110 1418 433 65 80 88 668 80 130 Heavy Vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak Hour Factor, PHF 0.91 0.91 0.91 0.96 0.96 0.96 0.95 0.95 0.95 0.85 0.85 0.85 Pretimed (P) or Actuated (A) A A A A A A A A A A A A Start up Lost Time, It 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 20 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 8 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N N 0 N )Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 a 2 3.2 3.2 Phasing EB Only EW Perm 03 04 SB Only NS Perm 07 08 Timing G= 5.0 G= 47.0 G= G= G= 240 G= 12.0 G= G= Y= 0 Y= 6 Y= Y= 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 NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 152 1803 115 1477 451 152 93 786 247 Lane Group Capacity, c 162 1824 74 1651 1207 164 188 420 602 v/c Ratio, X 0.94 0.99 1.55 0.89 0.37 0.93 0.49 1.87 0.41 Total Green Ratio, g/C 0.52 0.52 0.47 0.47 0.77 0.12 0.12 0.24 0.36 Uniform Delay, d 22.0 23.7 26.5 24.2 3.7 43.6 41.2 38.0 24.0 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.45 0.49 0.50 0.42 0.11 0.44 0.11 0.50 0.11 Incremental Delay, d 52.7 18.3 305.1 6.8 0.2 49.3 2.0 401.1 0.5 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 /Control Delay 74.7 42.0 331.6 31.0 3.9 92.9 43.2 439.1 24.5 Lane Group LOS E D F C A F D F C Approach Delay 44 6 41.9 74.0 340.0 Approach LOS D D E F Intersection Delay I 4 Copyright 2005 University of Florida, All Rights Reserved X 1.64 I Ir•ection LOS HCS Version 5.2 F Generated: 10/5/2006 3:40 PM HCS DETAILED REPORT. General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/01/06 Time Period AM Peak Hour Intersection Fort Collier Rd /Route 7 Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 10 80 Conditions Project ID Seefried Properties (Suggested Improvements) Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 2 0 1 2 1 1 1 1 2 1 0 Lane Group L TR L T R L T R L TR Volume, V (vph) 87 684 22 88 844 493 33 47 125 310 50 52 Heavy Vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak Hour Factor, PHF 0.91 0.91 0.91 0.96 0.96 0.96 0.95 0.95 0.95 0.85 0.85 0.85 Pretimed (P) or Actuated (A) A A A A A A A A A A A A Start Lost Time, h 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 8 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, Ns 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 3.2 Phasing EB Only EW Perm 03 04 SB On y NS Perm 07 08 Timing G= 5.0 G= 40.0 G= G= G= 18.0 G= 15.0 G= G= Y= 0 Y= 6 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 RT Adjusted Flow Rate, v 96 767 92 879 514 35 49 132 365 120 Lane Group Capacity,c 248 1751 282 1561 1115 209 308 261 681 625 v/c Ratio, X 0.39 0.44 0.33 0.56 0.46 0.17 0.16 0.51 0.54 0.19 Total Green Ratio, g/C 0.50 0.50 0.44 0.44 0.71 0.17 0.17 0.17 0.20 0.37 Uniform Delay, d 13.9 14.4 16.2 18.5 5.6 32.1 32.1 34.1 32.3 19.4 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.11 0.11 0.16 0.11 0.11 0.11 0.11 0.14 0.11 Incremental Delay, d 1.0 0.2 0.7 0.5 0.3 0.4 0.2 1.6 0.8 0.2 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 14.9 14.6 16.9 19.0 5.9 32.5 32.3 35.7 33.1 19.6 Lane Group LOS 8 8 8 8 A C C D C B Approach Delay 14 6 14.3 34.4 29.7 Approach LOS Intersection Delay 18.3 X =0.62 Intersection LOS 8 Copyright 2005 University of Florida, All Rights Reserved B HCS Version 5.2 C Ge erated: 10/5/2006 3:41 PM HCS DETAILED REPORT• General Information Site Information Analyst PHR +A or Co. PHR +A 'Date Performed 6/01/06 Time Period PM Peak Hour Intersection Fort Collier Rd /Route 7 Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 10 BO Conditions Project ID Seefried Properties (Suggested Improvements) Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 2 0 1 2 1 1 1 1 2 1 0 Lane Group L TR L T R L T R L TR Volume, V (vph) 138 1623 25 110 1418 433 65 80 88 668 80 130 Heavy Vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak Hour Factor, PHF 0.91 0.91 0.91 0.96 0.96 0.96 0.95 0.95 0.95 0.85 0.85 0.85 Pretimed (P) or Actuated (A) A A AA A A A A A A A A Start up Lost Time, li 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 20 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 8 0 0 0 0 0 0 0 0 0 Lane Width 120 12.0 12.0 120 120 12.0 12.0 12.0 120 12.0 Parking Grade Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, Na 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 3.2 Phasing EB Only EW Perm 03 04 SB On y NS Perm 07 08 Timing G= 5.0 G= 47.0 G= G= G= 24.0 G= 12.0 G= G= Y= 0 Y= 6 Y= Y= 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 NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 152 1803 115 1477 451 68 84 93 786 247 Lane Group Capacity, c 162 1824 74 1651 1207 134 221 188 817 602 v/c Ratio, X 0.94 0.99 1.55 0.89 0.37 0.51 0.38 0.49 0.96 0.41 Total Green Ratio, g/C 0.52 0.52 0.47 0.47 0.77 0.12 0.12 0.12 0.24 0.36 Uniform Delay, d 22.0 23.7 26.5 242 3.7 41.2 40.6 41.2 37.6 24.0 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 0.45 0.49 0.50 0.42 0.11 0.12 0.11 0.11 0.47 0.11 Incremental Delay, d 52.7 18.3 305.1 6.8 0.2 3.2 1.1 a 0 22.6 0.5 'pitial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 74.7 42.0 331.6 31.0 3.9 44.4 41.7 43.2 60.2 24.5 Lane Group LOS E D F C A D D D E C Approach Delay 44 6 41.9 43.0 51.6 Approach LOS D D D Intersection Delay X c 1.31 Intersection LOS D Copyright 2005 University of Florid All Rights Reserved HCS +TM Version 5.2 Generated: 10/5/2006 3:42 PM HCS DETAILED REPORT. General Information Site Information Analyst PHR +A Agency or Co. PHR +A )Date Performed 6/01/06 Time Period AM Peak Hour Intersection Rt. 11 Welltown Road Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build -out Conditions Project ID Seefried Properties Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 2 1 1 2 1 0 1 0 0 1 1 Lane Group LT R L T R LTR LT R Volume, V (vph) 617 1496 88 118 1553 717 67 23 29 433 20 409 Heavy Vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak Hour Factor, PHF 0.94 0.94 0.94 0.98 0.98 0.98 0.94 0.94 0.94 0.94 0.94 0.94 Pretimed (P) or Actuated (A) A A A A A A A A A AA A Start Lost Time, h 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 0 0 0 0 10 0 0 75 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, Na 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 3.2 Phasing Excl. Left EW Perm 03 04 SB Only NS Perm 07 08 Timing G= 20.0 G= 46.0 G= G= G= 14.0 G= 9.0 G= G= Y= 0 Y= 6 Y= Y= Y= 0 Y= 6 Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 101.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 656 1591 94 120 1585 732 115 482 355 Lane Group Capacity, c 347 1600 714 420 1600 1025 58 401 761 vlc Ratio, X 1.89 0.99 0.13 0.29 0.99 0.71 1.98 1.20 0.47 Total Green Ratio, g/C 0.20 0.46 0.46 0.65 0.46 0.65 0.09 0.23 0.49 Uniform Delay, d 40.5 27.4 15.9 15.9 27.3 11.4 46.0 39.0 17.3 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.50 0.50 0.11 0.11 0.49 0.28 0.50 0.50 0.11 Incremental Delay, d 411.4 21.1 0.1 0.4 20.2 2.4 497.9 112.5 0.5 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %Control Delay 451.9 48.5 16.0 16.2 47.5 13.8 543.9 151.5 17.8 Lane Group LOS F D 8 8 D 8 F F 8 Approach Delay 160.2 35. 543.9 94.8 Approach LOS F D F F Intersection Delay .5 Copyright 2005 University of Florida, All Rights Reserved X 1.25 I Irsection LOS I F HCS +TM Version 5.2 Generated: 1015/2006 3:43 PM HCS DETAILED REPORT• General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/01/06 Time Period PM Peak Hour Intersection Rt. 11 Welltown Road Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build -out Conditions Project ID Seefried Properties Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, N1 1 2 1 1 2 1 0 1 0 0 1 1 Lane Group LT R L T R LTR LT R Volume, V (vph) 376 1494 84 64 1688 389 56 34 33 639 29 575 Heavy Vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak Hour Factor, PHF 0.94 0.94 0.94 0.98 0.98 0.98 0.94 0.94 0.94 0.94 0.94 0.94 Pretimed (P) or Actuated (A) A A A A A A A A A A A A Start up Lost Time, li 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 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 10 0 0 75 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N N 0 N )Parking Maneuvers, Nm Buses Stopping, Ne 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 3.2 Phasing Excl. Left EW Perm 03 04 SB Only NS Perm 07 08 Timing G= 15.0 G= 47.0 G= G= G= 20.0 G= 7.0 G= G= Y= 0 Y= 6 Y= Y= Y= 0 Y= 6 Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 101.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 400 1589 89 65 1722 397 120 711 532 Lane Group Capacity, c 260 1634 730 333 1634 1133 53 470 745 v/c Ratio, X 1.54 0.97 0.12 0.20 1.05 0.35 2.26 1.51 0.71 Total Green Ratio, g/C 0.15 0.47 0.47 0.61 0.47 0.72 0.07 0.27 0.48 Uniform Delay, d 43.0 26.4 15.3 17.0 27.0 5.2 47.0 37.0 21.0 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.50 0.48 0.11 0.11 0.50 0.11 0.50 0.50 0.28 Incremental Delay, d 260.7 16.2 0.1 0.3 38.0 0.2 624.3 241.5 3.3 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 303.7 42.5 15.4 17.3 65.0 5.4 671.3 278.5 24.3 Lane Group LOS F D B 8 E A F F C Approach Delay 91 6 52.7 671.3 169.7 Approach LOS F D F F Intersection Delay 1 .2 Copyright 02005 University of Florida, All Rights Reserved I X c 1.27 I Irlection LOS I F HCS +TM Version 5.2 Generated: 10/5/2006 3:43 PM HCS DETAILED REPOR• General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6 /01 /06 Time Period AM Peak Hour Intersection Rt. 11 Welltown Road Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build -out Conditions Project ID Seefried Properties (Suggested Improvements) Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 2 2 1 1 2 1 1 1 0 2 1 1 Lane Group L T R L T R L TR L T R Volume, V (vph) 617 1496 88 118 1553 717 67 23 29 433 20 409 Heavy Vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak Hour Factor, PHF 0.94 0.94 0.94 0.98 0.98 0.98 0.94 0.94 0.94 0.94 0.94 0.94 Pretimed (P) or Actuated (A) A A A A A A A A A A A A Start Lost Time, li 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 0 0 0 0 10 0 0 75 Lane Width 12.0 12.0 12.0 120 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nrn Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0 0 Min. Time fo Pedestrians, Gp 3.2 3.2 3.2 3.2 Phasing Excl. Left EW Perm 03 04 SB Only NS Perm 07 08 Timing G= 20.0 G= 46.0 G= G= G= 14.0 G= 9.0 G= G= Y= 0 Y= 6 Y= Y= Y= 0 Y= 6 Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 101.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 656 1591 94 120 1585 732 71 44 461 21 355 Lane Group Capacity, c 674 1600 714 420 1600 1025 122 153 472 420 761 v/c Ratio, X 0.97 0.99 0.13 0.29 0.99 0.71 0.58 0.29 0.98 0.05 0.47 Total Green Ratio, g/C 0.20 0.46 0.46 0.65 0.46 0.65 0.09 0.09 0.14 0.23 0.49 Uniform Delay, d 40.2 27.4 15.9 15.9 27.3 11.4 44.2 43.0 43.3 30.5 17.3 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.48 0.50 0.11 0.11 0.49 0.28 0.17 0.11 0.48 0.11 0.11 Incremental Delay, d 28.0 21.1 0.1 0.4 20.2 24 6.9 1.0 35.3 0.0 0.5 )Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 68.2 48.5 16.0 16.2 47.5 13.8 51.1 44.0 78.6 30.5 17.8 Lane Group LOS E D B B D B D D E C 8 Approach Delay 52 7 35.8 48.4 51.6 I Approach D D D ion D Intersection Delay 45.3 X 0.95 Intersection LOS D Copyright 2005 University of Florida, All Rights Reserved HCS +TM Version 5.2 Generated: 10/5/2006 3:43 PM 0 HCS+ DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR+A Date Performed 6/01/06 Time Period PM Peak Hour Intersection Rt. 11 Welltown Road Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build -out Conditions Project ID Seefried Properties (Suggested Improvements) Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 2 2 1 1 2 1 1 1 0 2 1 1 Lane Group LT R L T R L TR L T R Volume, V (vph) 376 1494 84 64 1688 389 56 34 33 639 29 575 Heavy Vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak Hour Factor, PHF 0.94 0.94 0.94 0.98 0.98 0.98 0.94 0.94 0.94 0.94 0.94 0.94 Pretimed (P) or Actuated (A) A A A A A A A A A A A A Start up Lost Time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 '2.0 2.0 2.0 2.0 Extension of Effective Green e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 0 0 0 0 10 0 0 75 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N N 0 N 'Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 3. 2 Phasing Excl. Left EW Perm 03 04 SB On y NS Perm 07 08 Timing G= 15.0 G= 47.0 G= G= G= 20.0 G= 7.0 G= G= Y= 0 Y= 6 Y= Y= Y= 0 Y= 6 Y= Y= Duration of Analysis, T 015 Cycle Length, C 101.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 400 1589 89 65 1722 397 60 60 680 31 532 Lane Group Capacity, c 505 1634 730 333 1634 1133 94 120 674 493 745 v/c Ratio, X 0.79 0.97 0.12 0.20 1.05 0.35 0.64 0.50 1.01 0.06 0.71 Total Green Ratio, g/C 0.15 0.47 0.47 0.61 0.47 0.72 0.07 0.07 0.20 0.27 0.48 Uniform Delay, d 41.5 26.4 15.3 17.0 27.0 5.2 45.8 45.3 40.5 27.6 21.0 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.34 0.48 0.11 0.11 0.50 0.11 0.22 0.11 0.50 0.11 0.28 Incremental Delay, d 8.4 16.2 0.1 0.3 38.0 0.2 13.6 3.3 36.9 0.1 3.3 i Queue Delay, d 0.0 0.0 20 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 49.9 42.5 15.4 17.3 65.0 5.4 59.4 48.6 77.4 27.6 24.3 Lane Group LOS D D 8 8 E A E D E C C Approach Delay 42 8 52.7 54.0 53.4 Approach LOS D 0 D Intersection Delay 4 ,2 X 0.97 c Intersection LOS I D 1 Copyright 2005 University of Florida, All Rights Reserved HCS +TM Version 5.2 Generated: 10/5/2006 3:43 PM *WO -WAY STOP CONTROL SUNeRY General Information Site Information Intersection Fort Collier Road /Brooke Road Analyst PHR +A Agency /Co. PHR +A Jurisdiction Virginia Date Performed 06/01/06 Analysis Year 10130 Conditions Analysis Time Period AM Peak Hour Project Description Seefried Properties Scenario #A East/West Street: Brooke Road North /South Street: Fort Collier Road Intersection Orientation: North -South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh /h) 172 280 42 39 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR (veh /h) 0 181 294 44 41 0 Percent Heavy Vehicles 2 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 Eastbound Westbound Movement 7 8 9 10 11 12 1 L T R L T R Volume (veh /h) 364 166 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR (veh /h) 0 0 0 383 0 174 Percent Heavy Vehicles 2 0 2 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 Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R v (veh /h) 44 383 174 C (m) (veh /h) 1082 652 859 v/c 0.04 0.59 0.20 95% queue length 0.13 3.83 0.76 Control Delay (s /veh) 8.5 18.1 10.3 '.OS A C 8 'Approach Delay (s /veh) 15.6 Approach LOS C Copyright 2005 University of Florida, All Rights Reserved HCS Version 5.2 Generated: 10/5/2006 3:44 PM •WO -WAY STOP CONTROL SUMORY General Information Site Information Intersection Fort Collier Road /Brooke Road Analyst PHR +A Agency /Co. PHR +A Jurisdiction Virginia Date Performed 06/01/06 Analysis Year 10 80 Conditions Analysis Time Period PM Peak Hour Project Description Seefried Properties Scenario #A East/West Street: Brooke Road North /South Street: Fort Colter Road Intersection Orientation: North -South 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 plume (veh /h) 57 490 172 176 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR (veh /h) 0 64 556 195 200 0 Percent Heavy Vehicles 2 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 Eastbound Westbound Movement 7 8 9 10 11 12 1 L T R L T R Volume (veh /h) 318 70 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR (veh /h) 0 0 0 361 0 79 Percent Heavy Vehicles 2 0 2 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 Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R v(veh /h) 195 361 79 C (m) (veh/h) 956 342 998 v/c 0.20 1.06 0.08 95% queue length 0.76 12.88 0.26 Control Delay (s /veh) 9.7 99.8 8.9 !_OS A F A Approach Delay (s /veh) 83.5 'Approach LOS F Copyright 2005 University of All Rights Reserved HCS Version 5.2 Generated: 10/5/2006 3:44 PM HCS DETAILED REPORTS General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/01/06 Time Period AM Peak Hour Intersection Fort Collier Rd /Brooke Road Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 10 BO Conditions Seefried Properties Project ID (Suggested Improvement) Scenario #A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 0 0 1 0 0• 1 Lane Group LR TR LT Volume, V (vph) 418 25 30 529 12 9 Heavy Vehicles, /oHV 3 3 3 3 3 3 Peak Hour Factor, PHF 0.89 0.89 0.96 0.96 0.78 0.78 Pretimed (P)orActuated (A) A A A A A A Start -up Lost Time, It 2.0 2.0 2.0 Extension of Effective Green, e 2 2.0 2.0 Arrival Type, AT 3 3 3 Unit Extension, UE 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 Initial Unmet Demand, Qb 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 Parking Grade Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 Min. Time for Pedestrians Gp 3.2 3.2 3.2 Phasing WB Only 02 03 04 NS Perm 06 07 08 Timing G= 40.0 G= G= G= G= 38.0 G= G= G= Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 90.0 Lane Group Capacity, Con rol De ay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 498 582 27 Lane Group Capacity, c 777 679 592 v/c Ratio, X 0.64 0.86 0.05 Total Green Ratio, g/C 0.44 0.42 0.42 Uniform Delay, d 19.4 23.5 15.3 Progression Factor, PF 1.000 1.000 1.000 Delay Calibration, k 0.22 0.39 0.11 Incremental Delay, d 1.8 10.6 0.0 'Initial Queue Delay, d 0.0 0.0 0.0 Control Delay 21.2 34.2 15.3 Lane Group LOS C C 8 Approach Delay 21.2 34.2 15.3 Intersection Delay 27.9 X c 0.75 Intersection LOS C Approach LOS Copyright 2005 University of Florida, All Rights Reserved C HCS Version 5.2 8 Generated: 10/5/2006 3:44 PM HCS+ DETAILED REPORTAII General Information Site Information 'Analyst PHR +A 'Agency or Co. PHR +A Date Performed 6/01/06 Time Period PM Peak Hour Intersection Fort Collier Rd /Brooke Road Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 10 BO Conditions Seefried Properties Project ID (Suggested Improvement) Scenario #A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 0 0 1 0 0 1 Lane Group LR TR LT Volume, V (vph) 639 27 14 575 27 32 Heavy Vehicles, %HV 3 3 3 3 3 3 Peak -Hour Factor, PHF 0.89 0.89 0.96 0.96 0.78 0.78 Pretimed (P) or Actuated (A) A A A A A A Start-up Lost Time, h 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 Arrival Type, AT 3 3 3 Unit Extension, UE 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 Initial Unmet Demand, Obi 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 Parking Grade Parking N 0 N N 0 N N 0 N Parking Maneuvers, N.,, Buses Stopping, Ns 0 0 0. Min. Time for Pedestrians Gp 3.2 3.2 3.2 Phasing WB Only 02 03 04 NS Perm 06 07 08 Timing G= 40.0 G= G= G= G= 39.0 G= G= G= Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 91.0 Lane Group Capacity, Control De ay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 748 614 76 Lane Group Capacity, c 770 687 505 v/c Ratio, X 0.97 0.89 0.15 Total Green Ratio, g/C 0.44 0.43 0.43 Uniform Delay, d 24.9 24.1 15.9 Progression Factor, PF 1.000 1.000 1.000 Delay Calibration, k 0.48 0.42 0.11 Incremental Delay, d 25.5 14.2 0.1 I 'Initial Queue Delay, d 0.0 0.0 0.0 Control Delay 50.4 38.3 16.0 Lane Group LOS D D B Approach Delay 50.4 38.3 16.0 Copyright 2005 University of Florida, All Rights Reserved Approach LOS Intersection Delay 43.4 D X =0.93 HCS Version 5.2 Intersection LOS B D Generated: 10/5/2006 3:44 PM HCS DETA LED REPORT• Site Information General Information Analyst PHR +A Agency or Co. PHR +A Date Performed 6/01/06 Time Period AM Peak Hour Intersection Fort Collier Rd /Brooke Road Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 10 80 Conditions Seefried Properties Project ID (Suggested Improvement) Scenario #8 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 1 1 0 1 1 Lane Group L R TR L T Volume, V (vph) 364 274 279 280 66 64 Heavy Vehicles, %HV 3 3 3 3 3 3 Peak Hour Factor, PHF 0.89 0.89 0.96 0.96 0.78 0.78 Pretimed (P) or Actuated (A) A A A A A A Start -up Lost Time, h 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 Arrival Type, AT 3 3 3 3 3 Unit Extension, UE 3.0 3:0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand. Qb 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 10 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 Min. Time for Pedestrians Gp 3.2 3.2 3.2 Phasing WB Only 02 03 04 SB NS Perm 07 08 Timing G= 3a0 G= G G= G= 16.0 G= 42.0 G= G= Y= 6 Y= Y= Y= 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 NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 409 297 583 85 82 Lane Group Capacity, c 526 815 722 435 1070 v/c Ratio, X 0.78 0.36 0.81 0.20 0.08 Total Green Ratio, g/C 0.30 0.52 0.42 0.58 0.58 Uniform Delay, d 32.0 14.2 25.5 12.3 9.2 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.33 0.11 0.35 0.11 0.11 Incremental Delay, d 7.3 a3 6.8 0.2 0.0 'Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 Control Delay 39.2 14.5 32.2 12.5 9.3 Lane Group LOS D 8 C 8 A Approach Delay 28.8 322 10.9 Intersection Delay 28.1 X 0.76 Intersection LOS C Approach LOS Copyright 2005 University of Florida, All Rights Reserved C HCS +T Version 5.2 C 8 Generated: 10/5/2006 3:45 PM HCS DETAILED REPORT General Information Site Information Analyst PHR Agency or Co. PHR +A Date Performed 6/01/06 Time Period PM Peak Hour Intersection Fort Collier Rd /Brooke Road Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 10 BO Conditions Seefried Properties Project ID (Suggested Improvement) Scenario #B Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 1 1 0 1 1 Lane Group L R TR L T Volume, V (vph) 318 112 99 490 348 352 Heavy Vehicles, %HV 3 3 3 3 3 3 Peak Hour Factor, PHF 0.89 0.89 0.96 0.96 0.78 0.78 Pretimed (P) or Actuated (A) A A A A A A Start -up Lost Time, h 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 Arrival Type, AT 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 10 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 Min. Time for Pedestrians Gp 3.2 3.2 3.2 Phasing WB Only 02 03 04 SB Only NS Perm 07 08 Timing G= 25.0 G= G= G= G= 16.0 G= 42.0 G= G= Y= 6 Y= Y= Y= Y= 0 Y= 6 Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 95.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 357 115 613 446 451 Lane Group Capacity, c 461 776 724 461 1126 v/c Ratio, X 0.77 0.15 0.85 0.97 0.40 Total Green Ratio, g/C 0.26 0.49 0.44 0.61 0.61 Uniform Delay, d 32.4 13.1 23.6 18.8 9.5 Progression Factor, PF 1.000 1.000 1.000 1.000 1,000 Delay Calibration, k 0.32 0.11 0.38 0.47 0.11 Incremental Delay, d 8.0 0.1 9.2 33.5 0.2 'initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 Control Delay 40.4 13.2 32.8 52.3 9.8 Lane Group LOS D B C D A Approach Delay 33.8 32.8 30.9 Approach LOS C .0 C Intersection Delay 32.2 X 0.89 Intersection LOS C Copyright 2005 University of Florida All Rights Reserved HCS +TM Version 5.2 Generated: 10/5/2006 3:45 PM J E -W: ROUTE I I Weather DRY File Input Name N -S: ROUTE 839 Count By HP By JJP Location Winchesler,VA Count Date 5/11/2006 15 Minute EB: ROUTE 11 WB: ROUTE 11 NB: ROUTE 839 SB: ROUTE66I 15 Min. Period N,S, Period Begining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E W Begining 7:00 33 259 16 308 21 304 44 369 13 4 4 21 56 4 54 114 812 7:00 7:15 34 271 18 323 25 316 34 375 18 5 7 30 61 3 60 124 852 7:15 7:30 47 266 22 335 26 322 39 387 14 6 8 28 60 4 66 130 880 7:30 7:45 49 243 19 311 29 305 40 374 12 5 6 23 55 6 59 120 828 7:45 8:03 52 226 20 298 19 299 36 354 14 6 6 26 46 6 55 107 785 8:00 8:15 46 189 16 251 14 259 37 310 15 5 4 24 41 8 45 94 679 8:15 8:30 40 144 12 196 17 235 34 286 20 7 3 30 47 9 46 102 614 8:30 8:45 42 159 13 214 12 212 31 255 14 6 4 24 52 1 1 40 103 596 8:45 A.M. Total 343 1757 136 2236 163 2252 295 2710 120 44 42 206 418 51 425 894 6046 A.M. 'Total 16:00 44 266 16 326 12 261 49 322 12 6 7 25 52 7 56 115 788 16:00 16:15 46 279 20 345 15 27€ 51 344 13 7 8 28 66 7 65 138 855 16:15 16:30 51 286 19 356 13 286 53 352 14 6 5 25 70 4 74 148 881 16:30 16:45 60 294 16 370 15 298 50 363 10 7 8 25 70 6 76 152 910 16:45 17:00 66 307 17 390 12 289 56 357 11 9 7 27 68 8 59 135 909 17:00 17:15 64 288 14 366 15 280 48 343 7 7 9 23 51 5 54 110 842 17:15 17:30 50 271 12 333 11 270 40 321 4 4 7 15 39 2 49 90 759 17:30 17:45 45 259 9 313 12 259 34 305 5 4 8 17 35 3 40 78 713 17:45 P.M. Total 426 2250 123 2799 105 2221 381 2707 76 50 59 185 451 42 473 966 6657 P.M. Total 1 Hour EB: ROUTE 11 WB: ROUTE 11 NB: ROUTE 839 SB: ROUTE661 1 Hour Period N,S, Period Begining Left Thor Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E W Begining ,'1:00 163 1039 75 1277 101 1247 157 1505 57 20 25 102 232 17 239 488 3372 7:00 7:15 182 1006 79 1267 99 1242 149 1490 58 22 27 107 222 19 240 481 3345 7:15 7:30 194 924 77 1195 88 1185 152 1425 55 22 24 101 202 24 225 451 3172 7:30 7:45 187 802 67 1056 79 109€ 147 1324 61 23 19 103 189 29 205 423 2906 7:45 8:00 180 718 61 959 62 1005 138 1205 63 24 17 104 186 34 186 406 2674 8:00 16:00 201 1125 71 1397 55 1123 203 1381 49 26 28 103 258 24 271 553 3434 16:00 16:15 223 1166 72 1461 55 1151 210 1416 48 29 28 105 274 25 274 573 3555 16:15 16:30 241 1175 66 1482 55 1153 207 1415 42 29 29 100 259 23 263 545 3542 16:30 16:45 240 1160 59 1459 53 1137 194 1384 32 27 31 90 228 21 238 487 3420 16:45 17:00 225 1125 52 1402 50 1098 178 1326 27 24 31 82 193 18 202 413 3223 17:00 1 Hour EB: ROUTE I I WB: ROUTE 11 NB: ROUTE 839 SB: ROUTE66I I Hour Period N.S, Period Begining Left Thru Right Total Left Thru Right Total Left Thru Right 'Total Left Thru Right Total E W Begining 7:00 163 1039 75 1277 101 1247 157 1505 57 20 25 102 232 17 239 488 3372 7:00 A.M. Peak PEE 0.95 PIIF 0.97 PHF 0.85 PIIF 0.94 0.96 A.M. Peak 16:15 223 1166 72 1461 55 1151 210 1416 48 29 28 105 274 25 274 573 3555 16:15 P.M. Peak PHF 0.94 PHF 0.98 PILE 0.94 PHF 0.94 0.98 P.M. Peak 'ersection: r E -W: FORT COLLIER RD Weather RAIN File Input Namel N -S: BROOKE RD Count By AP By DP Location Winchester, VA Count Date 5/15/2006 15 Minute EB: WB: FORT COLLIER RD NB: BROOKE RD SB: BROOKE RD 15 Min. Period N,S, Period Begining Left Thru Right Total LeR Thru Right Total Left Thor Right Total Left Thru Right Total E W Begining 7:00 0 0 0 0 56 0 8 64 0 3 55 58 8 6 0 14 136 7:00 7:15 0 0 0 0 66 0• 2 68 0 3 53 56 4 1 0 5 129 7:15 7:30 0 0 0 0 82 0 7 89 0 12 68 80 0 4 0 4 173 7:30 7:45 0 0 0 0 96 0 5 101 0 7 56 63 4 2 0 6 170 7:45 8:00 0 0 0 0 67 0 7 74 0 4 62 66 2 1 0 3 143 8:00 8:15 0 0 0 0 62 0 1 63 0 5 43 48 1 2 0 3 114 8:15 8:30 0 0 0 0 48 0 2 50 0 5 41 46 1 2 0 3 99 8:30 8:45 0 0 0 0 34 0 2 36 0 3 43 46 4 2 0 6 88 8:45 A.M. Total 0 0 0 0 511 0 34 545 0 42 421 463 24 20 0 44 1052 A.M. Total 16:00 0 0 0 0 64 0 6 70 0 4 98 102 6 9 0 15 187 16:00 16:15 0 0 0 0 69 0 5 74 0 3 102 105 6 6 0 12 191 16:15 16:30 0 0 0 0 77 0 6 83 0 3 109 112 7 9 0 16 211 16:30 16:45 0 0 0 0 62 0 6 68 0 2 110 112 4 3 0 7 187 16:45 17:00 0 0 0 0 65 0 2 67 0 1 104 105 2 6 0 8 180 17:00 17:15 0 0 0 0 57 0 1 58 0 1 62 63 2 5 0 7 128 17:15 17:30 0 0 0 0 54 0 0 54 0 2 62 64 6 3 0 9 127 17:30 17:45 0 0 0 0 39 0 2 41 0 1 43 44 2 4 0 6 91 17:45 P.M. Total 0 0 0 0 487 0 28 515 0 17 690 707 35 45 0 80 1302 1'.M. Total 1 Hour EB: 1 B: FORT COLLIER RD NB: BROOKE RD SB: BROOKE RD 1 Hour Period N,S, Period Begining Left Thru Right Total Left Thru Right Total Left Dim Right Total Left Thru Right Total E W Begining x 100 0 0 0 0 300 0 22 322 0 25 232 257 16 13 0 29 608 7:00 7:15 0 0 0 0 311 0 21 332 0 26 239 265 10 8 0 18 615 7:15 7:30 0 0 0 0 307 0 20 327 0 28 229 257 7 9 0 16 600 7:30 7:45 0 0 0 0 273 0 15 288 0 21 202 223 8 7 0 15 526 7:45 8:00 0 0 0 0 211 0 12 223 0 17 189 206 8 7 0 15 444 8:00 16:00 0 0 0 0 272 0 23 295 0 12 419 431 23 27 0 50 776 16:00 16:15 0 0 0 0 273 0 19 292 0 9 425 434 19 24 0 43 769 16:15 16:30 0 0 0 0 261 0 15 276 0 7 385 392 15 23 0 38 706 16:30 16:45 0 0 0 0 238 0 9 247 0 6 338 344 14 17 0 31 622 16:45 17:00 0 0 0 0 215 0 5 220 0 5 271 276 12 18 0 30 526 17:00 1 Hour EB: WB: FORT COLLIER RD NB: BROOKE RD SB: BROOKE RD 1 flour Period N,S, Period Begining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thor Right Total E W Begining 7:15 0 0 0 0 311 0 21 332 0 26 239 265 10 8 0 18 615 7:15 A.M. Peak PUP PHF 0.82 PI-IF 0.83 PHP 0.75 0.89 A.M. Peak 16:00 0 0 0 0 272 0 23 295 0 12 419 431 23 27 0 50 776 16:00 P.M. Peak PHF PHF 0.89 PHF 0.96 P1IF 0.78 0.92 P.M. Peak N E -W: BROOKE RD Weather DRY File Input Name -S: ROUTE 11 Count By BP By ..UP Location WINCHESTER,VA Count Date 5/16/2006 15 Minute Period Begining EB: Left Thru Right Total WB: Left BROOKE RD Thru Right Total NB: Leh ROUTE 11 Thru Right Total SB: ROUTE 11 Left 'Film Right 'Total N,S, E W 15 Min. Period Begining 7:00 0 0 0 0 19 0 18 37 0 40 48 88 54 45 0 99 224 7:00 7:15 0 0 0 0 24 0 20 44 0 46 51 97 60 50 0 110 251 7:15 7:30 0 0 0 0 21 0 26 47 0 52 55 107 68 59 0 127 281 7:30 7:45 0 0 0 0 35 0 17 52 0 41 53 94 55 67 0 122 268 7:45 8:00 0 0 0 0 31 0 39 70 0 47 60 107 58 62 0 120 297 8:00 8:15 0 0 0 0 32 0 28 60 0 65 44 109 54 60 0 114 283 8:15 8:30 0 0 0 0 25 0 22 47 0 40 38 78 41 41 0 82 207 8:30 8:45 0 0 0 0 33 0 26 59 0 33 45 78 25 52 0 77 214 8:45 A.M. Total 0 0 0 0 220 0 196 416 0 364 394 758 415 436 0 851 2025 I A.M. Total 16:00 0 0 0 0 78 0 51 129 0 88 38 126 44 64 0 108 363 16:00 16:15 0 0 0 0 66 0 46 112 0 79 33 112 38 59 0 97 321 16:15 1690 0 0 0 0 54 0 44 98 0 63 37 100 37 63 0 100 298 16:30 16:45 0 0 0 0 53 0 28 81 0 66 57 123 33 70 0 103 307 16:45 17:00 0 0 0 0 60 0 31 91 0 80 59 139 44 73 0 117 347 17:00 17:15 0 0 0 0 60 0 39 99 0 67 63 130 46 49 0 95 324 17:15 17:30 0 0 0 0 51 0 46 97 0 47 44 91 33 55 0 88 276 17:30 17:45 0 0 0 0 42 0 36 78 0 54 37 91 31 57 0 88 257 17:45 P.M. Total 0 0 0 0 464 0 321 785 0 544 368 912 306 490 0 796 2493 P.M. Total 1 Hour EB: WB: BROOKE RD NB: ROUTE 11 SB: ROUTE 11 I Hour Period N,S, Period Begining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left 'Thm Right TOM! E W Begining ,f: 0 0 0 0 99 0 81 180 0 179 207 386 237 221 0 458 1024 7:00 7:15 0 0 0 0 111 0 102 213 0 186 219 405 241 238 0 479 1097 7:15 7:30 0 0 0 0 119 0 110 229 0 205 212 417 235 248 0 483 1129 7:30 7:45 0 0 0 0 123 0 106 229 0 193 195 388 208 230 0 438 1055 7:45 8:00 0 0 0 0 121 0 115 236 0 185 187 372 178 215 0 393 1001 8:00 16:00 0 0 0 0 251 0 169 420 0 296 165 461 152 256 0 408 1289 16:00 16:15 0 0 0 0 233 0 149 382 0 288 186 474 152 265 0 417 1273 16:15 16:30 0 0 0 0 227 0 142 369 0 276 216 492 160 255 0 415 1276 16:30 16:45 0 0 0 0 224 0 144 368 0 260 223 483 156 247 0 403 1254 16:45 17:00 0 0 0 0 213 0 152 365 0 248 203 451 154 234 0 338 1204 17:00 1 Hour EB: W13: BROOKE RD NB: ROUTE 11 SB: ROUTE 11 1 Hour Period N.S, Period Begining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E W Begining 7:30 0 0 0 0 119 0 110 229 0 205 212 417 235 248 0 483 1129 7:30 A.M. Peak PHF PHF 0.82 PIN' 0.96 PIIF 0.95 0.95 A.M. Peak 16:00 0 0 0 0 251 0 169 420 0 296 165 461 152 256 0 408 1289 16:00 P.M. Peak PHF PHF 0.81 PHF 0.91 PHF 0.94 0.89 P.M. Peak 'ersection: E -W: ROUTE 7 Weather DRY File I Name IN-S: FT. COLLIER RD Count By JJP put By JJP Location Winchester, VA Count Date 5/18/2006 15 Minute EB: ROUTE 7 WB: ROUTE 7 NB: FT COLLIER RD SB: FT. COLLIER RD 15 Min. Period N,S, Period Begining Left Thru Right Total Left Thor Right Total Left Thru Right Total Left Thru Right Total E W Begining 7:00 9 94 12 115 18 8i 64 163 7 10 26 43 40 11 5 56 377 7:00 7:15 4 128 6 138 20 89 72 181 11 9 25 45 44 8 7 59 423 7:15 7:30 7 112 12 131 17 118 81 216 9 17 26 52 42 20 13 75 474 7:30 7:45 9 99 5 113 15 127 82 224 9 13 25 47 53 19 6 78 462 7:45 8:00 12 74 7 93 20 123 66 209 9 9 33 51 53 13 11 77 430 8:00 8:15 7 92 6 105 22 115 50 187 6 12 32 50 62 17 8 87 429 8:15 8:30 6 108 4 118 25 122 67 214 9 15 28 52 58 12 7 77 461 8:30 8:45 7 110 5 122 21 142 68 231 9 11 32 52 55 8 9 72 477 8:45 A.M. Total 61 817 57 935 158 917 550 1625 69 96 227 392 407 108 66 581 3533 A.M. Total 16:00 30 189 9 228 25 188 89 302 6 20 18 44 96 17 15 128 702 16:00 16:15 39 198 6 243 21 201 83 305 12 29 18 59 72 18 13 103 710 16:15 16:30 24 210 6 240 30 179 75 284 17 15 25 57 117 19 8 144 725 16:30 16:45 21 223 8 252 33 184 87 304 21 17 23 61 73 25 21 119 736 16:45 17:00 19 255 5 279 26 180 67 273 15 19 22 56 90 18 14 122 730 17:00 17:15 28 199 7 234 27 143 90 260 12 12 23 47 86 17 16 119 660 17:15 17:30 27 185 6 218 33 161 79 273 10 17 20 47 77 21 15 113 651 17:30 17:45 15 179 3 197 21 141 60 222 11 11 17 39 65 14 12 91 549 17:45 P.M.Total 203 1638 50 1891 216 1377 630 2223 104 140 166 410 676 149 114 939 5463 P.M. Total 1 Hour EB: ROUTE 7 WB: ROUTE 7 NB: FT. COLLIER RD 813: FT. COLLIER RD 1 Hour Period N,S, Period Begining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E W Begining -/:00 29 433 35 497 70 415 299 784 36 49 102 187 179 58 31 268 1736 7:00 7:15 32 413 30 475 72 457 301 830 38 48 109 195 192 60 37 289 1789 7:15 7:30 35 377 30 442 74 483 279 836 33 51 116 200 210 69 38 317 1795 7:30 7:45 34 373 22 429 82 487 265 834 33 49 118 200 226 61 32 319 1782 7:45 8:00 32 384 22 438 88 502 251 841 33 47 125 205 228 50 35 313 1797 8:00 16:00 114 820 29 963 109 752 334 1195 56 81 84 221 358 79 57 494 2873 16:00 16:15 103 886 25 1014 110 744 312 1166 65 80 88 233 352 80 56 488 2901 16:15 16:30 92 887 26 1005 116 686 319 1121 65 63 93 221 366 79 59 504 2851 16:30 16:45 95 862 26 983 119 668 323 1110 58 65 88 211 326 81 66 473 2777 16:45 17:00 89 818 21 928 107 625 296 1028 48 59 82 189 318 70 57 445 2590 17:00 I Hour EB: ROUTE 7 WB: ROUTE 7 NB: FT COLLIER RD 86: FT. COLLIER RD 1 Hour Period N,S, Period Begining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E W Begining 8:00 32 384 22 438 88 502 251 841 33 47 125 205 228 50 35 313 1797 8:00 &M. Peak PHF 0.90 PHF 0.91 PIIF 0.99 PHI 0.90 0.94 AM. Peak 16:15 103 886 25 1014 110 744 312 1166 65 80 88 233 352 80 56 488 2901 16:15 P.M. Peak PHF 0.91 PHF 0.96 PHI' 0.95 PHF 0.85 0.99 P.M. Peak �trsection: E -W: FORT COLLIER RD Weather DRY File Input Name N -S: BAKER RD Count By JJP By EP Location Winchester, VA Count Date 5/22/2006 15 Minute EB: FORT C011 IFR RD WB: FORT COLLIER RD NB: BAKER RD SB: BAKER RD 15 Min. Period N,S, Period Begining Left Thru Right Total Left Thru Right Total Left Thru Right 'total Left Thru Right Total E W Begining 7:00 8 39 7 54 10 49 9 68 11 10 3 24 16 8 1 25 171 7:00 7:15 2 33 5 40 6 68 13 87 10 8 4 22 17 15 4 36 185 7:15 7:30 9 28 5 42 5 66 12 83 14 9 3 26 9 14 4 27 178 7:30 7:45 1 0 40 8 58 5 91 21 117 23 17 4 44 16 11 8 35 254 7:45 8:00 12 34 14 60 3 46 14 63 11 5 4 20 7 16 4 27 170 8:00 8:15 7 31 8 46 3 61 19 83 12 4 2 18 13 12 9 34 181 8:15 8:30 9 30 16 55 1 35 22 58 10 11 2 23 10 8 7 25 161 8:30 8:45 3 26 11 40 2 25 13 40 9 8 4 21 10 10 6 26 127 8:45 A.M. Total I 60 261 74 395 35 441 123 599 100 72 2.6 198 98 94 43 235 1427 A.M. Total 16:00 5 75 36 116 11 42 17 70 18 23 14 55 18 20 6 44 285 16:00 16:15 10 59 30 99 23 45 10 78 13 23 23 59 26 26 7 59 295 16:15 16:30 4 80 26 110 9 40 10 59 1 6 21 12 49 19 22 8 49 267 16:30 16:45 9 66 27 102 17 46 4 67 27 18 7 52 15 30 8 53 274 16:45 17:00 5 60 29 94 6 42 13 61 21 10 14 45 16 29 9 54 254 17:00 17:15 4 83 31 118 6 38 15 59 18 8 9 35 14 17 7 38 250 17:15 17:30 7 49 22 78 8 34 20 62 17 14 9 40 14 23 6 43 223 17:30 17_:5 5 43 20 68 4 32 15 51 16 12 4 32 17 16 7 40 191 17:45 P.M.Total 49 515 221 785 84 319 104 507 146 129 92 367 139 183 58 380 2039 P.M.Total 1 Huur EB: FORT COLLIER RD WB: FORT COLLIER RD NB: BAKER RD SB: BAKER RD 1 FIour Period N,S, Period Begining Lett Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E W Begining .6:00 29 140 25 194 26 274 55 355 58 44 14 116 58 48 17 123 788 7:00 7:15 33 135 32 200 19 271 60 350 58 39 15 112 49 56 20 125 787 7:15 7:30 38 133 35 206 16 264 66 346 60 35 13 108 45 53 25 123 783 7:30 7:45 38 135 46 219 12 233 76 321 56 37 12 105 46 47 28 121 766 7:45 8:00 31 121 49 201 9 167 68 244 42 28 12 82 40 46 26 112 639 8:00 16:00 28 280 119 427 60 173 41 274 74 85 56 215 78 98 29 205 1121 16:00 16:15 28 265 112 405 55 173 37 265 77 72 56 205 76 107 32 215 1090 16:15 16:30 22 289 113 424 38 166 42 246 82 57 42 181 64 98 32 194 1045 16:30 16:45 25 258 109 392 37 160 52 249 83 50 39 172 59 99 30 188 1001 16:45 17:00 21 235 102 358 24 146 63 233 72 44 36 152 61 85 29 175 918 17:00 I Hour EB: FORT COLLIER RD WB: FORT COLLIER RD NB: BAKER RD SB: BAKER RD 1 HIour Period N,S, Period Begining Left Thru Right Total Left Thru Right Total Left Thru Right Total Len Thru Right Total E W Begining 7:00 29 140 25 194 26 274 55 355 58 44 14 116 58 48 17 123 788 7:00 A.M. Peak PHF 0.84 PHF 0.76 PHF 0.66 PIT 0.85 0.78 A.M. Peak 16:00 28 280 119 427 60 173 41 274 74 85 56 215 78 98 29 205 1121 16:00 P.M. Peak PHF 0.92 PET 0.88 PILE 0.91 PHF 0.87 0.95 F M. Peak